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. Job N�me: ZB COMPANIES/WILLIAMS Truss ID: FRAME Q : 1 Drw : BRG x-i.00 iteaCT SIZE REQ�o TC 2x4 SPF #1/#2-CAN Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) : 1 12-10-12 537 5.50�� 1.50�� BC 2x4 SPF #1/#2-CAN Plating is based on quality control factors Support Main Wind Non-Wind 2 24- e- 4 637 5.50�� 1.So�� WEB 2x3 SPF STUD-CAN Cq = 1.25 for wide face and 1 -42 lb BRG REQUIREMENTS shown are based ONLY 2x4 SPF #1/#2-CAN 4-1, 6-3 Cq = 1.25 for narrow face. 2 -51 lb on the truss material at each bearing 2x8 SP 2400E-2.OE 5-2 Any alterations to this are shown for This truss is designed using the This design does not account for long term individual joints on the Joint Report. ASCE7-OS Wind Specification Tc FORCE a.xi. Etm csi time dependent loading (creep). Building Refer to Joint QC Detail Sheet £or Bldg Enclosed = Yes, Importance Factor = 1.00 1-2 -445 o.00 0.63 0.64 Designer must account for this. Maximum Rotational Tolerance used Truss Location = Not End Zone 2-3 -434 0.00 0.57 0.57 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSZTE RESULT OF Hurricane/Ocean Line = No , Exp Category = H testing and approval as required by IBC 1703 M[JLTIPLE LOP,D CASES. Bldg Length = 99.99 ft, Bldg Width = 50.00 ft ac FORCE axi. BxD csi and ANSI/TPI and are reported in available Loaded £or 10 PSF non-concurrent BCLL. Mean roo£ height = 16.32 ft, mph = 90 4-5 118 0.00 0.27 0.27 documents as ER-1607 and ESR-1119. Shim bearings (if needed) for req. support. ASCE7 II Standard Occupancy, Dead Load = 10.2 psf 5-6 119 0.01 0.23 0.24 End verticals are designed for axial loads Designed as Main Wind Force Resisting System only unless noted otherwise. - Low-rise and Components and Cladding wes FORCE csi casa FORCE csi Extensions above or below the truss profile Tributary Area = 25 sqft 1-4 -se1 o.35 3-5 335 0.20 (if any) have been desiqned £or loads i-5 320 O.i9 3-6 -586 0.38 indicated only. Horizontal loads applied at 2-5 -224 0.05 the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge e£fect that requires additional design consideration (by others). MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE).LC 21 L= -0.05" D= -0.05" T= -0.11 6-4-0 5-11-0 == Joint Locations =_ 1 0- 0- 0 4 0- 0- 0 6-4-0 123-0 2 6- 4- 0 5 6- 4- o 3 12- 3- 0 6 12- 3- 0 6-4-0 � 5-11-0 �1 2 3 � 8.0� _8.0-� 4X6 3X4 3X4 10-4-11 T I 10-4-11 � SHIP g-2_p 6-4-3 6�C 5 2X3 4 0'�� 2X3 gZ 4_z_0 �W:508 4.�0 ..�; 1 637 U:-42 U:-51 6-4-0 F 123-0 r,y��_n 12-8-0 4 5 6� 12-8-0 6-4-0 5-11-0 � sT�B s-�-° ,Z-3-° ST�B 9/29/2008 All connector plates are Truswal 20 ga.unless preceded by"W"for Wave 20 ga.,"HS"for HS 20 ga.,"S"for SS 18 ga.from Alpine;or preceded by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,positioned per Joint Detail Reports available trom Truswal software,unless noted. Scale:1/8"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsht: toa WORK ORDER:208125 V I L LAU M E This design is for an intlivitlual builtling component not truss system It has been based on specifications provided by the component manufacturer Chk:MJK CUST:LAMPERT YARDS-A.V. and tlone in accordance with the current versions of TPI and AFPA tlesign stantlartls.No responsibility is assumed for dimensianal accuracy. Dimensions are to be verified by the component manufacturer andlor building tlesigner pnor to fabrication. The building designer must ascertain that the loads Dsgnr:SJS DUE DATE:9/15/2008 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 35.00 psf DurFacs L=1.15 P=1.15 is laterally brace0 by the roof or tloor sheathing and the bottom chord is laterally braced by a rigiA sheathing material directly attached, unless otherwise noted. Bracing shown is lor lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Defl.Ratio: 240 environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 2-�-0 2926 LOne 03k Cifcle,St.P3ul,MN 55121 and brace this truss in accordance with[he following standards:'Joint and Cutting Detail Reports'available as output irom Truswal software, PH;651-454-3610 FAX;651-454d765 �ANSI/TPI 1','WTCA 1'-Wootl Truss Council ot America Standartl Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC D@3CI 10.00 psf Design Spec IRC-20�6 (BC51)and'BCSI SUMMARV SHEETS'by WTCA and TPI.The Truss Plate Institute(TP1)is located at 218 N.Lee Street Suite 312, Ale:andria,VA 22314. The American Forest antl Paper Association(AFPA�is locatetl at�111 19th S[reet,NW,Ste 800,Washington,DC 20036. TOTAL 52.00 psf Seqn T6.5.7 - 73969