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1、一基础资料墙身及基础挡土墙类型仰斜式路堤墙墙高H(m)8墙面坡度1:0.25墙背坡度1:0.2砌筑材料M7.5砂浆MU30砌筑材料重度rt23基地坡度tan00.2公路等级及荷载强度公路等级二级汽车荷载类型公路-级墙顶护栏荷载强度ql7B1=1.5B2=1.9B3=2.28B4=2.19B41=2.233趾宽=0.35a=3.5b=5.25B=1E+15d=0.5b09h00.69二挡土墙自重及重心计算重力G1=312.8G2=31.26G3=11.48力矩Z1=2.3147058822.31Z2=1.211.21Z3=1.491.49单位墙长的自重重力G0=355.54355.54重心至墙趾
2、的距离Z0=2.192.19三后踵点主动土压力d=0换填等代土高度h0=0.6940.690土压力计算=-11.3099-11.31=48.690148.69A=0.33140.33tan=0.71220.71tan=-0.2000-0.2=35.458635.46K=0.12930.13h1=0.97620.98h3=5.38325.38h4=2.67862.68K1=1.58941.59E=151.0574151.06Ex=149.3233149.32Ey=22.823222.82到O3Zy=2.6467493792.65Zx=2.8069498762.81堤顶破裂面距墙踵(H+a)tan
3、=荷载内边缘距墙踵-Htan+b+d=荷载外边缘距墙踵-Htan+b+d+bo=(H+a)tan(H+a)tan-Htan+b+d,破裂面交于荷载内(H+a)tan-Htan+b+d+bo,破裂面交于荷载外(外缘)四地基承载力特征值基础最小埋深h埋1.11m满足规范fa=600课本fa=600提高系数K=1五基底合力偏心距ql至墙趾距离00q至墙趾距离00Mk=0.053520.050=11.30993247cos0=0.980580676sin0=0.196116135Nk=400.2965658400.3偏心距e0=0.0001249060六地基承载力验算Pmax=179.26556217
4、9.27Pmin=179.265562179.27规范Pmax=179.27(kPa)fa=600(kPa),满足课本Pmax=179.27(kPa)fa=600(kPa),满足七抗滑验算(一)沿基底平面滑动滑动稳定方程=107.9862107.99抗滑动稳定系数N=378.36378.36Kc=2.77145342.77(二)沿墙踵点水平面滑动c=0N=8.632988.63滑动稳定方程=153.891959153.89抗滑动稳定系数N=386.99298Kc=2.223192452.22八倾覆验算倾覆稳定方程=158.70276158.7抗倾覆稳定系数Ko=2.1297979772.13九
5、挡土墙墙身正截面强度和稳定验算取基顶截面验算(1)基顶截面土压力计算=-11.3099-11.31=48.690148.69A=0.35480.35tan=0.72690.73tan=-0.2000-0.2=36.012436.01K=0.12790.13h1=0.94900.95h3=5.13595.14h4=1.91521.92K1=1.63571.64E=120.5002120.5Ex=119.1169119.12Ey=18.206318.21到O2Zy=2.71472.71Zx=2.44292.44(2)基顶截面偏心距验算Bs=B2=1.9Ns=G1=312.8Zs=1.8147058
6、821.81Nl=3.53.5Zl=0.730.73NG=312.8Nq1=Ey=18.21Nd=400.854400.85Mg=269.008269.01Me=-295.6823-295.68Md=-171.843-171.84e0=0.4750.475偏心距e0=0.4286890360.429(3)截面承载力验算Nd=400.85长细比修正系数=1.3长细比s=0.9712062260.97s=0.002e0/Bs=0.0834630350.08影响系数k=0.932726570.93A=1.9fcd=630kAfcd=1113.211113.21r0Nd=400.85400.85满足(
7、4)正截面直接受剪验算Vd=166.768166.77Ngd=299.73299.73fvd=147147fcd=630630A=5.14轴压比Ngd/fcdA=0.0925606820.09=0.15Afvd+Ngd=800.5395800.54填料及地基填料重度r18填料内摩擦角40填料与墙背摩擦角/220基础顶面埋深(m)0.5地基土类别重度r地基土承载力特征值fa600基底与地基土摩擦系数10.5地基土摩擦系数n片石砂浆砌体强度设计值(MPa)抗压fcd0.63轴心抗拉ftd0.059弯曲抗拉ftmd0.089直接抗剪fvd0.147H=9.038H1=8H=0.438墙趾高0.6荷载
8、标准值q12.5B1 B1 假设破裂面交于于荷载内-0.197395568.9296097067.557616.5576否是否1.3,满足要求满足Kc1.3,满足要求满足Ko1.5,满足要求不计不计0.475满足要求满足一基础资料墙身及基础挡土墙类型仰斜式路堤墙墙高H(m)7.5墙面坡度1:0.25墙背坡度1:0.2砌筑材料M7.5砂浆MU30砌筑材料重度rt23基地坡度tan00.2公路等级及荷载强度公路等级二级汽车荷载类型公路-级墙顶护栏荷载强度ql7B1=1.4B2=1.775B3=2.155B4=2.07B41=2.111趾宽=0.35a=4b=6B=1E+15d=0.5b09h00.
9、73二挡土墙自重及重心计算重力G1=273.84G2=29.53G3=10.26力矩Z1=2.1980314962.2Z2=1.141.14Z3=1.411.41单位墙长的自重重力G0=313.63313.63重心至墙趾的距离Z0=2.072.07三后踵点主动土压力d=0换填等代土高度h0=0.7290.730土压力计算=-11.3099-11.31=48.690148.69A=0.36650.37tan=0.73420.73tan=-0.2000-0.2=36.285836.29K=0.12710.13h1=0.93600.94h3=5.73435.73h4=1.84371.84K1=1.6
10、6031.66E=137.7070137.71Ex=136.1261136.13Ey=20.806120.81到O3Zy=2.4667924752.47Zx=2.6461584952.65堤顶破裂面距墙踵(H+a)tan=荷载内边缘距墙踵-Htan+b+d=荷载外边缘距墙踵-Htan+b+d+bo=(H+a)tan(H+a)tan-Htan+b+d,破裂面交于荷载内(H+a)tan-Htan+b+d+bo,破裂面交于荷载外(外缘)四地基承载力特征值基础最小埋深h埋1.11m满足规范fa=600课本fa=600提高系数K=1五基底合力偏心距ql至墙趾距离00q至墙趾距离00Mk=-6.20481
11、-6.20=11.30993247cos0=0.980580676sin0=0.196116135Nk=354.6426907354.64偏心距e0=0.0174825170.017六地基承载力验算Pmax=176.1135071176.11Pmin=159.8789136159.88规范Pmax=176.11(kPa)fa=600(kPa),满足课本Pmax=176.11(kPa)fa=600(kPa),满足七抗滑验算(一)沿基底平面滑动滑动稳定方程=90.365190.37抗滑动稳定系数N=334.44334.44Kc=2.6116085612.61(二)沿墙踵点水平面滑动c=0N=7.7
12、12827.71滑动稳定方程=130.4642317130.46抗滑动稳定系数N=342.15282Kc=2.1565398022.16八倾覆验算倾覆稳定方程=125.83884125.84抗倾覆稳定系数Ko=2.094808162.09九挡土墙墙身正截面强度和稳定验算取基顶截面验算(1)基顶截面土压力计算=-11.3099-11.31=48.690148.69A=0.39540.4tan=0.75210.75tan=-0.2000-0.2=36.945536.95K=0.12510.13h1=0.90570.91h3=5.41925.42h4=1.17511.18K1=1.71181.71E
13、=108.3761108.38Ex=107.1320107.13Ey=16.374516.37到O2Zy=2.52592.53Zx=2.28022.28(2)基顶截面偏心距验算Bs=B2=1.775Ns=G1=273.84Zs=1.6980314961.7Nl=3.53.5Zl=0.5450.55NG=273.84Nq1=Ey=16.37Nd=351.526351.53Mg=222.495222.5Me=-248.243675-248.24Md=-147.286-147.29e0=0.443750.444偏心距e0=0.4189969560.419(3)截面承载力验算Nd=351.53长细比修
14、正系数=1.3长细比s=0.5660516610.57s=0.002e0/Bs=0.0773062730.08影响系数k=0.931521910.93A=1.775fcd=630kAfcd=1039.97251039.973r0Nd=351.53351.53满足(4)正截面直接受剪验算Vd=149.982149.98Ngd=262.826262.83fvd=147147fcd=630630A=5.42轴压比Ngd/fcdA=0.0769724130.08=0.15Afvd+Ngd=836.1645836.16填料及地基填料重度r18填料内摩擦角40填料与墙背摩擦角/220基础顶面埋深(m)0.
15、5地基土类别重度r地基土承载力特征值fa600基底与地基土摩擦系数10.5地基土摩擦系数n片石砂浆砌体强度设计值(MPa)抗压fcd0.63轴心抗拉ftd0.059弯曲抗拉ftmd0.089直接抗剪fvd0.147H=8.514H1=7.5H=0.414墙趾高0.6荷载标准值q13.125B1 假设破裂面交于于荷载内-0.197395569.187680728.202817.2028否是否1.3,满足要求满足Kc1.3,满足要求满足Ko1.5,满足要求不计不计0.444满足要求满足一基础资料墙身及基础挡土墙类型仰斜式路堤墙墙高H(m)7墙面坡度1:0.25墙背坡度1:0.2砌筑材料M7.5砂浆
16、MU30砌筑材料重度rt23基地坡度tan00.2公路等级及荷载强度公路等级二级汽车荷载类型公路-级墙顶护栏荷载强度ql7B1=1.3B2=1.65B3=1.98B4=1.91B41=1.943趾宽=0.3a=3.61b=5.415B=1E+15d=0b011h00.76二挡土墙自重及重心计算重力G1=237.48G2=27.12G3=8.68力矩Z1=2.0313559322.03Z2=1.061.06Z3=1.301.3单位墙长的自重重力G0=273.28273.28重心至墙趾的距离Z0=1.911.91三后踵点主动土压力d=0换填等代土高度h0=0.7640.760土压力计算=-11.3
17、099-11.31=48.690148.69A=0.35860.36tan=0.72920.73tan=-0.2000-0.2=36.101436.1K=0.12770.13h1=0.00000h3=5.25735.26h4=2.72372.72K1=1.67201.67E=122.3595122.36Ex=120.9548120.95Ey=18.487218.49到O3Zy=2.3124208832.31Zx=2.4436841772.44堤顶破裂面距墙踵(H+a)tan=荷载内边缘距墙踵-Htan+b+d=荷载外边缘距墙踵-Htan+b+d+bo=(H+a)tan(H+a)tan-Htan
18、+b+d,破裂面交于荷载内(H+a)tan-Htan+b+d+bo,破裂面交于荷载外(外缘)四地基承载力特征值基础最小埋深h埋1.11m满足规范fa=600课本fa=600提高系数K=1五基底合力偏心距ql至墙趾距离00q至墙趾距离00Mk=-13.266-13.270=11.30993247cos0=0.980580676sin0=0.196116135Nk=309.8242703309.82偏心距e0=0.0428313210.043六地基承载力验算Pmax=180.6275083180.63Pmin=138.2813955138.28规范Pmax=180.63(kPa)fa=600(kP
19、a),满足课本Pmax=180.63(kPa)fa=600(kPa),满足七抗滑验算(一)沿基底平面滑动滑动稳定方程=76.148876.15抗滑动稳定系数N=291.77291.77Kc=2.5238034382.52(二)沿墙踵点水平面滑动c=0N=6.5322456.53滑动稳定方程=110.6582476110.66抗滑动稳定系数N=291.77Kc=2.0694784622.07八倾覆验算倾覆稳定方程=89.5813889.58抗倾覆稳定系数Ko=2.0296763182.03九挡土墙墙身正截面强度和稳定验算取基顶截面验算(1)基顶截面土压力计算=-11.3099-11.31=48.
20、690148.69A=0.38720.39tan=0.74700.75tan=-0.2000-0.2=36.761436.76K=0.12570.13h1=0.00000h3=4.96884.97h4=2.03122.03K1=1.72871.73E=95.807095.81Ex=94.707194.71Ey=14.475414.48到O2Zy=2.34372.34Zx=2.11872.12(2)基顶截面偏心距验算Bs=B2=1.65Ns=G1=237.48Zs=1.5813559321.58Nl=3.53.5Zl=0.75750.76NG=237.48Nq1=Ey=14.48Nd=305.2
21、48305.25Mg=179.2974179.3Me=-202.8698-202.87Md=-122.648-122.65e0=0.41250.413偏心距e0=0.4018018020.402(3)截面承载力验算Nd=305.25长细比修正系数=1.3长细比s=1.0619718311.06s=0.002e0/Bs=0.0808853120.08影响系数k=0.9329069180.93A=1.65fcd=630kAfcd=966.735966.735r0Nd=305.25305.25满足(4)正截面直接受剪验算Vd=132.594132.59Ngd=228.212228.21fvd=147
22、147fcd=630630A=4.97轴压比Ngd/fcdA=0.0728849290.07=0.15Afvd+Ngd=764.8215764.82取H/2截面验算H=3.9905(1)H/2截面土压力计算=-11.3099-11.31=48.690148.69A=0.54750.55tan=0.84360.84tan=-0.2000-0.2=40.152140.15K=0.11010.11h1=0.00000h3=3.68143.68h4=0.30910.31K1=2.00442E=31.628831.63Ex=31.265731.27Ey=4.77884.78到O2Zy=1.31641.3
23、2Zx=1.76281.76(2)H/2截面偏心距验算Bs=B=1.4995Ns=G1=64.2362Zs=1.1880284871.19Nl=0Zl=0NG=64.23615095Nq1=Ey=4.78Nd=83.7753811483.78Mg=28.279162528.28Me=-36.44746475-36.45Md=-25.578-25.58e0=0.374881250.375偏心距e0=0.3053234660.305(3)截面承载力验算Nd=83.78长细比修正系数=1.3长细比s=0.2190217390.22s=0.002e0/Bs=0.0828804350.08影响系数k=0
24、.9299311350.93A=1.499525fcd=630kAfcd=878.5716975878.572r0Nd=83.7883.78满足(4)正截面直接受剪验算Vd=43.77843.78Ngd=62.5925358562.59fvd=147147fcd=630630A=3.68轴压比Ngd/fcdA=0.0269970670.03=0.15Afvd+Ngd=550.3485550.35填料及地基填料重度r18填料内摩擦角40填料与墙背摩擦角/220基础顶面埋深(m)0.5地基土类别重度r地基土承载力特征值fa600基底与地基土摩擦系数10.5地基土摩擦系数n片石砂浆砌体强度设计值(M
25、Pa)抗压fcd0.63轴心抗拉ftd0.059弯曲抗拉ftmd0.089直接抗剪fvd0.147H=7.981H1=7H=0.381墙趾高0.6荷载标准值q13.75B1 B1 假设破裂面交于于荷载内-0.197395568.4527291857.011218.0112否是否1.3,满足要求满足Kc1.3,满足要求满足Ko1.5,满足要求堤顶破裂面距墙踵(H+a)tan=7.92615荷载内边缘距墙踵-Htan+b+d=6.815荷载外边缘距墙踵-Htan+b+d+bo=17.815(H+a)tan(H+a)tan-Htan+b+d,破裂面交于荷载内(H+a)tan-Htan+b+d+bo,
26、破裂面交于荷载外(外缘)1.581355932不计不计0.413满足要求满足B=1.499525假设破裂面交于荷载内=33.69007=-11.3099tan0.044275=2.53509=47.46491不计不计0.375满足要求满足否是否取H/2截面验算H=0(1)基顶截面土压力计算假设破裂面交于路肩内=0.00000=0.00000A=#DIV/0!#DIV/0!tan=#DIV/0!#DIV/0!tan=0=#DIV/0!#DIV/0!K=0h1=0h3=0h4=0K1=0E=0Ex=0Ey=0Zy=0Zx=0(2)基顶截面偏心距验算Bs=B2=0Ns=G1=0Zs=#DIV/0!#
27、DIV/0!Nl=00 不计Zl=0.250.25 不计NG=0Nq1=Ey=0Nd=00Mg=#DIV/0!#DIV/0!Me=00Md=#DIV/0!#DIV/0!e0=00偏心距e0=#DIV/0!#DIV/0!#DIV/0!(3)截面承载力验算Nd=0长细比修正系数=1.3长细比s=#DIV/0!#DIV/0!s=0.002e0/Bs=#DIV/0!#DIV/0!影响系数k=#DIV/0!#DIV/0!A=0fcd=0kAfcd=#DIV/0!#DIV/0!r0Nd=00#DIV/0!(4)正截面直接受剪验算Vd=00Ngd=00fvd=00fcd=00A=0轴压比Ngd/fcdA=#
28、DIV/0!#DIV/0!=0.15Afvd+Ngd=00 不满足一基础资料k2200墙身及基础挡土墙类型仰斜式路堤墙墙高H(m)2墙面坡度1:0.25墙背坡度1:0.2砌筑材料M7.5砂浆MU30砌筑材料重度rt23基地坡度tan00.2公路等级及荷载强度公路等级二级汽车荷载类型公路-级墙顶护栏荷载强度ql7B1=0.5B2=0.6B3=0.925B4=0.89B41=0.908趾宽=0.3a=5.35b=8.025B=1E+15d=0.5b09h01.11二挡土墙自重及重心计算重力G1=25.3G2=10.49G3=1.89力矩Z1=0.9431818180.94Z2=0.520.52Z3
29、=0.610.61单位墙长的自重重力G0=37.6837.68重心至墙趾的距离Z0=0.810.81三后踵点主动土压力d=0换填等代土高度h0=1.1111.110土压力计算=-11.3099-11.31=48.690148.69A=0.85350.85tan=1.01601.02tan=-0.2000-0.2=45.454745.45K=0.06480.06h1=0.61270.61h3=3.17333.17h4=(1.1080)-1.11K1=2.28492.28E=9.56209.56Ex=9.45239.45Ey=1.44471.44到O3Zy=0.9587495310.96Zx=1.
30、1173499061.12堤顶破裂面距墙踵(H+a)tan=荷载内边缘距墙踵-Htan+b+d=荷载外边缘距墙踵-Htan+b+d+bo=(H+a)tan(H+a)tan-Htan+b+d,破裂面交于荷载内(H+a)tan-Htan+b+d+bo,破裂面交于荷载外(外缘)四地基承载力特征值基础最小埋深h埋1.51m满足规范fa=800课本fa=800提高系数K=1五基底合力偏心距ql至墙趾距离00q至墙趾距离00Mk=4.812154.810=11.30993247cos0=0.980580676sin0=0.196116135Nk=40.2136135140.21偏心距e0=0.119621
31、9850.12六地基承载力验算Pmax=79.3993188379.4Pmin=9.1689631089.17规范Pmax=79.4(kPa)fa=800(kPa),满足课本Pmax=79.4(kPa)fa=800(kPa),满足七抗滑验算(一)沿基底平面滑动滑动稳定方程=23.128823.13抗滑动稳定系数N=39.1239.12Kc=15.1328413315.13(二)沿墙踵点水平面滑动c=0N=1.425781.43滑动稳定方程=24.5605300924.56抗滑动稳定系数N=39.12Kc=3.6005809573.6八倾覆验算倾覆稳定方程=13.9737613.97抗倾覆稳定系
32、数Ko=3.5420634923.54九挡土墙墙身正截面强度和稳定验算取基顶截面验算(1)基顶截面土压力计算=-11.3099-11.31=48.690148.69A=0.96430.96tan=1.07511.08tan=-0.2000-0.2=47.073447.07K=0.04490.04h1=0.57130.57h3=2.59742.6h4=-1.1687-1.17K1=2.22672.23E=3.59983.6Ex=3.55853.56Ey=0.54390.54到O2Zy=1.10291.1Zx=0.82060.82(2)基顶截面偏心距验算Bs=B2=0.6Ns=G1=25.3Zs=
33、0.5181818180.52Nl=3.53.5Zl=-0.0425-0.04NG=25.3Nq1=Ey=0.54Nd=31.11631.12Mg=5.5665.57Me=-3.6352-3.64Md=-0.083-0.08e0=0.150.15偏心距e0=0.0025706940.003(3)截面承载力验算Nd=31.12长细比修正系数=1.3长细比s=8.6666666678.67s=0.002e0/Bs=0.0050.01影响系数k=0.9102568740.91A=0.6fcd=550kAfcd=300.3300.3r0Nd=31.1231.12满足(4)正截面直接受剪验算Vd=4.9
34、844.98Ngd=23.3123.31fvd=120120fcd=550550A=0.6轴压比Ngd/fcdA=0.0706363640.07=0.12Afvd+Ngd=74.797274.8取H/2截面验算H=1.339(1)H/2截面土压力计算=-11.3099-11.31=48.690148.69A=1.10221.1tan=1.14651.15tan=-0.2000-0.2=48.905048.91K=0.01820.02h1=0.52820.53h3=1.99792h4=-1.1872-1.19K1=1.55781.56E=0.45870.46Ex=0.45340.45Ey=0.0
35、6930.07到O2Zy=1.70581.71Zx=0.90810.91(2)H/2截面偏心距验算Bs=B=0.5670Ns=G1=8.2147Zs=0.4309617180.43Nl=0Zl=0NG=8.214714787Nq1=Ey=0.07Nd=9.9556577459.96Mg=1.2036610841.2Me=-0.72564325-0.73Md=0.0580.06e0=0.14173750.142偏心距e0=0.0060240960.006(3)截面承载力验算Nd=9.96长细比修正系数=1.3长细比s=6.140576776.14s=0.002e0/Bs=0.0105829440.01影响系数k=0.9616612210.96A=0.56695fcd=630kAfcd=342.89136342.891r0Nd=9.969.96满足(4)正截面直接受剪验算Vd=0.630.63Ngd=7.4632433097.46fvd=120120fcd=550550A=0.56695轴压比Ngd/fcdA=0.0239238670.02=0.156Afvd+Ngd=69.1977669.2填料及地
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