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Home My WebLink Aboutsurvey signLA219119 Page 1 of 3 PROJECT: GOODWILL DATE: 10/06/23 PROJ. NO.: 41788-1 ENGINEER: PRC CLIENT: SIGN ART USA V5.5 units; pounds, feet unless noted otherwise Applied Wind Loads; from ASCE 7-16 F=qz*G*Cf*Af with qz = 0.00256KzKztKdV2 (29.3.2 & 29.4) Cf=1.740 (Fig. 29.3-1) 2 pole Cf factor= 0.97 13.6247 max. height= 30.000 1.0 Kzt=1.0 (26.8.2) (=1.0 unless unusual landscape)s= 8.00 Kz=from table 28.3-1 Exposure= c 2 Kd=0.85 for signs (table 26.6-1) Lz= V= 110 mph G= 0.85 (26.9)weight= 2.477 kips s/h= 0.267 MDL=0.00 k-ft (see Page #3) B/s= 1.37 Pole structure height at Wind Loads component section c.g Kz qz Af shear Moment MW 1 7.50 0.85 22.38 80.00 2648 19862 2 17.50 0.88 23.06 26.67 910 15921 3 20.54 0.90 23.82 5.78 204 4182 4 23.04 0.93 24.37 63.81 2300 52999 5 27.04 0.96 25.21 66.52 2481 67088 6 29.54 0.98 25.72 4.89 186 5494 sums: 247.67 8729 165.55 (Mw)k-ft arm= 19.0 two pole distribution factor *b*s (asce fig. 29.4-1 ):x 0.55 4778 90.63 Pu=2.97 kip M= 90.63 k-ft M=sqrt(MDL 2+Mw 2) Mu=sqrt(1.2MDL 2+1.0MW 2) =90.63 k-ft Pole Design section; tube Mu <Mn with Mn = fyZ fy=46 ksi = 0.9 H Mu(k-ft)t (in) Z Use at grade 90.63 0.233 32.70 8X8X3/8" SQ. HSS, Mn = 102 k-ft Footing Design footprint: round =1.3 IBC 1605.3.2 IBC Table 1806.2, sections 1806.3.4, 1807.3.2 S=(1.3x2x150psf/ft) P=3.73 kip S1 = S x d / 3 A = 2.34 x P / (S1 x b)S= 400 10' - 0" deep Z req'd. (in) Size(in) 26.27 10 34.12 pressure qz*G*Cf 33.10 35.24 36.05 37.29 38.04 Page 2 of 3 PROJECT: GOODWILL DATE: PROJ. NO.: 41788-1 ENGINEER: CLIENT: SIGN ART USA V5.5 units; pounds, feet unless noted otherwise Longitude Direction applied shear at grade v=5.455 kip unfactored load 8.729 k (factored) applied moment at grade m=103.47 kip-ft unfactored load 165.55 k-ft (factored) depth of soil above footing hs=0.00 ft allowable soil bearing p=2.000 ksf (i.e., 2000 x 1.333 = 2667 psf) (use a factor of 1.33 for wind or seismic) Signage Weight w1 =1.300 k (10'11.5"+2'-8"+2'-8")*(8')*10psf Brick Weight w2 =18.740 k ((2'-8")*(2'-8")*(21'-1")*0.125k/ft^3) Spread Footing Design moment m= 125.29 k-ft Footing size (ft) b=17.00 L=7.00 h=4.00 S= 138.9 Footing Weight= 71.4 k See Above ,w1+w2=20.040 k soil 0.00 total= 91.44 Overturning; Mc=320.04 Mc>1.5M 2.554 ok soil pressure; max= 1.684 ksf min= -0.1 ksf ok forces on concrete pad; V= 72.56 k Vr=116.10 k (=1.6V) M=126.98 k-ft Mr=203.17 k-ft Check Slab; = 0.9 fy=60 ksi fc=2.5 ksi 150 lbs/ft3 Flexure As=1.100 d= 44.0 in Mn=Asfy(d-a/2)=2609 k-in = 217.42 k-ft Mr Mn ok a=Asfy/0.85fcb=0.152 in Check minimum Asmin=3sqrt(fc)bd/fy =22.44 200bd/fy=29.92 or 1.333As=1.47 in2 ACI 10.3.1 Use As=1.47 in2 short direction s=2/(+1) =0.8 with =1.5 short direction;As=1.17 in2 Use #4@12" each direction Shear;Vn=2sqrt(fc)bd Vc== 0.75 Vr Vn ok Top Slab Assume half of footing is in uplift weight= 35.70 kip arm= 1.75 ft M= 62.48 k-ft Mr=74.97 k-ft Flexure As=1.100 Mn=Asfy(d-a/2)=2602.62 k-in = 216.88 k-ft Mr Mn ok a=Asfy/0.85fcb=0.370 in Check minimum Asmin=2sqrt(fc)bd/fy =9.24 200bd/fy=12.32 or 1.333As=1.47 in2 Use As=1.47 in2 short direction s=2/(+1) =0.8 with =1.5 short direction;As=1.17 in2 Use #4@12" each direction 10/06/23 PRC 673.2 Page 3 of 3