Laserfiche WebLink
Project:Sign Designs Proj No: <br />Prepared By:RSW Date:8/7/24 <br />Checked By: Sheet No: <br />Subject: <br />ASCE 7 Wind Loads Last updated:07/30/24 <br />Directional Procedure <br />Square Footing Loading (at top of ftg) <br />Vol. of conc.:8.3 ft^3 V ULT=370 # (at center) <br />w conc=150 pcf V = 0.6 VULT=222 # (at center)115.8 <br />f'c=3000 psi P =300 # (at center)156.5 <br />fy=60000 psi M =888 ft-# (at center)463.3 <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 = 0.1ft <br />Q-net allow:1500 psf net allowable bearing Ftg width x length:1.917 2.167 <br />Soil depth abv:0 in Ftg depth:24 in <br />Weight:0 plf Weight:650 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= 1.123 in^2 <br />Soil weight:0 # (per foot) <br />Use ftg wt?yes 1 <br />Ftg weight:650 # (per foot) <br />P tot design=806.5 # (per foot)MRESIST = 1674.6ft-#MOT= 1331.9 ft-# <br />e=M/P tot=0.57 ft (outside kern)1' strip MRESIST = 873.7ft-# / ft MOT= 694.9 ft-# <br />e > b/6=0.36 :. Q=4/3*P/(L(B-2*e)) <br />Qmax=1047 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)=18.48 <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:650 # (per foot)Footing Design Load factor=1.4 <br />P tot Design=806.5 # (per foot)Bending:Lcr =7''from edge of ftg <br />1545.8 # total M pressure=156 ft-# <br />Slide frict=218 # friction Mu=1.4*Mp=218 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=218 # / ft length Vu=1.4*Vp=0 # <br />Slide FS =1.88 > 1.25 <br />M resist=P tot*(width/2)=1674.6 ft-#Reinforced Footing Design: <br />=873.7 ft-# / ft ФMoment =0.9 ФShear =0.75 <br />OT FS =1.26 > 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-# > 218ft-#ФMn=Ф*As*fy*(d-a/2)=2619 ft-# > 218ft-# <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 />2.167 ft x 1.917 ft x 24'' column footing is acceptable as an unreinforced footing. <br />Orig. size= 13''x 8''x 24''& New = 23''x 26''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 />7 <br />0 <br />1047 <br />650 1047 <br />7'' <br />0'' <br />M <br />P <br />V <br />127 <br />24 <br />0 <br />/ft <br />/ft <br />/ft <br />/ft <br />ft x ft <br />18.48 <br />NWIND <br />9''9'' <br />2303 S Bristol St <br />Unit A11/13/2024