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� Job Name: ZB COMPANIES/WILLIAMS Truss ID: CREP JID:385424 RRG X-LOC REAQ SIZE REQ'D TC 2x4 SPF 47�»2-CAN Web bracing required at each location shov;n. UP�IFT REACTION(5) : 1 0- 2-12 2222 5 SO" 3.44" 2w9 SPF C1550F1.SE 7-9 � See standard details (TX01087001-001 revl). Support Main W�nd Non-Wind 2 37- 4- 4 2266 S.SO" 3.55" BC 2x4 SPF C1650F1.SE Desi9ned per ANSI/TPZ 1-2002 1 -144 16 BRG REQUIREMENTS shown are based ONLY WEB 2x3 SPF STUD-CAN Plating is based on quality control factors Z -157 76 on the truss material at each bearing Zx4 SPF Q100F1.SE 10-2 Cq = 1.25 for wide face and This truss is desiyned using the MAX DEFLECTION (span) : 2x3 SPF #lir2-CAN 11-4, c-13 Cq = 1.25 for narrow face. ASCE7-OS Wind Specification Lj599 MEM 12-13 (LIVE) LC 1 (2) Zx4 SP 2400E-2.OE 12-5 Any al[erations to this are shown for Bldg Enclosed = Yes, Importance Factor = 1.00 L= -0.32" D= -0.27" T= -0.5°" 2x4 SPF xl!#2-CAN 8-14 individual joints on the Joint Report. Truss Location = Not End Zone cair7cn�Mewsea Foaces: Refer to )oinc QC Detail Sheets�for This design does not ❑ccount for long term Hurricane,�Ocean Line = No Exp Category = 6 rc cowP.(ouR.)' rEvs.(Dua.) c5i C factors and Rotational Tolerances. time de zndent loadin 1-2 -120(1.15)! 175(1.15) 0.75 9 p g (creep). Bu�lding eldg Lenyth = 99.99 ft, eldg Width = 50.00 ft z-3 -s5sa(i.is); ts3(i.6o) o.s9 THIS DESIGN IS THE COMPOSITE RESULT OF Designer nwst account for th�s. Mean roof height = 16.33 ft, mph - 90 s-a -saazU.is); t9s(i.6o) o.7a MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on ASCE7 II Standard Occupancy, Dead Load = 10.2 psf a-5 -2932(1.15)/ 152(1.50) O.�s IF THIS TRUSS IS CARRIED IN A HANGER, THAT testing and approvat as required by IBC 1703 Designed as Main Wind Force Resisting Svstem 5-5 -z533(i.15)/ tG5<1.50) o.n HANGER IS BASED ON 1.5" HANGER NAILS FOR and ANSI TPI and are re orted in available - Lo�a-rise and Com onents and Claddin 6-7 -3330(1.15)/ 196(1.b0) 0.75 � P P 9 �-s -3a7i(t.15)/ ist(1.5o) 0.60 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY document ESR-1118. Tributary Area = 75 sqft s-� -11i(1.15)! teo(i.is) o.s3 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Loaded for 10 PSF non-concurrent BCLL. ac cowP.(oua.)/ t�Ns.(oua.) csi USED, THE HAVGERS MUST BE RE-EVALUATED + + + + + + + + + + + + + + + + + + + + f�f.�i? �. FIE�D SFLSC� AFr��dTi.�`��`v, to-u -i3tU.eo)/ z9as(i.is) o.a3 (BY OTHERS). Unrestrained horiz. LL deflection = 0.34 " E?U-LD 7HE `RUSS IN 1'1��Q CZ) SE``P:��Pj� it-tz -73(i.5o); 1�s5(i.ts) o.sz End verticals are designed for axial loads + + + + + + + + + + + + + + + + + + + + + � tz-t3 -zz(i.5a); z9ssU.is) 0.�9 only unless noted otherwise. AS SHO�v"�. ;'?I�J T`1ESE TR�,SStS TO E. f��R ts-ta -ii3(i.5o)/ zi5a(l.ts) o.�s Extensions above or below the truss profile R4X6 IdITH TriE �?LI c FRA:'�"E a5 SHJ4tIV 0'v OiiE �.3�� 4ti7�H: `� [:�;;OF-[.i;= . �de coMe.(oua.)/ TeNs.(oua.) csi (if any) have been designed for loads ��- - lOd NAILS AS SPEQ FIF� PFP, FRA�iF, i-io -as3(i.is)/ va(i.so) o.ie indicated only. Horizontal loads applied at U�;: THE SA�!F LU�16FR AND PL.ATES Util_�::St z-io -s��b(i.is)/ 132(1.60) o.�� the end of the extensions have not been SFECIFIED OTHERWISE. z-ll -is(1.6o)! Z3i(1.15) o.1s considered unless shown. A drop-leg 2o an a-u -a1(1.60)/ Zs5(1.u> 0.09 otherwise unsupported wall ma a-iz -sea(i.is)/ iei(t.eo) o.sa y create a 3X8 � °� AGEQU.AT£Ll' StJPPORT THE TRUSS s-11 -sa<i.eo)/ uei(t.i5) o.0 hinge effect that requires additional design �� !;f:TIL THE �P_ICE I� C0ti1PltTE. e-tz -sio(i.is)/ iss(i.5o) o.i9 consideration (by others). s-ia -sau.so�� zssu.zs> o.os ' i)ISTRIEUTE TNc NAILS EVENL\" 8-13 -2(1.60)/ zasa.zs> o.ie `NROUGf{OUT 7-NE DIMENSIGN 9-ia 3szi(i:is% ie3(i o) o.ii SPEQ�IED OR ALOPIG THE LvE$ 6X12 OR PA4EL LENGTHS. 3X4 3X4 If- NGT SPECZFSEC, USE lOd .4i o" O.C. IP: ALL UTFER '�tE'�`.B'tR5 TNAT OVERL�P I�JITN THE FRA`�?E. BF.,4�: B.C. 3 1?p.p•' ^ cRC,�:; 19-0-0 18-7-0 �-�-� ?C �'-%-0 PER TPI. 1 2 3 4 R4X6 5 6 7 8 9 ATTAr!i THIS '�R[P' -�RUSS TQ 7IU:3&54�4, TRU�S 'Ci' 'wiTH 1Cd � u" U.C. iti THE TjC 8.00 -8.00 4NG 3-10q NAZLS AT ALL TRUSS ItaTERSECTIOtiS iv-(i�d-TYP.i 34 ADD ACt"QUATr UNDERFRAMING (BY OTHERS) TC CREATF TNE PRQFILE AS NfE[?ED FQR THE CEI�ItiG. 3X4 3X4 S=4X6 S=4X6 14-5-12 6X6 7 � 6X6 SHIP 6X1 2X3 T zX3 3X4 34 34 5X16 T 1-9-12 �'j'� 7 1ii 9:� K1 t-�9t 31#1 Yii 11' i uiti t 2 �'a,'�+'a.- g� SECTION'A' SECTION B' 4X10 B� �� b�� `ici E°t�! W:5o8 4Xa W:508 x,t r�r ��ia�.�[�a fe�1a �aE��r�i i,�r�l i�,�,r� R:2222 p- -$ 4.00 -4.L oo -4.� 00 p_ _g R2266 �.�1� t tt�t ,as a 1 t`- �� .a�3�?'iat ii txKti- U:-144 � 18-6-8 � U:-157 l�t r�'� �c I� •�,� y�f��-'RtIF.I__1'�� �Q' �* 18_�_8 �� >r�1,�3 t 4,�� i/��v.��ti_�. 37-7-0 f 10 11 12 13 14 � ;r�'", �'�......,. _.,._.. ,...,._.... � h1t!t-t#2p 1 1�Id.i.y All connector plates are Truswal 20 ga.or Wave 20 ga.,unless preceded by"HS"for HS 20 ga.,"S"for SS'18 ga.from Alpine; ��1 l E. t.i�:{:lti 1'12.t D�It 1'�3tl. t;:�}1 or preceded by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,posilioned per Joint Detail Reports. Circled plates and false 9/29/2008 frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates(or staple). FOR: 143-Villaume Ind.InC. Wj4RN�NljRQdd d//110f@S Ofl fh15 Sh2ef 2IId gIV2 3 CO/Jy Of It f0 th@ EI'@Ctllly COflfl'dCfOr. Cust: LAMPERT YARDS - A.V. 2926 Lone Oak Circle 7h�s design is�or an inaividual building component not truss system. It has been based on specifications provided by[he component manufacturer W0: Dri ve_P_60202 5_L00005_J00001 �.Paul.MN 55121 and done In accordance wiN ihe cunent verslons of TPI antl AFPA design standards No responsihiliry is assumetl for dlmenslonal accuracY Dimenslons are to be verified by the component manufacturer and/or buildirg designer prior to(abrication.7he building tlesigner must ascenain that the loads Dsgn r: SJ 5 #LC = Z? WT: Z 37# T R U S WA L utilized on t�is design meet or exceed the loading imposed by the local building wde and the particular application The Oesign assumes that the top chord TC Li ve 3 5.00 psf Li veDu r �=1.1$ P=1.15 is laterally braced by Ihe roof or floor sheathing and Ihe botlom chord is laterally bracetl by a rigid sheathing material direclly attached.unless otherwise TC Snow(Pf) �.0� pSf $f10WDU f L=1.15 P=1.1$ B y' noted.Bracing showr�is for lateral support of components members only to reduce buckling length.This component shall not be placed in any � SYSTEMS environmentmatwillcausethemoisturecontentofthewoodtoexceedi9%andbrcauseconneaorplatewrrosion Fabricate.handle.instan TC Dead 7.00 p5f Rep Mbr Bnd / Comp / TenS and brace this truss in accordance with the following standards'.'Joint and Cutting Detail Reports'available as output from Truswal software, B� Li ve 0.00 psf 1.15 � 1.1� � 1.1� /T I�BUllding COmpOnBnls GfoUp,InG. �qNSI/TPI 1'.'WTCA 1'-Wood Truss Council of America Stantlartl Design Responsibilities,'BUILDING COMPONENT SAFETV MFORMATION'- BC Dead 10.00 psf 0.C.Spaci ng Z- �- � d045 Northpark Dr.Ste.f02,Colo.Spgs.,CO 80907 (gC51 1-03)and BC51 SUMMARV SHEETS'by VJ7CA and TPI.The 7russ Plate Institute(TPI)is bcated at 583 D'Onofrio Drive.Madison, TRUSPLUS 6.0 VER: T6.5.7 vdisconsms3��5 rnenmericanForestandaapeinssociation�aFaa�iswcatedat��i��sthSireetNw.Steeoo.wasnington.oCzoo3s. Bldg Code: IRC-2006 DEFL RATIO: L/240 TC: L/180