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JO920121 Truss Specs 40-00-00 56-00-00 W D07 ,..... . , D02 01 ppZ � D02 0 ppZ 0 D02 0 D02 � �2 � o 0 0 0 0 � Pt Af N N + � ' D02 0 D02 0 DOZ � �3 - - - -- -- �i D03 i �3 10-00-00 ; DOS � i D03 0 i D03 � D03 � � D03 � D04 0 0 0 g.00.00 57-00-00 40-00-00 � �� . Customer Johnson Custom s� Job Name Homes, LLC �� „� Site Address Cypress Plan aw�a�.ro� C�ty ��-�►.�w•��= Roof Area Yelm �,u.a,�.,.,Ka�» '�'�°'"'"' 2070.51 / TYRRELL ENGINEERING Tyrrell Engineering 2121 Meridian East Suite 1 B xe: 6121682 Edgewood, WA 98371 Cypress Plan The truss drawing(s)referenced below have been prepared by Tynell Engineering.under my direct supervision based on the parameters provided by Truss Components of WA. Pages or sheets covered by this seaL• I6092139 thruI6092158 My license renewal date for the state of Washington is June 16,2013. � �� November 5,2012 Dan Tyrrell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss compomnts shown. The suitability and use of this component for any particulaz building is the responsibilit� of the building designer,per ANSI/TPI-1995 Sec.2. PDF created with pdf�actory trial version www.pdffactorv.com 1 1 Job Truss Trtiss Type Qty Ply Cypress Plen 18082139 B721B82 A07 Cortmon Tnrss 7 1 Tntss Cortponents af W4,Tumwaler,WA 88572 7Z50 s Nq 25 2017 ek IMUSIrbs.Inc.Mon Nov QS 18:11:05 2012 Pape 1 ID:8Jca7kwxSKA1 mN2VB9iED?yZ4dD-OoqZmhBQHS�rUbcFtrwgCmNGYL2Uu5nac�i9CiyMB2 -i•8-0 � 8•0-0 � 12-0-0 � 13�8-0 i ' �-s-o ao-o e-ao �-e-o Sceb=714.8 4x8 i 3 8.00 12 15 78 4 2 � b � 5 � 8 3x1= 3x4= 8-0-0 � 12-0-0 � Plate Offsets X Y: 3:0-3-2 0.2-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl lJd PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.35 Vert(LL) -0.03 2�6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 028 VeR(TL) -0.06 2� >999 180 TCDL �� Rep Stress Incr YES WB 0.11 Horc(TL) 0.01 4 n/a Na BCLL 0.0' Code IBC2009/TPI2007 (MaVix) Weight:53 Ib FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sbuctural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=595/0.5� (min.0-1-8),4=595/05� (min.0-1-5) Max Horz 2=42(LC 7) Max Uplift2=-703(LC 7),4=-103(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-670/44,3-15=-575/54,&16=575/54,4-16=-670/44 BOTCHORD 2�=-1/523,4�=-1/523 WEBS 3�=0/263 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.Spsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(tow-rise)gable end zone;cantilever left and righl exposed;end vertical leit�d right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of lhe Wss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuft qualfied building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snaw);Category II;Exp B;Fuly Exp.;Ct=1.1 4)Unbalanced snow loads have been considered fa this design. 5)This Vuss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with olher live loads. 6)All plates are 1.5x4 MT20 unless otherv✓ise indicated. 7)Gable studs spaced at 1�-0 oc. 8)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � I 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3�-0 tall by 2-0-0wide will fit between the bottom chad and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 Ib uplift at joint 2 and 103 Ib upliR at joint 4. 11)This Vuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlTPI 1. LOAD CASE(S) Standard November 5,201 A WARNAW-VMfy dwipn poram�bra aM 1�M 17D7i8 WV 7'878 ANDWCLUDEDYI7'ER REFER6IYCE PAO61e-7473 BElOR6 US6. Design vapd fa use oNy with AM'fek cannecfas fiis desipn rs b�ed onty upon pQaneters shown and'u tw an indvidual buld'vg compor»nf. Applicabiii}y d design pvamenfers and proper incapomtion d corrK�oneM'x resporai6ilHy d lwAcing designer-not h�ss designar.&ocirg shown Tyrrell Enginaering �+a�era sw�a��dwi w�r�rr,�ers mN.nddn�«,d�xry,«oy eraar,�ro ns�,ra:raar a,� �m,cf�or,�tt,a res erecTa.Addtbnd pemw�enf bradrq d the o�emY shucture @ the res � � P�SiaNify°f ihe 2121 Maridian Easf poruibilily of fhe buiking designer.Fa generd guidanca regvcing Suite 1 B fa6rica1loM1 Wdi1Y cmfiol sfarape,deMery,ereeHm arW braeny cor�H ANSI/TPII QualMy Crkwio,DS!-89 ond 6CSI1 luildirg ComponeM Edgewood.WA 98371 SaMy Hamdbn avaNabb hanTnns Plate ksHule,583 D'Ondrio Qiva.Madison.NA 53719. PDF created with pdfFactory irial version www.pdffactorv.com . , ,bb Trtiss Trtiss Type Ply Cypress Plen IBOBZt10 B121882 A02 Common Tniss 5 1 Tns.a Cortqonents of VW.Turtwaler,WA 98512 7250 5 Fup 25 2011 ek InOustries.Ine.Mon Nov OS 78:71:08 2012 Pepe 1 ID:dka7kwxSKA1 rtn�2VB9iED9yZ4dD-s?O�¢1(�2P2i5uNA1X�RIh2RIlOjdPwoOHh i •b8-0 8-0-0 _ __ � 12-0•0 � 13-0-0 � 1-8-0 ' 8-0-0 8-0.0 1-8-p Scab=1:24.8 4x8% 3 8.00 �y � 8 Z 4 � 5 � 1 8 3x4= 1.Sx4 II 3x4= e-0-0 I 12-0-0 I P��a orr�ats X Y: 3:0-3-2 42-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (lac) i/defl L/d PLATES GRIP TCLL 25.0 p�tes Increase 1.15 TC 0.35 Vert(LL) -0.03 2� >999 240 MT20 220/195 (Raof Snow=25.0) Lumberincrease 1.15 BC 0.28 Vert(TL) -0.06 2� >999 180 TCDL �� Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a Na BCLL 0.0 ' Code IBC2009lTPI2007 Matrix B DL 10.0 ( � Weight:43 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVudural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=595/0-5-8 (min.0.1-8),4=595/0-5-8 (min.0-1-8) Max Ho22=42(LC 7) Max Uplift2=-103(LC 7),4=-103(�C 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when sMwn. TOP CHORD 2-7=�70/44,37=-575/54,3-8=575/54,4�=�70/44 BOT CHORD 2�=-1/523,4�=-1/523 WEBS 3�=0/263 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.Spaf;BCDL=5.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilaver left and riyht�xpoaed;end vertical left and rigM expoaed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psi(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered fa this design. 4)This Vuss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This Vuas has been designed fa a live load of 20.Opsf on the boKom chord in all areas where a rectangle 3-G-0 tall by 2-0-0 wide will frt belween the bottom chord and any other members. 7)Provide mechanical connedion(by olhers)of truss to bearing plate capable of withstanding 103 Ib uplift at joint 2 and 103 ib uplift at joint 4. 8)This truss is designed in accordance with the 2009 Intemational Building Cade section 2306.1 and referenced standard ANSUTPI 1. � LOAD CASE(S) Standard a . � November 5,201 � W�"O��I�D^p°�°��°�d 1�D JYO7'EB p��8 AND INCLUD6D II17'E6 RE►ERdJIfC6 PAOE YQ-7473 B[J'ORd OSS. Dasipn vdid far use oMy wHh I�NTek cennecfas.fi&dasiQn B bated my uP�P�naters shown and B for an ndvidual building carponent. APdicabipty d dasi0n P��anTers and PraPer inca�orafion of cortponeM k resporWbiF}y of buici des 'x fa lalerd sup�or}of Incividuol weD mert�ers onty.AddHiond t � �'��i�.�^0 sFawn Tynell Engineering errparay bracing to nsve sfabiFty dwirg corxtnxtion is the resP�ibiqHy d the erecta.Ad�9tiond ppwbilitydfhebuikirgdeslgner.Fagenerdgudonceregvding 2121 MeridianEas} paimviant brocinp d ihe overdl shucfure h the res Suita 1 B �°��9��M�1rd.Ndq7e de�Nery,e2chm md braciip,corxulf AN51/TPII GuaAly CrHwlo,DS!-89 ond IC511 WN�rp Cornpon�M Edgewood,WA 98371 Sahfy Hwmdbn avaik�ble from�nra%ote IrsTifufe.583 D'Ondrio Drive.Madison.WI 53719. PDF created with pdfFactory trial version www.pdffactorv.com Jab Tnus Truss Type Qty Ply Cpxess Pien IBOB2141 6121882 801 Comrtion Truss 1 1 Tntss CorryoneMS of VIN.Turtwater.VW 98512 7250 s Fup 25 2f111 ek Industries,lnc.Mon Nov 0.518:11:08 2012 Papa 7 ID 8Jca7kwxSKA1 rtrv�2VB9iED?yZ4dD-pNV�hOiEJaDIQLCgsP2DvN67p7Z6T5�OFimmOyNIB2 -1•&0 8-0•0 i2-0•0 13-8-0 1-8-0 8-0-0 8-0•0 1-8-0 Scale�1:24.8 4x4% 5 8 4 8.00 12 7 3 8 � Z ib 9 1 3�= 14 73 12 N 10 3�_ . 72-0-0 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.13 Vert(LL) -0.02 9 Nr 120 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 9 r✓r 90 TCDL �•� Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a Na BCLL 0.0' Code IBC2009/TPI2007 (Matrix) WeigM:531b FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVuGural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS All bearings 12-0-0. (Ib)- Max Ho2 2=42(LC 7) Max Uplift All uplift 100 Ib or tess at joint(s)2,8,13,14,11,10 Max Grav All readions 250 Ib or less ffi joint(s)2,8,12,13,14,11,10 FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end veAical leR and rigM exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)Truss designed for wind loeds in the plane of the Vuss only. For studs exposed to wind(normal to the tace),see Standard Industry Gabk End Datails as applicable,or coneuk qualified building designer as per ANSI/TPI 1-2002. 3)TCII:ASCE 7-06;P�25.0 psi(flal roof anow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loada have been considered tor this design. 5)This Wss has been designed tor greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on averhangs nonconcurtent with other live loads. 6)All plffies are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires conGnuous bottom chord bearing. 8)Gable studs spaced at 1�-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This Wss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 11)Provide mechanical connection(by olhers)of truss to bearing plate capabie of withstarWing 100 Ib uplift at joint(s)2,8,13,14,11,10. 12)This truss is designed in accordance with the 2009 Intematianal Building Code section 2306.1 and referenced standard ANSI/TPI L 1 � LOAD CASE(S) Standard Ip November 5,201 � W�'�D dsMY�P��rqn aM RiAD lIM'd8 OX T8f8 AND IXCLUD6D IIPI'E6 RdJERENCE PAOE Y!l-7473 B6/ORi U86. DeslAn vdW for uae oNy wifh M(ek cmnectors.7Fiis dasipn's based anly upon pavnefers shown and B fw an indv(dual buildh8 corrponent. APWlcabiGly d design pvarr�ters and F`oper incaporotion d corrpaieM's resporsldlMy W Widr�desi5�er-not huss designer.&aci shown is fa lateral suppat of kxfvidnl web merribers m�y Add�iond tenparay brxirg}o nsue sfabil' durl � Tyrrell Engineering erecta.AddiHOrql pert�wieA 6radnp d the overdl sfiuMVe n the resporsibilily of fhe buikirg�ignerr.�Fg rerd guidanc�regad�g of� 2121 Meridlan East fobrico}lon,qudNy conhol,sTcrape,delivery,erecHon mc1 lxochg,coruuM AN51/TPII QuaWy CMMa.DSB-89 and BCSII luYdrg Compwronl $uite i B Sahfy Hamdbn avail�lefrom Tnra Plafe kn}Nute,583 D'Qiofr(o prive,Mad'rsat W153719. Edgewood,WA 98311 PDF created with pdfFactory trial version www.adffactorv.com , , Job Tnss Truss Type Ply cypress vien ieoezuz 8121882 CA7 Comrto�Tnas 1 1 Truss CanponeMS ot V114 TumNatx.WA 98512 7.250 slwp 25 2011 AAi ek IrMustries,lnc.Mon Nov 0.518:11:10 2072 Papa 1 ID:BJca7kwxSKA1 mN2VB9iED9yZ4d W meSpOF�eYBeVqFmTGNTXCSAMkIQS6V1'O(�qHyM -1-8•0 + 5-9-4 � 11-0-0 I 18-2-12 I 22-0-0 � 23-8-0 � � 7-8-0 5-9-4 &2-12 5-2-12 5-9-4 1-8-0 Scele=1:42.3 4�B% 4 8.00 12 1.Sx4\� �� Z 1.Sx4�/ 3 5 2 8 �, ' I� 10 9 3xI= 3x4— 3x4— 3x4= 3x4= 8 i 7•8-3 � 14-5-13 � 22-0-0 I P�ce or�a� x v: a:o-a-z az-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.42 Vert(LL) -0.O6 6-S >999 240 MT20 220/195 (Roof Sraw=25.0) ��ber Increase 1.15 BC 0.37 Vert(TL) -0.16 6-8 >571 180 TCDL �� Rep Stress Incr YES WB 0.57 Horc(TL) 0.01 8 Na n/a BCLL OA` Code IBC2009(fP12007 (Matnx) Weight:941b FT=O% BCDL 10.0 LUMBER BRACINCa TOP CHORD 2 X 4 DF No2 TOP CHORD SWdural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directiy applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=654/0-5� (min.0-1-8),8=1077l10-5-8 (min.0-1-8),6=304/10-5-8 (min.0-1-8) Max Hoa2=�3(LC 8) Max Uplift2=-117(LC 7),8=-72(LC 7),6=-89(LC 8) Max Grav2=692(LC 2),8=1077(LC 1),6=334(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All faces 250(Ib)or less except when stwwn. TOP CHORD 2-3=-859/90,3-11=162/80,4-11=-558/95,4-12=0/305 BOT CHORD 2-70=�5/699 WEBS 4-8=-732/91,58=�05/136,4-10=-43/544,3-10=-373/130 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft;Cal.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and righl exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fuly Exp.;Ct=1.t 3)Unbalanced snow loads have been considered for this design. 4)This Wss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof loed of 25.0 psf on overhangs nonconcurrent with other live bads. 5)This Wss has been desipned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This husa has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tali by 2-0-0 wide will fil behveen the bottom chord and any other members. 7)Provide mechanical connection(by others)af Wss to bearing plate capable of withstanding 100 Ib upliR at joint(s)8,6 except Qt=1b) 2=117. 8)This Wss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. � LOAD CASE�S) Standard M � I 6 November 5,201 Q W.�wmw-o«iN�s��•b..=�t xasc xorss ox rms wxo nrcumao iaras naeanaxca reoa im-ssss asroxs asa. Daslpn vdid fa�se oNy wHh ANTek connactos.This desi�k based mly upon paaneters sho.vn ond Is for an kiWiduol buildkp corrpornent. ApplicabiHy d dasipn paartianters and praFer incaporotlon d cortponenf B resporddlily d buPdrg desipner-not fius desipner.&acirg shown Tyrrall Engineerfng B fa laferal wppoii of kxNidud web memWrs onA'.AdcNBmd terrparay bradrg to hs�.re stabirity duirg corutnxtion h the respassibilify of 1he 2121 Meridtan Easf erector.Ad3fiond pertrianani brocirg d Ns overaN shucfure k tha respoissibiGty d}I»buildnp des(gner.Fa gene�d guidonce reAvdrg Suite 1 B fatrlcaHat qudNy confro4 stacqe,delNery erectian aW bracFig,cpxuM AN51/T►Il CkwNly CAtwia.DS6-89 and 6CSI7 Iupdrg Compemnf Edgewood.W A 98371 Sahly Mamdbn available from Tnus Plafe InstNute.583 D'Ondrio Drive,Mad'xort N153719. PDF created with pdfFactor�trial version www.pdffactorv.com , . ,lob Truss Truss Type Ply Cypress Plan IBOB2t�3 8121882 CA2 Comron Truss t 1 Tn�as Cortqonenls of V�(4,Turtwaler,YW 98512 7.250 s Nq 25 2f111 AAi ek Industries.Inc.Mon Nov OS 18:17:11 2f112 Pape 1 ID:8,Ica7kwuSKAlrtm2V89iED?yZ4daDyCqqcGBbc�7CfPRKAnc7kIGPm2ul V4ycgOQMyM82 i -1-8-0 � 5-9-4 F 11A-0 � 18-2-12 + 22-0-0 I t-8-0 5-9-4 5-2-12 5-2-12 59-4 Scale=1:39.0 4x4 � 4 8.00 12 10 1.Sx4 \� �� 1.Sx4�/ 3 5 8 2 ±� I� 9 8 7 3� 3z�= 3x4= 3x4= 3x4= 7-6-3 � 11-5-73 I 29-0-0 I P�a�e orrsecs x v: a:az-o az� LOADING(ps� SPACING 2-0-0 CSI DEFL in (Ix) Udefl Lld PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.39 Vert(Ll) -0.07 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.19 6-7 >999 180 TCDL �0 Rep SVess Incr YES WB 0.24 Horz(TL) 0.04 6 n/a Na BCLL 0.0' Code IBC2009/TPI2007 (Matrix) Weight:911b FT=O% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SWGural wood sheathing directly applied w 4�-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 6=900/0-5-8 (min.0-1-8),r-�osaas� �m��.a��> Max Hoa 2=74(LC 7) Max Uplift6=-84(LC 8),2=-142(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1544/142,3-10=-1355/133,410=-1277/147,4-11=-1293/161,5-11=-1372/147, 5�=-t 546N 57 BOT CHORD 2-9=-123/1299,8-9=-33/892,7-8=33/892,6-7=-92N320 WEBS 4-7=.56/554,57=-366/136,4-9=-00/515,3-9=-339/129 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=S.Opsf;h=15R;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat raof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered fa lhis design. 4)This Was has been deaigned for greater of min roof live load oi 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurtent with other live loads. 5)This Wss 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�-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 7)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6 except(jt=1b) 2=142. 8)This Wss is designed in accordance with lhe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI L � , LOAD CASE(S) Standarcl November 5,201 A WARX➢10-p�r{Ijl�P��aM RiAD XOTld OATffiD M/D�RCLUDiDYl7'id RiIER6MC6 PAOE lIrt.7473 Bd/ORE U86. Oesign vdid fa use oNy wfth MITek canactors.fiB dastpn fs based a!y upon poaneters shown md h for an tidvidwl buildig cornponent. Applica6ilNy d design pcaartienters and praper heorporation of cm�ponenf B responibilNy of lwBdng desiener-not h�ss desigriec Braci B for laferal su�orf d hdvidlol web rt�ertibeis mN AddiNond temparay brackg to nsue stabilily duing consfiuction is the�peruibiN�tha Tyrrell Engineering �Y 2121 Meridton East erec}a.Addtimd pertnoiant bracirg d the overdl sh�cfure 6 the responsibifity d the twik;rg designer.Fa 9anerd guidance repodng Suite 1 B fa6rlcaNOrL qudHy conho4 sfaaga,delivdy,erecHOn md bockig,ooruuM ANSI/T►II fkwlXy CrNMa,DS6-89 and 6CSI7 luH�rp Compon�M Ed ewood,WA 98371 Sahfy Hortndbn availabb hom Tnus Plafe IntHute,583 D'Qwhio dive,Madisort WI 53719. 9 PDF created with pdfFactory triai version www.qdffactory.com Job Truss Tnss Type Qly Ply Cypess Pien 1808214t 8721882 CA3 Comron Tnus 1 � Tnss Cortponents of V1N.TumNater,V11498512 7250 5 Aiq 25 2011 MI ek IndusMes,Inc.Mon Nov OS 18:11:13 2012 Papa 1 I D:8Jn7kwuSKA1 maJ2VB9iED7yZ4da9LJaRQHRP�jf�YqRbp449qlA�fPmIO�PzVXQcyNB1 •1-8-0 + 5-9-4 � 11-0-0 � 18-2-12 I 22-0-0 � 7•8-0 5-9-4 5-2-72 S2•12 5-9-4 Sceb=7:38.8 S�d� 4 8.00 �y �� 3x8� 12 3�t8� 3 5 8 2 r �� 13 14 10 9 15 8 18 17 � 18 79 `� 4x8 M18SHS� 8x8 M18SHS= 4x8 M18SHS� 3x8 II gxg= 3xg II s-aa � i�-o-o � �e-z-�z � z2-o-o � PlateOffsets XY: 2:0-3-100-2-0 s:a2�a�-e a:o-z-eaz-o s:o-zaa�-s 6:0.3-100-2-0 0�-120-1-8 a:o-0-oo-a-�2 �o:o�-�2a�-s LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.91 Vert(LL) -0.19 7� >999 240 MT20 220/195 (Roof Sraw=25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.39 7� >665 180 M18SHS 220/195 TCDL �0 Rep SVess Incr NO WB 0.82 Horz(TL) 0.11 6 Na n/a BCLL 0.0' Code IBC2009lTPI2007 BCDL 10.0 (Matrix) Weight:223 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.188tr TOP CHORD Strudural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std`Except' W1:2 X 4 DF No2 REACTIONS (Ib/size) 6=7259/0-5-8 (min.0.3-10),2=7327/0-5� (min.0�-10) Max Horz 2=76(LC 7) Max Uplift6=-743(LC S),2=-796(LC 7) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)a less except when shown. TOP CHORD 2-3=-13070/1319,3-11=$824/914,4-11=-8689/929,412=-0690/925,512=-8825/911, 5�=-13091/1340 BOT CHORD 2-13=-117M11592,1314=-1174/11592,10-14=-1174/11592,9-10=-1174/11592, 9-15=-117M11592,8-15=-1174N1592,8-16=-1148/11612,16-17=-1148/11612, 7-17=-114&11612,7-78=-1148N 1612.1&19=-1148/11612.6-19=-1148N 1612 WEBS 48=-732l7461,5$=�370/509,5-7=-325/3713,3-8=-4330/491,3-10=-318/3697 NOTES 1)2-pty Wss to be conneded topether with 10d(O.t31"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 47-0 oc. Boltom chords connecled as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as folbws:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equaly applied to all plies,except ff rroted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to disVibute ony loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever lefl and right exposed;end vertical lefl and right exposed;Lumber DOL=1.60 piate grip DOL=1.33 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Categwy II;Exp B;Fulry Exp.;Ct=1.1 5)Unbalanced snow loads have been considered fa this design. 6)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a�0.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3�-0 tall by 2-0-0 wide will fit behveen the bottom chmd and any other members. 10)Provide mechanical connedion(byothers)of truss lo bearing plate capabie of withstanding 100 Ib uplift at joint(s)except Qt=1b)6=743, 2=796. 11)This Vuss is designed in accordarce with the 2009 Intemational Building Code sedion 2306.1 and referenced standard ANSIlTPI 1. Continued on a e z November 5,201 A W�•p�r{Al dul0�P��aM RiAD XOldB OlV Tffi8 ANDlNCLUD6D l�7'E[RE►iRENCi PAOE 7�71f9 86/0R6 086'. Design vdkJ fa�se oriy with hLlekcmrectas.ihh destgn e b�ed onN upon paanefers showrt and'n fa an incivid�al buld'xg corriponent. ApplbabilHy d deign paamentec and proper incorparaflon d canponeM h resporuibiqfy d WldnA designar-rwf huss desipnec Bracir�shown Tyrrell Engineering B for hferol H�(�paf of kidvidud veb rriend�ers Wy.AddHiand fertporay br�dng to Fu�e sfabiGly duing caxtrucfbn Is the respcxssidAify W Ihe 2121 Meridtan Easf erecta.Adcitiond pem�onent bnciry d 1ha overdl shucture is the resporuibilNy of fhe buikirq designer.Fa general gufdance regv3rg Suite 1 B fabricafiat qudHy conhol,sforqe,delNery,erecfion and hrx(ng,cpts�M AN51/T►Il QuaWy Cdl«io,DSl�89 ond BCSII Euildirp Compon�M Edgewood,W A 98371 . Salety Wamdlon available fron ttuss%ote Irsfifufe,583 D'Ondrb Drive,Modhat W153719. PDF created with pdfFactory trial version www.pdffactorv.com Job Tniss Truss Type �ty Ply Cyqess Plen 18082144 B727882 CA3 ConmonTruss 7 � T�ss Caryone�MS of YW.Tumwlx,N6498512 7250 s Nq 25 207 7 ek IrMustrbs,lnc.Mon Nov 05 78:11:132012 Pape 2 I D:8Jra7kwxSKAt rtnV2VB9iED�yZ4da9LJaRQHRPZwjf�YqRbp44.9qUhafPmlO�PzVXUcyW81 NOTES 12)Hanger(s)ar other connection device(s)shail be provided sufficient to support concentrated load(s)1267 Ib down and 131 Ib up at 2-0-12,1267 Ib down and 131 Ib up at 4-0-12,12671b down and 131 Ib up at 6-0-12,1267 Ib down and 131 Ib up at 8-0-12,1267 Ib down and 131 Ib up at 10-0.12,1267 Ib down and 131 Ib up at 12-0-12,1267 Ib down and 131 Ib up at 14-0-12,1267 Ib down and 131 Ib up at 16-0-12,and 1267 Ib down and 131 Ib up at 18-0-12,and 1267 Ib down and 131 Ib up at 20-0-12 on boriom chord. The desigNselection of such connection device(s)is the responsibiliry of others. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-4=1i4,4-6=b4,2�=-20 Concentrated Loads(Ib) Vert:9=-1267(B)7=-1267(B)10=-1267(B)13=-1267(B)14=-1267(B)15=-1267(B)16=-1267(B)17=-1267(B)18=-1267(B)19=-1267(B) A WARNIlYG-V�r{/�l�O�D��aad READ XOTdB OX Tffi8 AXD LYCLUDED lfJ7'dd RiFEREMCE PAOE l�f�43 86FOR6 f78E. Dasign vdid for�se orJy with MITek cmrecfas.7Ms dasign @ based my upon Paanefers shown and B for an indvidwl bulld'ng carrponent. ApplicaWlHy d dasign pvameMars and proper Incarparaflon of mrtponeM k resporsi6illty d buicing designer-not huu dasi�er.&acing shown Tyrrell EnQineering 's fa latad suppai of Irnividual web rt�arribers mN.AddHiond terrpaay bracirp to hsue sfabifity durirg corxhucfion e the resporeibilfty of ihe 2121 Meridian Eas} ereefor.AddiHond pemivient bracing d iha orerall shucture u tha responybility W fhe buildrg dasiAner.fa pererd 9udvice regvcSrg Suite 1 B fa6iication,qudHy conho4 stacpe,deMery,erecHon and brachg,cons�B ANSI/TPII C1�wWy C�il�rla,DS!•89 andlC517 lWtYrq Compornnl Edgewood.WA 98371 Salefy Mamdbn available from Trtra PloTe knliiufe.583 D'Ondrio Drive.Madison,WI 53719. PDF created with pdfFactory trial version www.adffactorv.com Job Truss TrussType Oty Ply Cy{xessPlen 18082145 8121882 CGOt Diaporrel Hip C.iUe� 1 1 Tn�ss Canponarps of VY4 Turtwaler.YW 98512 7.?SO 5 Aup 25 2011 AhTek Indushies,I�.Mon Nov OS 78:17:78 2072 Pepe i ID:BJCe7kwxSKAtmw2V89iED4yZ40D-ew4j3RKK�UJHIQHP7kMnioS2 nj�zAGPSxj81nyM81v •2-9-15 � 4-10.3 I 8-8-15 � 12•7-1 � � 2-8•15 4-103 3-8-12 40-/ Scale=1:25.4 5x5 I I 5 11 3x4% 2.83 12 4 3x4= �� 3 9 2 � � 12 8 13 � 14 8 3�r= 1.5x4 �� 3x4= 3�_ 4-10-3 I 8$15 I 12-7-4 i •-4 LOADING(psn SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(Ll) -0.O6 7� >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.62 Vert(TI.) -0.13 7-8 >999 180 TCDL �� Rep SVess Incr NO WB 0.53 Horz(TL) 0.03 6 Na Na BCLL 0.0' Cade IBC2009/TP12007 BCDL 10.0 (Matrix) Weighl:561b FT=0°,6 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SWCtural wood sheathing directly appiied or 4-6-4 oc purlins, except BOT CHORD 2 X 4 DF No2 end verticals. WEBS 2 X 4 OF Stud/Std'Except' BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. W1:2 X 4 DF No.2 REACTIONS (Ib/size) 6=1225/Mechanical,2=852/0-7-6(min.0-1-8) Max Horz 2=94(LC 6) Max Uplift6=-117(LC 7),2=-150(LC 5) Max Grav 6=1245(LC 2),2=852(LC t) FORCES (Ib)-Max.Comp./Max.Ten.-All faces 250(Ib)or less except when shown. TOP CHORD 2-9=-1736/50,3-9=-1703/58,3-10=-1453/107,4-10=-1393/107,58=-025/120 BOT CHORD 2-12=�9/1649,5-12=-89/1649,8-13=-89N649,7-13=-89/1649,7-14=-124/1399, 6-14=-124/1399 WEBS 3-7=-372/0,4-7=0/502,4�=-1452/121 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(law-rise)gable end zone;cantilever left and right exposed;end vertical leR and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fuly Exp.;Ct=1.1 3)Unbalanced snow bads have been considered for this design. 4)This Wss has been designed for preater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overfiangs nonconcurreM with other live loads. 5)This Vuss has been designed for a 10.0 psf bottom chord live load nonconcurreM 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�-0 tall by 2-0-0 wide will fit between fhe bottom chord and any other members. 7)Refer to girder(s)for truss to truss connectans. 8)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)6=117, 2=150. 9)This Wss is designed in accordance with lhe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Hanger(s)or other connection device(s)shall be provided s�cieM to support concentrated load(s)16 Ib down and 62 Ib up at 2-9-5, 161b down and 62 Ib up at 2-9-8,64 Ib down and 16 Ib up at 57-7,64 Ib down and 16 Ib up at 57-7,162 Ib down and 48 Ib up at 85�,162 Ib down and 48 Ib up at 85�,end 2561b down and 75 Ib up at 113-5,and 256 Ib down and 75 Ib up at 11-35 on top chord,and 4 Ib down at 2-9-8,4 Ib down at 2-9-8,34 ib down at 5-7-7,34 Ib down at 5-7-7,74 Ib down at 8-5-6,74 Ib down at&5� ,and 1141b down at 11�5,and 114 Ib down at 1135 on bottom chord. The design/selection of such connedion device(s)is the responsibiliry of others. 11)In the LOAD CASE(S)section,loads applied to the face M the truss are noted as front(F)ar back(B). LOAD CASE(S� Standard Continued on a e 2 November 5,201 A WARN�YO'VirifJr dulp^Pm'am�brs a,d RiAD NOl38 OX Tffi8 AND LPCLUDED IQT6H RdJSR6MCE PA06YQ•7473 BE/ORE UBE. oe:��r,�d�d ror�e oM��m n�urek�«,r�.mo des�n a t�ased«,�i ur,«+a�*rerers sno�+n a,d e ror ar,:,a�i e,,;a��«r�«,ar,�. nad�aalNV w desipn pva,»rders and crcoer�nc«p«aem or corrponanT's respors�birdy ot lx,a3rg dasigiar-nw m,ss desl k fa lateral u�porf of kxfvidud web merrilers mN.Additiond fen�crvy broci to insve sf�if dul �.��s�n Tynell Engineering �8 �1' �9�1�uction b fhe resporuiblNHY M 1he 2121 Meridian East erecta.Addfiorx�pertrionent bredng d Me overdl sfivc}ve h iha resporWblliN of}he buildrg designer.Fa general gudmice regQdng Suife 1 B fdxicallon,qudily conhd,s}acge.deWery.erection aM kxocing,coruult AN51/iPil qualHy Cr1l�ria.DSE-89 and BC511 BuYdrq CanponaM Edgewood,WA 98371 Safefy Infamdbn avaihda trtxn Tnra Pla�e Iretifufe.583 D'Onotra prive,Madiwru W153719. PDF created with pdfFactory trial version www.adffactorv.com Job Truss Truss Type aty Ply Cypress Plan IBOD21�5 8727882 CG01 Diepw�elhipGirtler 1 1 Tnus Cortpaienls o1 W4,Turweter,VIl4 98512 7250 5 Aiq 25 2011 IYfTek IMust�les,lnc.Mon Nov 0518:11:78 2012 Pepe 2 ID:8Jca7kwxSKA1 mw2V89iED�y24tl0-aw7J3RKKhUJMIQHP7kMnioS2_njjzAGP5xJ67 uyMBi v LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Un'rfam Loads(pl� Vert:1-5=�64,2-6=-20 Concentrated Loads(Ib) Vert:7=-74(F=-37,8=-37)4--255(F=-127,B=-127)9=124(F=62,8=62)10=-58(F=-29,6=-29)11=�41(F=-221,8=-221)12=�(F=-2,B=-2)13=-34(F=-17,8=-17) 74=-114(F=S7,6=-57) 0 W�-o�+JY�s��•e...s�a naw rvorae av rffie.wv nrcumao iarrau xarawa�rca reoa im-�s�a saroxa usa. Deslgn vdfd fa use oNy with fvNTek cmnecfars.7Fw desipn B based m�y upon paaneters shown md k for an hdvidwl building canponent. Applicabilily d desgn paamenfers and poper Incaporation ot cortponen}k resporsibility d buidng designer-not h�ss designac groc(ng sFawn Tyrrell Engineering h for Wlaol su�M of indrviduol web rrierribers onN.AddHiand fert�{wuy bractng fo hstre s}dilih�dxing coruh�c}bn is the resporulpiyity of ihe 2121 Meridlan Eas} erecfa.AdclHord pamianeM bracinp d the ovaraq shuetura h the resporuibilNy of 1M buldng designer.Fa gererd guidance regodng fa6ricaNOn,qudity conirol,staoae,delNery,erecfim ondlxachg,corssury AN51/TPII QualMy CM�rla,DS!$9 and lC511 BuIINrp Caripon�nf Sui}e I B SafNy Hamdbn ovoiloble hom Tnlss%ofe kxtfA�fe.583 D'Ondrio pive.Madiwn.WI 53119. Edgewood.WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Job Truss Truss Type Qly Ply Cyptess Pian IBOB21�8 8121882 D01 CortrronTnrss 1 1 Tnas Conponertls of Nf4.Twnxaler,VYA 98512 7.250 s Aup 25 2011 AN ek Industrias,Irw.Mon Nov 0518:11:20 2012 Page 1 ID:BJca7kw,cSKA1rtn�2VB9iED?yZ4dD-ShEEvpNqlipjn2b/Uu�tjsedt50C�5e OZhOAiyMB1 -1-8-0 15-8•0 31-0-0 �7-8-0 � 15�-0 � 15�-0 � Scale=1:58.3 dx4� 12 8.00 12 17 13 10 14 g 15 8 43 16 � 17 8 18 5x5 i 5 �8 Sx5� y 20 3 2� 22 2 y �� d 3� 42 47 40 39 38 37 38 35 34 3332 31 30 29 28 27 28 25 24 23 3x4= 3x4= 31-0-0 � i Plate Offsets X Y: 4:0-2-8 63-0 20:0-2-8 0-3-0 LOADING(ps� gppCING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.13 Vert(LL) -0.02 1 n/r 120 MT20 220/195 (Roof Sraw=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 1 n/r 90 TCDL �� Rep SVess Incr YES WB 0.12 Horz(TL) 0.00 22 Na Na BCLL 0.0' Code IBC2009/TPI2007 (Matrix) WeigM:2051b FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVUdural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std'ExcepN ST10:2 X 4 DF No.2 REACTIONS All bearirgs 31-0-0. (Ib)- Max Ho2 2=93(LC 7) Max Uplift All upliR 100 Ib or less at joint(s)2,34,35,36,37,38,39,40,41,42,31,30,29,28,27,26, 25,24,23 Max Grav All readions 250 Ib or less at joint(s)2,32,34,35,36,37,38,39,40,41,31,30,29,28,27,26, 25,24,22 except 42=256(LC 2),23=309(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)ar less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psT;BCDL=S.Opsf;h=15ft;Cal.II;Exp B;encloaed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and rigM exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or co�sutt qualfied building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fuly Exp.;Ct=1.1 4)Unbalanced snow loads have been considered fa this design. 5)This Wss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconwrcent with other live bads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1�-0 x. 9)This Vuss has been designed for a 10.0 psf bottam chord live load nonconcurrent with any other live loads. � 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3�-0 tall by 2-0-0 wide will fit belween the bottom chord and arry other members. 11)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,34,35,36,37,38, 39,40,41,42,31,30,29,28,27,26,25,24,23. 12)This Wss is designed i�accordance with the 2009 Intemationai Building Code section 2306.1 and referenced standard ANSIlfPI t. LOAD CASE(S) Standard ii� � r November 5,201 Q W�-o«'4Ai�an o�nreoa a�e xa�n xoras ar rffis.um nrccunao ivrac aaraxsnca reoa em-s��s asrona osa. Desian vdd fa use oNy with MRek connedas.iFik design h based only upon paaneTers showrv and's fa an ndvWwl buld'ng cottponent. ApplicobiGly d daspn pvameMers and prooer incaporc»tion of corriponen}h resporssfbilily d buddinp designex-rrof fi�ss designer.Brocirg shown Tyrrell Engineering is for laferal uippai of tndvtduol web rner�riars mly.Add'Mand terrporay 6rodnp fo irui.re stabilHy dxirg croslnicYron is the resporm'Ly1Hy of the 2121 Meridian East erecta.Addtiond pemianent bradrg d Ihe overall shucture k fhe respwnibiBty d the bWldrg designar.Fa general gutdmce regvdnq Suite 1 B fobricoHon,q�dity wntrol,stacge,delivery,erecfim crW brocng,corssulf qN51/TPII CivaWy C�IIMa,DS6-89 ond BCSIi luYdnp Componsnl Edgewood.WA 98371 Saf�ly Mamdbn avalable from Tnxs Plate�4rctitule.583 D'Qqfrio Drive.Mad'eon,W153719. PDF created with pdfFactorytrial version www.adffactorv.com ,bb Tnas Truss Type Qly Ply cypreu a�en ieoa2u7 8127882 D02 Cortmon Tn�ss 10 1 Tn�ss Carponents ol V114,Tum.valer.V11498512 7.?50 s Aup 25 2011 MI ek hMushies,Inc.Nbn Nov 0518:11:Yt 2012 Pape t ID:SJca7kwxSKAImoJNB�iED?yZ4dD-04M KVOSHICiROLkZT TBy3i28CgFVJyJHTtAVEayM81 •7-8-0� 8-0-4 � 15-8-0 � 22-11-12 � 31-0-0 � 1-8•0 8-0-4 7-5-72 7-5-72 8-0.1 � Scale=1:54.3 S�d� 8.00� 5 3x4� 12 13 3rz5 J 1.Sx4\\ 4 8 1.5x4�/ 3 � 8 ¢�' Z I� 11 14 10 15 9 3� � 3x4= 3x12 M18SHS= 3x4= 3� � 10�3 � 20-5-13 � 31-0•0 i Plate Offsets X Y: 2:0-2-10 0-1-8 s:az-�s as-e LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ates lncrease 1.15 TC 0.86 Vert(LL) -0.45 9-11 >811 240 MT20 220/t95 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.97 Vert(Tl) -0.65 2-11 >564 180 M18SHS 220/195 TCDL �� Rep Stress Incr YES WB 0.24 Horz(TL) 0.09 8 n/a n/a BCLL D.0' Code IBC2009lTPI2007 (Matrix) WeigM:128 Ib FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVudural wood sheathing directly applied. BOT CHORD 2 X 4 DF No.2'Excspt' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 62:2 X 4 DF No.186tr WEBS 2 X 4 DF No.2'Except` W2:2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=1503/0-5-8 (min.0-1-10),8=1385/Mechanical Max Horz 2=93(LC 7) Max Uplift2=-177(LC 7),8=-121(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All fwces 250(Ib)or less except when sMwn. TOP CHORD 23=-2498/218,3�=-2228/207,4-12=-2151/207,512=-2116/222,5-13=-2148/234, 6-13=-2222/218,6-7=-2261/213,7-8=-2538/231 BOT CHORD 2-11=-192/2126,11-14=-52/1446,10-14=-52/1446,10.15=52/1446,9-15=52/1446, 8-9=-141/2773 WEBS 5-9=-82/962,7-9=-548/198.511=-69/898,3-11=-502/189 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=S.Opsf;h=15ft;Cal.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever leR arxl right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;F�cp B;Fuly Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This Wss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plffies are MT20 plates unless otherwise indicated. 6)This Wss 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 �'� fit belween the bottom chord and any other members,wkh BCDL=tO.Opsf. 8)Refer to girder(s)for truss to Wss connections. 9)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=177, 8=121. 10)This Wss is designed in accordance with the 2009 Inlemational Building Code section 2306.1 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard November 5,201 � W.�++-o..N1�an a�,..urs a�m xasu roras om rma.um nwcumao aaraa xaisxaNCa rwoa em��ss saroxa ass. Desipn vdkl for use orYy wim Mifek caviectrn.mu desipn k b�ed mH uP�PQ�aters shown md h for an hdvidual txikltng cmpaient. Applicabifity d dezipn paameMers ard praper incaporalion of corriponen}&retPa�bil'ity d lw9dnp desiAner-nof h�ss desi @ ta lateral suppai of kxividual web rt�embeis onN.AddlNond fertparay Ixodrp to Fnue stabil' �.�irp shown Tyrtell EnAineering erecta.Addtiond ��f��mB��Of� 2121 MeridianEasf perrtiananf hracin0 d the overaN shucfure B tha resPawbifity W the bidkirg deztgner.Fa genard gJUance reAodnp Suite 1 B fabricafiorL WditY oonhd.itaq�e,delnery,erectim md bracnp,cpuuM ANSI/TPII QuaNly Qilwia,DS6-89 and BCSII 6uAdrq Componxrt Edgewood,WA 98371 SafNy Mamdbn avalk,ble from h�a flale IrntM�fe,583 D'Orwfrio pive,Madkon,W153719. PDF created with pdfFactory trial version www.pdffactorv.com Jab Truss Truss Type Qty Ply cyprass pen �soe2i�e B72t882 003 ComronTnus 8 1 Tn�ss Compone�ks of V114 TurrMalx.VW 9&512 7.250 s Aup 25 2011 ANTek Indatlbs,Inc.tYbn Nov 0518:1123 2f112 Pape 1 ID:BJca7kwxSKAlrtr+2VB9iED7yZ4dD-sC�nTN(rPj2dBIeVJIti QUGFC9cOr6PORiX�3n1yMB1 -1-&0 I 8-0-4 I 15-8-0 � 22•11•12 � 31-0-0 �32-8-0� �1$-0 8-0-4 7-5•12 7-5•12 8•0-4 1-8-0 Scale=1:55.8 Sx5� 8.00 12 5 3x4� �3 �; 3x�� 7.Sx4 \� 4 8 1.5x4�/ 3 � 2 8 �, s I� 12 15 11 18 10 3� � 3x4= 3x12 M18SHS = 3wt= 3�� i 70�-3 � 20-5-13 � 31-0-0 i . .� Piate orrse�s x v: 2:a2-�o a�-e s:as-�2 as-e a:as-�o a�-a LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLI 25.0 plates Increase 1.75 TC 0.85 Vert(LL) -0.46 10-12 >799 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.98 Vert(TL) -0.65 2-12 >565 180 M18SHS 220/195 TCDL �� Rep Stress Incr YES WB 0.22 Horz(TL) 0.09 8 n/a Na BCLL 0.0' Code IBC2009lTPI2007 (Matrix) Weight:1301b FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly appiied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2'ExcepC BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 4 DF No.186V WEBS 2 X 4 DF No.2'Except' W2:2 X 4 DF Stud/Std REACTIONS (IWsize) 2=1493/0-5-8 (min.a1-9),8=1493/0-5-5 (min.0-1-9) Max Horz 2=-82(LC 8) Max Uplift2=-177(LC 7),8=-177(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/216,3ri=-2205/199,4-13=-2138/204,513=-2094/220,5-14=-2096/220, 6-14=-2140/204,6-7=-2207/199,7-8=-2478/215 BOTCHORD 2-12=-179/2106,12-15=-40N425,11-15=-40/1425,11-16=-40/1425,10-16=-40/1425, 8-10=-97/2107 WEBS 5-10=�9/915,7-10=-512/189,5-12=�9/911,312=514/189 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psF;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical IeN and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flffi roof snow);Category II;Exp B;Fuly Exp.;Ct=1.t 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for grealer of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf an overhangs nan-concurcent with other live loads. 5)All plates are MT20 plates unless othenvise indicated. 6)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurreM with any other live loads. 7)'This Wss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3�-0 tall by 2-0-0 wide will fit beri✓een the boriom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)excepl Qt=1b)2=177, 8=177. 9)This Wss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlTPI 1. LOAD CASE�S) Standard III November 5,201 0 W�-o•�#f1 d�++a�v�m•�•••a�e naw xaras ar rma erm nrccunao iaras xararwrca rwaa em�s�3 asroxs usa. DesiQn vdid fa usa oMy with fv4Tek corxiec}ors.fi's dasign is based onN upon pQaneters shown and'u for an inciv(dual buikinp component. Appicd�ifity d desgn paarreMers ard Ixoper incorporatian d componeM k resporsibil'ity d lwddng desi0ner-not huss desigrxv.&aci suppai of Irxl�iduol web rt�en�ers ng sFqwn Tyrrell Engineering is for loterd on�y.AddiNonal fertpavy bracirg fo kuura sfability dxing corxhuc}ion u the res erecta.Addtiorwl parrtqnonf biacirg d the overdl shuctve&the responsibiliN a ihe biAld desi ��of� 2121 Meridian East ng grier.Fagenerd guidance regadinp Sulfe I B fobAcotion,qudHy conirol,sta�e,delivery,erecfim and brociip,contuH ANSVT►Il livalNy CAINie,DSB-89 and 6CSI1 lulldnp Caripon�nt EdAewood,WA 98371 Sa1Ny IMamdbn available hom Tnra Plofe Irn}Hufe.583 D'Orqfrio piva.Mod'non,WI 53719. PDF created with pdfFactory trial version www.pdffactorv.com Job n�ss Truss TYPB �Y �Y orpess Pien �eoez�as 8121882 D04 Cortmon Tnus 1 7 Truas Conponents of W4,Turtwaler.VW 88512 7250 s Aup 25 2p71 ek IMUStries,Inc.Mon Nov Q51B:11272012 Pape 1 I D:&Ip7kwuSKA1 rrnJ2V B9iED7yZ4d W 1 AtNCSD6s1�77dVYGX3�AfGP3Fmba2FNOd9u0woyM81 -1-8-0 15-8-0 31-0-0 32-8-0 7-8-0 15-8•0 75b-0 1-8-0 Scale=7:57.2 4x4� 12 13 8.00 12 77 10 14 9 15 8 16 � 17 Sx5� 8 18 5 �9 5�`� 4 20 3 21 22 � 2 zsI� 3� 43 42 41 40 39 38 37 38 35 3433 32 31 30 29 28 27 28 25 24 3� 3x4= 31-0-0 r i P�ia orr58c� x v: a:a2�aa-o zo:o-z-e as-o LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25•� plates Increase 1.15 TC 0.13 Vert(LL) -0.02 23 Nr 120 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 23 Nr 90 TCDL �� Rep Stress Incr YES WB 0.12 Haz(TL) 0.00 22 Na Na BCLL 0.0' Code IBC2009(TPI2007 (Matrix) Weight:207 Ib FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SWCtural wood sheathing directiy applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF StudlStd'Except' ST10:2 X 4 DF No.2 REACTIONS All bearings 31-0-0. (Ib)- Max Horz 2=-82(LC 8) Max Uplik All uplift 100 Ib or less at joint(s)2,35,36,37,38,39,40,41,42,43,32,31,30,29,28,27, 26,25,24,22 Max Grav All readions 250 Ib or less at joint(s)2,33,35,36,37,38,39,40,41,42,32,31,30,29,28,27, 26,25,22 except 43=256(LC 1),24=256(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All fwces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)Truss designed forwind loads in the plane of the Wss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qual�ed building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(Flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.t 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 1 B.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs nonconcurtenl with other live loads. 6)All plates are 1.Sx4 MT20 unless otherwise indicated. 7)Gable requires continuoua bottom chord bearing. 8)Gable studs spaced at 1�4-0 x. 9)This Wss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redargle 3�-0 tail by 2-0-0 wide will fit belween the bottom chord and any other members. 11)Provide mechanical connedion(by others)of truss to bearing plate capable of withstarxling 100 Ib uplift at joint(s)2,35,36,37,38,39, 40,41,42.43,32.31,30,29.28.27,26.25,24,22. 12)This truss is designed in accardance with the 2009 Intemational Building Code sedion 2306.1 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard i�'�i. November 5,201 0 W��-o�iAr�an v��e,o�e xann xaras ox rma.um nrcumao amra�c xaraxsxca rwoa am��3 aaroxa uaa. Des'pn vdid fa usa oNy with Mtfek cmrectas.ihh design is based onN upon parniefers shown and is fa an x�dvidual bikdig carponent. AppllcabilHy d desipn paamaMers aW praper incaporaHon d crnppieM k responsi6iltty d bui�irg deslgner-no}fiuss desiQner.Bracing shown Tyrrell Engineering B fa lateral su�arf of incivfdual web merrbers mN.AddHiond tenporay bracing to insure stabifity dxing coruhuction u the res ponubiNityof the 2121 MerkJian Eos} erec}v.Adcitiond pemiaient brocinp d the ovetdl sh�c,iure h tha resporsibifity of}he buikirg desipner.Fa generd 9uidaice repQdrq Suife 1 B fcMcotion,qudily conhol,storc�e,delivery,erecfion and bracng,cqtt�M AN51/TP17 WaIXy Ciil�rla,DSB-89 and lC511 6uildirq CortipornM Edgewood,WA 98371 Sa1Ny Hamdion awilable(rom Tnus Plofe Irxfifufe.583 D'Ondrio prive.MadisaL WI 53719. PDF created with pdfFactory trial version www.pdffactorv.com Job Truss Truss Type Ply Cypress P�en ieoez�so 8121882 J01 Jack-Open TnSS 1 1 7russ CortponeMS oi V114,Turt�vater,VYA 98572 7250 slup 25 2IN t 'ek IrWustries,Inc.Mon Nov 0518:7128 Z012 Pape 7 ID:S.ka7kwxSKA1 rtM2/B9iED?yZ4dD-DEFaYTrtApakGCiqFabBKyCeclwrc�jVWlspdpSEyNE1 -z•ao � �•>>•>> ' z•o-o �-��-�� scek=1:11.a 3 4 4.00 72 8 2 ol �d � 5 1 2�c4 = 4-0-0 � ;'' � LOADING(ps� gppCING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.29 Vert(LL) -0.01 25 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 2S >999 180 TCDL �� Rep Siress Incr NO WB 0.00 Horz(TL) -0.00 3 Na n/a BCLL 0.0' Code IBC2009/TPI2007 (Matrix) Weight:11 Ib FT=0°,6 B DL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SWdural wood sheathing directly applied or t-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. REACTIONS (Ib/size) 2=301/0-5� (min.0-1$),5=39/Mechanical,3=-2/Mechanical Max Ho22=44(LC 5) Max Uplift2=-101(LC 5),3=59(LC 11) Max Grev 2=303(LC 2),5=77(LC 4),3=11(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All faces 250(Ib)ar less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.Spsf;BCDL=S.Opsf;h=15R;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left arM right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fuly Exp.;Ct=1.1 3)Unbalanced snow loads have been considered fa this design. 4)This Vuss has been designed for preater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This Vusa has been designed for a 10.0 psf bottom chord live load nonconcurreM with any other live loads. 6)'This Wss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3�-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connectbns. 8)Refer to girder(s)for Wss to truss connections. 9)Provide mechanical connedion(by ofhers)of truss to bearing plate capable of withstanding 100 Ib upiift at joint(s)3 except Qt=1b) 2=101. 10)This Vuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlTPI 1. 11)Hanger(s)or other connection device(s)shall be provided s�cient to support concentrated load(s)2 Ib down and 4 Ib up at 1-11-11 on top chord,and 1 Ib up at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. I 12)In the LOAD CASE(S)section,loads applied to the face of the truss are nWed as froM(F)or back(B). LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-4=b4,2-5=-20 Concentreled Loads(Ib) Vert:3=-2(B)7=I(B) November 5,201 A W�'0��411��Y^PoRmrWS aM READ IYOTiB OX]7II8 AND LYCLUDiD YITER REFERENCE PAOE If7f-7�73 86IOR6 U86. Destgi vdkl fa use oNy with I.YTek emnacfas.iFih desfpn z baced my upon paanefers shown and&for an kkividual buildF�cortpaient. Applierbilily d cbslBn paomanFers arx!poperfncorporulion of corrponen}k resporWbiGfy d buicing designer-noi huu designer.&addng shown Ty�ell Engineering k fa laTerol supporf of k�vfdiql web rt�embeis onN.Add�Nond Ternporvy 6rocinp to hsi.re zfabifify durirq cqxtructbn h Ihe resporslbilily of}he 2121 Meridian Easf erecfar.Addfbrwl pamqnen}bradry d the overdl shucti,re B ihe resporuibility of fhe buldrg desiAner.For generd gudonce r�rg Suite 1 B fob�icotion,qudifycontrol,staapa,delfvery,erecHon and brochg,canuH pN51/TPII GwWy C�il�rla,D59-89 crW lCSII eWldrq CwnpornM Ed ewood,WA 98371 Sahly Hamdbn availal�le hom Tniss Plafe kltfft�le.583 D'OnoM1b Drive,Madisan.W153719. g PDF created with pdfFactory trial version www.pdffactorv.com ,lob Truss Tnss Type Py Cypess amn 18082151 8727882 JD2 AAonopitchTnus 1 1 Trues Cortponerrts o1 VY4,TumNatx.WA 9&St2 7.250 s Aup 25 207 7 MI ek IndusCks,Ine.Mon Nov 0518:11:28 2012 Pape 1 ID:8Jca7icwxSKA1 mN2V89iED?y24dD-0EjFaYTrtApekGCiqFabBKyCRcbclry'WA.spdpSEyMB1 -2-0-o a-o-o ' z-o-o � a-o-o s��:��r 3 1.Sx 4.00 12 5 2 � � 4 2x4= 7.Sx4 II 4-0•0 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.30 Vert(LL) -0.01 2� >999 240 MT20 220/195 (Roof Srww=25.0) Lumber lncrease 1.15 BC 0.13 Vert(TL) -0.02 2-4 >999 180 TCDL �� Rep SVess Incr YES WB 0.00 Horz(TL) 0.00 4 Na n/a BCLL 0.0' Code IBC2009lTP12007 BCDL 10.0 (Matrix) Weight:161b FT=O°,6 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVuctural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=108/Mechanical,2=339/0-5� (min,0-1-5) Max Ho22=49(LC 6) Max UpliR4=�(LC 6),2=-110(LC 5) Max Grav4=126(LC 2),2=348(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)a less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.Spsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and rigM exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalenced snow loads have been considered for this design. 4)This Wss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent wilh olher live loads. 5)This Wss has been designed for a 10.0 psf bottom chord�ive laad nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in ali areas where a redangle 3�-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except Qt=1b) 2=110. 9)This Wss is designed in accordance wfth the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI t. LOAD CASE(S) Standard II � i November 5,201 � W�-oMN�n�m.e..s nea xa�n xoraa ox rffis,wn nrcumso mar xaraxsivca rwoa im ss�s Baioxa uss. Design vdid fa use oNy wNh Miiek ooruiedars.7Ms destgn B b�ed oM/�P�PQ'm�e}ers shown and k for an indvidual build'rg con'Waient. Appicd�111ty W detlpn pvamarders ard popen c�aperatlpi o{corrponen}g resporei6ility d buicirg dasigner-not hus designec Bradrg shown Tyrrell Engineering B fa lalerd a��pi W fndvkJuol web rnernbers mly.AddiNond fertiporvy bradr�to hs�..e std�flNy duirp caxhucfbn u tha res paniaBitY°f ine 2121 Meridian Easf erectar.Adc�Nond pemimant hroGrg d tha overdl shuctue k the re3porxiWlily of fhe buldrp designer.Fa generd guiWnce rega�rg $uite 1 B fahricotion,qucJifycontrol,stac�e,deMery.erecfion md brociig,corsuM AN51/TPII WaINy Q1fNla,DS!-09 and lCSII 6uNdnp Canpomnt Edgewood,WA 98371 SaINy h+famdbn avaihL�le from Tnxs Plafe kxtHufe.583 D'Onofrio Drfve.Madism,WI 53719. PDF created with pdfFactory triai version www.pdffactorv.com ,bb Tnes Truss Type Qty Ply Cypress Plen 18082152 6121882 J03 AAanopllch Tniss 5 7 Tnus Conqonerrts ol VY4,Txrnvater.WA 98512 7.250 s Nq 25 2fH t ek Industries.Inc.Mon Nov 0518:11292012 Pape 1 ID:8Jca7kwuSKAlrtrv✓2VBaED?yZ4dWiQFkia�llUdT TNN�yMB1 -z-ao e-ao ' 2 0 0 I 8-0•0 i Scab=1:18.3 7.5x4 II 3 0.00 �2 5 2 � 1 0 Dc4= 7.5x4 II 8-0•0 r i LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 p�ateslncrease 1.15 TC 0.49 Vert(LL) -0.OS 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) �umber Increase 1.15 BC 0.33 Vert(TL) -0.13 2■t >514 180 TCDL �� Rep Stress Incr YES WB 0.00 Ho2(TL) 0.00 4 Na Na BCLL 0.0' Code IBC2009/TPI2007 (Matrix) Weight:221b FT=O°,6 BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVuctural wood sheathing directly appiied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. REACTIONS (IWsize) 4=208/Mechanical,2=407/0-5� (min.0-1-8) Max Ho22=69(LC 6) Max Uplift4=-19(LC 7),2=-111(LC 5) Max Grav 4=245(LC 2),2=423(LC 2) FORCES (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.Spsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gab�e end zone;cantilever left and right exposed;end veRical left and right expased;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat raof snow);Category II;F�cp B;Fuly Exp.;Ct=1.1 3)Unbalanced snow loeds have been conaidered fa this design. 4)This Vuss has been deaigned for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurtent with other live loads. 5)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will frt belween the bottom chord and any other members. 7)Refer to girder(s)for Wss to truss connectans. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except Qt=1b) 2=111. 9)This Wss ia designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S� Standard a s r �� November 5,201 0 W�•�iN�v�m•e..s mm�aan xoras ox r�s.wn nwcauvao ioras xaraxanca reoa em-�4s3 asroRS usa. Deslpn vdld for use ardy with Mtfek connedas.m6 destgn B based my uPa+PQ�ters shown and k fa an hdvidual biAldinp camponent. Applicability d design pam�erders and prapen c�orpaafion d cornponer�t'rs resporuibiFfy d buidrg designar-not fivu desi 'x r«iarerai su�art of 4,wauai web merr�ee�s«,ry.nddinond ternParay bradr,�to inu,re srabir d�ri �.�^9 shown Tyrrell Enginaering erector.Addtiond pertnvient lxodnp d ihe overdl shvcti.re h ihe res � ��k ihe razponubilNy of the 2121 Meridian Easf fadxication.Qudity confrd.sfaq�e,dekvery.erecNm ad brac' �'bility of fhe buildrg designer.fa 9enerd gudance�e6oa�6 Suite 1 B SaMy Hamdbn woild�le fromTnns Plale Ire}itWe,583 dpnofrp Drive,Madkqy�I53��jq�Qtlwla,DSB•89 end lCSII BuYNrq Carpon�nf Edgewood.WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com ,lob Truss Trtiss Type Ply cypress P�an IBOB2153 B127B82 J04 Monopld7Truss 4 1 Tnas CortponeMs of W4.Tum�valer,WA 98512 7250 s Mp 25 2011 MI ek Intlustries,Inc.Mon Nov 0.518:1 t:30 2IN2 Pape 1 ID:BJca7kwxSKA1mN2VB9iED?yZ4dD-9a07EV60n31 aL5xgd3(',11YwQbhFa�TJ77wX7yM81 r -2-0-o I �e 2 � e o � 2•0-0 4-9-2 4-2-14 Scab m 7:21.8 1.Sx4 II 4 4.00 12 3x4% 3 7 2 � � 8 5 1.5x1 I I 2x1= 3w4 = 4-g-2 � 9•0-0 � 4•- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.30 Vert(LL) -0.01 6 >999 240 MT20 220/195 (RaofSnow=25.0) Lumberincrease 1.15 BC 0.19 Vert(TL) -0.04 2f >999 180 TCDL �0 Rep Stress Incr YES WB 024 Haz(TL) 0.01 5 Na Na BCLL 0.0' Code IBC2009/TPI2007 (Matrix) Weight:39 Ib FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SWCtural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=344/Mechanical,2=523/0.5-8 (min.0-1-8) Max Horz 2=99(LC 6) Max Uplift5=-42(LC 7),2=-119(LC 5) Max Grav 5=414(LC 2),2=549(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-682/31,37=-581/32 BOT CHORD 2f=-39/593,5-6=-39/593 WEBS 35=�638/64 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and rigM exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pi=25.0 psf(flat roof snow);Catepory II;Exp B;Fulty Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This Wss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurcent with other live loads. 5)This Wss has been designed for a 10.0 psf bottom chwd live bad 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 3fi-0 tall by 2-0-0 wide will frt between the bottom chad and any other members. 7)Refer to girder(s)for truss to truss connectbns. 8)Provide mechanical connection(by others)of Wss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt=1b) 2=119. M1� 9)This Vuss is designed in accordance with the 2009 International Buiiding Code section 2306.1 and referenced standard ANSIlTPI 1. � LOAD CASE(S) Standarcl i November 5,201 � W�•O��l�l�P�R�tas aM RSfD NO7'ES OX Tffi8 AND INCLUDEDYITEH RE►ER6NCE PAOE YIIA473 BilORE U86. Design vaGd fa uae oriy wHh Mtfdc connectors.fik design k based mN upon pvaneTers shown and is fa an i�vidual build'mg canponenf. ApplicabtlNy d dasmn paamerders crd proper incorporal(on d mrnponenf B rasporsibilily d 6u�cinp designer-not huss designec Bracing shown Tyrrell Engineering is fa lalerd suppaf of irKivldual web membais mly.AddNiand tenparay 6radrq to issve ttabilily during caxtruction B the respwuihiltty of the 2121 Meridion East ereeTor.AddNond peircivienT 6radnp d 1he overap sfiuMure B the respons�'b'81y d the buildng designer.Fa generd gu(dvice regvdirq Suite I B fobrlcoNpL qudily eonfrol,stacpe,daMery,erecNon ond 6rocing,coruvlt ANSI/i►Il quoNly C�ilwla,058-89 and BCSIi luYdrq Componmt Edgewood,W A 98371 Sahty Namdbn availa6le from Tnra%ofa ksfifNe.583 D'Orw(rio Orive.Madaon,W153719. PDF created with pdfFactory trial version www.qdffactorv.com Job Trusa Truss Type OtY P�Y �'P�g�� IBOB2154 6121882 JOS Jack-Open Truss 2 1 Tnias Corryonents o(V114,Tunx+ater.WA 98512 7.250 s Fuq 25 2071 MiTek Iridushtes.Inc.Mon Nov 0518:11:31 2012 Pape t ID:BJCa7kwxSKAtmw2VB9iED7yZ4CD-tloPODaVk85C9bkwHVN8lpyaiMqr9_21cVnsU3ZyM81p -2-0-0 4-2•7 7•11-11 2-0-0 M2-7 3-&4 Scele=1:79.2 4 4.00 12 7.5x4 � 3 N �A 2 � � 8 2x4= 3x4= 5 7-11-11 7• 1-1 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.32 Vert(LL) -0.17 2� >524 240 MT20 220/195 (Roof Srrow=25.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.43 2-6 >210 180 TCDL �•� Rep SVess Incr YES WB 0.14 Haz(TL) 0.00 6 Na Na BCLL 0.0' Code IBC2009lTP@007 (Matrix) Weight:31 Ib FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Strudural wood sheathing directly applied or 6-0-0 ac purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 4=109/Mechanical,2=484/0.5-8 (min.0-1-8),6=197/Mechanical Max Horz 2=98(LC 5) Max Uplift4=-42(LC 5),2=-109(LC 5) Max Grav 4=143(LC 2),2=503(LC 2),6=220(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=�76/72 BOT CHORD 2�=-112/403 WEBS 3�6=-427/119 NOTES 7)Wind:ASCE 7-05;85mph;TCDL=3.5paf;BCDL=5.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fuly Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 6)This Uuss has been desigrred for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 7)`This truss has been designed fw 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 behveen the bottom chord and any other members. 8)Refer to girder(s)for truss to truss contiections. 9)Provide mechanical connection(by ofhers)of Vuss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except Qt=1b) � , 2=109. 10)This Wss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard 1 �6 November 5,201 A W�-�UY�aR v��•m.ona asw mrrae ar�s.um arcr.�mao eurac xasarwrca rwoa em��s asroxa oas. Desipn vdkl fa use or�ly with t.LTek cmnedas.This desipn B based an�y upon paanefers shown and's fa an indvidual bulkl'np cortponen}. ApplbabllNy d desipn paameMers ard prq�er incorporot'ron d carippienT z resporsibiiity of buldrp designer-not huss desi�ner.Brocinp shown Tyrrell EnAineering k for laferal su�poN of kKivkJual web rtiertibers mly.AddiHmd fernpavy bradn0 to hs�re st�ifify dxirp cauhuc}bn k fhe resP�b�Mih'of the 2121 Meridian East erecta.Adcifiard pem�ment trodnp d iha overdl sh�cture is Mie resporssiMlity of ihe twildnp dasigner.Fa genard 9uidonce regQdrg Suite 1 B faL�rlcaHorL qudify confiol,staqae,delivery,erecfim and bracng,conSUM AN31/TP11 lkalMy Cilfala,DS!-89 and lC511 luNdirp Compon�nt Edgewood,WA 98371 Saldy Hamdion ovailable from inra%afe ksfNWe.583 dOno(rio Drive.Madison,VJI 53719. PDF created with pdfFactory trial version www.pdffactorv.com ,bb Trtiss Truss Type Qh/ �Y cypess F�en IBOB2t55 6121882 JOB Jack-Open Tnas 2 7 Tn6s Carpor�ents ot V1N,Turnxaler.VYA 98572 7250 s Fup 25 2011 ek Intlushies.Inc.Nbn Nov 0518:11:31 2012 Pepe 7 ID:8Jca7kwxSKAtmN2V89iED?yZ4dDtbPODaVk96C9bkwFNNBlpyagbqvk 4GcYnsU3ZyNB1 _Z_p.p � 5-it-1t i ' 2-p-0 5-11-11 Scele=7:15.8 3 4.00 72 5 N � 2 � 7 Tx4 = 4 5-7 b71 i LOAaNG(ps� SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.50 Vert(LL) -0.OS 2� >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.14 2-4 >498 180 TCDL �0 Rep Stress Incr YES WB 0.00 Ho2(TL) -0.00 3 Na Na BCLL o 0� Code IBC2009/TPI2007 (Matrix) Weight:20 Ib FT=0% B DL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVudural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 60T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=154/Mechanical,2=409/0-5� (min.0-t-8),4=57/Mechanical Max Horz 2=80(LC 5) Max Uplift3=-53(LC 5),2=-106(LC 5) Max Grav3=191(LC 2),2=425(LC 2),4=114(LC 4) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES t)Wind:ASCE 7-05;SSmph;TCDL=3.5psf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Categay II;Exp B;Fuly Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This Wss has been designed for greater of min roof live loed of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurcent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent 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�-0 tall by 2-0-0 wide will fit behveen the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) 2=106. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE�S) Standard I � I 'F I �� s November 5,201 Q WARN�N�•V�r+y A�Npn parainWr aM READ NOPaB OX T�8 M!D INCLUDED l�7'aR RaIaR61YC6 PAOi 1�-7473 BlfORE US6. Design vdid fa use orJy wifh Mifek cmrectors.iFiu design z based my upon pavneters shown and'u fa an hdvidual buildinp cortiponenf. B�laferal�suppo�of kd idual web rtierr�rs on�'.��ten�}ay bracing�to bMi.�ie sfabillh'dxlr�const�rucf'ion is the��por�&WY�d Mie Tymell Engineering erecfa.Ad311orwl pemiviant bradry d tha overdl shucture h ihe res 2121 Meridian East fabicaflon,Qudfly conho4 starage,delivary,erecNm and P«wbilNy of fhe buildng desiGner.Fa genard guldvice regvdn8 Suite I B SofNy IMamdbn available from Tnm Plafe IrstNVte.583 D'�Ri ,ve MadiwrL yy�P1�7GuaNly Cdlwia.DSB-89 and lCSII Midl�p CompomM Edgewood.W A 98311 PDF created with pdfFactory trial version www.pdffactorv.com , - ,lob Trusa Tnss Type Py cypeu�n IBOB2158 B121882 J07 Jack-Open Tnus 2 1 Tnus Connoner�ts of VY4,Twrrneter,V�1498512 7250 s Aup 25 2011 ek Industries,Inc.Abn Nov OS 78:71:32 Z012 Papa 1 ID:8Jca7kwxSKA1mN2VB9iED?yZ4d 35fYAAA7uQE19jXNAnRc1b?yM61 _y_p_p 3-11•11 � y_p_0 I 3-11-11 � Scale:1�1' 3 4.00 �2 5 r' � 2 � 4 1 2wt = 3-11-71 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.30 Vert(LL) -0.01 2� >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.02 2� >999 180 TCDL �� Rep Stress Incr YES NB 0.00 Horz(TL) -0.00 3 Na n/a BCLL 0.0' Code IBC2009/TPI2007 (Matrix) Weight:141b FT=O% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SVuctural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 x bracing. REACTIONS (Ib/size) 3=75/Mechanical,2=341/05-8 (min.0-1-8),4=37/Mechanical Max Horz2=61(LC 5) Max Uplift3=-21(LC 5),2=-107(LC 5) Max Grav 3=93(LC 2),2=350(LC 2),4=74(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed;end vertical lefl and right exposed;Lumber DOL=1.60 piate grip DOL=7.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for lhis�sign. 4)This Wss has been designed for greater of min roof live laad of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurtent with other live loads. 5)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurcent 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�-0 tall by 2-0-0 wide will frt belween the bottom chwd and any other members. 7)Refer to girder(s)for bvss to truss connections. 8)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) 2=107. 9)This Vuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard F i S November 5,201 A WARI�/LYG'Vir{/y Mdpn par¢�bra aM RiAD XOT68 OX Tffi8 ANDlNCLUD6DYlTiR REFSRSNCS PAO6 Y!!7473 86/ORE 086. Desipn vdd fa use orJy with bLTek connectas.Th's dasign is b�ed only upon pamieters shown and h fa an indvidual buldirig component. ApplicabiAfy cf desipn pvamaMers ard proper incapaalian of componeM is resporsidlify of buidng desigx�-rwf h�s desi�er.&ocir�shown Tyrrell Engineering h fa lateral supporf of fndvidual web rt�s m�y.AddiNOnd fertporvy bracing To iu�re sfa6ilily d�ring cquhuCfion B the resporWbility of ihe eracta.Adcfitiorwl perrtianant bracirg d the overaA shuctura k 1he res 2121 Meridian East fabricatlon,q.idHy confrd,stact0e,deYrvery,erectian ad bracng,cpsu�M�AN51/TPII Qual�QMM DS 89 a dlC511 Bu�ildirg C�arpornM Suite 1 B SafNy Mamdbn availabla from Truss Rote ksfflute,583 D'Onofrb Drive,Madison,WI 53719. Edgewood,WA 98371 PDF created with pdfFactory trial version www.pdffactory.com , _ Job Truss Tnrss Type Qty Ply Cypress Plen IBOD2157 8121882 JOB Jack-Open Tn�ss 2 1 Tnns Canponenls of W4,Tumaater,WA98512 7.?SO sluq 252011 MiTek IntlusVies,Inc.Mon NovOS 18:11:322f112 Pape 1 ID:8Jca7kwuSKA1 mH2YB9iED'TyZ4dONi tm�Q�VN�A,vOKODuW35fYWA7vCElaj)OMN2c1 b?yMB1 _z-o-o i-�7-i 7 z-o-o �-�+•�+ scab=�:a.s 3 4 �.00 12 7 2 c � . � � 8 t 5 2x4 = 1-17-17 i LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2� >999 180 TCDL �� Rep Stress Incr YES WB 0.00 Ho2(TL) -0.00 3 Na n/a BCLL 0.0' Code IBC2009/TPI2007 (Matrix) Weight:8 Ib FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=280/a5� (min.0-1�),3=�/Mechanicai,6=22/Mechanical Max Horz 2=44(LC 5) Max UpliFl2=-111(LC 5),3=-58(LC 11) Matt Grav 2=283(LC 2),3=15(LC 5),6=44(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.5psf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end verticel left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Categwy II;Exp B;Fuly Exp.;Ct=1.t 3)Unbalanced snow loads have been considered for this design. 4)This Vuss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent wkh other live loads. 5)This Wss has been designed for a 10.0 psf bottom chad live load nonconcurrent with any other live loads. 6)'This truss has been designed fw a live load of 20.Opsf on the bottom chord in ali areas where a rectangle 3�-0 tall by 2-0-0 wide will fd between the bottom chad and any other members. 7)Refer to girder(s)for Wss to truss connections. 8)Provide mechanical wnnedion(by others)of Vuss to bearing plate capable of withstanding 100 Ib uplifl at joint(s)3 except Qt=1b) 2=t 11. 9)This Wss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlTPI 1. LOAD CASE(S) Standard I i �' �i November 5,201 A wexnm�r+•vMN�++a�a�x�.ras a�a xun moraa ox rffis.um mccunao em�aer r¢srarzsn+ca rwoa im��ra ssroxa usa. Desipn vdid fa use mly wHh AM1dc conreMas.This clesgn k b�ed mN upon povnaters zhown and b fa an kidvidual buildhg comiponenf. Applkabilily d desipn pvcmeMers ard proper incaporation W corrponenf u resporsibility d buddng des'gner-not tnns designar.Bradng shown Tyrrell Engineering B fa laferal su�orf of kidvidwi web mertibers ony.AddlNond tertpaay 6racinp}o hsire st�iliry duing casshuction b ihe resporxibiBity of the 2121 Meridian East erecfa.Addtlond pemimenf bocirg d the overdl sh�cfure Is the resporuibilfty d the bulking designer.Fa generd gWdance re8vcirg Suite 1 B fabricaNm qudity conhol,sfaape,delivery,erecfion md lxacing,coruuk ANSI/TPII OualHy Crkedo,DSB-B9 and 6CSI7 luAdirg Componmd Edgewood,WA 98371 Satdy Hamdlon available fram Tnns Plafe Irstif�Fe.563 D'Qwfrio dive,Mod'oon,WI 53719. PDF created with pdfFactory trial version www.pdffactorv.com » . Job Truss Truss Type aty Ply Cypress Plen 18082158 B121882 ,p9 Jack-Open Tnss 1 1 Tnus Conponenis of VWI,Turtnvater.WA 88572 7250 s A�q 25 207 7 AAITek Industries.Inc.Mon Nov Q518:11:33 2012 Pape 1 ID:8Jce7kwxSKA7mw2V891ED4yZ4dD-aBXBeFX hfSt24gcoAnuNf4yetwS IY15La7SyM81e _y_p_p i•11-17 2-0.0 1-11-17 Scele=1:8.8 3 4 4.00 12 8 2 � �� 5 1 2x4= 2•0-0 � i LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.25 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Sraw=25.0) �umber Increase 1.15 BC 0.03 Vert(TL) -0.00 2�5 >999 180 TCDL �•0 Rep Stress Incr YES WB 0.00 Ho2(TL) -0.00 3 Na Na BCLL 0.0' Code IBC2009/TPI2007 (Matrix) Weight:9 Ib FT=0°,6 BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD SWdural waod sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=282/0-5-5 (min.0-1-8),5=19/Mechanical,3=�/Mechanical Man Horz 2=44(LC 5) Max Uplift2=-110(LC 5),3=58(LC 11) Max Grav 2=284(LC 2),5=39(LC 4),3=15(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=3.Spsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and rigM exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;6cp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This Wss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurcent with otF�r live loads. 5)This Wss has been designed for a 10.0 psf boriom chwd live bad 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�-0 tall by 2-0-0wide will fit belween the bottom chord and any other members. 7)Refer to girder(s)fw truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearrng plate capable of withstanding 1001b uplift at joint(s)3 except Qt=1b) 2=110. 9)This Vuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard � '1 « i � � M November 5,201 � W�•O�A1�R DaR�bn aM RiAD 1107'H ON Tffi8 AND WCWDED YlTi6 REf'ER61YC6 PAOEYIIA4�3 BEl'OR6 U86. Desipn vdid fa use orJy wHh Mffek connecfas.fi'n desipn e based mN upon pomieiers sho.vn and is for an indvidual buikJ'rp cortponenf. Applic�ility d desiAn pvameMers and proper IncorporoNOn d carponeni h resporsibility d 6uYdnp designer-noT fins daignar.&acing shown Tynell Engineering is for laferal su�orf of Indvidual web rriert�lxis mN AddNiand tenparay braGng to iisue sfability dxir�constnicfion B the responsihiMity of tha 2121 Meridian East erecfa.Ad31Imd pemianenf 6rccinp d Iha oveicd sirueture is the respormbifily d fhe W�ildrg dasigner.Fa 9enerd gudanca repadrq Suite 1 B fahr(ccNon,qudHy conhd sivapa,del'rvery,erecHan and lxackig,cornuN AN51/irll GualNy C�Ilwla,D58-09 crW 9C511 Miqdrq Campan�nt Edgewood.WA 98371 Sa1Ny Hamdbn ovailoble from Tnra Plofe IrstNute,583 D'Ondrio Drive.Madison.W153719. 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