地下室外墻計算小軟件審圖

,,擋土墻計算,,,,

一、墻身配筋計算,,,,,,

（一）已知條件：,,,,,,

墻身混凝土等級,30,,,,,

鋼筋設(shè)計強度N/mm2,360,,,,,

混凝土容重γc=,25,KN/mm3,,,,

墻背填土容重γ土=,18,KN/mm3,,,,

裂縫限值,0.2,mm,,,,

覆土厚H1=,0,m,,,,

水位距離墻底H3=,4.3,m,,,,

墻高H=,4.8,m,,,,

地面堆積荷載q0=,5,KN/m2,,,,

墻厚h（mm）=,350,mm,,,,

保護(hù)層(mm)=,40,mm,,,,

橫載分項系數(shù),1.2,,,,,

,,,,,,,

（二）土壓力按主動土壓力計算：,,,,,,

Ka=,0.50,,,,,

q土1=γ土H1Ka=,0.00,KN/m2,,,,

q1=q0Ka+q土1=,2.50,KN/m2,,,,

,q土2=(γ土×H-γ水×H3)×Ka=,21.70,KN/m2,,,

q水2=γ水H3=,43,KN/m2,,,,

q2=q1+q土2+q水2=,67.20,KN/m2,,,,

q11=1.2×q1=,3,KN/m2,,,,

q22=1.2×q2=,80.64,KN/m2,,,,

(三)內(nèi)力計算（基本組合下）：,,,,,,

,Ｍ支座=-H2×（8q22+7q11）/120=,-127.90,KN·M,,,

,Q墻頂=H×（11q11+4q22）/40=,35.56,,,,

,μ=q11/q22＝,0.04,,,,

,ν=[(9μ2+7μ+4)/20]0.5=,0.462216011,,,,

,X=(ν-μ)H/(1-μ)=,2.118893301,m,Xo=H-X=,2.681106699,m

,,Ｍmax=Q墻頂X-q11X2/2+（q22-q11）X3/6H=,42.95876772,KN·M,,

（四）配筋計算,,,,,,

混凝土抗壓強度fcd=,14.3,N/mm2,,,,

ho=,300,mm,,,,

鋼筋設(shè)計強度fy=,360,N/mm2,,,,

計算寬度b=,1000,mm,,,,

Ｍ支座=,fcdbx(h0-x/2),,,,,

127895040.00=,14300x(,300-x/2),,,,

x=,31.462m,≤,ξbh0=,0.53×,300.00=,159.0mm

解得,,,,,,

,As=Ｍ支座/(ho-x/2)/fy=,1285,mm2,,,

Ｍmax=,fcdbx(h0-x/2),,,,,

42000000.00=,14300x(,300-x/2),,,,

x=,9.955mm,≤,ξbh0=,0.53×,300.00=,159.0mm

解得,,,,,,

,跨中As=Ｍmax/(ho-x/2)/fy=,406,mm2,,,

（五）裂縫計算,,,,,,

鋼筋直徑d=,18,mm,,,,

鋼筋間距,100,mm,,,,

每延米實配鋼筋A(yù)s=,2544.69,mm2,,,,

,,標(biāo)準(zhǔn)組合下Ｍk支座=-H2×（8q2+7q1）/120=,-106.58,KN·M,,

,,σsk=Ｍk支座/(0.87hoAs)=,160.4711841,N/mm2,,

αcr=,2.1,,,,,

ρte=,0.014541086,,,,,

ftk=,2.01,,,,,

ψ=,0.540093494,<,1且,>,0.2,

所以ψ取,0.540093494,,,,