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Name: ROOF C�stomer:Chaska Building W0:283708 TI:A2 Qty:2 <br /> �TC FORCE AXI. BND CSI TC: 2x 4 SPF 1650E-1.SC Bottom chord has been loaded with 10 psf -Joint Locations � <br /> 1: 2 -4685 0.05 0.67 0.72 2x 6 SPF 1650E-1.5C 4-7 live load applied non-concurrently. 1) 0- 0- 0 9) 24-11-13 17) 11- 0- 0 <br /> 2- 3 -12630 0.40 0.47 0.87 BC: 2x 4 SPF 2100E-1.8C MULTIPLE LOADCASES -- This desiqn is the 2) 2- 0- 3 10) 27- 0- 0 18) 6- 0- 0 <br /> 3- 4 -9923 0.24 0.24 0.48 Zx 4 SPF 1650E-1.5C 3-20,8-13 composite result of multiple loadcases. 3) 4- 2- 4 11) 27- 0- 0 19) 4- 2- 4 <br /> 4- 5 -12518 0.18 0.16 0.34 Zx 6 SPF 1650E-1.5C 14-19 All COMPRESSION Chords aze assumed to be 4) 6- 0- 0 12) 24-11-13 20) 4- 2- 4 <br /> 5- 6 -12620 0.18 0.22 0.41 �� Zx 3 SPF STUD (N) continuously braced unless noted otherwise. 5) 11- 0- 0 13) 22- 9-12 21) 2- 0- 3 <br /> 2x 4 SPF STUD (N) 19-21,4-17,7-16 WndLod per ASCE 7-98, BS7FRS, V= 90mph, 6) 16- 0- 0 14) 22- 9-12 22) 0- 0- 0 <br /> 6- 7 -12606 0.18 0.16 0.34 12-14 }l= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 7) 21- 0- 0 15) 21- 0- 0 <br /> 7- 8 -9885 0.24 0.24 0.46 2x 4 SPF #1/#2 (N) 2-19,9-14 Sld Type= pazt L= 27.0 ft F� 27.0 ft Truss 8) 22- 9-12 16) 16- 0- 0 <br /> 8- 9 -12632 0.40 0.47 0.87 W�; Zx 4 SPF #1/#Z (N) in END zone, TCDIr 6.0 psf, BCDIr 6.0 psf ------------ TOTAL DESIGN LOADS ------------ <br /> 9-10 -4686 0.05 0.67 0.72 [] or {}: Plate(s) OFFSET from joint center. Bracinq Schedule: Unifoxm PLF From PLF To <br /> The Joint Detail Repo=t must be included Chords Max O.C. From To TC Vext L+D -225 0- 0- 0 -225 5- 0- 0 <br /> BC FORCE AXI. BND CSI with any submittal, inspection, and/or TC 24.0" 6- 0- 0 21- 0- 0 TC Vert L+D -90 5- 0- 0 -90 6- 0- 0 <br /> 22-21 3660 0.20 0.56 0.77 fabrication documentation. Bracing shown is for visual purposes only. TC Vert L+D -90 6- 0- 0 -90 21- 0- 0 <br /> 21-20 802 0.04 0.48 0.52 2-PLY TRUSS! fasten w/3"X 0.120" nails in ----MAX. REACTIONS PEA BEARING LOCATION----- TC Vert L+D -90 21- 0- 0 -90 22- 0- 0 <br /> 20-19 478 0.04 0.88 0.92 `taqgered pattern per nailinq schedule: X-Loc HSet Vert Horiz Uplift Y Type TC Vert L+D -225 22- 0- 0 -225 27- 0- 0 <br /> 19- 3 2221 0.18 0.00 0.18 TC- 2 per ft. SC- 2 per ft. WEHS- 2 per ft. 0- 3-10 1 3712 56 -363 B Pin BC Vert L+D -50 0- 0- 0 -50 5- 0- 0 <br /> 19-18 11243 0.58 0.36 0.94 Distribute loads equally to each ply. 26- 8- 6 1 3712 0 -363 B H Roll BC Vert L+D -185 5- 0- 0 -185 22- 0- 0 <br /> RMB = 1.00 PROVIDE UPLIFT CONNECTION PER SCHEDULE BC Vert L+D -50 22- 0- 0 -50 27- 0- 0 <br /> 18-17 8870 0.46 0.16 0.61 ________Q,OSAL DII�,X DEFLECTIONS--------- <br /> 17-16 12618 0.65 0.25 0.91 LI, TI, <br /> 16-15 8889 0.46 0.17 0.63 in./Ratio in./Ratio Jnt(s). <br /> 15-14 11244 0.58 0.36 0.94 I.Span -0.22/999 -0.87/355 16-17 <br /> 14-13 478 0.04 0.88 0.92 Horiz. 0.11 0.45 NA <br /> 14- 6 2203 0.18 0.00 0.18 2 PLYS REQUIRED <br /> 13-12 802 0.04 0.48 0.52 � Lineal Footage = 96 <br /> 12-11 3880 0.20 0.56 0.77 <br /> Web FORCE Web FORCE <br /> 21- 2 -3555 6-16 -359 <br /> 21-19 4208 16- 7 3926 (r 0-0 1_5-0-� ��-� <br /> 2-19 6963 7-15 2573 <br /> 3-18 -2676 15- 8 -2655 1 2 3 4 5 6 7 g 9 1� <br /> 18- 4 2542 14- 9 6964 6.00 � <br /> 4-17 3869 14-12 4208 �.�� <br /> i�- s -aii 9-12 -3556 6x12 q q 6x12 <br /> 5-16 64 � 3x6 _� � , - �^] `r 4 3X6 � <br /> � [4x12 � [�x12] <br /> 3-7-4 3-�-4 <br /> I 0-7-4 6x6 � [4x6] [3x8] 4x12 6x6 �-�-4 <br /> p 1 ��2 � <br /> � � � [6x6],� <br /> [4x6� 3ga 3x4 [4x6] <br /> 3712#7.25" 3712#7.25" <br /> �4-0 � 18-40 ,, 4-40 <br /> 22 21 28 18 17 16 15 �1� 12 11 <br /> 27-0-0 , <br /> EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=OZ419 <br /> WARNING: Eng Job: WO: 283708 <br /> READ ALL NOTES ON THIS SFIEET. A COPY OF THIS DRAWING TO BE GIVEN TO <br /> RRF.CTING CONTRACTOR. BRACING WARNING: DWCJ: TI: AZ <br /> Rracing shown on this drawing is nol erection bacmg wind bracing,pertal brecing or sunilar bracing which is a part ofthe Dsgnr•SWD Chk• 10/12/200 6 <br /> building design arid which mus-t be considcred by the building designer.Bacmg shown is Cor latenl suppon ofGuss " ' <br /> ����� nbm uny to reduce buckling Irng�i Prwisions must be made to anchor lateral bacmg at mds and specified I«alions TC Live 35.0 sf �r DF� 1.15 <br /> dmm�ined by 1he buildfng designer.Additional bracmg of Ue wrrall struchae mxy be requimd.(Sm HIB-91 ofiPU.Fa p ' <br /> s'pecificWssbacingrequuanei6.cmiaclbuildingdesigner.(Tru»Platelmtinne,TP[is laated az�83D'Onofnn Plt DF: 1.15 <br /> tk���e.htaa�s�,w�s��s�,�ss�i9� TC Dead 10.0 psf <br /> O.C. : 2- 0- 0 <br /> BC Live 0.0 psf TPI-95/IRC-00 <br /> BC Dead 10.0 psf Code: <br /> TOTAL 55.0 sf v5.0.18-4576587 <br /> Design: Matrix Analysis Pro£ile Path: F:\trusjobs\263000\283708\ROOFCA2.prx <br />