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8321 Truss Specs . � conrsu�r�nrG LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1206814 MiTek 20/20 7.2 Plan 8321 The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA1. Pages or sheets covered by this seal: I5750069 thruI5750078 My license renewal date for the state of Washington is May l 8,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, fingerjointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing age�cies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. � �� '�`°��`" '�'�� ' �� !��`��"1i��,��;�_> r� , � � � � .�°�--- ~-] _"._ � � � �� C � July 26,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI ]. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. �,��-^'� , o��`,� ° � �� ^�--'- ,; � � i ;�.�� ,.+ ��'� � � ,�� gY; _�__-------.�___---- Job . - .. .- Truss� !TrussType �� IQry.. iPly . .Pian8321. .. .. .. -. -. ...- ... .. .- . .._..-.� �87206814 A01 CommonTruss � � � 15750069� • _ . �__ ..�Job Reference�optionalZ _i .__ .--- - - -._ __-- -... _-_� ___ ...-- -- -- --._ ...--- ProBmld Adington,Arlington,WA 98223,Jane Ferderer � 7.250 s Aug 25 2011 MiTek Indusiries,Inc.Wed Jul 25 10:02:01 2012 Page i 2_7 4 I D:tckuHCcRcxIqDEEf LYJGPywxH�-Ywf77H1 mVvTCf6RhY0YFkxvhjqJ5oUhoCQw2UEquZ4K � ?-0-�-} _- _ _ 2ao-o f ao-o-o � __-._ _-- -- --- - - - __ _ _ ---- _____ --- 2-0-o zo-ao zo-o-o Scale=�70.9 4.W.1� 5x6 I I 14 15 16 13 /� 17 � 12 � � 18 ISx6% 11 i � �� '�?��'._ \19 Sx6 � 9 � 10� i�I� � I ��;;; 20 21 � 6 7 8 ��'� I �,I �i ��I I �_�'�� 22 23 5 � �i . � li I ��I I i � �.1�\ 25 � 4� �� I I il�� i� I�' �I � � 26 � � �� - � �� I� � �� I � � � ��-�� 2/� I � i I li I: I � I \��_ 28 � , il I i � , �; -�� ` -�� -�� _ i 1� � � �, �-�. ,�� I � � ' �"I �[� ---- F�` �- d` _ --b �1 --�- _ rV �--�-. _... __:��, .� � '--'i_SCY�Q4Y:LIL�LY Y`LY�LY..ILILYY Y_]L Y Y_.Y�C Y 1LY Y Y Y.Y Y Y__Y�LY.Y..�Y Y_Y_Y]L�L�LY-:Y�7.lYSCVV V-�y�y� ��`? o I,� 0 3x6 = 3x8 - 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3x6 =� 3x6 -' 18-2-14 F-._-.___-.-__ . 40-0-0 __. ._._. ___.. _--_ .___.- .. _ -_ - _ .__ __._ ._.__- -__.. _ ...__ __.__ .__.- .. __. __.. -__40-0-0 _____.- - -___._ . ._. _-_ .. .... ___ ._._.. _ -- _. .. PLate Offsets_(X Y� [8;0-3-0 0-3-0]�_[22 0-3-0 q-3-0�_ . - -- -- -- -- - ---- _-- -- - --- __ ----- �_ -----_ ---- _. __ _. - - --- - - - -- r LOADING(ps� I SPACING 2-0-0 1 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 � Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 1 n/r 180 � MT20 185/148 TCDL 10.0 ; Lumber Increase 1.15 BC 0.07 ' Vert(TL) -0.01 1 n/r 120 � BCLL 0.0 i Rep Stress Incr Yes � WB 0.08 Horz(TL) 0.00 28 n/a n/a BCDL 8.0 Code IRC2009ITPI2007 i (Matrix) i Weight:206 Ib FT=20% ---- _ __t -- -- --- _ i _ _ ---_ _ --- _ ____ _ __ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 40-0-0. (Ib)- Max Horz 2=83(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)2,43,44,45,46,48,49,50,51,52, 53,54,41,40,39,38,36,35,34,33,32,31,30,29 Max Grav All reactions 250 Ib or less at joint(s)42,43,44,45,46,48,49,50,51, 52,53,54,41,40,39,38,36,35,34,33,32,31,30,28 except 2=329(LC 1),55=276(LC 9),29=375(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 27-29=-273/66 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 uniess otherwise indicated. 5)Gable requires continuous bottom chord bearing. 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 will �(wy�e�� g�, fit between the bottom chord and any other members. .�^� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,43,44,45,46,48, ,�"� ��'��+� � 49,50,51,52,53,54,41,40,39,38,36,35,34,33,32,31,30,29. ;�. � {y'� � 10)This truss is designed in accordance with the 2009 International Residential Code sedions 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. LOAD CASE�S) Standard � � � � � � � July 26,2012 �.�� 4� WARNING-Verify tlesign parameters antl read notes on this Truss Design Drewing and inclutled DrJ Reference Sheet�(rev.03-11')be(ore use.Design , j .. � valitl for use with MiTek conneclor plates only.This tlesign is basetl only upon parameters shown,and is for an individual building component.ApplicabilAy i , li � of tlesign paramefers antl proper incorporetion of ihe component is responsibility of building designer or owner of the irusses and installer. Lateral restraint I � tlesignations shown on intlivitlual web and chortl members are for compression buckling only,not forbuilding stability bracing.Atltlitional temporary restrainV i , �i tliagonal bracing to insure stability during construction is the res onsibiht of the installer.Adtlitional ermanent ' � , ' y ' Yuil�in�staYility Yracin��f the�verall slructure ��, I is the responsibility of the building designer or owner of the trusses.For generei guidance regartling design responsibilities,fabrication,qualdy control,storage, i -' �-� I I delrvery,erection,lateral restreint and diagonal bracing,consutt AN51/TPI 7,DSB-89 antl BCSI(Building Component Safety Information)available from CONSULTING LLC �� SBCA at www sbcintlustry com. ._ _ _ ,, � -� _ _- __-- Job -� -- ��- Truss TrussType� - - �� - �� Qty Ply - PIan8321 � �� 15750070 � 81206814 A02 Common Truss 1 �1 � � __ - � _ __ __ _ IJob Refere_nce(optional� --- __- --- --- .I n Adingtoo,WA 98223,Jane Ferderer � � 7250 s Aug 25 2011 MiTek Industnes,Inc Wed Jul 25 10 02 02 2012 Page 1 2-0-0 14 ID tckuHCcRcxLqOEEILY�JGPywxHj-07CVLd10GDb3HG0t653UG9RhGEW'�Xo3x 4fbOhyuZ4J 2 O-�-Z _ _ __74 8_____ +..... 13-7-4 .__� 20 0-0 � ..._. 26 412 .�.. 32-9 8 .�. 40-0-0 �8-z_ ....+��2-0_0._i w m --, � ----- -- ---� --- -- ---__ _— ---_ _ 7-2-8 6-412 6-4-12 ' 6-4-12 � 6-4-12 7-2-8 2-0-0 Scale=1:72.3 5x6 I I 4.00�12 6 /'% ��_��_ .. 3x4 % /%� I �'--�� 3x4 � 3x8% 5/� \��7 3x8� / �� 2x4 �� 4 /�� 8 2x4 � 3 /�/ � / / \\ 9 . , j \\ � � I�� 2� �i �l � .-�-::-- �� 10 l01 ,;:..�g,�" .:-_-. :_. �_-__- _�.. ___._-_1�_____._. .__...__ `a�__- C�iAr- _...____.- . _- ___.—_ _. _- ��; 11 m s� \, o Sx8 -- 16 �5 �4 13 12 5x8 ....- 3x4 - 4x8 - Qx8 -_. 4x8- 3x4 -_ 18-2-14 18-2-14 ____-._._-10=4-14 ._____- _ 20-0-0-__ 297_'2__-_ _._<_�'�'�___-___-_ � _-__ _.. . -__ __ _._ _- _.._.. .___ __. __ _ .....I-_ I _ .... _ . �-__ . . I ._______ —_._- .__10-4-14--_..____-- -. - .._._- 9-7-2_- ._... .._- __@'7'�_._.._ ___.__-.-_.- 70-4-14_..__._...____.____._._.-__ Plate Offsets_�X Y�_j2:0-3-3 Edge].I10,0-3-3 Edgel_- ___.. .--- -.----------------- ------ ------ --- ,- --, -- _ _- -- — ---- _- _._ _ ____ - ----_. __._ _----- - _----- - �-- IOADING(ps� SPACING 2-0-0 � CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25A Plates Increase 1.15 TC 0.91 i Vert(LL) -0.43 14 >999 240 MT20 185/148 TCDL 10.0 I Lumber Increase 1.15 BC 0.67 i Vert(TL) -0.98 14-16 >483 180 BCLL 0.0 I Rep Stress Incr Yes i WB 0.65 Horz(TL) 027 10 n/a Na BCDL 8.0 i Code IRC2009/TP12007 (Matrix) I Weight:148 Ib FT=20% __ _-�- - _-- ___ _ _ . _ _ __ _ L_ _ __ _ - — - _ __ _ -- _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std*ExcepY WEBS 1 Row at midpt 7-14,5-14 W3:2 X 4 HF No.2 REACTIONS (Ib/size) 2=1856/0-5-8 (min.0-3-1),10=1856/0-5-8 (min.0-3-1) Max Horz 2=74(LC 3) Max Uplift2=-132(LC 5),10=-132(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4334/182,3-4=-3891/110,4-5=-3819/132,5-6=-2734/114,6-7=-2734/114, 7-8=-3819/132,8-9=-3891/110,9-10=-4334/182 BOT CHORD 2-16=-169/4021,�5-16=-85/3306,14-15=-85/3306,13-14=-14/3306,12-13=-14/3306, 10-12=-99/4021 WEBS 6-14=0/1271,7-14=-984/131,7-12=0/568,9-12=-501/128,5-14=-984/131,5-16=0/568, 3-16=-50�/'I 28 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=132, �� 10=132. � 6)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. �� *�,��+ �� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� LOAD CASE(S) Standard ;Z, � � � � � � �+ July 26,2012 <M< � " WARNING-Verify design paremeters antl read notes on this Truss Design Drawing and includetl DrJ Reference Sheet(rev.03-71')before use.Design ��` valid for use with MiTek wnnector plates only.This design is basetl onty upon parameters shown,and is for an individual builtling component.Applicabildy � , � 'I , of design parameters and proper incorporetion of the component is responsibildy of building designer or owner of the trusses and installer. Lateral restraint , � designations shown on intlividual web antl chord members are for compression buckling only,not forbuilding stability bracing.Atlditional temporary restrainU � i i tliagonal bracing to insure stabilAy during construction is the responsibility o(the installer.Addttional permanent building stability brecing of the overall strudure I, ; is the responsibility of the builtling designer or owner of the trusses.For general guidance regarding tlesign responsibilities,fabrication,quality control,storage, �� I tlelivery,erection,lateral resiraint and tliagonal bracing,consutt ANSIlfPI 1,DS&89 and BCSI(Building Component Safety Information)available from '�� i ��. SBCA at www sbcindustry com _ ._. ___ ___ .__ i riONSULT/NG LLC j . _--- _ _ Job � rTruss�-��- ��-- ��-�1TrussType Qry Ply i Plane321 � �- �- 15750071 I61206814 A03 �Common Truss 10 I i � ' f__ ___.- - _-- -- �-_._. ---_...... ___-1_ __ I _____._IJobR_eference(opti_onal�_ I __. - -- ----� ProBwld Arlington Adington,WA 98223,Jane Ferderer �� 7 250 5 Aug 25 207 7 MiTek Industries,Inc.Wetl Jul 25 10 02 03 2012 Page 1 8 2�4 ID:tckuHCcRcxLqOEEILY�JGPywxHj-UJmuYz201 WjwvQa3fpajpM_szerTGFF5fikP97�7yuZ41 _2-0-b_ � 7-2=8 _F____ _13J 4 _ + 20-0-0 264-12 32 9-8 40-0-0 &Z-� .._-____._ ___-_-_ _ _. _-____ _-_ ._ 2-0-0 7-2-8 6__ ._... _-_ _ ._-_ __-__ 4 12 6-4-12 6-4-12 6-4-12 . _.._.. 7 2 8 -�-��_- -� Scale=1:70.6 5x6 I� 4 00 12 6 3x4 % ��\�_. 3x4 � 5 /! I ��;� 7 3x8=- j.�; �_ ,_\\ _ i;- � 3x6� 2x4� y � � �� 0 2x4 �i �, j�� 9 � r /—/_ /-- -.____._ ._ .._ __.._ �#-_, -/----- \ \\ �� 0 2 � � 1 �� N i c,i[1 --, �.- -� ------.._._. _.- . ::-- �- ��2>�------ ---_ _._-- -___ ___5�--�-- --} _. .--� - - �-�� Id o r'"/ � 15 14 13 12 11 _ Sx8 = 5x8 = 3x4 -- 4x8 - 4x8 -- 4x8 -- 3x4 - 78-2-14 i&2-14 �_-__. 10-4-14-__._-__- __ .20-00_ _. .___ .29-7'2..___�__ _.___-_ 40-0-0_.-.__._._._-___. - ._._�-__ _.._ �__-_ __._ .�-_. . ....� ___._. . __ - . 10-4-14 - .. ___ _._ 9-7-2_ . _ ._.. ___ -__.�7-2- .-______.____ .-____.__-1_0=4_14. Plat_e Qffsets�X Y) [2_0-3 3,Edge]�[10 0-3-3,Edge] _ -- --- - ___. - __-- -- -- —___.. _--_ _ - -_ l _ --- - -- - - --f-- - -- _._ ---- ------ ---- LOADING(ps� I SPACING 2-0-0 CSI I DEFL in (loc) I/defl L/d T PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.92 Vert(LL) -0.43 13-15 >999 240 i MT20 185/14S TCDL 10.0 I Lumber Increase 1.15 I BC 0.72 � Vert(TL) -0.98 13-15 >484 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.65 Horz(TL) 0.27 10 n/a n/a BCDL 8A 1 Code IRC2009ITPI2007 � (Matrix) Weight:145 Ib FT=20% . ._-___ _-- -_ _ ---- LUMBER - --- ---- ----. BRACING TOP CHORD 2 X 4 HF No.2"ExcepY TOP CHORD Structural wood sheathing directly applied. T3:2 X 4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 4 HF 1650F 1.SE 2-2-0 oc bracing:10-11. WEBS 2 X 4 HF Stud/Std'Except* WEBS 1 Row at midpt 7-13,5-13 W3:2X4HFNo.2 REACTIONS (Ib/size) 2=1861/0-5-8 (min.0-3-1),10=1696/0-5-8 (min.0-2-13) Max Horz 2=83(LC 3) Max Uplift2=-132(LC 5),10=-71(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4347/183,3-4=-3904/111,4-5=-3833/133,5-6=-2747/120,6-7=-2 74 711 1 5, 7-8=3867/153,8-9=39401131,9-10=-4384/210 BOT CHORD 2-15=-180/4034,14-15=-95/3318,13-14=-95/3318,12-13=-50/3332,11-12=-50/3332, 10-11=-152/4091 WEBS 6-13=-1/1278,7-13=-1001/138,7-11=0/596,9-11=-530/139,5-13=-984/131,5-15=0/568, 3-15=-501/128 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10 except(jt=1b) �� }�, 2=132. ,�� 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,�Q� �'��+� � standard ANSI/TPI t ,�, f� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard � �� July 26,2012 i ,.,,� WARNING-Venfy design paremeters and read notes on this Truss Design Drawing anU included DrJ Reference Sheet(rev.03-11')before usa.Design '�. valid for use wdh MiTek connector plates ony.This design is based only upon parameters shown,and is for an individual building component.Applicability I i of design parameters and proper incorporetion of the component is responsibility of building designer or awner of the trusses and installer. Lateral restraint � , tlesignations shown on intlividual web antl chord members are for wmpression bucklinq only,nol forbuilding stability bracing.Atltlitional temporary reslrainV � , � ' tliagonal bracing to insura stabilfty during construction is the responsibility of the installer.Adddional permanent building stability bracing of the overall structure I is the responsibility of the butlding designer or owner of the trusses.For general gwtlance regarding design responsibili6es,fabncation qualdy control,storage, ,,I� CQNSV�r�NG LLC tlelivery,erection,lateral restramt and dia onal bracin consuR ANSI/TPI t,DSB 89 and BCSI Buildin Com oneM Safet INOrmallon available from SBCA at www sbcindustry com 9 9 � 9 P Y � I��i I . _._. . ._.._-- �------ .._.. ._ . . .._.. . . ._ .. .. .. . . .. . ._. .. _. _ . . _. �ots- -- -..--.- .-.... 1Truss ITrussType �Qty � iPly IPIane321 1 Ie120681a IA04 ICOmmonTruss I5 I � �� 15750072 � L--- — L ----- _ __L_ _ __ J _ L __ _ �Job Reference� ��I� — — - - ProBuiltl Atlington,Arlington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Industnes,Inc. Wed Jul 25 10�02:05 2072 Page 1 ID:tckuHCcRcxLqOEEILYJGPywxHj-Qiueze4HZ8ze8kkSnEdCun38vSVp��62uFd?yuZ4G 18-2-14 0_0-0 '18-2-14 I.-2-9_Il..j 7-2-8 � 13-7-4 � 20-0-0 � 26-0-12 I 32-9-8 � 40-0-0 I 43E-0 � 2-0-0 7-2-8 6-4-12 6-4-12 fi-0-12 6-4-12 7-2-8 3�-0 -43E-0 Scale=1:78.1 Sx6 I I 4.00 i 12 6 3x4 % j �� 3x4� // 7 3x8 % 5�� \ 3x8� / 2x4 � 4 �� 8 2x4 i � 3 �� 9 4x4� /��. �/� \\` 4x4� ,� 2 � \� tO 4x 2� � ---� --- _ t.-, _ , . . —.— .. -- ---- --- -- --— -- -- - -- --�rr �b-,� d,�t .;; - - - - -- _— --- --_- --- �, i O ��i .�.' � \ � ry Sx8 -- 18 17 16 15 14 5x8 -::\° 13 i� � 3x4 = 4x8 -� 4x8 = 3x4= ` ° d 4x8=_ 18-2-14 18-2-14 17-3-2 r __ 10-4-14_—.______..___.}..__.__.—__20-00 ___._—_ __.-!.__. _.___..29'�'Z ——_�- ._-- ___40.0-0_ _- _-___—..� --- -- --- �o-a-�a_ -_ __---g7-z __--- ____ __ s,Z-z__ _ ----- _________ �a4-ta_------- ___ _... - _ Plate Off_sets(X Y)._.(2;0-3-3,Edge]��10_0-3-3,E..dge]__ _____ _._ _ -_-_ -.::._ -_- _ -- -- ---- - - -----_-- — - ----- _ (-)---- -----_ _ _---- — - _ ---- LOADING(ps� SPACING 2-0-0 CSI DEFL in loc I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.47 14-16 >999 240 MT20 185/148 TCDL 10.0 I Lumber Increase 1.15 BC 0.85 Vert(TL) -1.09 14-16 >435 180 BCLL OA ' Rep Stress Incr Yes WB 0.64 j Horz(TL) 0.30 10 n/a n/a i BCDL 8.0 Code IRC2009/TPI2007 (Matnx) i I Weight:155 Ib FT=20% __- ----- _� __---- -- -__ _ __ __ i__ _ ----- -- __ _ _ L-- -- _ _ __ -. ___ LUMBER BRACING TOP CHORD 2 X 4 HF No.2*Except" TOP CHORD Structural wood sheathing directly applied. T4:2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 1 Row at midpt 7-16,5-16 WEBS 2 X 4 HF Stud/Std'ExcepY W3:2X4HFNo.2 REACTIONS (Ib/size) 2=1846/0-5-8 (min.0-3-1),12=-3/0-5-8 (min.0-1-8),10=2025/0-5-8 (min.0-3-5) Max Horz 2=-83(LC 4) Max Uplift2=-133(LC 5),12=-83(LC 2),10=-70(LC 6) Max Grav 2=1846(LC 1),12=14(LC 10),10=2025(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4303/185,3-4=-3859/113,4-5=-3787/136,5-6=-2704l120,6-7=-27051117, 7-8=-3710/153,8-9=-3778/131,9-10=-4186/209 BOT CHORD 2-18=-161/3993,17-18=-77/3277,16-17=-77/3277,15-16=-16/3246,14-15=-16/3246, 10-14=-117/3869 WEBS 6-16=-2/1255,7-16=-950/138,7-14=0/497,9-14=-449/138,5-16=-983/131,5-18=0/566, 3-18=-503/127 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y ` 4)*This truss has been designed for a live load of 20.Opsf o�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 membera r�� ,t„ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)12,10 except Qt=16) �#Fp, 2=133. e�� '� �A 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)12. � °i'� °c,�'�, 'P 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. LOAD CASE�S) Standard � : � �. � � � d July 26,2012 .�_ � � WARNING-Verify design parameters and read notes on this Truss Design Drawing antl inclutletl DrJ Reference Sheet(rev.03-11')bePore use.Design � " valid for use with MiTek connedor plates only.This tlesign is based only upon parameters shown,and is for an individual building componeM.Applicability � , �I i of design paremeters and proper incorporation of the component is responsibildy of building designer or owner of the trusses and installer. Lateral restraint ��, tlesignations shown on intlividual web and chord members are tor compression buckling only,not forbuilding stability bracing.Additional temporary restrainV ' ' diagonal btacing to insure stabildy dunng construction is the responsibility of the installer.Adtlitional permanent building stability bracing of the overell structure II, li �I, is the responsibility of the 6uilding designer or owner of the trusses.For general guitlance regartling tlesign responsibilities,fabrication,qualdy control,siorage, 'I '�� '�.. � delivery,erection,lateral resUaint and diagonal bracing,consutt ANSIlTPI 1,DS&89 and BCSI(Builtling Component Safety Infortnation)available from '' CONSULT/NG LLC SBCA at www.sbcindustry com._ '�� ' . _ . . _.. __..___.. . . __. .__.__ ___.--_ _.... _... ._ . __ �:.. . . ._._. . _ __ ... . .. �Job ...- ...-. �Truss .. .....- ---Truss Type ---��-- -...... ..... .. Qty ...Ply Plan 8321 1 15750073 I B1206814 IA05 Common Truss 1 1 I ' ___. __ _ 1 ___ __ ___ __ _ Job Reference(optwnal) __ __. - -- -- ----- � ProBuild Adington,Adington,WA 98223,Jane Fertlerer � 7 250 5 Aug 25 2011 MiTek Industnes,Inc. Wed Jul 25 10�02:06 2012 Page 1 �e 2 i4 ID:tckuHCcRcxLqOEEILYJGPywxHj-vuS06_SvKR6VmuJeLx8RR?cXSr1ZTIwXLidpASyuZ4F 26-4-72 17-3-2 f-2-0-2_� _ ..__. _____ .__.- 29 0-0.._._..--__--___.___..__ ____�_.- .___..._--.__-__..I 40-0-0 I 4a-6-0 I 2-0-0 20-0-0 20-0-0 3E-0 -��-�� Scale=1:78.1 5x6 I I 4.00�12 15 16 17 18 14 j �\ 19 12 �i i�� '� j I�� . � 20 3x6 % 11 � ' 21 10 � � � - � �� 3x6 � s � �/ ��'�' � �� 23 24��26 z� 3 4/ � � I' �� '� I i 2e z9 axa� � � 7 � � axa� e 2 � � �� .' � I.� �� 30 4x4� i ��I1 �_ -.-��--;�A�--.-��'-�----�-�. �- ��- .I�-� �' � --�-� -'�--Id----I�---- ��31 d � - - . -. _ .- .. -- .-_ _ _ _ _�_ ....... . ._. _ . . ��\32 � a 3x6 -= 60 59 58 57 56 55 54 53 51 50 49 48 47 46 45 44 43 41 40 39 38 37 36 35 34 3x6 =-��--�� 33 �,� 52 42 ° o 3x6 '-= 3x6 - 18-2-14 17-3-2 F__-__-_- - __ . -_-_ _ _-_ 40'9'0-__ _ _ __ _ - ------ _-__ _- --____...__-- ---------___....-----.. ._..40,0-0..---- .. - --- - --- _._ .--�- - -. ._ -----. ._---. . -_.__-. -. -------.__----- ......-- --�--�-- ---_ . _ -.--- ' -�-� ----- ._._. .-- --- . _-- --- - - - -��--- -- LOADING(ps� � SPACING 2-0-0 CSI DEFL in (foc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-60 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1,15 � BC 0.05 Vert TL) -0.01 2-60 >999 180 � BCLL 0.0 ' Rep Stress Incr Yes � WB 0.08 Horz(TL) 0.01 32 n/a n/a BCDL 8A � Code IRC2009(TPI2007 i (Matrix) � Weight:215 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2'Except* TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins. T4:2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 40-0-0 except(jt=length)32=0-5-8. (Ib)- Max Horz 2=-83(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)2,48,49,50,51,53,54,55,56,57, 58,59,46,45,44,43,41,40,39,38,37,36,35,34,32,30 Max Grav All reactions 250 Ib or less atjoint(s)47,48,49,50,51,53,54,55,56, 57,58,59,46,45,44,43,41,40,39,38,37,36,35,32 except 2=328(LC 1),60=276(LC 9),34=303(LC 10),30=328(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind;ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical teft and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 4)A�I plates are 2x4 MT20 unfess otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will i fit between the bottom chord and any other members. +'• e 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,48,49,50,51,53, .��}�� ,��,� 54,55,56,57,58,59,46,45,44,43,41,40,39,38,37,36,35,34,32,30. � 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)32. �� ,� .�{t 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 model was used in the analysis and design of this truss. "�+ LOAD CASE(S) Standard � �� July 26,2012 �, ,� WARNING-Verity design parameters and read notes on this Truss Design Drewing and included DrJ Reterence Sheet(rev.03-71')before use.Design Ivalid Por use wAh MiTek wnnector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabildy , i of design parameters antl proper incorporetion oi ihe componeM is responsibility of building designer or owner oi tha trusses and installer. Lateral restreint designations shown on individual web and chord members are for compression buckling only,not forbuiltling stability bracing.Adtlitional temporary restrainV ' i . tliagonal bracing to insure stabilHy tluring construction is the responsibility of the installer.Adtldional permanent building stability brecing of the overall struaure I �, is the responsibility of the builtling tlesigner or owner of the trusses.For general guidance regartling design responsibilities,fabrication,qualfty control,storege, I �;--.. . � delrvery,erection,lateral restraint and diagonal bracing,consutt ANSIlfPI t,DS&89 antl BCSI(Building Component Safety Informahon)available from _� _ CONSULT/NG LLC _.I SBCA at www sbcindustrYcom �Jotr . .. .- � 1Truss... .. . . .. ITrussType. .-..- -... ..... �Qty ..-._.Ply . . PIan832t _..._ _... . I15750074 I 87206814 I807 ICOmmonTruss �� I � ' ---- I - _ _L IJob Refe[ence(ophonal) � ProBuild Arlington,Arlington,WA 98223,Jane Ferderer � � � 7 250 5 Aug 25 2011 MiTek Industnes,Inc. Wed Jul 25 10 02.07 2012 Page 1 �&2-ta ID tckuHCcRcxLqOEEILYjJGPywxHj-N4000KSXSIELNIuruffgzC9ksFN4CDvgaMNMiuyuZ4E -�'4'� 5 7-8 F ___-_ .___.F _._.._ ._ ._.._ _. ..___ . ___._ ____ .. ...._ .___..._. .11-3-0 12-7-7 147 578 _�_._. . -.. --- 578� ---._. .._.. ..---� �I- -._�_¢�.___.. � Scale=t23.5 4x4 i I 5 /_ _ / \ 4 8.00 I�p � / � � 3 �� i i�._: � � � r-i / ! \ � �; � j I � � I � ; � �\ � p' ; ! j ' � � z / � � � �� , �� - _ _��,�1 __ �� ,i' f� f�� , �� --- -- - � v / -°7� , I, ,� . -�- --- _ _ - - - -- -- -� - - _-- � \ , 9 . , ; _ _ _ _ _ _ _ _ _ __ _ - - - - � � 14 13 12 11 10 � 3x4 - 3x4 -.- 1&2-14 i____. _ . _ .. ___.__-11-3_�_-_ __ __._ _____ ____. __. . .._. _.. --_____ ..__-___.__.. .._- .- ..___ .. .___� _._. _.-_- _ ...-_ _-_. _- . __-_ ._._.._113-0_ .._ .- _ .___.- _..____. - - _ .._-. -_ . ._-__ _.-_-- ___. _. _ �.... _. _ __-_ --. _r__ — - _ ___ _--._ _ __-- _.._ —._.—_._- _-___ _ .. -- _ _._ LOADING(ps� SPACING 2-0-0 ; CSI DEFL in Qoc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 9 n/r 180 MT20 185/148 TCDL 10.0 i LuPberincrease 1.15 I (C �.03 � Vert((L)) -0.01 9 n/r 120 BCDL 8.0 * Code IRC2009/TPI2007 Matrix0.03 i Horz TL 0.00 8 n/a n/a I� Weight:42 Ib FT=20% - --- �- LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 11-3-0. (Ib)- Max Horz 2=-39(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,8,13,14,11,10 Max Grav All reactions 250 Ib or less atjoint(s)2,8,12,13,14,11,10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss oniy. 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,8,13,14,11,10. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� LOAD CASE�S) Standard ��' ��{/I�� July 26,2012 i �,�'. WARNING-Venfy tlesign parameters and read notes on this Truss Design Drawing and includetl DrJ Reference Sheet(rev.03=11')before use.Design . ��,, �� valid for use wMh MiTek conneclor plates only.This design is basetl only upon parameters shown,and is for an intlivitlual builtling component.Applicabiliry ''� ' of design paramelers and proper incorporation of the component is responsibility of building tlesigner or owner of Ihe trusses and installer. Lateral restraint , designations shown on indivitlual web anG chord members are/or compression buckling only,not forbuilding stability bracing.Atlditional temporery restreinU , �I� diagonal bracing to insure stabilAy dunng construIXion is the iesponsibiliry of the installer.Atltldional permanent building stabiliry bracing of the overall structure �� I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabncation,quality control,storage, �I I i tlelrvery,erection,laterel restraint and diagonal bracing,consutl ANSIlTPI 1,DS&89 and BCSI(Building ComponeM Safery Information)available from _I CONSULT/NG LLC SBCA at www sbcintlustry com. 1 ��, --- _ --— �Job. Truss....._ __�TrussType__ -- --- ---��Qty .__.�Ply ..-j-Plane32t _. . _ __. _...-- -. _ _._ i I 157500751 �61206814 802 ,Common Truss 1 1 . �_--- ----.. ---- -- ---- I _. ._- ._� . _. .._Job Reference(optionalZ ----- ----- -- --I ProBuild AAington,Adington,WA 98223,Jane Ferderer �� 7250 5 Aug 25 2011 MiTek Indusiries,Inc.Wed Jul 25 10:02:08 2012 Page 7 ta2-7a ID tckuHCcRcxLqOEEILY�JGPywxH�rHanbg69s3MC?BT1SMAv�(�I�r�fhuxfvqp06wEKyuZ4D � _.__.-1?4'Z_.___-�_ . .... _ _.. _-_.___-__ ___5'7'8 . _ - _. t1-3-0__ _. ..__- .____ __ lz-�-�_--_ .. _ _ __._._._- _____._ ____-_-___ i-47 5-7-g .. 5 7 8 .._F_____-1-47 -{ Scale=123.5 4x4 I I 3 I I / / I soo;iz �� ; � I � \ / // ' �, � � - - -- - �, - _- �4 �, � , ,� - -- - - �_ � � � -� lo � - -- — -- _ __ � � _ --- --- --- , � ,� -- -- -- , � - � s 6 � 3x4= 2x4 I I 3x4�-- 1&2-14 18-2-14 i_ _-_-.-... ._.__._ _ -___._.5-7-8-__.__.. .____.._- ___ I ______-_--__.-___.._ ._._113_4___--_ . � - _ . ._.- ._- - _...._ _5_7z8___ _____.____. __. ._.____._._.-____._-_ _ _.__ .__-..--_ . _.__ _-._ .__- - - -_ -._._. .-_- .--- __�_ _-_— __ _ _ __ . _ ___ .. _- - __-_._ �. _ ..__ .-- _ _ -- .____-- _____._ _ LOADING(ps� SPACING 2-0-0 CSI DEFL in poc) ildefl L/d T PLATES GRIP -- - -- ---- � I _----- TCLL 25.0 Plates Increase 1.15 TC 0.38 � Vert(LL) -0.03 2-6 >999 240 ' MT20 185/148 TCDL 10.0 �umber increase 1.15 BC 0.19 Vert(TL) -0.06 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 I (Matrix) I Weight:35 Ib FT=20% _._.__ '_.___- .. _._...___ . __._. .. ___.__ .-_.. . _.._.._.1 _ _ .___.-. _ _._ _.. ... ..__- __-_ __._-_.. .i__.__ _._._-__.... _.._._. .. __.__.. ._..__._ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACT70NS (Iblsize) 2=576/0-5-8 (min.0-1-8),4=576/0-5-8 (min.0-1-8) Max Horz 2=-39(LC 6) Max Uplift2=-63(LC 5),4=-63(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-577/6,3-4=-577l6 BOT CHORD 2-6=0/425,4-6=0/425 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantitever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilf fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 6)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. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e �('�� , . �°�� t'� ��°Cf� � � � , �� July 26,2012 �e � � WARNING-Venry design parameters and read notes on this Truss Design Drawing and included DrJ Reterence Sheet(rev.03-11')before use.Design I valid for use wkh MiTek connector plates only.This design is based only upon parameters shown,and is for an intliviCUal building component.Applicability � , of tlesign parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses antl installec Lateral restraint � ! designations shown on individual web and chortl members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainf/ I ', diagonal bracing to insure stabilfty during construction is the responsibility of the installer.Atltldional permanent building stability bracing of the overall struclure . I is the responsibility of the builtling designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,qualily coMrol,storage, I �� delivery,erection,lateral restraint and diagonal bracing,consuA ANSI/TPI 1,DS&89 antl BCSI(Building ComponeM Safety Information)available from CONSU�T�NG LLC II SBCA at www sbcintlusiry com.___ II' I.__. . _ _ _ _.__ . ._. _ .__._. _.... __ _. _ ..__.._ ._. ._.__ _____. _. . . ._..._ __. ... __ -_.__.._ .L.. . . _. . .... ..._ . _ __ i - __ _ JOb -._...- -��---...jTfusS.. . TrussType.... --.... . .-. . ... j�ty ..�Ply PIan8321 ..�.. 15750076� • IB12o6814 iB03 �FINK I� I Z��obReference(optional) _ J i__ __ � . .I _.._ .__ ._ _ _.. _---- -.._- - ProBuild Adington,Arlington,WA 98223,Jane FeNerer � � 7250 s Aug 25 2011 MiTek Industnes,Inc.Wed Jul 25 10:02:08 2012 Page 1 IDtckuHCcRcxLqOEEILY�JGPywxHj-rHanbg69s3MC?BT1SMAvWQhr p SSqp06wEKyuZ4D 7s-2-ia t�--i'� 3-3-0__ 5-7_8_______ 8-0-0 . 1_13-Q_ f___._ __-__—__._ .___.._.-�_—._ _._ _.__ . _..� . ._ __..... _ F_.—_____ -.___- ...._ - - � 3-3-0 2-4-8 2-4-8 3-3-0 6x8 --= Scale=122.4 3 6.00 12 � � � ��_�� 2x4 V� � �� 2x4�/ u� 2 \\\ \ �� r�i �� I 5 � �� i .--.. ___. _.._ �_� � l ._----- --- -------- �� m '� �_ I__ — _ --- �d ._.__._Sx8� 7 6 ---- �-- - tOx10 �= 10x10 --- 5x8 � 18-2-14 18-2-14 .. ..4'�'8._.. {._.__ _ . ._..__728.. . . .__ I .__ _ —_._ 113-0- .. _—__ __-� --.._ ._.._. _. . _._—_ -____- 4-0r8 _ _ _____ _ _...�2-0 __.. ____ _.. 40-5__ _. ._ ______-. ..._ .._. ___ .___— . . . . . . . . .. . _. Plate Qffsets(X Y��-4 10,0-2-8],[5 0-4-10,0-2-8�__ ________ _ . ___ . , - .---- -- — — --— -- — --- ---_ —_-- - --- -- - __ _ _ _ _. __ _ — - - — ---- - LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0.35 Vert(LL) -0.08 6-7 >999 240 MT20 1851148 TCDL 10.0 i Lumber Increase 1.15 BC 0.71 ' Vert(TL) -0.16 6-7 >813 180 BCLL 0.0 * I� Rep Stress Incr NO i WB 0.93 Horz(TL) 0.04 5 n/a n!a BCDL 8.0 1 Code IRC2009ITPI2007 (Matrix) Weight:98 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD 2 X 6 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 1=5051/0-5-8 (min.0-4-3),5=5051/0-5-8 (min.0-4-3) Max Horz 1=-24(LC 3) Max Uplift1=-334(LC 5),5=-334(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-7474/502,2-3=-73821512,3-4=-7382/512,4-5=-7474/503 BOT CHORD 1-7=-441/6576,6-7=-287/4772,5-6=-418/6576 WEBS 3-7=-259/3658,3-6=-259/3658 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-6-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� . fit between the bottom chord and any other members. rt � 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=ib)1=334, �� ,� 5=334. 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 in the analysis and design of this truss. �`� LOAD CASE�S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 � � Continued on page 2 � t� � � h July 26,2012 ,,s� WARNING-Veriy design parameters and read notes on this Truss Design Drawing and included DW Reference Sheet(rev.03-11')bekre use.Design � valitl for use wAh MiTek connector plates only.This design is based only upon paremeters shown,and is for an intlividual building component.Applicabildy � �I i of tlesign paramaters antl proper incorporation of lhe component is responsibility of builtling designar or owner of the trusses antl installer.Lateral reslraint � � designations shown on individual web antl chord members are for compression buckling only,not lorbuiltling stability 6recing.Atltlilional temporary reslrainV � dia onal bracin to i s re n u ffiabilit dunn construdion is the res onsibilit of the installer.Additional ermanent buildin stabili brecin of the overall stmcWre II 9 9 Y 9 P Y P 9 N 9 I . � � - is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,qualdy control,storage, '" I i delivery,erection,lateral restraint and diagonal brecing,consutt ANSIlTPI i,DS&89 and BCSI(Building Component Safety Information)available irom ''� nANSIII nuG L�C VV Vi !1 SBCA at www.sbcindustry com. ; ._ . _. (Job ITruss �TrussType �Qty �Ply —Plane321 _. _ .__ . __-___ � �� 15750076 81206814 803 PWK Ii I II----- --- — --_ � _--- ... _.l.__ _.__. .--. _.. _.-1 --_ 2_IJob Reference Lptional� ProBuiltl Arlington,Arlinqton,WA 98223,Jane Fertlerer� 7 250 s Aug 25 2011 MiTek Industries,Inc.Wed Jul 25 10�02:09 2012 Page 2 ID tckuHCcRcxLqOEEILYjJGPywxHj-JT79p07ncMU3dL2D03h82dE0K3u2gvLzlgsTmnyuZ4C LOAD CASE�S) Standard Uniform Loads(pl� Vert:1-5=-866(F=-850),1-3=-70,3-5=-70 :;�.� , 'I � WARNING-Veriy design paremeters antl read notes on this Truss Design Drewing and included DrJ Reference Sheet(rev.03-11')before use.Design � , " valid for use wAh MiTek connector plates only.This design is based only upon parameters shown,and is for an individual huilding component.Applicability �'' I �i �� of design parameters and proper incorporetion of the componeM is responsibility of builtling designer or owner of the trusses and installer. Lateral restreint � �� designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Atlditional temporary resirainU I tliagonal brecing to insure stability during construction is the responsibility of the installer.Additional permanent bwlding stabilily bracing of ihe overall structure , � I is the responsibility of the building desi9ner or owner of the trusses.For general guitlance regartling design responsibilities,fabncation,qualdy control,storage, . � tlelivery,erection,lateral restraint and diagonal brecing,consult ANSIRPI t,DS&89 and BCSI(Building Component Safery Information)available from �'� yONSULT/NG�LC � SBCA al www sbcindustry com. i ._ __ ._ _. . _II iJob -_ _ __Truss �TrussTYPe �Qty iiPly �Piane321 - --------_ _ _ _ _ __ ; I I i 15750077 ' iB7206614 CO7 ;CommonTruss 1 I 1 I ---------- -.... �___.—__ .L__ __.._�_.__-L .. __LJob_Reference_(opti_onalL._._-------- ------—___ _� --- - ---- -__ ___ ProBuild Adinglon,Adington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek IndusMes,Inc. Wed Jul 25 10:02:09 2012 Page 1 I D�.tckuHCcRcxLqOEE I LY�JGPywxHj-JT79p07ncMU3dL2D03h82dE4L33eg7Tz1 gsTmnyuZ4C 78-2-14 1-4-7_ 4-0-0 &0-0.____ 9-4-7 _ _ ...___ _.__._..__ .__._ ._. ._. ._ _..___ .__._ .___._ ____._.—. ____.__— — _ ______ ..—. _.____. ~--i-4-7 4-0-0 + 40-0 � -� 1 4 7 ..� Scale=120.4 4x4 II 4 I �\ 2x4 !I 5 2x4 I� 6.00�t2 3 / - � .il � � // ; ! \ � 6 z j� � I � - 1 m� � — -__ __L _ - --�p -;� -- - -- �, --- �o , � � �� _ � �- � � o� _ � _ - - - - /��n� - 1 . � , � ; � I/ 10 9 8 � - 3x4 - 2x4 '�J 2x4 �I 2x4 II 3x4- �J 18-2-14 �__- — _—__—_—__--._—_—_ .______$-�-4.__.. ___ _.__...__.._ _- _ _. ___...__—____ ___._-a . -_- ____--_—_ ._ —._._--___ . 8-0-0- ._.. _—.. . ____ _.—._. ._ — . — _.___._ .____. _ —. . _ — — --.—. _—_-... __ _--—_ . __—____ .._ _. .__ _. . _. _ __—_____ _ .- _ _ _— _ —— __�___ _.-__— __ _- _—____ - LOADING(ps� � SPACING 2-0-0 CSI DEPL in (loc) I/defl Ud i PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 7 n/r 180 I MT20 185I148 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.02 7 Nr 120 BCLL 0.0 * Rep Stress Incr Yes WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:28 Ib FT=20% �-- _-_ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORO 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 8-0-0. (Ib)- Max Horz 2=32(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s)2,6,10,8 Max Grav All reactions 250 Ib or less at joint(s)2,6,9,10,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6,10,8. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 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 model was used in the analysis and design of this trusa �(�� ,� � LOAD CASE(S) Standard �,�� '�� July 26,2012 x ^� WARNING-Venfy design parameters and read notes on this Truss Design Drawing antl included DrJ Reference Sheel(rev.03-11')before use.Design �� valid for use wdh MiTek connactor plates only.This tlesign is based only upon parameters shown,and is�or an individual building component.Applicability , � of design paremelers and proper inwrporation of the component is responsibility of building designer or owner of the trusses and installec Lateral restreint I � designations shown on indivitlual web and chord members are for compression buckling only,not(orbuildinq stability bracing.Additional lemporary reslraint/ I, 'i i diagonal bracing to insure stabildy during construction is the responsibility of the installer.Adddional permanent building slability bracing of the ovarall strudure ' 'I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabncation,qualiiy conirol,storage, I . � I , delivery,erection,lateral restraint and diagonal bracing,consull ANSIlTPI 1,DS&89 and BCSI(Builtling Component Safety Information)available from I! CONSUITING LLC I��' � SBCA at wwwsbcintlusiry com. �� -__ .._ _ � � _.__.- ...._.� Y .._�_ - _- �_P—__� _- . -_ - . 15750078 I Jab Truss Truss Type Qty PI Plan 8321 i 81206814 CO2 Common Truss 2 1 I ' .___- -.... ___- l _-__ .___ ._. _ � JobReference o honal � ProButltl Adington,Arlington,WA 98223,Jane Ferderer � 7250 s Aug 25 2011 MiTek Indusines,Inc.Wed JW 25 10�02:10 2012 Page 1 1e 2_�4 ID:tckuHCcRcxLqOEEILYJGPywxHj-nfhXOMBPNgcwEVdPanCf�bmDHTOjPZw6GKbOJDyuZ46 f __._. <'�'0.-_ _.... .. ._..___ F_._.. ._._.. B-0.0 _ 18--14 __ _. ...__ .__.. _. __ � .__. . _- -_..____-__-__ _--_-._ _ 4-0-0 4-0-0 4x4 �I Scale=1:17.9 2 � 6.00�12 �. � � � ;/ � � ; / 3 v , / I ' � o �- - --- - - -- - -______. . ,� �-_, �� _ _____— - __ _.. �, _----- -- ' ��`� — - _ _ _ - �-- � 'd I�� _----- ----- 4 __ ?X4 I� 3x4= 3x4- 18-2-14 18•2-14 I. __�.___. . _.._ _4-0-0.-... .___.-___-_._—.....+.__-. _-.- . . _8_�-4.____ -__ _ . . ___-_ _.__I . . _.--___.___ -__._._- 4'0'0..._._- __ -_.__. .__...____--- ______._ --___.__ 4-0-0 - __-__ _-. _ - _ ._--_ -.___. . - ---- -------..---- -_-_. _._7-- ---. ._.- _. ---___- --- ---- --- ...1.__.- � --- LOADING(ps� SPACING 2-0-0 I CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 3-4 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 � BC 0.10 ' Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.08 Ho2(TL) 0.01 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 , (Matrix) Weight:22 Ib FT=20% _--- -_ --- . _ ----- __ . �—__ . ---__�___ ------ -- - __ -- - -- _ _-- ------- LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (�b/size) 1=331/0-3-8 (min.0-1-8),3=331/0-3-8 (min.0-1-8) Max Horz 1=18(LC 4) Max Uplift 1=-13(LC 5),3=-13(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-417/11,2-3=-417/11 BOT CHORD 1-4=0/324,3-4=0/324 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has bee�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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 6)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. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard ;, �� ` ��a�XA+;' `��` c�. ,�+ G' "� q� � O ��, � July 26,2012 i � WARNING-Verify design parameters and read notes on this Tmss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design '°"� valid for use with M7ek connector plates only.This design is based only upon parameters shown,and is for an individual builtling component.Applicabildy , ' . of design parameters and proper incorporation of the component is responsibility of building tlesigner or owner of the lrusses antl installer. Lateral restraint � designations shown on individual web and chortl members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainU � diagonal bracing to insure stabildy during construction is the responsibility of the installer.Additional permanent building stability bracing of the overell strudure I iis the responsibility of the building tlesigner or owner of the trusses.For general guidance regarding design responsibilities,fabrication,qualdy coMrol,storage, I „" � , , delivery,erection,lateral resiraint and tliagonal brecing,consutt ANSIlfPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available from I nOu�f'�r,�^iLC , i SBCA at www sbcindustry com . . � . 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