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6.5.14 Design Wind Load on Solid Freestanding Walls and Solid Signs Per ASCE 7-05 <br />F I qh'G C,As (6-27) B =11.00 <br />qz= ·00256 Ky 16 1<d \f I (6-15) 1 ' :Exposure coefficient Kz = Exposure E -<11 i <br />Topography factor Kzt = 1.00 (6.5.7.2)s =7.00 <br />Directionality factor Kd = 0.85 (6.5.4.4)Otos i <br />Wind Speed V= 100 ' ' <br />Impotance factor l= 1.00 (8.5.5), 1--6-1 -1 <br />Mi <br />qz= 21.76 It <br />Gust: Effect factor G = 0.85 (6.5.8) <br />B/s= 1.57 <br />s/h = 1.000 <br />Case A & B, Cr= 1.42 Fig 6-20 <br />Use Case A&8 Only for B/s <2 <br />Total # of Segment:with width = s Vert. location of resultant force <br />=1 3.85 ft from grade <br />Balance, see Fig 6-20 - 4.00 ft <br />Case C, C, for Region <br />0 los, <br />t2 - F 1 0-0 <br />s=h <br />r h2 <br />= #N/A :-- <br />h 92 <br />=20ft kil < 1 <br />1, = 0.00 n Di = O.ob ft Balance 11 <br />Cf =1.42 - <br />4 = 0.00 ft 02= O.00 ft <br />Total h =7.00 OR <br />PLAB <br />011 tilt 40 <br />irgm th <br />4 = 0.00 ft 03 - O.00 ft <br />Multiples factor (if applicable)GROUND SURFACE Wh= 1 <br />Horizontal dim of return comer Lr <br />when s/h> 0.8,(1.8-s/h) = 0.80 CROSS-SECTION VIEW <br />for Lr/s = 0.29, = 0.90 <br />*openning = 0.0% <br />Reduction factor = 1.00 <br />Method A&B <br />fAR.NO <br />, 45#1@t ER <br />*,1,- :733:34'/1. <br />Sign h area A Cf 4 4 F Obs)M (ft-lbs) ·.2.-.·.·. <br />7.00 77.0 1.42 0.85 18.5 1548.7 5962.3 'i'.--7.-,d = 4.88 R <br />Pole 0.00 0.0 1.2 0.85 18.5 0.0 0.0 .......... <br />0.00 0.0 1.2 0.85 18.5 0.0 0.0 h<Ch<< <br />0.00 0.0 1.2 0.85 18.5 0.0 0.0 X X '·'· <br />Total 1,548.7 5,962.3 14LUL,4 / <br />H = 3.85 ft 2.83# 1 <br />Method C <br />Sign h area A Cf 4 6 F (lbs)M (ft-lbs) <br />Balance, see Fig 6-20 -0.0 0.0 <br />0 to S, =49.00 #Na 0.85 18.5 0.0 0.0 <br />0.85 18.5 0.0 0.0 <br />0.85 18.5 0.0 0.0 <br />0.85 18.5 0.0 00 <br />0.85 18.5 0.0 0.0 <br />Pole 0.00 0,0 1.2 0.85 18.5 0.0 0.0 5- <br />0.00 0.0 1.2 0.85 18.5 0.0 0.0 <br />0.00 0.0 1.2 0.85 18.5 0.0 0.0 <br />Total 0.0 0.0 <br />H = #DIV/01 2>.3 243 <br />\A / <br />D <br />5= <br />b <br />WIND: <br />F <br />CASE C <br />3 <br />IBC 1805.7- Design Employing Lateral Load Bearing <br />Total Lateral Load, P =1548.7 lbs <br />Dist from ground to point of P, H =3.85 ft <br />'A||owable lateral soil-bearing, S =r; 00-00 Ibs/sq ft/ft <br />Allowable Increase =3 x 100 00 lbs/sq ft/ft <br />Dia of footing or:diagonal of sq. fcoting, b =2.83 It <br />Constrained at ground =no <br />61 =931 Ibs/sq:It s 15 x1000.K <br />= 2:34P/Sl b <br />d = 0.5A[1+(1+(4.36h/A))%] <br />4.88 ft <br />1 <br />,<51 1 1 <br />WI,O 1 -4 *-029 <br />Real <br />CASE B <br />d= <br />0 1 4- <br />\ 9% 25 <br />-1=02 19&10 <br />/- 7-JIF