K1-K2段桩板挡墙验算（ZK1#-ZK6#桩）

4.12环境边坡K1-K2段此段边坡为岩质边坡：长约22m，边坡高约7.5~8.3m，根据持平投影图分裂隙L1为外倾结构面，边坡稳定性主要受结构面强度控制。边坡坡顶为待建建筑物，设计采用桩板挡墙进行支护，桩为直径1.5米圆形桩，桩心间距4米，桩间采用300mm厚挡板连接，桩顶设置冠梁连接，坡顶及坡脚设置截排水沟。K1-K2段桩板挡墙验算（ZK1#-ZK6#桩）坡顶限制使用荷载30Kpa.1.按《建筑边坡工程技术规范》（GB50330-2013）中6.2.3中公式进行计算：按照上述公式分别计算各个剖面产生的侧向土压力，计算结果如下表所示按照均质岩土体计算得到的侧压力结果表岩体重度(kN/m3)岩石与墙背的摩擦角度坡角(度)C设计值(kPa)内摩擦角设计值(度)坡高(m)填土表面与水平面的夹角(度）地面均布荷载（kPa）kaEa(kN/m)8.3米高250900528.30300.153131.62.按《建筑边坡工程技术规范》（GB50330-2013）中6.3.1中公式进行计算按沿外倾结构面下滑时，结构面粘聚力取22Kpa，内摩擦角取18°计算各个剖面侧向土压力,岩石与挡墙墙背的摩擦角取0.4X52°=20°。按照外倾结构面滑动时的侧压力结果表岩体重度坡角(度)C设计值(Pa)内摩擦角设计值(度)坡高(m)填土表面与水平面的夹角(度）地面均布荷载（kPa）滑裂角(度）kaEa(kN/m)8.3米高259022000188.3030610.0922403.一级边坡结构重要性系数取1.1，要求对岩石侧压力进行放大并带入计算中：由外倾结构面产生的岩石侧压力240X1.1=264kN/m；由岩石自身强度产生的岩石侧压力131.6X1.1=144.8kN/m.取大值264kN/m带入计算桩身配筋。桩板式抗滑挡土墙验算计算项目：桩板式抗滑挡土墙12-12------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:15.800(m)嵌入深度:7.000(m)截面形状:圆桩桩径:1.500(m)桩间距:4.000(m)挡土板的类型数:1板类型号板厚(m)板宽(m)板块数10.3001.00011嵌入段土层数:1桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)K(MN/m3)120.00025.00080.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩顶锚索水平刚度:0.000(MN/m)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:70(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋板混凝土强度等级:C30板纵筋合力点到外皮距离:35(mm)板纵筋级别:HRB400场地环境:一般地区墙后填土内摩擦角:52.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:25.000(kN/m3)坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)10.0001.200210.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形墙后剩余下滑力水平分力264.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.350=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=120.000(kN/m)下部=120.000(kN/m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=6810.352(kN-m)距离桩顶9.755(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1646.543(kN)距离桩顶12.300(m)桩顶位移=69(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-69-0.00020.3148.001-50.914-67-0.00030.62932.003-101.829-64-0.00040.94372.007-152.743-62-0.00051.257128.013-203.657-60-0.00061.571200.020-254.571-58-0.00071.886288.029-305.486-55-0.00082.200392.040-356.400-53-0.00092.514512.052-407.314-51-0.000102.829648.066-458.229-49-0.000113.143800.082-509.143-47-0.000123.457968.099-560.057-44-0.000133.7711152.118-610.971-42-0.000144.0861352.138-661.886-40-0.000154.4001568.160-712.800-38-0.000164.7141800.184-763.714-36-0.000175.0292048.209-814.629-33-0.000185.3432312.236-865.543-31-0.000195.6572592.265-916.457-29-0.000205.9712888.295-967.371-27-0.000216.2863200.327-1018.286-25-0.000226.6003528.360-1069.200-23-0.000236.9143872.396-1120.114-21-0.000247.2294232.433-1171.029-20-0.000257.5434608.470-1221.943-18-0.000267.8575000.510-1272.857-16-0.000278.1715408.552-1323.771-14-0.000288.4865832.596-1374.686-13-0.000298.8006272.640-1425.600-11-455.105309.1186623.207-819.543-10-788.474319.4366794.168-294.084-8-679.473329.7556810.352155.971-7-577.8263310.0736694.913535.897-6-483.5533410.3916469.327850.928-5-396.5343510.7096153.4131106.172-4-316.5263611.0275765.3991306.525-3-243.1913711.3455321.9881456.615-2-176.1093811.6644838.4631560.748-1-114.8013911.9824328.7861622.869-1-58.7454012.3003805.7271646.543-0-7.3904112.6183280.9851634.930039.8324212.9362765.3171590.787183.4874313.2552268.6671516.4682124.1354413.5731800.2931413.9322162.3134513.8911368.8911284.7682198.5284614.209982.7131130.2113233.2494714.527649.666951.1843266.8914814.845377.415748.3284299.8184915.164173.458522.0514332.3215015.48245.200272.5765364.6235115.8000.00071.0295396.860(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000971925220.314971925230.629971925240.943971925251.257971925261.571971925271.886971925282.200971925292.5149719252102.8299719252113.1439719252123.4579719252133.7719719252144.0869719252154.4009719252164.7149719252175.0299719252185.34310242252195.65711599252205.97113055252216.28614611252226.60016269252236.91418031252247.22919898252257.54321873252267.85723959252278.17126154252288.48628461252298.80030882252309.11832829252319.43633781252329.755338722523310.073332292523410.391319722523510.709302242523611.027280942523711.345256862523811.664230932523911.982204022524012.300176872524112.618150172524212.936124482524313.255100322524413.57397192524513.89197192524614.20997192524714.52797192524814.84597192524915.16497192525015.48297192525115.8009719252(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板全部纵筋号(mm)距离(m)(kPa)(kN-m)面积(mm2)13008.80040.50081.0008862.桩顶位移采用标准组合下荷载240kN/m带入计算(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=4586.095(kN-m)距离桩顶9.755(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1108.783(kN)距离桩顶12.300(m)桩顶位移=46(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-46-0.00020.3145.388-34.286-45-0.00030.62921.551-68.571-43-0.00040.94348.490-102.857-42-0.00051.25786.204-137.143-40-0.00061.571134.694-171.429-39-0.00071.886193.959-205.714-37-0.00082.200264.000-240.000-36-0.00092.514344.816-274.286-34-0.000102.829436.408-308.571-33-0.000113.143538.776-342.857-31-0.000123.457651.918-377.143-30-0.000133.771775.837-411.429-28-0.000144.086910.531-445.714-27-0.000154.4001056.000-480.000-25-0.000164.7141212.245-514.286-24-0.000175.0291379.265-548.571-23-0.000185.3431557.061-582.857-21-0.000195.6571745.633-617.143-20-0.000205.9711944.980-651.429-18-0.000216.2862155.102-685.714-17-0.000226.6002376.000-720.000-16-0.000236.9142607.674-754.286-14-0.000247.2292850.123-788.571-13-0.000257.5433103.347-822.857-12-0.000267.8573367.347-857.143-11-0.000278.1713642.122-891.429-10-0.000288.4863927.674-925.714-9-0.000298.8004224.000-960.000-8-306.468309.1184460.072-551.881-7-530.959319.4364575.197-198.037-6-457.558329.7554586.095105.031-5-389.1083310.0734508.359360.873-4-325.6253410.3914356.449573.016-3-267.0263510.7094143.712