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Tuf� She cl Tru s s : TO 1
<br /> 1777 S I-�arrison St JobName: 170-1089910
<br /> S�,1l�e 6OO Designer: SJ
<br /> I��1�Ve�' �� �021� Date: 02/20/17 10:02:5 7
<br /> ' Page: 1 of 2
<br /> SPAN PITC H QTY O�IL OI�R C ANT L C ANT R PLYS SPAC ING WGT/PLY
<br /> 20-0-0 6 /12 9 0-10-0 0-10-0 0-0-0 0-0-0 1 24 in 73 lbs
<br /> 21 -8-0
<br /> -10-0 5-3-4 4-8-12 4-8-12 5-3-4 Q-�
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<br /> 5-3-4 10-0-0 14-8-12 20-0-0
<br /> 4x6 -
<br /> 3
<br /> 3�4 / 34 \
<br /> 6 12 12 6
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<br /> 00 �
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<br /> d"
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<br /> 3x6 - 3x� -
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<br /> 2x47 2x4
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<br /> 5x8 -
<br /> 0-0-0 0-0-0
<br /> 5-3-4 4-8-12 4-8-12 5-3-4 i
<br /> 5-3-4 10-0-0 14-8-12 20-0-0 �
<br /> All plates shown to be Eagle 20 unless otherwise noted.
<br /> �.,�ae��� (�sf� Ge�er�� CSI Summary �eflect�o� �/ (�o�) ��a�ec�
<br /> TCLL : 25 Bldg Code : IRC 2015/ TC : 0.30 (1-2) �Tert TL: 0.13 in L / 999 (6-7) L / 180
<br /> TCDL : 10 TPI 1-2014 BC : 0.44 (8-1) Vert LL: 0.06 in L / 999 7 L /240
<br /> BCLL : 0 Rep Mbr Increase : Yes Web : 0.29 (4-7) Horz TL: 0.06 in 5
<br /> B CDL : 10 Lulnber D.O.L. : 115 %
<br /> �e�.C�lOil StlIl�tll�l�Y'y
<br /> TT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz
<br /> � 1 3.5 in 1.58 in 958 lbs � -119 lbs -279 lbs -2791bs -271bs
<br /> S 1 3.5 ir� 1.58 i�1 958 lbs � -119 lbs -2791bs -2791bs �
<br /> 1V.�ate�i�1 Su���ry �r�.��g Su�n����
<br /> TC HF #2 2 x 4 TC Bracing: Sheathed or Purl�ns at 4-4-0, Purlin design by Others.
<br /> BC I-� #2 2 x 4 BC Bracing: Sheathed or Purlins at 10-0-0, Purlin des�gnby Others.
<br /> Webs HF S�d 2 x 4
<br /> �,oads Su��a�y
<br /> 1} This �ru�ss has been designed for the effects of wind loads in accordance tivithASCE7 - 10 tivith the followi�lg us�r defined input: 115 mpl� (Factored), Exposure C, E�Zclosed, Gable/Hip,
<br /> Risl� Category II, Overall Bldg Dims 20 ft x 20 ft, h= 15 ft, End Zone Truss, �oth end webs considered. DOL= 1.60
<br /> 2) Unbalanced roof live loads have not been considered.
<br /> 3) lVlani�num storage a�ic loading has been applied in accordance with IRC 301.5
<br /> � ��' ��]�'���, �� �,�'�,7 Table indicaties: Mea��be�]D, rnax CSI, max axial iorce, (maY cornpL force ifdifferent fiomi�lax axia} force). Onlyforces greaterthazl 3001bs are shown in this table.
<br /> TC 1-2 0.297 -1,5941bs 3-4 0.266 -1,1021bs
<br /> 2-3 0.266 -1,1021bs 4-5 0.297 -1,5941bs
<br /> BC 5-6 0.440 1,364 lbs (-244 lbs) 6-7 0.371 1,361 lbs (-245 lbs) 7-8 0.371 1_,361 lbs (-245 �bs) 8-1 0.440 1,364 lbs (-244 1_bs)
<br /> Webs 2-7 0.293 -5121bs 4-7 0.293 -5121bs �
<br /> 3-7 0.226 6001bs (-1341bs)
<br /> NOte S :
<br /> 1.) Unless noted ot�lervv�ise, do not cut or alter a�1y truss member or plate without prior approval from a Professi.onal Engin.eer.
<br /> 2} VJ�ien�this truss has been chosen for quality assurance inspecnon, t11e Doub�e Polygon Method per TPI 1-2007/Chapter 3 shal�be used.
<br /> 3� 1�e fabrication tolerance for this roof t�uss �s 0 % (Cq= 1.00). �
<br /> 4) Brace bottoln cl�ord wit�1 approved sheathing or purlins per Bracing Summary.
<br /> 5) Creep has been considered in the analysis of this lruss.
<br /> 6) Listed wind uplift reactions based on MVVFRS & C&C loading.
<br /> PI ate : 3 x6 - PI ate : 3 x4 / PI ate : 4 x6 - .
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<br /> �— 3-4 � An gle:0 d eg 1 - An gle:27 deg An gle:0 d eg An gle:27 deg - 'i 2
<br /> ALL PERS ONS FABRICATING, HANDLING, ERECTING OR INS TALLING ANY TRUS S BASED UPON TI�S TRUS S DESIGN DRAWING ARE INS TRUCTED � REFER TO AL�, TrueB uil dOO Softwa�e v5.5.2.231
<br /> OF TI� INSTl��CTCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORTH TN TI� EAGLE METAL PRODUCT'S DESIGN NOTES ISSUEI� WITHTI�S DESIGN.AND Eagle Metal Products
<br /> AVAILAB LE FROM EAGLE UP ON REQLT�S T. DES I GN VALID ONLY WI�N EAGLE METAL C QNNEC TORS ARE �TS ED. Dallas, TX 7 5 2 3 4
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