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2103 B 2 Truss Specs , +��`NSULTING t�C DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re:B1307435 2103 B 2 car HVAC in Attic MiTek 20/20 7.3 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 WA). Pages or sheets covered by this seal: I7019635 thruI7019648 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:All truss and component designs utilize manufacturer published connector(i.e.truss plate,etc.)design values and American Lumber Standards Committee (ALSC)approved rules-writing agency lumber design values(where Southern Pine has been specified,those design values are as tabulated in Southern Pine Inspection Bureau Grading Rules 2002 Edition Supplement No.13).Lumber design values correspond with the grade stamp prior to cross cutting as(a)approved by the Board of Review of ALSC (b)tabulated and footnoted by the applicable rules-writing agency using a published effective date,(c)approved and published by the American Wood Council for use in the NDS engineering equations tor the design of structures using lumber,and(d)referenced in the latest edition of ANSI/TPI 1,Section 6.3. �(jS�� ., �„��rt.�,�r�,��'-cc.� � �� as �� , � '� d:�'�� „�, �� Ur� �� F ��,�' �4� July 22,20]3 Ryan J. Dexter, P.E. The sea] on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings. 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 1. 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. �� F� L�:. 2 � / Z �•�� C/� /1/ - /'f�/0 1�` i�h I�r��'�' � � � � �� r � _� , 9 �� -- � , _ � l-�-, � � �N I� -� p: � � � � � �-' -� m -m � ;"'4;� � � ° � � 1� � _ fi � �m � I 6 � m m µ, m, m� m�I m m I r r-- F b i.. �� ., � .i�o � ' � � � I I � � � '��E-15� �� ro � o J � -.j� r.�I o�� <° m�� I b� �- J� I= 'a I �I I�g-1 - � �� E-16 � I� � _ �-r''_ F ^a :4 I w II I E-16 � Ij �� ; i il! I _ : i �" i ( il �Iv ;i i i i il II . JI li � �� F- -� - _- _ I i� I� /�� S-2 � � ��E-17 ' _ I � � /% i� � i Jo �_ � E 16 ;G/ / - //� S-3 ' I I cDi �i lo i E 15 N/ � /i � '' [,- 3-H1A I � � �� _ ��1� �;� �� ---" ,' 3-H2A--- - I a � , o ; �° A. ! OI � - - - -- � I I ,�:Z, � 5-MGR --� - ,- _ I I � I I __ _-.- . L -, , � � �-20 I a �d, a -_ -� /_ {� -�3A.— _ _ li ; _-- � .J ; ,� � g E 2(5) � d 3_TRA 5 � � � / b E-19 � / A � � � o -- � - - -.._- - - � � ' -- w i � � � �_ E-18,� i ,�/ � �� o I - - � u� cn =� ° � _A . 0 �I E-2s I �- ; N ��I' 5/12 � , � -- — �o , — �, 8-� - � �_ � � �i _ � � � I _ _ .—._--_- ', � r � _ � -- ti� I I-�_ _ 3-TR �- _- :- ___ i -----_ - --_ I � I t, °' � , � � �- - � — ° �� 3-H3 � i - -- __ ------- '� I I I � E-5(5� ' � \� 3 H2 I � �o � j=� I - � -- I � -� � 3-H1 r / \ � _�� i I I I S-3I � I I° � 0 � - - - — � s_3- � � i E-4 -S_2 � 3-2 � ' I /i �� I m � - � _� I I E-3 *� S-1 � N � i i � S-1 8- _-_-. _ _ _ - ;_ �I _ �- n� �� Lmi I L a'mo <'mo o' II m m o � a'mo '�mi Lmi I I � .� � � � I � �� ' � �� = I � .�. -- -- - �� - � .� a � �. - -- I ��r - - ,� _ - ,- _ � � I �I 3 I I _ I lalni a � , W i p Z s-oo-aa � s-oo-oo � _�n- - � i-aa-oo za oo-od - _ _ _ _ _ v � � J ;- ; m Ir 2 =i3�'2I � �.�I�I�,,�:Z'I � I N n, n,j N,'G� A I� rnico rn'm! 2 � m �� j_ o I� ��_t i ', c I° oIN�O1iai m i�i�i�lo,vi ;� ol�i�i ,NI�I � i = n?I l__ " I , .�Ti_i._— _ .� . I� �I��I AI�I -- O O I 01 O I C I _. �� ID�i�i�,�l _ , � � . ' . �;�O� � I__1_ �_� _I I • ��Q e - �„� 20815 67th Ave NE � �� 'I i-0S IS A IR�ISS pLACF.�(fNY DIA(RAM ONI V -� Arlington,WA 98223 �h , R � � d , , „ ��„�,,,,; ° P t po d'� h l �Id�gtl � yPhone: 1-360-925-4155 � � v � nn n m y i S s u i � I BUILDER: � � �� --� __ ind� d I d �g h 1 f h d - �- ' ' 1 �g d f J , . Freestone Grand Firs LLC IDATC- �SCALE ° �h V� 1 d g The b Id g d F ; �y S C ' � 2013 � � � -- - � Crewecr: �- - ._. -- - -- --- i----.... __. _ __ _ .- ' _ a K °� � 1 irarery a d pcn �1 2103 B 2 car HVAC in Attic onnwn sv. �ioe a: . ---_--I� �li �'��F!��:`�nl� �eh is n a�h d u ��'Ellt(C� �[ � Larry Livingston i �� h ld g d � � SC�� 7 � �� or <ncra g d K IADDRESS ._... _ -. _._...— ___.__. _.._-.- I . ._.. � I. • .J h �g It Dnnng of vro�d �I ble I '� ,WA 98338 � _ _ _ , �m�h�,�,�,9 P�e��Imtitute.>Si DOniGio�,��. ��,�r��=�n<r``,.,' iMadieon WI Si179 � .�_Y Job Truss Truss Type ��Y Ply 2103 B 2 car HVAC in Attic 6813074 5 �TH COMMON TRUSS � � 17019835 Job Reterence o tional _�_¢ ID:MQvSBIgQLqDpbrS15LWZq cFBN JELxhu8J853NRnKx06t871k6MxWJbLiG�d9 GJKyvmlm 6-0.0 _ i-4-o 6_ao iz-ao s-o-o Scale=121.8 4x4= 3 5.00 12 3-4 1-3 3-5 2 � 4 � -4 6 � o 5 8 9 3x8= yXq II 3x8 = GO-0 iz-ao LOADING�ps{� SPACING 2-0.0 CSI DEFL TCLL 25.0 Plates Increase �.15 in (loc) I/deFl Ud PLATES GRIP TCDL 10.0 TC 0.64 Vert(LL) -0.08 45 >ggg p40 MT20 185/148 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.18 4-5 >776 180 BCLL 0.0 ' Rep Stress Incr NO WB 024 Ho2(TL) 0.04 4 Na n/a BCDL 8.0 Code IRC2012lfp12007 (Matrix) Weight:36 Ib FT=20% LUMBER TOP CHORD 2x4 DF SS BRACING BOT CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 41-7 oc purlins. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 4=781/Mechanical,2=893/0.5-8(min.0-1-12) Max Horz 2=43(LC 8) Max Uplifl 4=-96(LC 9),2=-1'17(lC 8) Max Grav 4=914(LC 2),2=1050(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOPCHORD 2-3=-1739/240,34=-1710/234 BOT CHORD 2-6=-185/1513,6-7=-�85/1513,5-7=-185/1513,S8=-'185/'1513,8-9=-'185/1513,4-9=-185/1513 WEBS 35=0/505 NOTES �)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3second gust)VQRC20�2)=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25k;Cal II;Exp 8;enclosed;MWFRS(envelope) gable end zone;cantilever lek 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 3-60 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for W ss to truss connections. 6)Provide mechanical connection(by others)of truss to bearin9 plate capable of withstanding 96 Ib uplik at joint 4 and 117 Ib uplik at joint 2. 7)This truss is designed in accordance with the 2012 International Residential Cotle sections R502.'I'1.1 and R802.102 and referenced standard ANSIlfPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concenVated load(s)746 Ib down and 292 Ib up at 60.0 on top chord,and 70 Ib down at 2-0-12,67 Ib down at 4-0.12,67 Ib down at 60.0,and 67 Ib down at 7-1�-q,and 70 Ib down at 9-1�-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)sectioq loads applied lo the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� �� h Vert:13=-58,3-4=-58,2-4=-16 �L, Concentrated Loads(Ib) � �� : �#*s,�� Vert:3=-572 5=-30(F)6=-31(F)7=-30(F)8=30(F)9=-31(F) � ,� �� ° � �� ,� �r � July 22,2013 AWARNING-Veriry design parameters and read notes on this Truss Design Drawing antl includetl DrJ Reference Sheet(rev.03-11')before use.Design valid!or use with MiTek connector plates only.This desgn is basetl only upon parameters shown,and is!or an individual builtling component.Applicability ofdesign parameters and proper incorporation of the component is responsibility of builtling tlesigner or owner of�he trusses and installer. Lateral restraint , tlesignations shown on individual web and chord members are for compression buckling only,not forbuiiding stability bracing.Atlditional temporary restrainV diagonal bracing to insure stability tluring construqion is ihe responsibility of the installer.Atlditional permaneN builtling stabiliry bracing o(the overall strudure is the responsibiliry of ihe builtling designer or owner o/the trusses.For general guiAance regartling tlesign responsibilities,fabrication,qualiry conirol,storage, delivery,erection,lateral restraint and tliagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Builtling Component Safety Information)available from SBCAatwwwsbcindust .com. riONSULT/NGLLC Job Truss Truss Type Q�Y Ply 2103 B 2 car HVAC in Attic B1307435 2-H1GR CALIFORNIATRUSS 17019836 81307435 � � Job Reference o�ional _�_q_p ID:Q2nhmBeApCzjLX eaQ12UP cFBP npvJuEBxvPBE3UWagbgMHxfSkwdl42y8spbq nyvmll S0.8 8-9 11-0.0 1-40 S0.8 pg_� 5 3� 16-3-7 1 '11- 22-40 53-7 0.&1 S0.8 Scale=1:39.9 70x10 � 5.00 12 3 3x4 = 10x10 � 17 3- 3 1 3_ 9 4' - - u> Z s v o� _ �o �o 4xi2 % 9 12 13 14 g 7 2x4 II 15 10x10 = 8xi6 MT20H = Zx4 II 4x12 � 411-12 S-8 &0.0 14-0-0 16-11-8 17-'4 22-0.0 Plat O-�!X Yl�f2�0.&5 0.2-71 f3�0'�9g� IS�O-4?�d9g] f6 0�7� f8 0.8 0 0.4 8) - LOADING�ps� SPACING 2-0.0 CSI TCIL 25.0 DEFL in (loc) I/deFl Ud PLATES GRIP Plates Increase 1.�5 TC 0.96 Vert(LL) -0.31 &9 >827 240 TCDL 10.0 Lumber Increase 1.15 g� p�� MT20 185/148 BCLL 0.0 ' RepStresslncr NO Vert(TL) -0.65 &9 >400 �80 MT20H �3g/�� BCDL 8.0 � �� Horz(TL) 0.10 6 Na n/a Code IRC2009/TPI2007 (Matrix) Weight:322 Ib FT=20% LUMBER TOP CHORD 2x4 HF No2•ExcepP BRACING 35:2x6 DF No2 TOP CHORD Structural wood sheathing directly applied or 310.5 oc purlins,except BOT CHORD 2x6 DF 2400F 2.OE 2-0.0 oc purlins(5-83 max.):3-5. WEBS 2x4 HF StuNStd•Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 39,5-5:2x4 HF No2 REACTIONS (Ib/size) 6=7562/45-�2 (min.0.4-2),2=5573/0-512(min.0-31) Max Horz 2=40(LC 5) Max Uplift 6=-553(LC 4),2=-450(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-13870/'1102,3-4=-20528/1662,411=-21207N676,S'11=-21207/1676,56=-17242/1326 BOT CHORD 2-10=-993/12835,&10=-999/'12883,9-12=-1768/21288,12-13=-1768/21288.13-14=-1768/21288, &'14=-1768/21288,7-8=-1198/'15860,7-'15=-1264/15996,6-15=-'1204/15998 WEBS 310=-666/92,3-9=-761/9373,4-9=-970/173,4-6=-164/432,5-8=-538/6590,5-7=-93/'1860 NOTES 1)3ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0.4-0 oc,2x6-2 rows staggered at 0.9-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as foltows:2x4-1 row at 0.9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless othenvise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph(3-second gust);TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone;cantilever lek and right exposed;end vertical left and nght exposed;Lumber DOL=1.33 plate grip DOL=133 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 360 lall 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 553 Ib uplift atjoint 6 and 450 Ib uplift at joint 2. � � 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.�and R802.102 and referenced standard ANSIlfPI 1. ��(f�J�� (}�,�t . 11)Girder carries tie-in span(s):28-0.0 from 9-0-0 to 2�-0.0 12)"Semi-rigid pitchbreaks with fixed heels"Member end fxiry model was used in the anarysis and design of this truss. �� 5�$ � r`.,�{�� 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided su�cient to support concenVated load(s)288 Ib down and 725 Ib up at 12-0.0,and 245 Ib down �GY� and 17 Ib up at 169-12 on top chord,and 2883 Ib down and 251 Ib up at 8-0-0,and 761 Ib down and 72 Ib up at 12-0.0 on bottom chord. The desigNselection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.15,Plate Increase=1.15 � :�� Uniform Loads(pl� ..�� Vert:1-3=-70,3-5=-70,56=-70.2-12=-16.12-14=-565(g=-yyg).14-15=-615(F=-12,8=-587),&15=-28(F=-12) � �� . � � Concentrated Loads(Ib) � Vert:5=-2459=-2883(B)11=-26813=-761(F) y'�'��x,�� eta. July 22,2013 gWARNING-Verify Oesign parameters antl read notes on ihis Tmss Design Drawing antl includetl DrJ Reference Sheet(rev.03-11')before use.Design valid for use wilh MiTek connector plates only.This tlesign is basetl only upon parameters shown,an0 is(or an intlivitlual builtling component.Applicability of design parameters antl O�oper inwrporation ofNe component is responsibility o(builtling tlesigner or owner otihe trusses and installer. Lateral restraint , designations shown on individual web and chortl members are(or compression buckling only,not(orbuiltling stabiitty brecing.Adtlitional temporary restrainU diagonal bracing to insure stability dunng consimction is the responsibility of the installer.Atltlitional permanent building stability brecing of the overall strucWre is the responsibility o(the builtling tlesigner or owner of the trusses.For general guitlance regartling tlesign responsibilities,fabricatioq quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Sa(ety Information)available from � SBCAatwwwsbcintlust .com. CQNSULTIN�7LLC JoD Tru55 Truss Type Q�Y P�Y 2103 B 2 car HVAC in Attic 81307435 3-H7 CALIFORNIA TRUSS 17019837 87307435 � � Job Re(erence o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Sun Ju127 18:28:75 2013 Page 1 -1-4-0 3_��_g ID:yrDJZsdY2vrskNkSOinpxBzcFBQ-FdTh6a9ZgiJ5he5mDlBbq9CeEJy?pZ8H5TKNNDyvmlk �- io �ii- � ia-ao 2o-as 1-40 311-6 3.4_5 & 2-& 4-0.'10 645 6-0-5 6-1 3-4-5 26-0.0 29-4-0 3-11-6 �-q_p Scale=1:51.9 8z12 % 2x4 II BX�Z � 5.00 12 4 5 2x4� 3 2x4 % 41 7 511 _ 61 _ � 2 4 vIi g 0 Sx16 = 12 13 9 Ia 11 14 �� d 3x4 = 8x16 MT20H = 3x4 = Sxi6 = �-z-ia �- io ia-ao _ zo-a-s zo- z ze-ao LOADING(PS� SPACING 2-0.0 CSI TCLL 25.0 DEF� in (loc) I/defl Utl PLATES GRIP TCDL 10.0 Plateslncrease 1.15 TC 0.84 Vert(LL) -0.38 �1 >g7q 240 Lumberincrease �.15 BC 0.83 Vert(TL) -079 10-11 >qpp 180 MT20 185/148 BCLL 0.0 ' Rep Stress Incr NO yyg p 40 MT20H 139/111 BCDL 8.0 Code IRC2009?PI2007 (Matrix) Ho2(T�) 0.22 8 n/a n/a LUMBER Weight:'12g Ib FT=20� TOP CHORD 2x4 HF No2'E�ccepP BRACING 4-6:2x6 DF 2400F 2.OE TOP CHORD Structural wood sheathing directly applied or 1-8-13 oc purlins,except BOT CHORD 2x4 DF SS 2-0-0 oc purlins(3-4-1 max.):4-6. WEBS 2x4 HF Stud/Std'Except' BOT CHORD Rigid ceiling directly applietl or&0-15 oc bracing. 411,611:2x4 HF No2 WEDGE Left:2x6 SP No.2,Right:2x6 SP No2 REACTIONS (Ib/size) 2=28q0/0.5-12 (min.0.4-11),g=2840/0.5-12 (min.0.4-11) , Max Horz 2=37(LC 5) Max Uplik 2=-238(LC 5),8=-238(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-6030/588,34=-6125/640,4-5=-7351/827,56=-7351/627,67=-6125/640,7-8=-6030/588 BOT CHORD 2-12=-qgg/5440,12-13=-557/5706,'11-13=-557/5706,11-14=-553/5706,10-14=-553/5706, 8-�0=-492/5440 WEBS 3-12=-56/493,412=0/358,4-'11=-233/1926.5-11=-�255/337,6-11=-233/'1926,6-10=0/358, 7-10=-56/493 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)lMnd:ASCE 7-05;85mph(3-second gusq;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;6cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical lek and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 3-60 tall by 2-0.0 wide will ft behveen the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 238 Ib upliR at joint 2 and 238 Ib uplift at joint 8. 8)This truss is designed in accordance with the 20091ntemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. 9)Girder carnes hip end with 8-40 end setback. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was usetl in the analysis and design of this truss. 11)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,��y�'� �3+,t� 12)Hanger(s)or oNer connection device(s)shall be provided suffcient to support concentrated load(s)607 Ib down and 176 Ib up at 20-6-'10,and 607 Ib down �'"�'t' and 176 Ib up at 7-5-6 on top chord. The design/selection of such connection tlevice(s)is the responsibiliry of others � �� „� 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '"� �i � '� '` G•'� LOAD CASE(S)Standard �� 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plQ Vert:1-4='7p,4-6=-167,6-9=-70,2-g=-3g(F=-22) Concentrated Loads(Ib) vert:a=-so�s=.so� � �� ,�`��v�.�°` July 22,2013 AWARNING-Venfy desgn parameters antl read notes on this 7russ Design Drawing and included DrJ Reterence Sheet(rev.03-11')be/ore use.Design valid for use with MiTek connecror plates only.This tlesign is based only upon parameters shown,antl is for an indivitlual builtling componenL Applicability otdesign parameters and proper incorporation of the component is responsibility of building tlesigner or owner of Ihe tmsses and installer. Lateral restraint tlesignations shown on individual web and chord members are for compression buckling only,not(orbuilding stabilNy bracing.Atlditional temporary resirainU , tliagonal bracing to insure stability tlunng consiruction is the responsibility of ihe installer.Additional permanent builtling stability bracing of the overall sWCture is the responsibiliry o(Ihe builtlinq designer or owner of the trusses.Por general guitlance regarding desgn responsibilities,fabrication,quality control,storage, delivery,ereclion,lateral reshaim and tliagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Builtling Component Safety Information)available from SBCAatwww.sbcintlust .com. CONSULT/NGccc Job Tniss Truss Type Qty Ply 2103 8 2 car HVAC in Attic B1307435 3 H�A CALIFORNIA TRUSS � � 17019638 Job Reference o tional 7.350 5 Sep 27 2012 MiTek Intlusiries,Inc. Sun Jul 21 18:28:16 2013 Page 1 ID:fV Ig5SY8ilyrOlh66k9A9jzcFBX-jp 14JwABRORylogyn?iqN MkqUjG6Y04 RJ74wvfyvm 1j -1-4-0 311-6 7-310 711-'11 14-0.0 20-0.5 �'4'0 311-6 &4-5 8-t g_ 2-8- 24-0.10 28-0.0 0.5 6-45 8-1 34-5 311-6 Scale=7:50.8 8x12 % 2x4 II Bx10 � 5.00 12 4 5 12 2x4� 3 2x4% 41 � 51 _ - v 0 2 v�i 8 � d 4x12 = 11 13 �� 14 ]o 9 3x4 = 8x16 MT20H = 4x12 = 3x4 = �-z-ia �- io �a-ao zo-as 2� z 28-0.0 LOADING�Ps� SPACING 2-0-0 CSI DEFL TCLL 25.0 Plates Increase 1.15 in (loc) I/defl Ud PLATES GRIP TCDL 10.0 Lumberincrease �.�5 TC 0.81 Vert(LL) -0.35 10-1� >937 240 MT20 185/148 BCLL 0.0 ' BC 0.90 Vert(TL) -0.75 10-11 >442 180 MT20H 139/111 Rep SVess Incr NO WB 0.42 Horz(TL) 0.22 8 Na Na BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:'124 Ib FT=20% LUMBER TOP CHORD 2x4 HF No2'F�ccepC BRACING 4-6:2x6 DF 2400F 2.OE,6-8:2x4 DF SS TOP CHORD Structural wood sheathing directly applied or 1-9-8 oc purlins,except BOT CHORD 2x4 DF SS 2-0-0 oc purlins(3-4-12 max.):4-6. WEBS 2x4 HF Stud/Std'Excepl• BOT CHORD Rigid ceiling directly applied or&7-10 oc bracing. 4-10,6-10:2x4 HF No2 REACTIONS pb/size) 8=26gg/Mechanical,2=2786/0.5-12 (min.0-4-9) Max Horz 2=-150(LC 6) Max Uplift 8=-241(LC 4),2=-227(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5906/562,34=-5992/611,4-5=-7103l777,512=-7103/777,&12=-7103/777.6-7=-5872/560, 7-8=-6321/626 BOT CHORD 2-11=34g/5327,11-13=-404/5580,10-13=-404/5580,10.�4=-366/5383,514=-366/5383, &9=-496/5707 WEBS 3-11=-53/480,411=0/360,410=-205/1791,5-10=-1241/332,6-10=-247/2018,6-9=0/449, 7-9=-344/205 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;B5mph(3-second gust);TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical lek and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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 360 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24�Ib uplift at joint 8 and 227 Ib uplik at joint 2. 9)This Vuss is designed in accordance with the 2009 Interna6onal Resitlential Code sections R502.1�.1 and R802.�0.2 and referenced standard ANSIRPI 1. 10)Girder carries hip end with 0-0-0 right side setback,&0-0 left side setback,and 8-0.0 end setback. 11)"Semi-rigid pitchbreaks with fxed heels"Member end fxity model was used in the analysis and design of this truss. 12)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �(1�� .� � 13)Hanger(s)or other wnnection device(s)shall be provided su�cient to support concenVated load(s)607 Ib down and 176 Ib up at 7-56 on top chord. The � � desigNselection of such connection device(s)is the responsibility of others. � .��7 :��.y �1`'�� 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,� "'�` LOADCASE(S)Standard � .� 1)Regulac Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:7-4=-70,4-6=-167.6-8=-167,2-8=3g(F=-pp) Concentrated Loads(Ib) Vert:4=-607 .�3� . � ��r' . �� I. �� July 22,2013 AWARNING-Veriry design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheel(rev.03-11')before use.Design valid for use with MiTek connector plates only.This tlesign is basetl only upon parameters shown,and is for an indivitlual Duiltling component.Applicability of design parameters and proper incorporation otthe component is responsibility of Duiltling tlesigner or owner of the trusses and installer. Lateral resiraint , tlesignations shown on individual web and chortl members are for compression bucklinq only,not forbuilding stability bracing.Adtli�ional temporary reslrainU diagonal bracing to insure stability during construction is the responsibiliry of the installer.Adtlitional permaneN building stabiliry bracing otthe overall siructure is the responsibility of the builtling tlesigner or owner of the Irusses.For general guitlance regartling tlesgn responsibilities,fabncation,quality control,storage, delivery,erection,lateral res�raint antl tliagonal bracing,consult ANSI/TPI 1,DSB-89 antl BCSI(BUilding Component Safety In(ormation)available from sBCnatwwwsbcindust .com. CONSULTINGLLC J0b Truss Truss Type D�Y P�Y 2103 B 2 car HVAC in Attic 87307435 3-H2 CALIFORNIA TRUSS 17019639 81307435 � � Job Re(erence o tional 7.350 s Sep 27 2012 MiTek Intlustries,Inc Sun Jul 21 18:28:18 2013 Page 1 -1-q-0 g.p_�g ID:UffxLWdvlbj?6D9FT?Ga0_zcFBR-gCBqkbBRydigYSqLvQklSnqGhX2T0yhjnRZ1_Yyvmlh 9-6-1 3 1-11 14-0.0 '18-0.5 1 5-15 2'I-&3 �'4'� 6-2-13 3-3-4 0. '10 4-0-5 28-0.0 29-4-0 4-0.5 4 -10 3-3-4 6-2-13 1-40 Scale=1:51.9 4x4 % 3x4 = 4x4 � 5.00 12 4 2x4 �� 3 2x4 �i 7 47 � 61 v N V �i 2 ?l� 8 3x8 = 12 N 9 I'r 10 ° 3x8 = 3x6 = 3x8 = 3x6 = 9-2-14 1 18-5-15 18 2 28-40 LOADING(ps� SPACING p_p.0 CSI TCLL 25.0 DEFL in (loc) I/deFl Ud P�ATES GRIP Plates Increase �.15 TC 0.45 Vert(LL) -0.20 2-12 >gg9 240 TCDL 10.0 Lumber Increase 1.15 BC 0.53 MT20 �gs��qg BCLL 0.0 ' Rep SVesslncr Yes Vert(TL) -0.51 2-12 >644 180 BCDL 6.0 Code IRC2012?PI2007 � 0'29 Horz(TL) 0.12 8 Na n/a (Matrix) LUMBER Weight:103 Ib FT=20% TOP CHORD 2x4 HF No.2 BRACING BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins,except �BS 2x4 HF Stud/Std 2-0.0 oc purlins(310.15 max.):4-6. BOT CHORD Rigid ceiling directly applied or�0-0.0 oc bracing. REACTIONS (Ib/size) 2=1102/0.5-8 (min.0-2-2),8=1102/0.5-8 (min.0.2-2) Max Horz 2=53(LC 8) Max Uplift 2=35(LC 4),8=-35(LC 5) Max Grav 2=1294(LC 2),8=1294(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2397/60,3-4=-2095/52,45=-1892/56,56=-1892/56,G7=-2095/52,7-8=-2397/60 BOT CHORD 2-12=-12/2125,11-12=-20/2094,10-11=-20/2094,8-10=-1/2'125 WEBS 3-12=-283/109,4-12=0/495,5-12=-390/63,5-10=-390/63,610=0/495,7-10=-283/109 NOTES �)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;Vult=ltOmph(3-second gust)V(IRC20�2)=87mph;TCDL=6.Opsf;BCDL=4.Bpsf,h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope) gable end zone;cantilever lek and right exposed;end vertical lek and right exposed;Lumber DOL=1.33 plate grip DOL=7.33 3)Provide adequate drainage to prevent water ponding. 4)This Wss 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 ft between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 35 Ib uplift at joint 2 and 35 Ib uplift at joint 8. 7)This Wss is designed in accordance with the 2012 Interna6onal Residential Code secGons R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical pudin representation does not depict the size or the orientation of the pudin along the top antl/or bottom chord. LOAD CASE(S)Standard �'�(�.rJ�� j�� . � � � �°�- �`�,,��'� °� , � �� ' �'�� ,� � July 22,2013 AWARNING-Venry design paramefers and reatl notes on ihis Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This tlesign is based onty upon parameters shown,antl is for an intlivitlual builtling component.Applicabildy de�ign�ationsrshoewn on�in�tlPitl�ai weD�antl chortlfinembers are for comp essi�il�tbuckl n�g�ogly,no9 forbuiltl ng stabil ly bracing.Atld tio,naletempoeary rest alinV diagonal bracing to insure stabiiity dunng construqion is the responsibility of the installer.Atltlitional permanen(building stability bracing of ihe overall sWcture , is ihe responsibility o((he building tlesigner or owner of the trusses.For general guitlance regarding design responsibilities,(abrication,qualiry control,storage, delivery,erection,lateral restraint and tliagonal bracing,consWt ANSI/iPl 7,DSB-89 antl BCSI(Building Component Sa(ety Information)available from SBCA at www.sbcindust .com. CONSULTINGLCC. Job Truss Truss Type Q�Y P�Y 2103 B 2 car HVAC in Attic 8130 435 3-H2A CALIFORNIA TRUSS � � 17019640 Job Re(erence o tional 7.350 s Sep 27 2012 MiTek Intlustries,Inc. Sun Ju121 18:2g;1g 2013 Page i ID:7hs21oZnT34i0SGIgSgPiwzcFBW-80iCxxC4jxqX9FPXS8FX �MPHxNtIPktO51bW yvmlg '�'4-� 2-13 9-6-1 & 1- 1 14-o-0 18-0-5 1 5- 5 21-33 1-40 6-2-13 3-3-4 0.S 0 4-45 28-0'� 4-0.5 0. -1 3-3-4 6-2-13 Scale=1:50.9 4x4 � 3x4 = 4x4 � i 4 5 5.0o i2 zxa o 3 2x4 �i 7 � v � p 47 � _ - v N < 2 q�1 8 0 3x6 = ii �� 9 Io 3x8 = 3x6 = 3x8_ 3x8 = &2-14 9- 1 18-515 18 2 28-0.0 LOADING�ps� SPACING 2-0.0 CSI TCLL 25.0 DEFL in (loc) I/deFl L/d PLATES GRIP Plates Increase 1.15 TC 0.52 Vert(LL) -021 &9 >999 240 TCDL 10.0 Lumber Increase 1.15 BC 0.58 MT20 185/148 BCLL 0.0 ' Rep SVess Incr Yes Vert(TL) -0.57 8-9 >585 180 BCDL 8.0 � 0.30 Horz(TL) 0.13 8 n/a n/a Code IRC2012lfP12007 (Matrix) Weight:101 Ib FT=20% LUMBER - TOP CHORD 2x4 HF No.2 BRACING BOT CHORD 2x4 Hf No2 TOP CHORD Structural wood sheathing directly applied or 2-5-�oc purlins,except WEBS 2x4 HF Stud/Std 2-0.0 oc purlins(&10-3 max.):4-6. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 8=1016/Mechanical,2=1111/0.5-8 (min.0.2-2) Mau Ho2 2=59(LC 8) Max Uplift 8=-10(�C 9),2=35(LC 4) Max Grev 8=�188(LC 2),2=1304(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-2421/61,34=-2121/53,45=-1916/56,5-6=-1943/61,67=-2153/58,7-8=-2467/6g BOT CHORD 2-11=-20/2148,10-11=-28/2131,9-10=-26/2131,&9=-22/2218 WEBS 3-11=-282/109,411=0/504,5-11=-408/65,5-9=-381/63.6-9=0/523,7-9=-333/114 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)lMnd:ASCE 7-10;VuIt=110mph(3second gusQ V(IRC20�2)=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25fl;Cat.II;Exp B;enGosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This Vuss 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 3G0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)fo�Wss to truss conneclions. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10 Ib uplift at joint 8 and 35 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI�. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was usetl in the analysis and design of this truss. �0)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S)Standard �(�J�� i, *7 a;"��a�� P � � ��s �' c� ,�' �,��c� July 22,2013 � WARNING-Verify design parameters antl reatl notes on this Tmss Design Drawing and includetl DrJ Reference S�ee�(rev.03-17')before use.Design valitl(or use with MiTek connector plates only.7his tlesign is based only upon parameters shown,and is/or an individual building component.Applicability of tlesign parame(ers and proper inwrporation of ihe component is responsibility of building designer or owner of ihe irusses antl installec Lateral restraint , designations shown on intlivitlual web antl chortl members are tor compression buckling only,not torbuiitling stability bracing.Additional temporary resirainV tliagonal bracing to insure stability dunng constmction is Ihe responsibility of the installer.Adtlitional permanent building staDility bracing of the overall strudure is the responsibility o�the building designer or owner of the irusses.For general guidance regarding design responsibilities,tabrication,quality control,storage, tlelivery,erectioq lateral restraint and diagonal bracing,consWt ANSI/TPI 1,DSB-89 antl BCSI(Builtling Component Safety Information)available/rom SBCA at wwwsbcindust .com. riONSULT/NGLLC. Job Truss Truss Type Q�Y P�Y 2703 B 2 car HVAC in Attic B1307435 3-H3 CALIFORNIA TRUSS 17019641 81307435 7 � Job Reference o tional 7.350 5 Sep 27 2012 MiTek Industnes,Inc. Sun Jul 21 1828:20 2013 Page 1 _�_q_p I D:YGXBwqbfm_SHtw?tLa E6JZzcFBT-caGa9HDiU FyOnP_kOrm mXCvbvKlpUrP0El282Qyvm 1 f S&15 1'I-7-13 11- 'I 1'I 16-0.5 1 - 3 1-40 5-&15 S&14 0. 4 4-0.10 p._ 22-2-"I 28-0.0 29-4-0 4 S&14 59-15 �_q_p Scale=7�51.9 Sx10 = 5x10 = 4 5.00 12 2x4 �� 3 2x4�/ 6 4 1 p_ p 'p 5_ o � 3- Z -9 d� 7 3x8= 11 �p 8 lo 9 3x4 = 5x6 = 3x4= 3x6 = �"g�� '14-0.0 20-2-5 28-0.0 LOADING�ps� SPACING 2-0-0 CSI TCLL 25.0 DEFL in (loc) I/deFl Ud PLATES GRIP Plates Increase 1.�5 TC 0.46 Vert(LL) -0.�4 10 >999 240 TCDL 10.0 Lumber Increase 1.15 BC 0.47 MT20 185/�48 BCLL 0.0 • Rep Stress Incr Yes Vert(TL) -0.31 10-11 >ggg �gp BCDL 8.0 � ��Z� Horz(TL) 0.11 7 Na Na Code IRC2012liP12007 (Matrix) Weight:105 Ib FT=20q LUMBER TOP CHORD 2x4 HF No2 BRACING BOT CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins,except WEBS 2x4 HF Stud/Std 2-0-0 oc purlins(43-5 max.):q-5. BOT CHORD Rigid ceiling directly applietl or 10-0.0 oc bracing. REACTIONS Qb/size) 2=1�02/0.5-8(min 0-2-2),7=1102/45-8 (min.0.2-2) Marz Horz 2=65(LC 8) Mau Upiift 2=-42(LC 8),7=-42(LC 9) Max Grav 2=�294(LC 2),7=1294(LC 2) � FORCES (Ib)-Max.Comp.Rvlax.Ten.-All forces 250 pb)or less except when shown. TOP CHORD 23=-2462/58.3-4=-2189/48,4-5=-1625/36,S-G=-2169/48,67=-2462/58 BOT CHORD 2-11=-61/2192,10-11=0/1604.9-10=0/1604,7-9=0/2192 WEBS 311=-396/124.4-'I'1=31/539,5-9=-31/539,6-9=396/124 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=l�Omph(3second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25tt;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=�.33 3)Provide atlequate drainage to prevent water ponding. 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection @y others)of truss to bearing plate capable of withstanding 42 Ib uplift at joint 2 and 42 Ib uplift at joint 7. 7)This Wss is designed in accordance with the 2012 Intemational Residential Code secfions R502.11.1 and R802.102 and referenced standard ANSI/TPI�. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. 9)Graphical pudin representation does not depict the size or the orientation of the puAin along the top and/or bottom chord. LOAD CASE(S)Standard ,��(�JFF'H j�}�, ��.�",�c�s�,,:. ��''�'�p � � � � `�s ��:�� c� � C1"� I{'3N�1r1.�`` July 22,2013 AWARNING-Venty tlesign parameters antl read notes on this Truss Design Drawing and inclutletl DrJ Reference Sheet(rev.03-11')before use.Design valid loruse with MiTek conneclor plates only.This design is based only upon parameters shown,and is!or an individual building componenl.Applicability ottlesign parameters and proper incorporation of the component is responsibility o!building tlesigner or owner of the Wsses and installer. Lateral restraint , designations shown on individual web and chord members are for compression buckling only,not lorbuiltling stability bracing.Atlditional temporary resirainV tliagonal bracing to insure stability during wnstruction is ihe responsibility of the installer.Additional permaneN building slability bracing of the overall sWcture is ihe responsibility of the building designer or owner of the trusses.For qeneral guitlance regartling tlesgn responsibilities,fabncation,qualiry conirol,storage, tlelivery,erection,lateral restraint and tliagonal brecing,consult ANSI?PI 1,DSB-89 antl BCSI(Building Componem Satery Information)available from � SBCAatwww.sbcintlust .com. CONSULT/NG[(.(: Job Truss Truss Type ob Ply 2703 B 2 car HVAC in Atlic 8673074 5 3-H3A CALIFORNIATRUSS > > 17019842 Job Reference o tional I D:buQQ VBZPEM CZdcrU E9CeE8zcFBV-4nqzMdEKFY4FPZZwaZI?4Q Smak48�D1 CATPnhbtyvm 1 e -�'4'� &15 11-7-'13 11-11 11 16-0.5 'I 4 3 1-4-� 59�15 5-&14 0. 4 4-0-10 0. -4 S9 14 28-0. S&15 Scale=1:50.9 5x10 = Sx10 = 4 5.00 12 - 2x4\� 3 2z4 �i 0 6 4 � 4 5- o � 3- Z -8 v]1 � 3x8 = �� 9 ]o 8 3x4 = Sx6 = 3x4 = 3x8 = �-g�� ia-ao 20-2-5 28-0.0 LOADING�Ps� SPACING 2-0.0 CSI DEFL TCL� 25.0 Plates Increase �.15 TC 0.47 �n (loc) I/deFl Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(LL) -0.15 9 >ggg 2qp MT20 185/148 BCLL 0.0 ' Vert(TL) -0.35 7-8 >937 160 Rep SVess Incr Yes WB 0.30 Horz T BCDL 8.0 Code IRC2012liP12007 (Matrix) ( �� 0�1z � Na Na Weight:103 Ib fT=20% LUMBER TOP CHORD 2x4 HF No.2 BRACING BOT CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins,except WEBS 2x4 HF Stud/Std 2-0.0 oc purlins(4-2-12 max.):4-5. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 7=1016/Mechanical,2=1111/0-5-8(min.0.2-2) Max Horz 2=72(�C 12) Max Uplik 7=-24(LC 9),2=-42(LC 8) Max Grav 7=1188(LC 2),2=1304(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2487/57,3-4=-2215/48,4-5=-1652/39,5-6=-2266/55,6-7=-2539/66 BOT CHORD 2-10=-66/2216,&10=0/'1627,8-9=0/1637,7-8=-16/2291 WEBS 3-10=395/124,4-'10=31/539,5-8=-36/595,6-8=-437/128 NOTES �)Unbalanced roof live loads have been wnsidered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC20�2)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope) gable end zone;cantilever letl and right exposetl;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=t33 3)Provide adequate drainage to prevent water ponding. 4)This Wss has been designed for a 10.0 psf boriom chord live load nonconcurtent 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&60 tall by 2-0.0 wide will ft between the bottom chord and any other members. 6)Refer to girder(s)for Wss to Vuss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 Ib uplift at joint 7 and 42 Ib uplift at joint 2. 8)This Vuss is designed in accordance with the 20'12 Interna6onal Residential Code secGons R502.11.1 and R802.t0.2 and referenced standard ANSIlfPI 1. 9)"Semi-ngid pitchbreaks with fixed heels"Member end fxity model was used in the analysis antl design of this truss. 10)Graphical pudin representation does not depict the size or the onentation of the purlin along the top and/or bottom chord. LOAD CASE(S)Standard ,�()''Ji�l� Jy�, 4-�� C7�'x ��',�y �C> '�', � �� l ��$�r�.'�``� July 22,2013 AWARNING-Veri(y design parameters and read notes on ihis Tmss Design Drawing and included DrJ Re(erence Sheet(rev.03-7 7')before use.Design valid for use with MiTek connector plates only.This tlesign is based only upon parameters shown,and is/or an individual building component.Applicability of design parameters antl proper incorporation of the component is responsibility of builtling designer or owner o(ihe irusses and installer. Lateral restraint � designations shown on individual web and chord members are tor compression buckling only,not forbuilding sta�ility bracing.Additional temporary restrainU diagonal bracing to insure stability during construction is ihe responsi�ility ot ihe installer.Adtlitional percnanent building stability bracing of the overall structure is the responsibility otihe builtling tlesigner or owner of ihe Uusses.For general guidance regarUing design responsibilities,fabtication,quality conUol,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Builtling Component Safety Information)available from SBCAatwww,sbcindust .com. CONSULTINGLLC Job Truss Truss Type Qty Ply 2103 B 2 car HVAC in Attic B1307435 3-7R COMMON TRUSS 17079643 81307435 � � Job Reterence o tional 7.350 s Sep 27 2012 MiTek Industnes,Inc. Sun Jul 21 182822 2013 Page 1 �40 7�3-14 14-0.0 ID:YGXBwqbfm�SHtw?tLaE6JZzcFBT-YzOLazFy0sC60j768GpEcd_wHBPOyk?Ji3XF7Jyvmtd 1'4-0 7-314 �8-2 20 8 2 28-0.0 6-8-2 29-40 7-3-14 �_,y_Q Scale=1:50.3 4x6 = 5.00 1�2 5 3x6� 3x6 � 2x4\� 4 6 2x4 // 3 � '2 5- 3- 2 0 � - 8 9 a 3x8 = 12 73 11 14 �p Io 3x4= 3x6 = 3x4 = � 3x6 = 10-0.0 18-0.0 28-0-0 LOADING(PS� SPACING 2-0.0 CSI TCLL Z5.0 DEFL in (loc) I/deFl Ud PLATES GRIP Plates Increase 1.15 TC 0.54 Vert(LL) -026 2-12 >ggg 240 TCDL 10.0 Lumber Increase 1.15 BC 0.57 MT20 185/148 BCLL 0.0 ' Rep Stress Incr Yes Vert(TL) -0.67 2-12 >qg� �gp BCDL 8.0 Code IRC2012lfP12007 � 0.33 Horz(TL) 0.11 8 Na n/a (Matrix) LUMBER Weight:971b FT=20% TOP CHORD 2x4 HF No2 BRACING BOT CHORD 2x4 HF No2 TOP CHORD Structurel wootl sheathing directly applied or 2-6-5 oc purlins. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or�0-0-0 oc bracing. REACTIONS (Ib/size) 2=11q1/0.5-8 (min.0-2-2),8=�14'I/0.S8(min.0.2-2) Ma�c Horz 2=76(LC 8) Max Uplift 2=-54(LC 8),8=-54(LC 9) Max Grav 2=1294(LC 2).8=�294(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2363/89,34=-2002/43,45=-1900A1,5-6=-1900l72,&7=-2002/43,7-8=-2363/89 BOT CHORD 2-12=-88/2090,12-13=0/1397,11-13=0/1397,11-1q=0/'1397,10-14=0/'1397,&10=-12/2090 �BS 5-10=30/652,7-10=-518/147,5-�2=30/652,312=-518/147 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cal II;Exp B;endosed;MWFRS(ernelope) gable end zone;cantilever lek and right exposed;end vertical left and right exposed;Lumber DOL=�.33 plate grip DOL=7.33 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&&0 tall by 2-0.0 wide will fit between the bottom chord and any other members,with BCDL=B.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ib uplifl at joint 2 and 54 Ib uplift at joint 6. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.�1.1 and R802.102 and referenced standard ANSIliPI 1. 7)"Semi-rigid pitchbreaks with fxed heels"Member end fixiry model was used in the analysis and design of this truss. LOAD CASE(S)Standard � 'iy(��J�'� � � � .��.-��/�. '�'�: . ��r`� � �'��•f . �� p7 � �� '"�� July 22,2013 AWARNING-Veri(y design parameters and read notes on ihis Truss Design Drawing antl inclutled DrJ Reference Sheet(rev.03-11')before use.Design valitl!or use with MiTek connector plates only.This tlesign is basetl onty upon parameters shown,antl is for an intlivitlual builtling component.Applicability ottlesign parameters antl proper incorporation otthe component is responsibiliry o(builtling designer or owner of the trusses antl installer. Lateral resUaint d agonallbrac ng oninsuredstati lity during oonstrtluction sethe responsibity o(thebnst Iller.Atlditlonal permanent bullildinga t bilitydbr'aang of he overall structure , is ihe responsibility of the building designer or owner of the trusses.For general guidance regaMing design responsibilities,fabrication,quality conirol,storage, delivery,erection,lateral res�raint antl tliagonal bracing,consult ANSI/iPl 7,DSB-89 and BCSI(BUiltling Componen�Satety Intormation)available trom SBCAatwww,sbcintlust .com. CONSULTtNGccc Job Truss Truss Type G1N Ply 2103 B 2 car HVAC in Attic 87307435 3-TRA COMMON TRUSS 17019644 81307435 5 � Job Re(erence o tional _�_q_p �_�t4 ID:44_ojUat?gKQFmQgn jtnLzcFBU?UMWS?fGCYTSqGOHVFhrih23E8y3mpdpc9NOLBByvmlb 1-40 7-314 ��6 2 20 8 2 28-0.0 6-8-z 73-14 Scale=1:4g.q 4x6 = 5.00 12 5 3x6� 3x6� 2x4 �� 4 6 2x4/i 3 � - � 5- _ 3 - -9 2 1 -15 h � -4 1 1 p 8 � 0 3x8 = 11 p 10 18 9 ]� 3x6 = 5x8 = 3x6= 3x8 = 2x4 II 2x4 II io-ao ia-ao _ �e-ao za-ao LOADING�PS� SPACING 2-0.0 CSI TCLL 25.0 DEFL in (loc) I/deFl Ud PLATES GRIP Plates lncrease 1.15 TC 0.64 Vert(LL) -028 8-9 >9g9 240 TCDL �0.0 Lumber Increase 1.15 BC 0.66 MT20 185/148 BCLL 0.0 • Rep Stress Incr Yes Vert(TL) -0.62 &9 >533 180 BCDL 8.0 � 0�4� Horz(TL) 0.13 B n/a Na Code IRC2012/iP12007 (Matrix) LUMBER — Weight:106 Ib FT=20% TOP CHORD 2x4 HF No2 BRACING BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 2=1185/45-8 (min.0-2-4),8='1090/Mechanical Max Horz 2=82(LC 12) Max Grav 2=1378(LC 2),8=1262(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2592/0,3-4=-2234/0,4-5=-2132/0,56=-2160/0,6-7=-2263/0,7-8=-2635/0 BOT CHORD 2-11=0/2298,11-17=0/1559,10-17=0/1559,10-'18=0/1559,9-18=0/'1559,&9=0/2348 WEBS 59=0/787.7-9=-541/159.5-11=0l746,3-1'1=-508/157 NOTES t)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=710mph(3second gusq V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25N;Cat.II;Exp B;enGOSed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)150.OIb AC unit load placed on the bottom chord,14-0-0 from leR end,supported at hvo points,2-0-0 apart. 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&60 tall by 2-0-0 wide will fit behveen the bottom chord and any other members. 6)Refer to girder(s)for truss to Vuss connections. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 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 '�(;I�J�F� ,��, 4�"� ��..-.` �+L'��"� •�r,� � �, �� r��' July 22,2013 AWARNING-Verify design parameters and reatl notes on this 7mss Design Drawing and included DrJ Reference Sheet(rev.03-71')before use.Design valia/or use with MiTek connector plates only.This design is basetl only upon Oarameters shown,and is(or an intlividual building componenL Applicability of design parameters and proper incorporation ofihe component is responsibility of building designer or owner of the imsses and installer. Lateral restraint tlesignations shown on intlivitlual web antl choM members are for compression buckling only,not forbuiltling stability bracing.qdditional temporary resirainV � diagonal bracing to insure stability tlunng consUUCtion is the responsibility of�he installer.Additional permanent building stability bracing o(ihe overall structure is the responsibility of the building designer or owner of t�e trusses.For general guidance regartling design responsibilities,fabrication,quality control,storage, delivery,erection,lateral resiraint and diaqonal bracing,consult ANSI/TPI 7,OSB-89 antl BCSI(Builtling Component Safety Intormation)available trom � SBCAatwww.sbcindust .com. conrsucr�nr�L« Job Truss Truss Type Qry Ply 2103 B 2 car HVAC in Allic 81307435 5-MGR SPECIAL TRUSS 81307435 > > 17019648 Job Reference o tional ID:BaGjRxkBxfzaJmwA25Swo5zcFBH yY3TC?HqJnahtAshpOMxEGcReLRg9Aw10119keyvmla 57-4 5-7-4 9-10.3 42-15 Scale=1:25.4 3 4 ld 5.00� 2 i-4 0 ci 1 � 1-5 6 � 3x4 = 5 57-4 �OADING(ps� SPACING 2-40 CSI TCLL 25.0 DEFL in (loc) I/deFl Ud PLATES GRIP Plates Increase 1.15 TC 0.53 Vert(LL) -0.06 1-5 >99g 240 TCDL 10.0 Lumber Increase 1.15 g� p� MT20 185/148 BCLL 0.0 ' Rep Stress Incr NO Vert(TL) -0.13 1-5 >476 180 BCDL 8.0 � 0.00 Horz(TL) -0.00 3 Na n/a Code IRC2012/TP12007 (Matnx) LUMBER Weight 25 Ib FT=2pq TOP CHORD 2x4 HF Na.2 BRACING BOT CHORD 2x6 DF 2400F 2.OE TOP CHORD Structural wood sheathing directly applied or&7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS All bearings 0.S8 except(jt=length)S=Mechanical. (Ib)- Max Horz 1=112(LC 8) Max Uplik All uplifl 100 Ib or less at joint(s)1,5,3 except 2=-125(LC 8) Max Grav All reactions 250 Ib or less at joint(s)3 except 1=544(LC 2),5=737(LC 2),2=423(LC 2) PORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES �)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VQRC2012)=67mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed; end vertical lek and nght exposed;Lumber DOL=1.33 plate gnp DOL=1.33 2)This Uuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-SO tall by 2-0.0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for Vuss to Wss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplik at joint(s)1,5,3 except(jt=1b)2=125. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3. 7)This truss is designed in accordance with the 2012 Interna6onal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)136 Ib down and 27 Ib up at 2-0-12,and 898 Ib down and 112 Ib up at 40-12 on bottom chord. The design/selection of such connection device(s)is lhe responsibility of others. 10)In the�OAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S)Standard 1)Regular.Lumber Increase=l.�5,Plate Increase=1.15 Uniform Loads(pl� Vert:1-4=-58,7-5=-16 Concentrated Loads(Ib) Vert:6=-112(B)7=-765(B) � �� . ,�y�,, �� ',�'�`� � `�`t.��"� � ��, ��s �' � ��,��.�'`�`� July 22,2013 � WARNING-Venfy design parameters antl reatl notes on t�is Truss Design Drawing and included DrJ Reference Sheet(rev.03-71')be(ore use.Design valitl tor use with Mi7ek conneclor plates onty.This tlesign is based only upon parameters shown,antl is for an individual builtling component Applicability of desgn parameters and proper incorporation of the component is responsibility of building designer or owner of Ne imsses antl installer. Lateral restraint designations shown on intlivitlual web and c�ortl members are tor compression buckling only,not forbuilding stability bracing.Atlditional temporery resirainV � tliagonal bracing to insure stability during construdion is the responsibiliry of ihe installer.Additional permanent building stability bracing of Ihe overall sirvdure is the responsibilily of the builtling tlesigner or owner of ihe trusses.For general guitlance regarUing design responsibilities,fabrication,quality control,storage, delivery,ereclion,lateral restraint antl diagonal bracing,consult ANSI/TPI 1,OSB-89 antl BCSI(Building Component Safety Information)availa�le from SBCA at wwwsDCindust .com. 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Q o_�� m� 3'��'o �a� o' 3 � o Q 3 0. a��.Q? � � QO,G� NO �'C10 � mmD � 5'�� 3 � �., ~ OCD �c � �D� �N�• O � (Q Q CD ,�- (D (D � (D-6 7�c v, � (D s-.Q.� Z �� Q � C�O p c,�< N ��-Zi cQ � �� t� p� Q � ?`^•� c � O� p � r�v' � (D 03 �OQ-O � "' � � Q � x 7 � °�-� ° � �`o'zQ gw .33Q � '.� Q "' S' � �, � c� �S�Q -.m � �'�� zn � m o � � � � o o cu N mcQ o. � Q • -`�� `� �.� Q Q� �� x Q' 3 n - co o ��o � � �c _ , o. o c� � N � — � Urn�N n � c= =�0 TOPCHORD � � ��`''� n O 30 '"O o' J Q �W�O W N � m� T C t~i� CI-8 � N W�cn� A f7 An� ��D O AzA' N -1 �D =m n e � N 'WrnWN � � �Z� m� n �tI' p• "� � m ° `�c'�„a� -' p a� �z NO oAo }� � ` �o`W W m �^W tn� w � � V � n �J- N D "' ND O C� � � O �o• -o a �� v � _ � A a� � m A Z O W 2 7 O N Q �• � -« W y U � 0 Z c � 0 �. � n � � O A D Z �� N (D � r V W N �_ y� N �N' //Y r.' � A rn r*+ -�^+ � �p iii � � N � oo ^�m � m �� n 7�3 �O,y/rr D D W m Om �� \ �� A p ?m �� y W� cQ ` T o 3 � no � p Dn o� o m o � � =o � W3-b `'' Q N � 7 7 � N n (D X� C� � � "�� n v w� (D <'d + � p y '6 d N ��'� � m � J N� (n C4-5 A r c-'o�n TOP CHORD m � V N CNn N i O cD �� j N � ' t�W �! 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