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� Job Name: ZB COMPANIES/WILLIAMS Truss ID: C1 JID:385179 BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #1;-2-CAN Web bracing required at each location shown. UPLIFT REACTIOti(S) : 1 0- 2-12 2222 5.50" 3.48" 2x4 SPF Q100F1.SE o-9 � See standard details (TX01087001-001 revl). Support Main Wind Non-Wind 2 37- 4- 4 2200 5 SO" 2.88" 2x4 SPF C1o50F1.5E 9-11 Designed per ANSI/TPI 1-2002 1 -144 lb BRG REQUIREMENTS sho�zn are based ON�Y gC 2x4 SPF #1/#2-CAN Plating is based on quality control factors 2 -157 16 on the truss material at each bearing 2x4 SPF Q 100F1.8E 18-20 Cq = L 25 for wide face and This truss is designed using the MAX DEFLEC7ION (span) : WEB 2x3 SPF STUD-CAN Cq = L 25 for narrow face. ASCE7-0S Wind Specification L%�99 MEM 17-18 (LNE) LC 21 2x3 SPF #1/�2-CAN 1-14, 4-1"o Any alterations to this are shown for Bldg Enclosed = Yes, Importance F-actor = 1.00 L= -0.38" D= -0.42" T= -0.81" l0-8. 15-1° individual joints on the ]oint Report. Truss Location = Not End Zone carncn�wenteea waces: � g-19 This design does not account for long term Hurricanei0cean Line = No Exp Caiegory - E TC COMP.(DUR.)/ 7EN5.(�UF.) CSI Zza SPF =1,'=2-CAN 1V'-2t� time dC endent loadin cree i-z -2ez7U.15>/ 14s(1.eo) o.sa � p �g ( p). Bu�lding Bldg Lengih = 49.99 ft, Bldg Width = SO.Gu }: Z-3 -i55t(t.1s)/ iee(i.eo) o.so Lumber shear allo�r;ables are per NDS. Designer must account for this. Mean roof height = l0".34 ft, mph - 90 3-a -zsoa(1.15)/ 1ea(1.eo) o.ez THZS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheets for ASCE7 II Standard Occupancy, Dead Load = L:i.2 psf n-5 -2oao(1.15)/ uip..6o) 0.91 MULTIPLE LOAD CASES. Cq factors and Rotational Tolerances. Desiqned as Main Wind Force Resistin Syseem s-5 -i3sU.is�/ se(l.zs) o.zs IF THIS TRUSS IS CARRIED IN A HANGER, THAT IRC IBC tr�ss late values are based on - Low-rise and Com onents and Cladd�n 6-7 -233(1.15)/ 20(1.b0) 0.85 � P P 9 7-a -ineU.is)/ ziSU.eo) o.se HANGER IS BASED ON 1S" HANGER NAILS FOR testing and approval as required by IBC 1703 Tributary Area = 75 sqft a-s -zoss<t.is); iasU.eo) o.e3 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY and ANSI/TPI and are reported in available 5-io -na5U.i5)/ t7z(t.Go) 0.78 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE document ESR-ll18. io-u -toG(i.ts)! tso(t.i5) o.n USED, THE NANGERS MUST BE RE-EVALUATED Loaded for 10 PSF non-concurrent BCLL P.EPAI�.: QO?70'�1 t_HCRD YKU��I�E i'�;!,:ST �=''�.�5�'�" ec cowP.(ou2.>/ ieNs.(ouk.) csi (BY OTHERS). End verticals are designed for axial loads �n�!�la�T I` �:10'.�iN 0"J 7"!"�:�$ji-u, 'R.i!5�; '... . tz-tl -5(i.5o)/ a9(t.15) o.ii only unless noted otherwise. 13-1a / eaU.zs) 0.11 Extensions above or below the truss profile �� ;\DF ia-is -iz3<i.so>/ zi�o<i.is) o.�i QUATELY �UFFGRT THt TRU�S is-ie -3o(i.5o)/ zosz(i.is) o.5s (if any) have been designed for loads U1TIl. THF REPAIR IS COP�IFLETE. te-i7 / i6o(i.zs) o.1a indicated only. Hori mntal loads applied at �� BUILD lHE SPLI(E FRA�^•'E(S? v-ia -1(i.ao)/ soU.ts) o.es the end of the extensions have not been � is-i� i(i.eo)/ so(i.is> o.�z US1NG 7I1E LUti'BER A'vD Plti'I"Ec i�-io ao(1.50)/ 1728Q.15) OJ9 considered unless snown. A drop-leg to an otherwise unsupported wall may create a AS SH04.'N 0� TRUSS 'C JID 3fi'ii%9. ws COMP.(DUR.)/ reNs.(ouu.) csi hinge effect that requires additional design ATTACN TNF FRAME(5) TO GNE ta-z -sz3(i.is)/ seU.eo) o.tz consideration (by others). F.4CE �JITH lOd 'dAILS AS �HO'.ti'"d 16-5 -al(1.60)/ 880(1.15) 0.36 i-iz -zi�a(i.is)� ise(i.eo> o.e9 PEft FRALE. i-ia 9�<i.w>/ zies(i.is> o.�s IF NOT SPLCIFIEL', US[ lOd AT iz-ia -szo<i.ao>/ soz��.ao> o.ia 6" O.C. IN ALL OTHER hiB•iBERS o-is -laaci.ls)� 3aai.z�> o.i9 FRAME TRUSS AREA THAT OVERLAP '.vITH THE FRAME. a-is -n3(i.is>j imci.so> o.ez DISTRIBllTF THE NAILS EVFNLS' 5-7 -1531(1.15)/ 234(1.60) 0.91 e-16 -206(1.60)/ is3�i.so> o.z9 THft0UGH0UT THE CI'�ENSIOti iea9 / iseau.is) o.sa SPKIFIED On ALONG THE M,'FE3 8-19 / 383(1.25) 0.12 . io-i9 -izs(i.is)/ vo(i.ao) o.zo 19-0-0 18-7-0 OR FatiEL LENGTHS. io-zo -zui(i.is>/ 98(1.60) o.ai � z 34 5 6 7 8 9 10 11 ii-zo -suU.is)/ iesU.eo> o.ie .: qpP'.-' p,tiY �.^D?T;n\AL i.P.TEi?Ai. F.RACI":G 8.� _p �.. = SPLI T,tL_ Slli?tt'v. R3X5 4X6 3X4 3X5 26-10d 3X4 S=3X8 S=3X8 14-6-0 5X10 14-6-0 SHIP 3X4 6-10d / .� 6X6 2X3 r T 1-10-0 5X0 3X4 5X8 �i-5 7i9i.d,'��P;Zt�}:tfi�]I�Y� �6'ti;l�7 i-1i1�Pi..�'+.�i`7�.. 4X63X4 1-0-0 3X4 S=3X6 4X10 4X6 t.-ik�i+ 1!tta�.t)It I:Ct��1:s` ��t5 i'P2i f'-a)d1��i) 135�1�4t.C71S 1,�1It.7t d17 Ra€KE.i-7 hL.i'Eitl IiiSt\ B1 2o-1od 82 &'�t?Tti 1 t I i�l >1)1�t 2 iti'.t:15t 1'.xt.!?Pi.t7- W:508 W:508 F�I�;^+^(t3\t#�h�t.l�{k:lt t�3�E:t'd t ttk.1_.4�.5 t R:2222 3-5-8 21-0-8 R2266 t�l' �Nt �i �kF uI Sti� �+�P� U:-144�q 13-1-0 ��:-157 i � f 37-7-0 _........ .....__.........�._. .. ..........___n.�_..__.�._..,.. �12 1B4 15 167 18 19 20 f�.!'_ai TI?R All connector plates are Truswal 20 ga.or Wave 20 ga.,unless preceded by"HS"for HS 20 ga.,"S"for SS'I B ga.from Alpine; ��'+�3 i.t�;t�i�K l ilt}��i5.v3�€ar or preceded by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,positioned per Joint Detail Reports. Circled plates and false 9/2 5/2008 frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates(or staple). FOR: 143-Villaume Ind.Inc. WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. c�5c: �aMPERT vaR�s - n.v. 2926 Lone Oak Circle This design is for an individual building component nottruss system It has been basetl on specifications D�ovbed by the component manu�actuier W0: D ri ve_P_60202 5_L00005_J 00001 �.Paul.MN 55121 antl done in acwrdance with the current versions of TPI and AFPA tlesign standartls Nu resDonsibiliry is assumetl for tlimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer pnor to fabrication.The building Aesigner must asceAain that the loads Dsgn r: S J S #�� = 2 Z IM1�T�: Z 5$# e y:T R U S WA L utilized on this tlesign meet or exceed the loatling imposed by the local building co0e and the particular appiication The design assumes that the top chortl T� Li ve( ) 3 5.00 PSf L i veDu r �=1.1$ P=1.15 �is laterally braced by the roof or Floor s�eathing and the bottom chord is taterally braced by a rigid sheathing material directly atlached.unless otherwise TC S now Pf Q.�� Sf SnowDu r �=1.1$ P=1.15 noted.Bracing shown is for lateral support of components members onty to reduce buckling length.This component shall not be placed in any � SYSTEMS environmentmatwilicausememoisturecontentotthewoodmexceedl9/andbrcauseconnectorplatewrwsion Fabricate,handle,install T� Dedd 7.00 psf Rep Mbr Bnd / Comp / TenS and biace this imss in acwrtlance with the followirg standards:'Joint a(M Cutting Detail Repons'available as output tiom Tmswal so(tware. BC Li ve �.�� p5f 1.15 / 1.1� � 1.l� /��BuildinJ COmpon0nt5 Group,I�t. 'ANSIlTPI i'.'WTCA 1'-Wood Truss Council of America Stantlard Desgn Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'- BC DedCJ 10.00 psf 0.C.Spaci ng Z- �- � 4445 Northpark Dr.Sfe.702,Colo.Spgs.,CO 80907 �gCSI 1-03)and'BCSI SUMMARY SHEETS'by�NTCA and TPI.The Truss Plate Institufe(TPI)is located at 583 D'Onohio Diive,Madison. TRUSPLUS 6.0 VER: T6.5.7 wlsconsin597i9 TneameacanFoiestandPaperAssocianon�aFPFllsbcatetla:�i�ii9tnStreet.N�^✓.SteBooWasningtoaDC2oo36 Bldg Code: IRC-2006 DEFL RATIO: L/240 TC: L/180