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1、蟠龙大道房屋改扩建项目基坑支护工程计算书IB-C段抗滑桩桩计算22B-C段桩间板计算61Bc段抗滑桩桩计算原始条件:墙身尺寸：桩总长：13.200(m)嵌入深度：9.000(m)截面形状：圆桩桩径：1.500(In)桩间距：3.000(m)嵌入段土层数：1桩底支承条件：自由计算方法：M法土层序号土层厚(In)重度(kNm3)内摩擦角(度)土摩阻力(kPa)M(MNm4)被动土压力调整系数120.00020.0000.0080.0010.0001.000初始弹性系数A:0.000Wm3)初始弹性系数Al:0.000(MNm3)桩前滑动土层厚：0.000(m)锚杆(索)参数：锚杆道数：0锚杆号锚杆
2、类型竖向间距水平刚度入射角锚固体水平预加筋浆强(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数：桩混凝土强度等级：C30桩纵筋合力点到外皮距离：130(mm)桩纵筋级别：HRB400桩箍筋级别：HRB400桩箍筋间距：150(mm)桩配筋形式：纵筋非均匀配筋桩拉区纵筋配筋范围：90.000(度)桩压区,拉区纵筋比：0.300场地环境：一般地区墙后填土内摩擦角：24.000(度)墙背与墙后填土摩擦角：0.000(度)墙后填土容重：21.000(kNm3)横坡角以上填土的土摩阻力(kPa):80.00横坡角以下填土的土摩阻力(kPa):80.00坡线与滑坡推力：坡面线段数：3折线序号
3、123水平投影长(m)2. 1000. 00030. 000竖向投影长(m)0. 0005. 0000. 000地面横坡角度：0.000(度) 墙顶标高:0. 000 (m)参数名称推力分布类型桩后剩余下滑力水平分力桩前剩余抗滑力水平分力参数值三角形0. 000(kNm)0. OOO(kNm)钢筋混凝土配筋计算依据：混凝土结构设计规范(GB 50010-2010)注意：内力计算时，库仑土压力分项(安全)系数=1.300,滑坡推力分项(安全)系数=1.300第2种情况：库仑土压力(一般情况)土压力计算计算高度为4. 200 (m)处的库仑主动土压力第1破裂角：42. 642(度)Ea=258.
4、224 Ex=258. 224 Ey=O. 000(kN)作用点高度 Zy=L 132(m)(一)桩身内力计算计算方法：m法背侧为挡土侧；面侧为非挡土侧。锚杆内力标准值桩内力设计值点号 距顶距离弯矩(m)(kN-m)剪力 (kN)位移 土反力(mm) (kPa)1-0.0000.0000.000-30.700.00020.2800.271-2.899-29.690.00030.5602.164-11.595-28.670.00040.8407.305-26.088-27.660.00051.12017.315-46.379-26.640.00061.40033.818-72.467-25.63
5、0.00071.68058.437-104.352-24.610.00081.96092.796-142.035-23.600.00092.240138.518-185.515-22.590.000102.520197.829-241.254-21.580.000112.800275.469-316.801-20.570.000123.080377.188-413.246-19.560.000133.360508.837-530.589-18.560.000143.640676.268-668.829-17.570.000153.920885.332-827.967-16.580.000164
6、.2001141.880-1008.002-15.60-0.000174.4651408.704-996.428-14.68-29.908184.7291669.401-963.127-13.78-55.212194.9941918.595-910.908-12.89-79.735205.2592151.646-842.496-12.03-101.605215.5242364.622-760.520-11.18-124.352225.7882554.274-667.502-10.35-147.817236.0532718.006-565.845-9.55-158.959246.3182853.
7、839-457.821-8.77-167.879256.5822960.381-345.569-8.02-179.465266.8473036.787-231.086-7.30-183.433277.1123082.721-116.226-6.61-180.657287.3763098.319-2.700-5.94-172.000297.6413084.150107.924-5.31-158.284307.9063041.183214.212-4.70-140.258318.1712970.744314.864-4.12-129.839328.4352874.490408.702-3.57-1
8、18.580338.7002754.373494.660-3.05-106.547348.9652612.611571.774-2.55-93.794359.2292451.668639.171-2.08-66.317369.4942274.227696.051-1.63-51.662379.7592083.171741.676-1.20-36.4303810.0241881.575775.355-0.79-20.6343910.2881672.688796.428-0.40-4.2814010.5531459.936804.251-0.0312.6334110.8181246.909798.
9、1840.3338.1854211.0821037.368777.5750.6866.1744311.347835.251741.7501.0296.8384411.612644.677690.0031.36128.2614511.876469.956621.5871.68160.4614612.141315.602535.7062.00193.4744712.406186.346431.5192.32217.3334812.67187.150308.1342.64232.0664912.93523.216164.6172.96257.6955013.2000.00043.8533.270.0
10、00（二）桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)10.0001060353418920.2801060353418930.5601060353418940.8401060353418951.1201060353418961.4001060353418971.6801060353418981.9601060353418992.24010603534189102.52010603534189112.80010603534189123.08010603534189133.36010603534189143.64010603534189153.92010603
11、534189164.20010603534189174.46510603534189184.72911443813189194.99413214402189205.25914874958189215.52416415469189225.78817775925189236.05318976322189246.31819966654189256.58220746913189266.84721307101189277.11221647212189287.37621757251189297.64121657217189307.90621337111189318.17120816938189328.43
12、520116704189338.70019236411189348.96518206067189359.22917035677189369.49415755250189379.759143847941893810.024129543161893910.288114638211894010.553106035341894110.818106035341894211.082106035341894311.347106035341894411.612106035341894511.876106035341894612.141106035341894712.406106035341894812.671106035341894912.935106035341895013.200106035341892BC段桩间板计算
