水环境综合治理-纵一路一期建设工程计算书

PAGE1-水环境综合治理-纵一路一期建设工程计算书

目录TOC\o"1-2"\h\z\u1工程概况 12设计依据、设计规范及技术标准 12.1设计依据 12.2设计遵循的主要规范 12.3技术标准 22.4主要技术参数取值 23边坡稳定性计算 33.13-3’剖面边坡稳定性计算 33.2结论 8挡护结构计算书1工水环境综合治理-纵一路一期建设工程建设项目，是位于西部新城片区南部的南北向结构性大通道，道路向北联通正在设计的渝秀大道，南部则与规划学府大道相交。本次设计的纵一路道路等级为城市主干道，全长808.432m，标准路幅宽32m，双向六车道，设计速度50km/h。根据本项目地质勘查报告及道路路线布置图，拟建道路进行平场施工后，由于道路路面与原地面存在高差，对于放坡基本无限制条件（局部特殊说明区域除外），结合稳定性分析验算，采取放缓坡率以减少辅助固坡措施。2设计依据、设计规范及技术标准2.1设计依据2.1.1《秀山土家族苗族自治县城乡总体规划（2015-2030年）》；2.1.2建设工程规划许可；2.1.3业主与我单位签订的设计合同；2.1.4区域现状1:500地形图；2.1.5《秀山县郭园片区水环境综合治理-纵一路一期建设工程岩土工程勘察报告（直接详勘）》（2021.09）重庆六零七工程勘察设计有限公司；2.1.6《秀山县郭园片区水环境综合治理-纵一路一期建设工程岩土工程勘察报告（补充勘察）》（2023.06）重庆六零七工程勘察设计有限公司；2.1.7其他相关资料。2.2设计遵循的主要规范（1）《建筑边坡工程技术规范》（GB50330-2013）；（2）《混凝土结构设计规范》（GB50010-2010）；（3）《公路路基设计规范》（JTGD30-2015）；（4）《砌体结构设计规范》（GB50003-2011）；（5）《公路桥涵地基与基础设计规范》（JTGD63-2007）；（6）《地质灾害防治工程设计规范》（DB50/5029-2004）；（7）《城市道路工程设计规范》（CJJ37-2012）；（8）《公路土工合成材料应用技术规范》（JTG/TD32-2012）；（9）其它相关的国家和行业规范或标准等。2.3技术标准（1）边坡安全等级：二级；超限深基坑安全等级：一级。（2）防护工程设计安全系数：本次边坡按临时边坡考虑，二级临时边坡取1.20；一级临时基坑取1.25。（3）边坡重要性系数：1.0；（4）临时性边坡设计工作年限为≤2年；（5）设计荷载：人群荷载3.5kN/m2，坡顶严禁堆载。2.4主要技术参数取值根据野外鉴别及室内岩土试验成果资料，结合当地建筑经验，场地岩土体物理力学参数建议值如下：岩土设计参数建议取值表岩性重度(KN/m3)天然抗压强度(MPa)饱和抗压强度（MPa）抗剪强度地基承载力容许值fak(kPa)土体水平抗力系数的比例系数(MN/m4)粘聚力kPa内摩擦角(°)素填土20.00*（天然）5*（天然）30*（天然）8MN/104*20.50*（饱和）2*（饱和）25*（饱和）红黏土17.0（天然）37.47（天然）10.04（天然）150*30MN/104*17.2（饱和）25.76（饱和）7.75（饱和）强风化灰岩25.00*（天然）//400*中风化灰岩25.14（天然）12.039.03800*32*361225.80（饱和）注：（1）带“*”为经验取值。（2）压实填土做持力层时，建议压实系数不小于0.97，当做地坪使用时，压实系数不小于0.94。（3）当无外倾结构面控制时，岩体破裂角取45°+φ/2=63.62°，等效内摩察角取52°。（4）边坡放坡坡率，填土：坡高小于5m时，1:1.5；坡高大于5m时，1:1.75；红黏土1:1.75。（5）岩体水平抗力系数，强风化白云岩取值60MN/103，中风化白云岩取值150MN/103。（6）红黏土与锚固体极限粘结强度标准值40KPa；灰岩与锚固体极限粘结强度标准值700KPa。3边坡稳定性计算本次设计道路共2个边坡，1#边坡为纵一路K0+51.857～K0+770.704左侧挖方边坡，2#边坡为纵一路K0+51.857～K0+770.704右侧挖方边坡。本次设计1#、2#边坡段落共有2段高边坡，6段深基坑，其中5段深基坑为超限深基坑。序号里程最大高度(m)边坡类型安全等级1K0+51.857~K0+170左侧14.27岩土混合高挖方二级21#深基坑12.36岩土混合深基坑一级32#深基坑12.68岩土混合深基坑一级43#深基坑7.81土质基坑二级5K0+51.857~K0+170右侧高边坡14.47岩土混合高挖方二级64#深基坑16.64岩土混合深基坑一级75#深基坑13.18岩土混合深基坑一级86#深基坑8.51土质深基坑一级选择最不利的4#深基坑（3-3剖面）及K0+51.857~K0+170左侧高边坡（1-1剖面）和6#深基坑（8-8剖面）进行计算。3.14#深基坑计算[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数6坡面线号水平投影(m)竖直投影(m)超载数14.0004.000023.0000.0000314.0008.000043.0000.000058.0404.590065.0000.0001超载1距离0.010(m)宽5.000(m)荷载(3.50--3.50kPa)270.00(度)[土层信息]上部土层数2层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数14.00025.000120.000214.00017.200120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)12.00052.000225.7607.750层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值12================================================================下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数110.00025.000120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)12.00052.000层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1不考虑水的作用[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:2.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(15.484,32.074)(m)滑动半径=28.056(m)滑动安全系数=1.393起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力mθi超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)8.5539.590-13.2141.06625.7607.757.460.000.000.000.000.00-1.7129.160.951190.000.009.59010.628-11.0471.05725.7607.7522.010.000.000.000.000.00-4.2230.860.962750.000.0010.62811.665-8.8961.05025.7607.7535.840.000.000.000.000.00-5.5432.480.972860.000.0011.66512.702-6.7571.04525.7607.7548.960.000.000.000.000.00-5.7634.010.981560.000.0012.70213.739-4.6281.04125.7607.7561.380.000.000.000.000.00-4.9535.470.988860.000.0013.73914.777-2.5051.03825.7607.7573.110.000.000.000.000.00-3.2036.860.994770.000.0014.77715.814-0.3861.03725.7607.7584.150.000.000.000.000.00-0.5738.200.999320.000.0015.81416.8511.7331.03825.7607.7594.500.000.000.000.000.002.8639.481.002500.000.0016.85117.8883.8551.04025.7607.75104.170.000.000.000.000.007.0040.721.004310.000.0017.88818.9265.9811.04325.7607.75113.160.000.000.000.000.0011.7941.921.004740.000.0018.92619.9638.1161.04825.7607.75121.440.000.000.000.000.0017.1443.081.003780.000.0019.96321.00010.2621.05425.7607.75129.020.000.000.000.000.0022.9944.221.001410.000.0021.00022.00012.3841.02425.7607.75125.980.000.000.000.000.0027.0243.000.997690.000.0022.00023.00014.4841.03325.7607.75121.870.000.000.000.000.0030.4842.660.992650.000.0023.00024.00016.6051.04425.7607.75117.090.000.000.000.000.0033.4642.280.986220.000.0024.00025.00518.7541.06125.7607.75117.100.000.000.000.000.0037.6542.750.978320.000.0025.00526.01020.9371.07625.7607.75120.750.000.000.000.000.0043.1543.680.968890.000.0026.01027.01523.1521.09325.7607.75123.630.000.000.000.000.0048.6144.590.957880.000.0027.01528.02025.4041.11325.7607.75125.710.000.000.000.000.0053.9345.490.945220.000.0028.02029.02527.6991.13525.7607.75126.940.000.000.000.000.0059.0146.370.930820.000.0029.02530.03030.0441.16125.7607.75127.280.000.000.000.000.0063.7247.250.914560.000.0030.03031.03532.4451.19125.7607.75126.650.000.000.000.000.0067.9448.110.896320.000.0031.03532.04034.9131.22625.7607.75124.980.000.000.000.000.0071.5348.970.875940.000.0032.04033.04037.4511.26025.7607.75116.670.000.000.000.003.4773.0549.350.853290.000.0033.04034.04040.0721.30725.7607.75102.850.000.000.000.003.5068.4648.580.828140.000.0034.04035.04042.7981.36325.7607.7587.650.000.000.000.003.5061.9347.700.800140.000.0035.04036.04045.6511.43125.7607.7570.890.000.000.000.003.5053.2046.670.768900.000.0036.04037.04048.6571.51425.7607.7552.320.000.000.000.003.5041.9145.450.733920.000.0037.04037.96051.7201.48525.7607.7529.920.000.000.000.000.0023.4939.890.696200.000.0037.96038.88054.8701.59925.7607.7510.350.000.000.000.000.008.4638.320.655350.000.00总的下滑力=902.843(kN)总的抗滑力=1257.580(kN)土体部分下滑力=902.843(kN)土体部分抗滑力=1257.580(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)============================================================================经计算结果显示，本次边坡滑动安全系数Fs=1.393＞1.25（一级临时边坡），满足相关规程规范要求，边坡是安全稳定的。3.26#深基坑计算[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数15.4503.120023.0000.000039.4405.390045.0000.0001超载1距离0.010(m)宽5.000(m)荷载(3.50--3.50kPa)270.00(度)[土层信息]上部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数19.00017.200120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)125.7607.750层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1================================================================下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数110.00017.200120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)125.7607.750层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1不考虑水的作用[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:2.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(7.943,15.318)(m)滑动半径=18.742(m)滑动安全系数=1.698起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力mθi超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)-2.857-1.905-33.4411.14225.7607.755.150.000.000.000.000.00-2.8431.930.790290.000.00-1.905-0.952-30.0141.10025.7607.7514.810.000.000.000.000.00-7.4132.150.825810.000.00-0.9520.000-26.7031.06625.7607.7523.240.000.000.000.000.00-10.4432.310.857330.000.000.0001.090-23.2601.18725.7607.7541.330.000.000.000.000.00-16.3237.990.887070.000.001.0902.180-19.6761.15825.7607.7561.070.000.000.000.000.00-20.5639.790.914620.000.002.1803.270-16.1721.13525.7607.7579.390.000.000.000.000.00-22.1141.450.938110.000.003.2704.360-12.7281.11825.7607.7596.360.000.000.000.000.00-21.2343.010.957770.000.004.3605.450-9.3311.10525.7607.75112.040.000.000.000.000.00-18.1744.490.973770.000.005.4506.450-6.1051.00625.7607.75110.620.000.000.000.000.00-11.7741.400.985800.000.006.4507.450-3.0371.00225.7607.75112.000.000.000.000.000.00-5.9341.240.994350.000.007.4508.4500.0221.00025.7607.75112.450.000.000.000.000.000.0441.061.000030.000.008.4509.4993.1571.05125.7607.75122.820.000.000.000.000.006.7643.611.002900.000.009.49910.5486.3761.05625.7607.75132.050.000.000.000.000.0014.6644.871.002720.000.0010.54811.5979.6161.06425.7607.75140.190.000.000.000.000.0023.4246.130.999340.000.0011.59712.64612.8871.07625.7607.75147.230.000.000.000.000.0032.8447.400.992690.000.0012.64613.69416.2021.09225.7607.75153.120.000.000.000.000.0042.7248.700.982650.000.0013.69414.74319.5731.11325.7607.75157.810.000.000.000.000.0052.8750.040.969060.000.0014.74315.79223.0171.14025.7607.75161.230.000.000.000.000.0063.0451.450.951730.000.0015.79216.84126.5521.17325.7607.75163.290.000.000.000.000.0072.9952.930.930360.000.0016.84117.89030.2001.21425.7607.75163.860.000.000.000.000.0082.4254.520.904590.000.0017.89018.89033.8971.20525.7607.75150.400.000.000.000.003.4785.8153.390.874740.000.0018.89019.89037.6701.26425.7607.75137.930.000.000.000.003.5086.4353.550.840520.000.0019.89020.89041.6481.33925.7607.75123.640.000.000.000.003.5084.4953.790.800510.000.0020.89021.89045.8901.43725.7607.75107.120.000.000.000.003.5079.4254.160.753580.000.0021.89022.89050.4901.57225.7607.7587.820.000.000.000.003.5070.4554.710.698050.000.0022.89023.72855.1351.46725.7607.7556.200.000.000.000.000.0046.1145.880.637400.000.0023.72824.56759.9361.67425.7607.7537.080.000.000.000.000.0032.1046.710.570330.000.0024.56725.40565.5982.03025.7607.7513.320.000.000.000.000.0012.1348.150.486130.000.00总的下滑力=751.942(kN)总的抗滑力=1276.807(kN)土体部分下滑力=751.942(kN)土体部分抗滑力=1276.807(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)============================================================================经计算结果显示，本次边坡滑动安全系数Fs=1.698＞1.25（一级临时边坡），满足相关规程规范要求，边坡是安全稳定的。3.31-1剖面左侧高边坡计算[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数114.0008.000023.0000.000037.5904.340045.0000.0001超载1距离0.010(m)宽5.000(m)荷载(3.50--3.50kPa)270.00(度)[土层信息]上部土层数2层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数17.50017.200120.00028.00017.200120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)125.7607.750225.7607.750层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值12================================================================下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数110.00025.000120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)12.00052.000层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1不考虑水的作用[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:2.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(7.404,29.616)(m)滑动半径=29.607(m)滑动安全系数=1.411起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力mθi超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)1.1752.161-11.1731.00625.7607.756.440.000.000.000.000.00-1.2527.320.962350.000.002.1613.148-9.2321.00025.7607.7519.020.000.000.000.000.00-3.0528.820.971570.000.003.1484.134-7.3030.99525.7607.7531.020.000.000.000.000.00-3.9430.250.979620.000.004.1345.121-5.3810.99125.7607.7542.440.000.000.000.000.00-3.9831.620.986540.000.005.1216.107-3.4660.98825.7607.7553.310.000.000.000.000.00-3.2232.920.992340.000.006.1077.094-1.5550.98725.7607.7563.610.000.000.000.000.00-1.7334.170.997010.000.007.0948.0810.3550.98725.7607.7573.350.000.000.000.000.000.4535.381.000580.000.008.0819.0672.2650.98725.7607.7582.530.000.000.000.000.003.2636.531.003030.000.009.06710.0544.1770.98925.7607.7591.150.000.000.000.000.006.6437.651.004370.000.0010.05411.0406.0950.99225.7607.7599.210.000.000.000.000.0010.5338.741.004590.000.0011.04012.0278.0190.99625.7607.75106.710.000.000.000.000.0014.8939.791.003680.000.0012.02713.0139.9521.00225.7607.75113.630.000.000.000.000.0019.6440.811.001630.000.0013.01314.00011.8971.00825.7607.75119.970.000.000.000.000.0024.7341.810.998410.000.0014.00015.00013.8691.03025.7607.75122.530.000.000.000.000.0029.3742.690.993970.000.0015.00016.00015.8721.04025.7607.75117.960.000.000.000.000.0032.2642.310.988260.000.0016.00017.00017.8951.05125.7607.75112.740.000.000.000.000.0034.6441.890.981270.000.0017.00017.94919.8881.00925.7607.75105.950.000.000.000.000.0036.0439.930.973180.000.0017.94918.89721.8531.02225.7607.75108.900.000.