设计计算书2015年07月09日设计计算书校对：审核：计算：2015年07月09日一、计算依据1、《三桥综合体AC段边坡岩土工程勘察（详勘阶段）》审查合格；2、《三桥综合体AC段边坡岩土工程勘察（详勘阶段）补充说明》；3、《建筑基坑支护技术规程》（JGJ120-2012）；4、《建筑边坡工程技术规范》（GB50330-2013）；5、《混凝土结构设计规范》（GB50010-2010）；6、《建筑地基基础设计规范》（GB50007-2011）；二、计算方法2.1、稳定性验算2.1.1、土质边坡：圆弧形滑动条分法进行计算，采用规范：GB50330-2013-A.0.1。
2.1.2、岩质边坡：直线滑动法计算，采用规范：50330-2013- A.0.2。
2.2、侧压力计算2.2.1、土质边坡采用圆弧形滑动法进行计算，采用规范：GB50330-2013-A.0.1。
2.2.2、岩质边坡根据《三桥综合体AC段边坡岩土工程勘察（详勘阶段）》审查合格的勘察报告资料，该岩质边坡沿外倾软弱结构面破坏，根据《建筑边坡工程技术规范》50330-2013第6.3.3条规定，当边坡沿外倾软弱结构面破坏时，侧向岩石压力应按本规范第6.3.1条和第6.3.2条计算，破裂角取该外倾结构面倾角（视倾角）。
计算方法：方法1、平面滑动法（采用规范：《建筑边坡工程技术规范》50330-2013第A.0.2）方法2、采用规范：《建筑边坡工程技术规范》50330-2013第6.3.1方法3、采用规范：《建筑边坡工程技术规范》50330-2013第6.3.2计算结果取较大值进行设计。
2.3、锚杆锚索设计锚杆（索）设计计算按《建筑边坡工程技术规范》50330-2013第8.2条进行计算。
三、岩土体物理力学指标参数①、可塑红粘土：地基承载力特征值：fa=150KPa，重度：γ=16.63KN/m3，粘聚力：C=28.62KPa 内摩擦角：φ=5.42度；②、中风化石灰岩：地基承载力特征值：fa=3200KPa，重度：γ=27.22KN/m3，粘聚力：C=200KPa 内摩擦角：φ=45.8度，等效内摩擦角φd=42度，饱和单轴抗压强度frk=39.39Mpa；③、岩层层面：粘聚力：C=40.3KPa，内摩擦角：φ=23.8度，frbk=800Kpa。
四、稳定性验算4.1、土质边坡部分（局部稳定性）4.1.1、计算目标：3-3剖面[计算简图][控制参数]:采用规范:建筑边坡工程技术规范(50330--2013)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10坡面线号水平投影(m)竖直投影(m)超载数1 5.14510.29302 3.3630.00003 5.77711.54904 2.789 5.58305 1.2150.18806 1.9300.18807 1.9730.09508 5.2150.252090.223 6.88201020.3790.0001超载1距离10.397(m)宽9.982(m)荷载(120.00--120.00kPa)270.00(度)[土层信息]坡面节点数11编号X(m)Y(m)00.0000.000-1 5.14510.293-28.50810.293-314.28521.842-417.07427.425-518.28927.613-620.21927.802-722.19127.896-827.40628.148-927.62935.030-1048.00835.030附加节点数13编号X(m)Y(m)116.39822.520218.32422.935320.78523.259422.25823.479524.26223.932626.28123.962727.54724.094830.35524.264932.50024.5061048.00824.50611-10.5860.00012-10.586-8.9621348.008-8.962不同土性区域数2区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号116.63020.00020.000---(-10,-9,-8,-7,-6,-5,-4,-3,1,2,3,4,5,6,7,8,9,10,) 227.22020.000760.000---(1,-3,-2,-1,0,11,12,13,10,9,8,7,6,5,4,3,2,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)128.620 5.42010.00025.0002200.00045.80010.00025.000区号十字板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------------2------------不考虑水的作用[计算条件]圆弧稳定分析方法:瑞典条分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:0.500(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------[计算结果图]最不利滑动面:滑动圆心=(17.069,67.058)(m)滑动半径=43.721(m)滑动安全系数=0.882起始x终止xαli CiΦi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)--------------------------------------------------------------------------------------------------------------------15.05515.728-2.1990.67428.620 5.427.680.000.000.000.000.00-0.2920.010.000.0015.72816.401-1.3170.67328.620 5.4222.990.000.000.000.000.00-0.5321.450.000.0016.40117.074-0.4350.67328.620 5.4238.190.000.000.000.000.00-0.2922.890.000.0017.07417.6820.4040.60728.620 5.4241.750.000.000.000.000.000.2921.350.000.0017.68218.289 1.2000.60828.620 5.4242.620.000.000.000.000.000.8921.430.000.0018.28919.254 2.2310.96628.620 5.4268.800.000.000.000.000.00 2.6834.160.000.0019.25420.219 3.4970.96728.620 5.4269.540.000.000.000.000.00 4.2434.250.000.0020.21921.205 4.7790.99028.620 5.4271.090.000.000.000.000.00 5.9235.050.000.0021.20522.191 6.0780.99228.620 5.4270.330.000.000.000.000.007.4535.020.000.0022.19123.0617.3020.87628.620 5.4261.060.000.000.000.000.007.7630.820.000.0023.06123.9308.4520.87928.620 5.4259.920.000.000.000.000.008.8130.770.000.0023.93024.7999.6050.88228.620 5.4258.530.000.000.000.000.009.7730.700.000.0024.79925.66810.7620.88528.620 5.4256.890.000.000.000.000.0010.6230.620.000.0025.66826.53711.9240.88828.620 5.4254.970.000.000.000.000.0011.3630.530.000.0026.53727.40613.0910.89228.620 5.4252.790.000.000.000.000.0011.9630.420.000.0027.40627.62913.8260.22928.620 5.4225.870.000.000.000.000.00 6.188.950.000.0027.62928.58914.6260.99228.620 5.42164.050.000.000.000.000.0041.4243.460.000.0028.58929.54915.9310.99928.620 5.42159.860.000.000.000.000.0043.8843.160.000.0029.54930.50917.244 1.00528.620 5.42155.290.000.000.000.000.0046.0342.840.000.0030.50931.46918.566 1.01328.620 5.42150.340.000.000.000.000.0047.8742.510.000.0031.46932.43019.899 1.02128.620 5.42144.990.000.000.000.000.0049.3542.160.000.0032.43033.39021.243 1.03028.620 5.42139.230.000.000.000.000.0050.4541.800.000.0033.39034.35022.599 1.04028.620 5.42133.060.000.000.000.000.0051.1341.420.000.0034.35035.31023.969 1.05128.620 5.42126.470.000.000.000.000.0051.3841.04 0.000.0035.31036.27025.354 1.06228.620 5.42119.420.000.000.000.000.0051.1440.65 0.000.0036.27037.23026.755 1.07528.620 5.42111.930.000.000.000.000.0050.3940.26 0.000.0037.23038.19028.173 1.08928.620 5.42103.960.000.000.000.0019.7458.4041.52 0.000.0038.19039.15129.610 1.10428.620 5.4295.500.000.000.000.00115.22104.1148.99 0.000.0039.15140.11131.069 1.12128.620 5.4286.520.000.000.000.00115.21104.1148.48 0.000.0040.11141.07132.549 1.13928.620 5.4277.010.000.000.000.00115.21103.4247.97 0.000.0041.07142.03134.055 1.15928.620 5.4266.940.000.000.000.00115.22102.0047.49 0.000.0042.03142.99135.588 1.18128.620 5.4256.270.000.000.000.00115.2199.8047.02 0.000.0042.99143.95137.151 1.20528.620 5.4244.980.000.000.000.00115.2296.7446.59 0.000.0043.95144.91138.747 1.23128.620 5.4233.020.000.000.000.00115.2292.7846.20 0.000.0044.91145.87140.380 1.26028.620 5.4220.350.000.000.000.00115.2287.8345.87 0.000.0045.87146.83242.053 1.29328.620 5.42 6.910.000.000.000.00115.2281.8145.61 0.000.00总的下滑力=1500.853(kN)总的抗滑力=1323.461(kN)土体部分下滑力=1500.853(kN)土体部分抗滑力=1323.461(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)4.2、消防通道以上岩质边坡部分（局部稳定性验算）基坑边坡根据《三桥综合体AC段边坡岩土工程勘察（详勘阶段）》审查合格，基坑边坡无地下水，边坡不考虑水压力，该场区抗震设防烈度为于6度区，《根据建筑边坡工程技术规范》第3.3条，抗震设防烈度为6度的地区，不进行地震作用计算。