黄桷湾立交改造工程支挡结构计算书

PAGE黄桷湾立交改造工程支挡结构计算书目录309231、工程概况 1187392、设计技术标准 133933、规范依据 2146474、岩土计算参数 2177005、支护结构计算 3187845.1、桩板挡墙计算 3323405.1.1截面尺寸（φ2m） 3116325.1.2截面尺寸（φ1.8m） 11157175.1.3截面尺寸（φ1.2m） 18246065.2、重力式挡墙计算 25166015.3、仰斜式挡墙计算 35PAGE171、工程概况黄桷湾立交位于南岸区弹子石，是由内环快速路、峡江路（三横线）、渝航大道相交形成的立交节点。立交新增设半定向C匝道分离从朝天门至渝航大道车流，废除原C匝道环形匝道；增设U匝道，分离机场方向来车至弹子石车流，消除交织；C匝道与U匝道与渝航大道相接，该处拓宽位置有现状人行地通道，需加长人行地通道、并对管线进行迁改；增设X匝道,疏解弹子石环道车流至黄桷湾立交；拓宽内环南D匝道端部、拓宽K匝道福民路桥下车道，改善立交端部分合流。全线支挡结构包含2处临时挡墙、5处永久挡墙和1处路肩墙。挡墙明细表挡墙编号长度(m)均高(m)挡墙类型地基持力层渝航临1#、2#挡墙1510桩板式挡墙压实填土匝道UK0+040左、右挡墙117.54重力式挡墙压实填土匝道DK0+050右挡墙1116肋柱式锚杆挡墙中分化岩层匝道DK0+250右挡墙269.818桩板式挡墙中分化岩层匝道DK0+460右挡墙995仰斜式挡墙压实填土匝道DK0+570右挡墙223仰斜式挡墙压实填土2、设计技术标准边坡安全等级：二级、三级；设计使用年限：50年设计荷载：城市-A级，人群荷载3.5kN/m2抗震设防标准：抗震设防烈度为6度，抗震设防措施等级为7级混凝土等级：C30，弹性模量：3.1×104Mpa钢筋等级：HRB400；弹性模量：2.0×105Mpa钢筋混凝土结构处于Ⅰ类环境，最大裂缝宽度限值Wmax=0.2mm。3、规范依据《公路桥涵设计通用规范》(JTGD60-2015)《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTG3362-2018）《公路工程抗震规范》（JTGB02-2013）《公路桥涵地基与基础设计规范》（JTG3362-2019）《城市道路路基设计规范》（CJJ194-2013）《锚杆喷射混凝土支护规范》（GB50086-2015）《建筑边坡工程技术规范》（GB50330-2013）《混凝土结构设计规范》（GB50010-2010）（2015年版）《建筑地基基础设计规范》(GB50007-2011)《建筑桩基技术规范》（JGJ94-2008）岩土计算参数岩土物理力学参数建议值岩土名称参数人工填土粉质黏土J2s砂质泥岩J2s砂岩J2x砂质泥岩J2x砂岩裂隙面岩层面岩土界面强风化中风化强风化中风化强风化中风化强风化中风化天然重度(kN/m3)19.5*20.024.5*25.524.0*24.824.5*25.524.0*24.7///饱和重度(kN/m3)21.0*25.0*25.824.5*25.225.0*25.824.5*25.1///饱和抗压强度标准值(MPa)///3.44/26.49/3.07/11.97///天然抗压强度标准值(MPa)///6.00/35.29/5.48/18.80///地基承载力特征值(kPａ)实测120*250*350300*1300250*300300*900///天然内摩擦角φ(°)27*14.2/32/40.5/3240//11*天然内聚力C(kPa)6*24/480/1320/300/840//22*饱和内摩擦角φ(°)24*10.8///////18*12*9*饱和内聚力C(kPa)4*15.5///////50*25*18*与锚固体极限粘结强度标准值(KPａ)//100*360200*1000100*300200*760///弹性模量(MPa)///1035/3902/971/2326///变形模量(MPa)///776/3108/736/1908///泊松比μ///0.39/0.14/0.39/0.17///岩体水平抗力系数(MN/m3)///60/400/50/130///水平抗力比例系数(MN/m4)10840/60/40/50////抗拉强度标准值(kPa)///112/340/64/188///挡墙基底摩擦系数0.300.250.350.450.400.600.350.450.400.55///桩的极限侧阻力标准值qsik（kPa）5040///////////渗透系数（m/d）11.150.011.00.035.00.151.00.035.00.15///5、支护结构计算5.1、桩板挡墙计算5.1.1截面尺寸（φ2m）原始条件:墙身尺寸:桩总长:22.000(m)嵌入深度:13.200(m)截面形状:圆桩桩径:2.000(m)桩间距:4.000(m)嵌入段土层数:1桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00025.50050.00300.0050.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(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:35(mm)桩纵筋级别:HRB400桩箍筋级别:HRB335桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋场地环境:一般地区墙后填土内摩擦角:50.000(度)墙背与墙后填土摩擦角:25.000(度)墙后填土容重:25.500(kN/m3)横坡角以上填土的土摩阻力(kPa):300.00横坡角以下填土的土摩阻力(kPa):300.00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)16.60011.600224.4007.300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桩后剩余下滑力水平分力712.000(kN/m)桩前剩余抗滑力水平分力0.000(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，库仑土压力分项(安全)系数=1.400,滑坡推力分项(安全)系数=1.000=====================================================================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=323.636(kN/m)下部=323.636(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(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。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=14890.462(kN-m)距离桩顶10.621(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2848.000(kN)距离桩顶8.800(m)最大位移=63(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-62.77-0.00020.44031.328-142.400-60.20-0.00030.880125.312-284.800-57.64-0.00041.320281.952-427.200-55.08-0.00051.760501.248-569.600-52.52-0.00062.200783.200-712.000-49.96-0.00072.6401127.808-854.400-47.41-0.00083.0801535.072-996.800-44.87-0.00093.5202004.992-1139.200-42.34-0.000103.9602537.568-1281.600-39.83-0.000114.4003132.800-1424.000-37.34-0.000124.8403790.688-1566.400-34.87-0.000135.2804511.231-1708.800-32.44-0.000145.7205294.432-1851.200-30.04-0.000156.1606140.288-1993.600-27.69-0.000166.6007048.799-2136.000-25.39-0.000177.0408019.968-2278.400-23.14-0.000187.4809053.792-2420.800-20.96-0.000197.92010150.271-2563.200-18.86-0.000208.36011309.406-2705.600-16.84-0.000218.80012531.200-2848.000-14.91-379.125229.25513618.986-1989.612-13.03-651.313239.71014342.434-1243.453-11.26-562.9742410.16614750.958-602.000-9.62-480.9172510.62114890.462-57.419-8.11-405.3262611.07614803.229398.276-6.73-336.2652711.53114527.893773.089-5.47-273.6992811.98614099.4521074.927-4.35-217.5082912.44113549.3391311.513-3.35-167.5083012.89712905.5221490.306-2.47-123.4573113.35212192.6461618.446-1.70-85.0763213.80711432.1791702.708-1.04-52.0513314.26210642.5951749.471-0.48-24.0513414.7179839.5581764.698-0.01-0.7293515.1729036.1121753.9210.3718.2683615.6288242.8851722.2390.6733.2903716.0837468.2781674.3230.8944.6883816.5386718.6731614.4181.0652.8003916.9935998.6041546.3601.1657.9564017.4485310.9521473.5881.2160.4734117.9034657.1301399.1591.2160.6524218.3594037.2341325.7701.1858.7804318.8143450.2221255.7731.1055.1324419.2692894.0471191.1931.0049.9644519.7242365.8251133.7470.8743.5224620.1791861.9491084.8580.7236.0384720.6341378.2301045.6710.5527.7344821.090910.0271017.0620.3818.8234921.545452.352999.6510.199.5115022.0000.000496.903-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.0001727940320.4401727940330.8801727940341.3201727940351.7601727940362.2001727940372.6401727940383.0801727940393.52017279403103.96017279403114.40017279403124.84017279403135.28017279403145.72017279403156.16019941403166.60023144403177.04026621403187.48030379403197.92034425403208.36038764403218.80043401403229.25547583403239.710503894032410.166519824032510.621525274032611.076521864032711.531511114032811.986494444032912.441473144033012.897448334033113.352421124033213.807392274033314.262362604033414.717332724033515.172303144033615.628274274033716.083246394033816.538219744033916.993194464034017.448172794034117.903172794034218.359172794034318.814172794034419.269172794034519.724172794034620.179172794034720.634172794034821.090172794034921.545172794035022.00017279403=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为8.800(m)处的库仑主动土压力第1破裂角：27.234(度)Ea=412.265Ex=373.639Ey=174.231(kN)作用点高度Zy=3.717(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。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=9630.803(kN-m)距离桩顶11.076(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2090.052(kN)距离桩顶8.800(m)最大位移=41(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-40.81-0.00020.4402.241-15.280-39.19-0.00030.88017.929-61.121-37.57-0.00041.32060.073-134.549-35.95-0.00051.760138.389-222.006-34.34-0.00062.200255.945-312.911-32.72-0.00072.640414.256-407.261-31.11-0.00083.080614.840-505.058-29.50-0.00093.520859.213-606.302-27.89-0.000103.9601148.891-710.992-26.30-0.000114.4001485.392-819.129-24.71-0.000124.8401870.230-930.712-23.13-0.000135.2802304.924-1045.742-21.57-0.000145.7202790.988-1164.218-20.03-0.000156.1603329.941-1286.140-18.51-0.000166.6003923.297-1411.509-17.02-0.000177.0404572.575-1540.325-15.56-0.000187.4805279.289-1672.587-14.14-0.000197.9206044.957-1808.296-12.76-0.000208.3606871.094-1947.450-11.43-0.000218.8007759.219-2090.052-10.16-258.255229.2558568.495-1504.228-8.91-445.459239.7109128.585-992.840-7.74-386.7652410.1669472.322-551.130-6.64-332.0682510.6219630.303-174.089-5.63-281.5222611.0769630.803143.427-4.70-235.1992711.5319499.735406.609-3.86-193.1002811.9869260.648620.615-3.10-155.1702912.4418934.762790.503-2.43-121.3053012.8978541.018921.184-1.83-91.3633113.3528096.1671017.372-1.30-65.1723213.8077614.8581083.559-0.85-42.5393314.2627109.7541123.986-0.47-23.2513414.7176591.6451142.629-0.14-7.0893515.1726069.5681143.1900.126.1763615.6285550.9471129.0880.3416.7723716.0835041.7081103.4640.5024.9273816.5384546.4141069.1810.6230.8653916.9934068.3851028.8310.7034.8024017.4483609.823984.7410.7436.9494117.9033171.931938.9890.7537.5074218.3592755.019893.4090.7336.6704318.8142358.621849.6030.6934.6194419.2691981.587808.9550.6331.5304519.7241622.192772.6400.5527.5694620.1791278.220741.6310.4622.8944720.634947.052716.7140.3517.6554821.090625.762698.4920.2412.0004921.545311.183687.3900.126.0685022.0000.000341.831-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.0001727940320.4401727940330.8801727940341.3201727940351.7601727940362.2001727940372.6401727940383.0801727940393.52017279403103.96017279403114.40017279403124.84017279403135.28017279403145.72017279403156.16017279403166.60017279403177.04017279403187.48017279403197.92019608403208.36022513403218.80025682403229.25528608403239.710306534032410.166319174032510.621324994032611.076325014032711.531320184032811.986311384032912.441299444033012.897285084033113.352268964033213.807251644033314.262233604033414.717215264033515.172196944033615.628178914033716.083172794033816.538172794033916.993172794034017.448172794034117.903172794034218.359172794034318.814172794034419.269172794034519.724172794034620.179172794034720.634172794034821.090172794034921.545172794035022.000172794035.1.2截面尺寸（φ1.8m）原始条件:墙身尺寸:桩总长:18.000(m)嵌入深度:10.000(m)截面形状:圆桩桩径:1.800(m)桩间距:4.000(m)嵌入段土层数:1桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00025.50050.00300.0050.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(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:35(mm)桩纵筋级别:HRB400桩箍筋级别:HRB335桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋场地环境:一般地区墙后填土内摩擦角:50.000(度)墙背与墙后填土摩擦角:25.000(度)墙后填土容重:25.500(kN/m3)横坡角以上填土的土摩阻力(kPa):300.00横坡角以下填土的土摩阻力(kPa):300.00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)19.1805.920226.14011.000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桩后剩余下滑力水平分力150.000(kN/m)桩前剩余抗滑力水平分力0.000(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，库仑土压力分项(安全)系数=1.400,滑坡推力分项(安全)系数=1.000=====================================================================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=75.000(kN/m)下部=75.000(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(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。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=2860.351(kN-m)距离桩顶9.852(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=600.000(kN)距离桩顶8.000(m)最大位移=15(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-14.98-0.00020.3644.959-27.273-14.43-0.00030.72719.835-54.545-13.88-0.00041.09144.628-81.818-13.32-0.00051.45579.339-109.091-12.77-0.00061.818123.967-136.364-12.22-0.00072.182178.512-163.636-11.67-0.00082.545242.975-190.909-11.12-0.00092.909317.355-218.182-10.57-0.000103.273401.653-245.455-10.02-0.000113.636495.868-272.727-9.48-0.000124.000600.000-300.000-8.94-0.000134.364714.050-327.273-8.41-0.000144.727838.017-354.545-7.88-0.000155.091971.901-381.818-7.36-0.000165.4551115.703-409.091-6.85-0.000175.8181269.422-436.364-6.35-0.000186.1821433.058-463.636-5.86-0.000196.5451606.612-490.909-5.38-0.000206.9091790.083-518.182-4.92-0.000217.2731983.471-545.455-4.47-0.000227.6362186.777-572.727-4.04-0.000238.0002400.000-600.000-3.62-91.434248.3702590.903-440.209-3.22-161.204258.7412726.081-298.552-2.85-142.348269.1112812.052-173.931-2.49-124.698279.4812854.919-65.202-2.17-108.292289.8522860.35128.804-1.86-93.1502910.2222833.582109.269-1.59-79.2753010.5932779.410177.370-1.33-66.6553110.9632702.197234.267-1.11-55.2673211.3332605.880281.093-0.90-45.0763311.7042493.980318.947-0.72-36.0403412.0742369.623348.883-0.56-28.1093512.4442235.548371.908-0.42-21.2293612.8152094.136388.974-0.31-15.3413713.1851947.420400.977-0.21-10.3813813.5561797.116408.754-0.13-6.2853913.9261644.639413.081-0.06-2.9864014.2961491.130414.669-0.01-0.4174114.6671337.477414.1680.031.4914215.0371184.339412.1630.062.8054315.4071032.171409.1760.073.5944415.778881.245405.6670.083.9254516.148731.677402.0330.083.8644616.519583.443398.6050.073.4794716.889436.413395.6590.062.8354817.259290.363393.4030.041.9984917.630145.003391.9900.021.0315018.0000.000195.754-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.0001399636220.3641399636230.7271399636241.0911399636251.4551399636261.8181399636272.1821399636282.5451399636292.90913996362103.27313996362113.63613996362124.00013996362134.36413996362144.72713996362155.09113996362165.45513996362175.81813996362186.18213996362196.54513996362206.90913996362217.27313996362227.63613996362238.00013996362248.37013996362258.74113996362269.11113996362279.48113996362289.852139963622910.222139963623010.593139963623110.963139963623211.333139963623311.704139963623412.074139963623512.444139963623612.815139963623713.185139963623813.556139963623913.926139963624014.296139963624114.667139963624215.037139963624315.407139963624415.778139963624516.148139963624616.519139963624716.889139963624817.259139963624917.630139963625018.00013996362=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为8.000(m)处的库仑主动土压力第1破裂角：25.614(度)Ea=143.144Ex=129.733Ey=60.495(kN)作用点高度Zy=2.667(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。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=2611.077(kN-m)距离桩顶10.222(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=726.503(kN)距离桩顶8.000(m)最大位移=14(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-13.82-0.00020.3640.182-1.501-13.34-0.00030.7271.456-6.004-12.86-0.00041.0914.913-13.509-12.39-0.00051.45511.644-24.017-11.91-0.00061.81822.743-37.526-11.43-0.00072.18239.300-54.037-10.96-0.00082.54562.407-73.551-10.48-0.00092.90993.156-96.067-10.00-0.000103.273132.637-121.584-9.53-0.000113.636181.944-150.104-9.06-0.000124.000242.168-181.626-8.59-0.000134.364314.400-216.150-8.12-0.000144.727399.732-253.676-7.65-0.000155.091499.255-294.204-7.18-0.000165.455614.062-337.734-6.73-0.000175.818745.244-384.266-6.27-0.000186.182893.892-433.801-5.82-0.000196.5451061.099-486.337-5.38-0.000206.9091247.956-541.876-4.95-0.000217.2731455.554-600.416-4.53-0.000227.6361684.986-661.959-4.12-0.000238.0001937.343-726.503-3.73-94.124248.3702174.177-561.356-3.35-167.353258.7412353.162-413.664-2.98-149.130269.1112480.595-282.495-2.64-131.947279.4812562.417-166.851-2.32-115.861289.8522604.188-65.691-2.02-100.9102910.2222611.07722.051-1.74-87.1113010.5932587.85497.455-1.49-74.4683110.9632538.888161.593-1.26-62.9723211.3332468.155215.527-1.05-52.6003311.7042379.239260.290-0.87-43.3223412.0742275.348296.887-0.70-35.0993512.4442159.323326.279-0.56-27.8843612.8152033.660349.384-0.43-21.6273713.1851900.520367.069-0.33-16.2713813.5561761.757380.149-0.24-11.7583913.9261618.928389.382-0.16-8.0264014.2961473.326395.467-0.10-5.0134114.6671325.990399.044-0.05-2.6534215.0371177.738400.693-0.02-0.8814315.4071029.181400.9320.010.3684415.778880.750400.2190.021.1614516.148732.722398.9480.031.5634616.519585.233397.4540.031.6394716.889438.311396.0090.031.4564817.259291.894394.8260.021.0794917.630145.848394.0560.010.5725018.0000.000196.895-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.0001399636220.3641399636230.7271399636241.0911399636251.4551399636261.8181399636272.1821399636282.5451399636292.90913996362103.27313996362113.63613996362124.00013996362134.36413996362144.72713996