拱涵计算书-6.0m-1m

2.净跨径:L0=6m,净矢高:f0=3m净矢跨比:f0/L0=0.50,填土高:H=2m3.拱圈用C30砼Raj=21Mpa,RWlj=3.2Mpa,Rjj=4.7Mpa涵台用C25砼Raj=17.5Mpa,RWlj=2.8Mpa,Rjj=4.2Mpa基础用C25砼Raj=17.5Mpa,RWlj=2.8Mpa,Rjj=4.2Mpa土的容重:γ1=18KN/m3,内摩擦角φ=30度拱背填料:γ3=19KN/m3,砼的容重γ2=25KN/m3基底置于中等密实的粗砂土,地基容许承载力[σ]=400Kpa项目L0(m)φ0（度）sinφ0R0(m)t(m)L(m)R(m)f(m)拱圈尺寸6901.00003.000.506.503.253.25拱圈尺寸拟定三.荷载效应计算及组合R0=L0/(2*sinφ0)2.计算跨径L=L0+t*sinφ0计算半径R=L/(2*sinφ0)计算矢高f=R*(1-cosφ0)二.拱圈(等截面)尺寸拟定1.拱圈厚度石拱t=m*k*L01/3砼拱t=1.37*(R0+L0/2)1/2+65.结构尺寸:如图示查《涵洞手册》附表3-14（P620页）得参数φ0，sinφ0,cosφ0砖拱t=1.37*(R0+L0/2)1/2+84.地基及拱上填料:拱圈计算书一.设计资料1.计算荷载:公路-I级项目γ1(KN/m3)H(m)γ2(KN/m3)f(m)t(m)cosφ0γ3(KN/m3)qi(KN/m2)拱顶填土182-----36.0拱脚顶差--193.250.000.00-62拱圈自重----0.50-2512.5项目恒载水平力项目a1(m)H(m)φ(度)a(m)b1(m)b(m)ΣG(KN)ｐ汽(KN/m2)汽载水平力0.32307.810.13.9156018.34项目汽载水平力项目KsR(m)ys(m)b(m)t(m)Ic(m4)Ec(Kpa)EI(KNm2)弹性中心0.363383.251.1810.500.01043.00E+072.50E+05项目k0k1k2k3R(m)δ11(*EI)δ22(*EI)δ33(*EI)δ22=R/EI*(k2*R2+k1*t2/12)δ33=(k3*R3)/EI常变位(三).内力计算1.弹性中心查《涵洞手册》附表3-14（P620页）,得Ksys=Ks*R弹性中心2.常变位查《涵洞手册》附表3-15（P621页）,得k0,k1,k2,k3δ11=(k0*R)/EIIc=b*t3/126.11汽车荷载水平压力ｐ汽(KN/m2)φ(度)eｐ汽(KN/m2)18.34301.汽车荷载竖直压力γ1(KN/m3)ｑ4(KN/m2)12.0(二).活载计算18H(m)21.恒载竖直压力(一).恒载计算拱圈自重力q3=qz=γ3*t恒载竖直压力２.恒载水平压力　　　拱顶处：q4=eq=γ1*H*tan2(45-φ/2)恒载水平压力拱顶填土压力:q1=γ1*H拱脚与拱顶填土压力差q2=γ2*[f+t/2-t/(2*cosφ0)]φ(度)EI=0.8*Ec*Ic备注　　　ep汽=p汽*tan2(45-φ/2)　　　　　ｐ汽=ΣG/(a*b)a=a1+2*H*tanφb=b1+2*H*tanφ汽车荷载竖直压力2.汽车荷载水平压力30常变位3.14159271.570796330.297556781.57079633.2510.2110.3253.92项目全跨均布载倒圆形荷载拱圈重力双侧水平力单侧水平力半跨均布载乘数备注i=123441--R(m)3.253.253.253.253.253.25--qi(KN/m2)36.061.712.512.012.036.0--ai-0.785398-0.0548177-0.8584088-0.356195-0.356195-0.785398--载变位Δ1pa1*R3(*q1)a2*R3(*q2)a3*R3(*q3)a4*R3(*q4)a4*R3/2(*q4)a1*R3/2(*q1)qi/EI公式ai*R3*qi-26.96-1.88-29.47-12.23-6.11-13.48-数值bi-0.166667-0.0166459-0.1902846-0.13089-0.13089-0.166667--载变位Δ2pb1*R4(*q1)b2*R4(*q2)b3*R4(*q3)b4*R4(*q4)b4*R4/2(*q4)b1*R4/2(*q1)qi/EI公式bi*R4*qi-18.59-1.86-21.23-14.60-7.30-9.30-数值ci0.000.000.000.00-0.16670.3333--载变位Δ3pc1*R4(*q1)c2*R4(*q2)c3*R4(*q3)c4*R4(*q4)c5*R4(*q4)c6*R4(*q1)qi/EI公式ci*R4*qi0.000.000.000.00-18.5937.19-数值左半拱右半拱左半拱右半拱Δ1p-26.96-1.88-29.47-12.23-6.11-6.11-13.48-13.48δ1110.2110.2110.2110.2110.2110.2110.2110.21Δ2p-18.59-1.86-21.23-14.60-7.30-7.30-9.30-9.30δ2210.3210.3210.3210.3210.3210.3210.3210.32Δ3p0.000.000.000.00-18.59-18.5937.1937.19δ3353.9253.9253.9253.9253.9253.9253.9253.92M0(KNm)2.640.182.891.200.600.601.321.32H0(KN)1.800.182.061.410.710.710.900.90V0(KN)0.000.000.000.000.340.34-0.69-0.69左半拱右半拱左半拱右半拱i=12344411R(m)3.253.253.253.253.253.253.253.25qi(KN/m2)36.0061.7512.5012.0012.0012.0036.0036.00(-βi)-0.5000-0.0479-0.5708-0.5000-0.50000.0000-0.50000.0000Mp(KNm)β1*R2(*q1)β2*R2(*q2)β3*R2(*q3)β4*R2(*q4)β4*R2(*q4)β4*R2(*q4)β1*R2(*q1)β1*R2(*q1)(-βi*R2*qi)-5.28-0.51-6.03-5.28-5.280.00-5.280.00(-ηi)0.00000.00000.0000-1.0000-1.00000.00000.00000.0000Hp(KN)η1*R(*q1)η2*R(*q2)η3*R(*q3)η4*R(*q4)η4*R(*q4)η4*R(*q4)η1*R(*q)η1*R(*q1)(-ηi*R*qi)0.000.000.00-3.25-3.250.000.000.00项目全跨均布载倒圆形荷载拱圈重力项目全跨均布载倒圆形荷载拱圈重力双侧水平力半跨均布载双侧水平力单侧水平力V0=-Δ3p/δ33弹性中心处的赘余力5.外荷载在基本结构上产生的内力单侧水平力半跨均布载外荷载在基本结构上产生的内力3.载变位查《涵洞手册》附表3-15（P621页）4.弹性中心处的赘余力M0=-Δ1p/δ11H0=-Δ2p/δ22各种形式的载变位αi1.00000.21461.57080.00000.00000.00001.00000.0000Pp(KN)α1*R(*q1)α2*R(*q2)α3*R(*q3)α4*R(*q4)α4*R(*q4)α4*R(*q4)α1*R(*q1)α1*R(*q1)αi*R*qi3.250.705.110.000.000.003.250.00全跨均布载倒圆形荷载拱圈重力双侧水平力拱顶填土拱背填土拱圈自重水平土压力左半拱右半拱左半拱右半拱i=12344411ys(m)1.181.181.181.181.181.181.181.18f(m)3.253.253.253.253.253.253.253.25qi(KN/m2)36.0061.7512.5012.000.000.000.000.00M0i(KNm)95.0611.3836.0814.370.000.000.000.00H0i（KN）64.8611.1125.7116.980.000.000.000.00V0i(KN)0.000.000.000.000.000.000.000.00Mp(KNm)-190.13-31.26-75.36-63.370.000.000.000.00Hp(KN)0.000.000.00-39.000.000.000.000.00Vp(KN)117.0043.0763.810.000.000.000.000.00拱顶M(KNm)18.47-1.745.71-5.680.000.000.000.00拱顶H(KN)64.8611.1125.7116.980.000.000.000.00拱顶V(KN)0.000.000.000.000.000.000.000.00拱脚M(KNm)39.133.1113.91-13.870.000.000.000.00拱脚H(KN)64.8611.1125.71-22.020.000.000.000.00拱脚V(KN)117.0043.0763.810.000.000.000.000.00Hd=H0Vd=V0拱脚截面Mj=M0+H0*(f-ys)+Mp1).全跨均布荷载，双侧水平力作用时2).半跨均布荷载，单侧水平力作用时拱顶截面Md=M0-H0*ysHd=H0Hj=H0+HpVj=V0+Vp拱顶截面Md=M0-H0*ysVd=V0左拱脚截面Mj=M0+H0*(f-ys)+Mp-V0*L/2Hj=H0+HpVj=V0+Vp右拱脚截面Mj=M0+H0*(f-ys)+Mp+V0*L/26.汽车荷载作用下的内力计算6.恒载作用下的内力计算恒载作用下的内力计算拱顶截面Md=M0-H0*ysHd=H0Vd=V0拱脚截面Mj=M0+H0*(f-ys)+MpHj=H0+HpVj=V0+Vp项目单侧水平力半跨均布载全跨均布载倒圆形荷载拱圈重力双侧水平力汽车荷载汽车土压力左半拱右半拱左半拱右半拱i=12344411ys(m)1.181.181.181.181.181.181.181.18f(m)3.253.253.253.253.253.253.253.25L(m)6.506.506.506.506.506.506.506.50qi(KN/m2)18.340.000.006.116.116.1118.3418.34M0i(KNm)48.440.000.007.323.663.6624.2224.22H0i（KN）33.050.000.008.654.334.3316.5216.52V0i(KN)0.000.000.000.002.112.11-12.65-12.65Mp(KNm)-96.870.000.00-32.29-32.290.00-96.870.00Hp(KN)0.000.000.00-19.87-19.870.000.000.00Vp(KN)59.610.000.000.000.000.0059.610.00拱顶M(KNm)9.410.000.00-2.89-1.45-1.454.704.70拱顶H(KN)33.050.000.008.654.334.3316.5216.52拱顶V(KN)0.000.000.000.002.112.11-12.65-12.65拱脚M(KNm)19.940.000.00-7.07-26.5319.462.6517.29拱脚H(KN)33.050.000.00-11.22-15.554.3316.5216.52拱脚V(KN)59.610.000.000.002.11-2.1146.9612.65M（KN）H（KN）V（KN）M（KN）H（