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� Name: ROOF Customer:Chaska Building W0:283708 TI:A1 Qty:4 <br /> TC FORCE AXL HND CSI TC: 2x 4 SPF 1650E-1.SC Bottom chord has been loaded with 10 psf Joint Locations ' <br /> 1-. 2 -2028 0.04 0.55 0.59 BC: 2x 4 SPF 1650E-1.5C live load applied non-concurrently. 1) 0- 0- 0 7) 24- 6- 3 13) 10- 5- 5 <br /> 2- 3 -5036 0.26 0.40 0.69 2x 4 SPF #1/#Z (N) 14-15,10-11 MUI.TIPLE LOADCASES -- This design is the 2) 2- 5-13 8) 27- 0- 0 14) 4- 4- 0 <br /> 3- 4 -4611 0.35 0.33 0.66 �� Zx 3 SPF STUD (N) composite result of multiple loadcases. 3) 6- 0- 0 9) 27- 0- 0 15) 2- 9- 0 <br /> 4- 5 -4728 0.36 0.34 0.70 zx 4 SPF #1/#z (N) 2-14,7-11,0-0,0-0 All COMPRESSION Chords aze assumed to be 4) 11- 0- 0 10) 24- 8- 0 16) 0- 0- 0 <br /> 5- 6 -4572 0.34 0.36 0.70 2x 4 SPF STUD (N) 3-14,6-11,0-0,0-0 continuously braced unless noted otherwise. 5) 16- 0- 0 11) 22- 8- 0 <br /> WG: 2x 4 SPF �1/#2 (N) Bracing Schedule: 6) 21- 0- 0 12) 16- 6-11 <br /> 6- 7 -5032 0.28 0.40 0.69 �� or {}: Plate(s) OFFSET from joint center. Chords Max O.C. From To ------------ TOTAL DESIGN LOADS ------------ <br /> 7- 6 -2027 0.04 0.54 0.58 �e Joint Detail Report must be included TC 24.0" 6- 0- 0 21- 0- 0 Uniform PLF From PLF To <br /> with any submittal, inspection, and/or BC 72.0" 2- 4- 0 4- 4- 0 TC Ve=t L+D -90 0- 0- 0 -90 6- 0- 0 <br /> BC FORCE A7� BND CSI fabrication documentation. BC 72.0" 22- 8- 0 24- 8- 0 TC Vert L+D -90 6- 0- 0 -90 21- 0- 0 <br /> 16-15 1687 0.27 0.56 0.83 WndLod per ASCE 7-98, bS7F'RS, V= 90a�h, Bracing shown is for visual purposes only. TC Vert L+D -90 21- 0- 0 -90 27- 0- 0 <br /> 15-14 2457 0.60 0.28 0.88 H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 ----MAX. REACTIONS PER HEARING LOCATION----- BC Vert L+D -20 0- 0- 0 -20 27- 0- 0 <br /> 14-13 3219 0.52 0.10 0.63 Bld Type= pazt � 27.0 ft F� 27.0 ft Truss X-Loc BSet Vert Ho=iz Vplift Y Type <br /> 13-12 4747 0.77 0.13 0.90 in END zone, TCDIr 6.0 psf, BWIr 6.0 psf 0- 3-10 1 1485 -56 -363 B Pin <br /> 12-11 3222 0.52 0.10 0.62 � = 1.15 26- 8- 6 1 1484 0 -363 B H Roll <br /> 11-10 2454 0.60 0.29 0.89 PROVIDE UPLIFT CONNECTION PER SCHEDULE <br /> --------GLOBAL MAX DEEZECTIONS--------- <br /> 10- 9 1686 0.27 0.56 0.83 � � <br /> in./Ratio in./Ratio Jnt(s). <br /> Web FORCE Web FORCE I.Span -0.54/571 -0.85/363 5-4 <br /> 15- 2 -1569 5-12 -482 Horiz. 0.27 0.42 NA <br /> 2-14 2920 12- 6 1465 <br /> 14- 3 1745 6-11 1738 <br /> 3-13 1503 11- 7 2419 <br /> 13- 4 -458 7-10 -1565 <br /> 13- 5 60 <br /> ��-� is-0-� 6-�-� <br /> 1 2 3 4 5 6 7 8 <br /> 6.00 �.00 ' <br /> 6x6 1.Sx4 q 6x6 <br /> � � <br /> �3x8 �3x8] <br /> 3-7-4 3-7-4 <br /> � 0-7-4 �5x4 5x4]�-�"4 <br /> � 3x12 3x6 6x6 ,� <br /> 1- <br /> � � <br /> [8x12 .00 -8A x12] <br /> ,,2-0-0 ,, „2-0-0 ,, <br /> �� �� <br /> 1485#�5" 1484#7.25" <br /> ���2-0-0 „ 18-4 0 �����„ <br /> 16 15 14 13 12 11 10 9 <br /> 27-0-0 <br /> COSMETIC PLATES (8)1.Sx4 <br /> EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.2419 <br /> WARNING: Eng Job: WO: 283708 <br /> � READ ALL NOTES ON THIS SF�ET. A COPY OF THIS DRAWING TO BE GIVEN TO <br /> ERECTING CONTRACTOR. BRACING WARNING: DWGJ: T I: A1 <br /> Bracing shown on lhis�awing is not aation brecmg wind brecing,patal bracing or ssnilar bracing which is a pan of the Dsgnr•SWD Chk• 10/12/200 6 <br /> building desig�and which mustbe crosidaed by the building desig�a.Bncmg shown is for late�al support ofUuss ' ' <br /> ����� embns only to rc�ce bucklumg length.Prwisions must be made to anchor laterel bacmg at mds and syaified locatia�s �r DF• 1.15 <br /> dnermined by the buildmg designc.Addaimal bracmg of the waall swceae may be required.(Sa HIBA1 or�ren.ea TC Live 35.0 psf • <br /> specifctrussbacingrequiremmLs,contac�builAingdesigna.(T�ussPlalel�sttlute,TPI�s laated at583D'Onofdo Plt DF� 1.15 <br /> Drie'e,Madison.R'iscrosin537�9), TC Dead 10.0 psf ' <br /> BC Live 0.0 psf O.C. : 2- 0- 0 <br /> TPI-95/IRC-00 <br /> BC Dead 10.0 psf Code: <br /> TOTAL 55.0 sf v5.0.18-4576521 <br /> Design: Matrix Analysis Profile Path: F:\trusjobs\263000\283708\ROOF\Al.prx <br />