各類擋墻計算公式

混凝土擋墻(懸臂式),,,,,

輸入的參數(shù)：,,,,,參考值

擋料重度γ=,,18.00,kN/m3,（粉土最大）,20.00

擋料內(nèi)摩擦角φ＝,,25.00,度,,25.00

墻頂?shù)孛婊詈奢dq=,,5.00,kN/m2,,5.00

墻頂至垂直墻身底的高度H=,,2820,mm,,6900

底板尺寸b1=,,400,mm,,1400

底板尺寸b2=,,400,mm,,700

底板尺寸b3=,,6700,mm,,5200

墻頂尺寸b4=,,400,mm,,200

底板尺寸h1=,,200,mm,,300

底板尺寸h2=,,470,mm,,267

地基承載力特征值（修正后）R=,,190.00,kN/m2,,150.00

土對擋墻基底摩擦系數(shù)μ=,,0.40,,,0.40

,,,,,,

計算過程：,,,,,

1.確定側(cè)壓力:,,,,,

土體產(chǎn)生側(cè)壓力標(biāo)準(zhǔn)值E1=,1/2*γ*H^2*TAN(45-φ/2)^2,29.05,kN/m,,

上部活荷載產(chǎn)生側(cè)壓力標(biāo)準(zhǔn)值E2=,q*H*TAN(45-φ/2)^2,5.72,kN/m,,

側(cè)壓力E=,E1+E2,34.77,kN/m,,

2.垂直墻身計算:,,,,,

垂直墻身每延米彎矩M=,1.2*E1*H/3+1.4*E2*H/2,44.06,kN.m/m,,

3.土承載力驗(yàn)算:,,,,,

每延米墻身自重G1=,1/2*(b4+b2)*H*25,28.20,kN/m,,

每延米基礎(chǔ)板自重G2=,1/2*(2*h1+h2)*(b1+b3)*25+(h1+h2)*b2*25,83.91,kN/m,,

每延米墻后踵板寬內(nèi)土重G3=,(H+1/2*h2)*γ,54.99,kN/m,,

每延米墻后活荷載G4=,q*1,5.00,kN/m,,

側(cè)壓力E1'=,1/2*γ*H'^2*TAN(45-φ/2)^2,44.49,kN/m,,

E2'=,q*H'*TAN(45-φ/2)^2,7.08,kN/m,,

a1=,b1+(2*b2^2+2*b2*b4-b4^2)/(3*(b2+b4)),600.00,mm,,

a2=,((b1+b2+b3)^2*(h1+h2)/2-1/2*b1*h2*1/3*b1-1/2*b3*h2*(b1+b2+2/3*b3))/((b1+b2+b3)-1/2*b1*h2-1/2*b3*h2),3139.83,mm,,

a3=,b1+b2+1/2*b3,4150.00,mm,,

a4=,a3,4150.00,mm,,

偏心距e0=,b/2-((G1*a1+G2*a2+G3*a3+G4*a4)-(E1'*H'/3+E2'*H'/2))/(G1+G2+G3+G4),1046.76,mm,,

,,e0<b/6!,,,

c=,(G1*a1+G2*a2+G3*a3+G4*a4)/(G1+G2+G3+G4),3075.78,mm,,

σmax=,,42.16,kN/m2,,

σmin=,,3.73,kN/m2,,

,,σmax<1.2R,滿足！,,

,,(σmax+σmin)/2<R,滿足！,,

4.基礎(chǔ)板配筋計算:,(取分項(xiàng)系數(shù)計算）,,,,

每延米墻身自重G1=,1.2*1/2*(b4+b2)*H*25,33.84,kN/m,,

每延米基礎(chǔ)板自重G2=,1.2*1/2*(2*h1+h2)*(b1+b3)*25+1.2*(h1+h2)*b2*25,100.70,kN/m,,

每延米墻后踵板寬內(nèi)土重G3=,1.2*(H+1/2*h2)*γ,65.99,kN/m,,

每延米墻后活荷載G4=,1.4*q*1,7.00,kN/m,,

側(cè)壓力E1'=,1.2*1/2*γ*H'^2*TAN(45-φ/2)^2,53.39,kN/m,,

E2'=,1.4*q*H'*TAN(45-φ/2)^2,9.92,kN/m,,

偏心距e0=,b/2-((G1*a1+G2*a2+G3*a3+G4*a4)-(E1'*H'/3+E2'*H'/2))/(G1+G2+G3+G4),1051.70,mm,,

,,e0<b/6!,,,

c=,(G1*a1+G2*a2+G3*a3+G4*a4)/(G1+G2+G3+G4),3080.96,mm,,

σmax=,,50.95,kN/m2,,

σmin=,,4.39,kN/m2,,

(1)前趾部分σ1=,σmax-(σmax-σmin)*b1/(b1+b2+b3),48.47,kN/m2,,

彎矩M1=,1/6*(2σmax+σ1)*b1^2,4.01,kN.m/m,,

(2)后踵部分G2'=,b3*(2h1+h2)*25,72.86,kN/m,,

q1=,(1.2G3+1.4G4+1.2*G2')/b3,23.94,kN/m,,

σ2=,σmin+(σmax-σmin)*b3/b,45.98,kN/m2,,

彎矩M2=,1/6*(2(q1-σmin)+(q1-σ2))*b3^2,127.70,kN.m/m,,

5.穩(wěn)定性驗(yàn)算:,,,,,

(1)抗傾覆驗(yàn)算:抗力彎矩Mag=,G1*a1+G2*a2+G3*a3,508.60,kN.m/m,,

傾覆彎矩Ma=,E1'*H'/3+E2'*h'/2,64.12,kN.m/m,,

Mag/Ma=,7.93,>1.6,安全！,,

(2)抗滑驗(yàn)算:,,,,,

μΣG/Pw=,1.30,<1.3,不安全！加防滑鍵,,

取防滑鍵水平尺寸aj=,,1500,mm,,

Ep不能充分發(fā)揮的影響系數(shù)φp=,,0.50,,,

防滑鍵高h(yuǎn)j=,aj*tan(45-φ/2),956,mm,,

σb=,σmin+(σmax-σmin)*(b-aj)/b,34.48,kN/m2,,

被動土壓