钢筋混凝土箱涵计算书(含裂缝计算)2017

钢筋混凝土箱涵结构设计数据输入：1.孔径及净空净跨径L0=6m净高h0=3m2.设计安全等级设计安全等级一级3.汽车荷载荷载等级公路－Ⅰ级级4.填土情况箱涵顶填土厚H=5m土的内摩擦角Φ=35°填土容重γ1=19kN/m3地基承载力[σ0]=260kPa5.建筑材料普通钢筋种类HRB335主钢筋直径22mm涵身混凝土强度等级C30基础混凝土强度等级C20钢筋截面重心到受拉边的距离0.05m最大控制裂缝宽度Wtk=0.2mm6.箱涵尺寸顶板、底板厚度δ=0.5m倒角C1=0.15m侧墙厚度t=0.5m倒角C2=0.15m基础襟边c=0.1m基础高度d=0.1m附注：有填充颜色的单元格需要按说明输入数值。说明≥0.5m（一）孔径及净空净跨径L0=6.00m净高h0=3.00m（二）设计安全等级一级结构重要性系数r0=1.1（三）汽车荷载荷载等级公路—Ⅰ级（四）填土情况涵顶填土高度H=5m土的内摩擦角Φ=35°填土容重γ1=19kN/m3地基容许承载力[σ0]=260kPa（五）建筑材料普通钢筋种类HRB335主钢筋直径22mm钢筋抗拉强度设计值fsd=280MPa钢筋弹性模量Es=200000MPa涵身混凝土强度等级C30涵身混凝土抗压强度设计值fcd=13.8MPa涵身混凝土抗拉强度设计值ftd=1.39MPa钢筋混凝土重力密度γ2=25kN/m3基础混凝土强度等级C20混凝土重力密度γ3=24kN/m3(一)、截面尺寸拟定(见图L-01)顶板、底板厚度δ=0.5mC1=0.15m侧墙厚度t=0.5mC2=0.15m横梁计算跨径LP=L0+t=6.5mL=L0+2t=7m侧墙计算高度hP=h0+δ=3.5mh=h0+2δ=4m基础襟边c=0.1m基础高度d=0.1m基础宽度B=7.2m图L-01（一）恒载恒载竖向压力p恒=γ1H+γ2δ=107.50kN/m2恒载水平压力顶板处eP1=γ1Htan2(45°-φ/2)=25.74kN/m2底板处eP2=γ1(H+h)tan2(45°-φ/2)=46.34kN/m2钢筋混凝土箱涵结构设计一、设计资料二、设计计算三、荷载计算第3页，共62页（二）活载汽车后轮着地宽度0.6m，由《公路桥涵设计通用规范》(JTGD60—2004)第4.3.4条规定，按30°角向下分布。一个汽车后轮横向分布宽1.3/2m1.8/2m故车轮压力扩散线相重叠，应按如下计算横向分布宽度a=(0.6/2+Htan30°)+1.8+0.65=5.637m同理，纵向，汽车后轮着地长度0.2m0.2/2+Htan30°=2.987m1.4/2m故b=(0.2/2+Htan30°)+0.7=3.687m∑G=140kN车辆荷载垂直压力q车=∑G/(a×b)=6.74kN/m2车辆荷载水平压力e车=q车tan2(45°-φ/2)=1.83kN/m2（一）构件刚度比K=(I1/I2)×(hP/LP)=0.54（二）节点弯矩和轴向力计算1、a种荷载作用下(图L-02)涵洞四角节点弯矩MaA=MaB=MaC=MaD=-1/(K+1)·pLP2/12横梁内法向力Na1=Na2=0侧墙内法向力Na3=Na4=pLP/2恒载p=p恒=107.50kN/m2MaA=MaB=MaC=MaD=-246.02kN·mNa3=Na4=349.38kN车辆荷载p=q车=6.74kN/m2MaA=MaB=MaC=MaD=-15.42kN·m图L-02Na3=Na4=21.89kN2、b种荷载作用下(图L-03)MbA=MbB=MbC=MbD=-K/(K+1)·phP2/12Nb1=Nb2=phP/2Nb3=Nb4=0恒载p=eP1=25.74kN/m2MbA=MbB=MbC=MbD=-9.20kN·mNb1=Nb2=45.05kN3、c种荷载作用下(图L-04)图L-03McA=McD=-K(3K+8)/[(K+1)(K+3)]·phP2/60McB=McC=-K(2K+7)/[(K+1)(K+3)]·phP2/60Nc1=phP/6+(McA-McB)/hPNc2=phP/3-(McA-McB)/hPNc3=Nc4=0恒载p=eP2-eP1=20.60kN/m2McA=McD=-4.00kN·mMcB=McC=-3.36kN·mNc1=11.83kNNc2=24.21kN图L-044、d种荷载作用下(图L-05)3.19m0.6/2+Htan30°=四、内力计算第4页，共62页MdA=-[K(K+3)/[6(K2+4K+3)]+(10K+2)/(15K+5)]·phP2/4MdB=-[K(K+3)/[6(K2+4K+3)]-(5K+3)/(15K+5)]·phP2/4MdC=-[K(K+3)/[6(K2+4K+3)]+(5K+3)/(15K+5)]·phP2/4MdD=-[K(K+3)/[6(K2+4K+3)]-(10K+2)/(15K+5)]·phP2/4Nd1=(MdD-MdC)/hPNd2=phP-(MdD-MdC)/hPNd3=Nd4=-(MdB-MdC)/LP车辆荷载p=e车=1.83kN/m2MdA=-3.48kN·mMdB=2.11kN·mMdC=-2.76kN·mMdD=2.83kN·m图L-05Nd1=1.60kNNd2=4.79kNNd3=Nd4=-0.75kN5、节点弯矩、轴力计算及荷载效应组合汇总表（1）按《公路桥涵设计通用规范》(JTGD60—2004)第4.1.6条进行承载能力极限状态效应基本组合MAMBMCMDN1N2N3N4-246.02-246.02-246.02-246.020.000.00349.38349.38-295.22-295.22-295.22-295.220.000.00419.25419.25-9.20-9.20-9.20-9.2045.0545.050.000.00-4.00-3.36-3.36-4.0011.8324.210.000.00-18.48-17.58-17.58-18.4879.6496.970.000.00-15.42-15.42-15.42-15.420.000.0021.8921.89-3.482.11-2.762.831.604.79-0.75-0.75-34.02-23.96-32.72-22.662.888.6338.0638.06-347.72-336.76-345.52-336.3582.51105.59457.31457.31（2）按《公路桥涵设计通用规范》(JTGD60—2004)第4.1.7条进行正常使用极限状态效应短期组合MAMBMCMDN1N2N3N4-246.02-246.02-246.02-246.020.000.00349.38349.38-246.02-246.02-246.02-246.020.000.00349.38349.38-9.20-9.20-9.20-9.2045.0545.050.000.00-4.00-3.36-3.36-4.0011.8324.210.000.00-13.20-12.56-12.56-13.2056.8869.260.000.00-73.82-73.82-73.82-73.820.000.00104.84104.84-16.6810.09-13.2113.567.6522.95-3.59-3.59-63.35-44.61-60.93-42.195.3516.0670.8870.88-322.57-303.19-319.50-301.4062.2485.33420.25420.25荷载效应组合a∑结构、土的重力bc∑土侧压力车辆荷载ad0.7×∑汽车M(kN·m)N(kN)荷载种类荷载效应组合车辆荷载荷载种类M(kN·m)aN(kN)d恒载1.2×∑结构、土的重力b恒载c1.4×∑土侧压力1.8×∑汽车a第5页，共62页（3）按《公路桥涵设计通用规范》(JTGD60—2004)第4.1.7条进行正常使用极限状态效应长期组合MAMBMCMDN1N2N3N4-246.02-246.02-246.02-246.020.000.00349.38349.38-246.02-246.02-246.02-246.020.000.00349.38349.38-9.20-9.20-9.20-9.2045.0545.050.000.00-4.00-3.36-3.36-4.0011.8324.210.000.00-13.20-12.56-12.56-13.2056.8869.260.000.00-73.82-73.82-73.82-73.820.000.00104.84104.84-16.6810.09-13.2113.567.6522.95-3.59-3.59-36.20-25.49-34.82-24.113.069.1840.5040.50-295.42-284.07-293.39-283.3259.9478.44389.88389.88（三）构件内力计算(跨中截面内力)1、顶板(图L-06)x=LP/2P=1.2p恒+1.4q车=138.43kNNx=N1=82.51kNMx=MB+N3x-Px2/2=418.41kN·mVx=Px-N3=-7.41kN2、底板(图L-07)ω1=1.2p恒+1.4(q车-3e车HP2/LP2)=136.21kN/m2ω2=1.2p恒+1.4(q车+3e车HP2/LP2)=140.65kN/m2x=LP/2Nx=N2=105.59kNMx=MA+N3x-ω1·x2/2-x3(ω2-ω1)/6LP=415.28kN·mVx=ω1x+x2(ω2-ω1)/2LP-N3=-11.02kN3、左侧墙(图L-08)ω1=1.4eP1+1.4e车=38.60kN/m2ω2=1.4eP2+1.4e车67.43kN/m2x=hP/2Nx=N3=457.31kNMx=MB+N1x-ω1·x2/2-x3(ω2-ω1)/6hP=-258.83kN·mVx=ω1x+x2(ω2-ω1)/2hP-N1=-2.35kN4、右侧墙(图L-09)ω1=1.4eP1=36.04kN/m2ω2=1.4eP2=64.88kN/m2x=hP/2Nx=N4=457.31kN荷载效应组合c∑土侧压力车辆荷载ad0.4×∑汽车N(kN)恒载a荷载种类M(kN·m)∑结构、土的重力b图L-08图L-09图L-06图L-07第6页，共62页Mx=MC+N1x-ω1·x2/2-x3(ω2-ω1)/6hP=-263.67kN·mVx=ω1x+x2(ω2-ω1)/2hP-N1=-6.82kN5、构件内力汇总表（1）承载能力极限状态基本组合构件内力表构件MdNdVdMdNdVdMdNdVd-336.882.5457.3418.482.5-7.4-345.582.5457.3-347.7105.6457.3415.3105.6-11.0-336.4105.6457.3-336.8457.382.5-258.8457.3-2.4-347.7457.3105.6-345.5457.382.5-263.7457.3-6.8-336.4457.3105.6构件MdNdVdMdNdVdMdNdVd-303.262.2420.3375.662.22.5-319.562.2420.3-322.685.3420.3375.085.3-6.1-301.485.3420.3-303.2420.362.2-234.9420.3-13.7-322.6420.385.3-319.5420.362.2-241.9420.3-24.4-301.4420.385.3构件MdNdVdMdNdVdMdNdVd-284.159.9389.9347.159.91.4-293.459.9389.9-295.478.4389.9346.578.4-3.5-283.378.4389.9-284.1389.959.9-202.4389.9-32.2-295.4389.978.4-29