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Project:Sign Designs Proj No: <br />Prepared By:RSW Date:7/25/24 <br />Checked By: Sheet No: <br />Subject: <br />ASCE 7 Wind Loads Last updated:01/30/24 <br />Directional Procedure <br />Square Footing Loading (at top of ftg) <br />Vol. of conc.:9 ft^3 V ULT=370 # (at center) <br />w conc=150 pcf V = 0.6 VULT=222 # (at center)148.0 <br />f'c=3000 psi P =300 # (at center)200.0 <br />fy=60000 psi M =888 ft-# (at center)592.0 <br />e =0 in <br />Soil Sign Base Steel <br />k=90 pci Modulus of Subgrade reaction 12 ''x 14" baseplate <br />Soil angle:30 0.524 rad <br />Soil weight:110 pcf Footing W min = Pwall/ Qnet = 0.13ft <br />Q-net allow:1500 psf net allowable bearing Ftg width:3.000 1.500 <br />Soil depth abv:0 in Ftg depth:24 in <br />Weight:0 plf Weight:900 plf <br />Cover to ties:3''As tie=0.028 in^2 <br />Increase Soil Bearing Pressure?d=20.8125''0.028 <br />Use soil wt?in Q-net 0 As min long= 1.555 in^2 <br />Soil weight:0 # (per foot) <br />Use ftg wt?yes 1 <br />Ftg weight:900 # (per foot) <br />P tot design=1100.0 # (per foot)MRESIST = 4950ft-#MOT= 2664.0 ft-# <br />e=M/P tot=0.54 ft (outside kern)MRESIST = 1650ft-# / ft MOT= 888.0 ft-# <br />e > b/6=0.5 :. Q=4/3*P/(L(B-2*e)) <br />Qmax=764 psf < 1800 psf gross +/- <br />Qmin=0 psf 1800 <br />Assuming soil resulantant is located at "e" <br />Soil load width x=3(B/2-e)=34.56 <br />Overturning and Sliding <br />Use soil wt?yes 1 <br />Soil weight:0 # (per foot) <br />Use ftg wt?yes 1 <br />Ftg weight:900 # (per foot)Footing Design Load factor=1.4 <br />P tot Design=1100.0 # (per foot)Bending:Lcr =12''from edge of ftg <br />3300.0 # total M pressure=338 ft-# <br />Slide frict=297 # friction Mu=1.4*Mp=473 ft-# <br />tan(o/2)=0.27 Shear:Lcr =0''from edge of ftg <br />Slide soil=0 # side soil V pressure=0 # <br />S Resist Total=297 # / ft length Vu=1.4*Vp=0 # <br />Slide FS =2.01 > 1.25 <br />M resist=P tot*(width/2)=4950.0 ft-#Reinforced Footing Design: <br />=1650 ft-# / ft ФMoment =0.9 ФShear =0.75 <br />OT FS =1.86 > 1.25 Transverse ties:# 3 at 48'' oc <br />a=0.055 As tie=0.028 in^2 <br />Unreinforced Footing Design:Ф =0.55 c=0.065 < 0.375*d=7.805 <br />ФMn=Ф*5sqrt(f'c)(b*d^2/6)=10874 ft-# > 473ft-#ФMn=Ф*As*fy*(d-a/2)=2619 ft-# > 473ft-# <br />ФVn=Ф*4/3*sqrt(f'c)*b*h=11568 # > 0#ФVn=Ф*2*sqrt(f'c)*b*d=20519 # > 0# <br />0 <br />3 ft x 1.5 ft x 24'' column footing is acceptable as an unreinforced footing. <br />Orig. size = 36''x 18''x 24'' <br />| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | <br />E| | E| | E| |E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E| | E <br />0 <br />12 <br />0 <br />764 <br />499 764 <br />12'' <br />0'' <br />M <br />P <br />V <br />1212 <br />24 <br />0 <br />/ft <br />/ft <br />/ft <br />/ft <br />ft x ft <br />34.56 <br />NWIND <br />721 S Harbor Blvd <br />11/20/2024