大渡口劉家壩路網(wǎng)工程（一期）結(jié)構(gòu)計(jì)算書

、支擋結(jié)構(gòu)設(shè)計(jì)4.1設(shè)計(jì)標(biāo)準(zhǔn)（1）擋墻安全等級(jí)：一級(jí)、二級(jí)（2）設(shè)計(jì)荷載：城—A級(jí)，人群荷載—4KN/m2（3）結(jié)構(gòu)設(shè)計(jì)基準(zhǔn)期：50年（4）抗震設(shè)防烈度：6度（ag=0.05g），設(shè)計(jì)地震分組為一組。4.2擋墻分段設(shè)計(jì)本項(xiàng)目共設(shè)計(jì)3段擋墻，支護(hù)總長度約為102m。具體布置見下表：表4.2.1-1擋墻分段分布表擋墻號(hào)樁號(hào)位置支護(hù)方式1#2號(hào)路：K0+481.25

～K0+563.03主線左側(cè)樁板式擋墻2#人行地通道改造起點(diǎn)左側(cè)樁板式擋墻3#人行地通道改造起點(diǎn)右側(cè)樁板式擋墻5、樁板擋墻驗(yàn)算（1）樁徑1.2×1.2選取1#擋墻19#樁，懸臂段長度為5.51m，其墻后主動(dòng)土壓力計(jì)算如下：取墻后主動(dòng)土壓力：108.12×1.3=140.556KN進(jìn)行計(jì)算。抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁1原始條件:墻身尺寸:樁總長:9.010(m)嵌入深度:3.000(m)截面形狀:方樁樁寬:1.200(m)樁高:1.200(m)樁間距:4.000(m)嵌入段土層數(shù):1樁底支承條件:自由計(jì)算方法:K法土層序號(hào)土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)K(MN/m3)被動(dòng)土壓力調(diào)整系數(shù)150.00020.00030.00270.0070.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號(hào)錨桿類型豎向間距水平剛度入射角錨固體水平預(yù)加筋漿強(qiáng)度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)物理參數(shù):樁混凝土強(qiáng)度等級(jí):C30樁縱筋合力點(diǎn)到外皮距離:70(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HPB300樁箍筋間距:200(mm)場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:30.000(度)墻背與墻后填土摩擦角:30.000(度)墻后填土容重:24.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):400.00橫坡角以下填土的土摩阻力(kPa):400.00坡線與滑坡推力:坡面線段數(shù):1折線序號(hào)水平投影長(m)豎向投影長(m)110.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型三角形樁后剩余下滑力水平分力140.000(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)采用土壓力計(jì)算時(shí)考慮了樁前覆土產(chǎn)生的被動(dòng)土壓力覆土重度(kN/m3):18.000覆土內(nèi)摩擦角(度):15.000覆土粘聚力(kPa):0.000覆土被動(dòng)土壓力調(diào)整系數(shù):0.100鋼筋混凝土配筋計(jì)算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)注意：內(nèi)力計(jì)算時(shí)，滑坡推力、庫侖土壓力分項(xiàng)(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=186.356(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=1663.311(kN-m)距離樁頂6.385(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=959.700(kN)距離樁頂7.698(m)最大位移=63(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-63.23-0.00020.1820.042-0.694-61.70-0.00030.3640.337-2.777-60.17-0.00040.5461.138-6.248-58.63-0.00050.7282.697-11.107-57.10-0.00060.9115.268-17.355-55.57-0.00071.0939.103-24.992-54.04-0.00081.27514.455-34.017-52.50-0.00091.45721.578-44.430-50.97-0.000101.63930.723-56.231-49.44-0.000111.82142.144-69.421-47.91-0.000122.00356.093-84.000-46.38-0.000132.18572.824-99.967-44.85-0.000142.36892.590-117.322-43.31-0.000152.550115.642-136.066-41.78-0.000162.732142.235-156.198-40.25-0.000172.914172.621-177.719-38.73-0.000183.096207.052-200.628-37.20-0.000193.278245.782-224.926-35.67-0.000203.460289.064-250.612-34.15-0.000213.642337.150-277.686-32.62-0.000223.825390.293-306.149-31.10-0.000234.007448.747-336.000-29.59-0.000244.189512.763-367.240-28.07-0.000254.371582.595-399.868-26.56-0.000264.553658.496-433.884-25.05-0.000274.735740.719-469.289-23.55-0.000284.917829.516-506.083-22.05-0.000295.099925.140-544.264-20.55-0.000305.2821027.844-583.835-19.06-0.000315.4641137.881-624.793-17.58-0.000325.6461255.505-667.141-16.11-0.000335.8281380.967-710.876-14.64-0.000346.0101514.520-756.000-13.19-468.219356.1981620.576-396.775-11.70-818.690366.3851663.311-80.423-10.22-715.137376.5731650.734193.375-8.75-612.369386.7601590.795424.942-7.29-510.381396.9481491.381614.594-5.84-409.145407.1351360.322762.632-4.41-308.615417.3231205.394869.334-2.98-208.728427.5101034.322934.950-1.56-109.412437.698854.788959.700-0.15-10.587447.885674.434943.7681.2587.832458.073500.875887.3052.66185.931468.260341.695790.4244.05283.791478.448204.465653.2115.45381.487488.63596.741475.7186.84479.084498.82326.071257.9778.24576.632509.0100.00069.5239.63674.164(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0002880288030520.1822880288030530.3642880288030540.5462880288030550.7282880288030560.9112880288030571.0932880288030581.2752880288030591.45728802880305101.63928802880305111.82128802880305122.00328802880305132.18528802880305142.36828802880305152.55028802880305162.73228802880305172.91428802880305183.09628802880305193.27828802880305203.46028802880305213.64228802880305223.82528802880305234.00728802880305244.18928802880305254.37128802880305264.55328802880305274.73528802880305284.91728802880305295.09928802880305305.28228802880305315.46428802976305325.64628803266305335.82828803578305346.01028803911305356.19828804178305366.38528804286305376.57328804254305386.76028804103305396.94828803853305407.13528803526305417.32328803142305427.51028802880305437.69828802880305447.88528802880305458.07328802880305468.26028802880305478.44828802880305488.63528802880305498.82328802880305509.01028802880305=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為6.010(m)處的庫侖主動(dòng)土壓力第1破裂角：35.658(度)Ea=128.807Ex=111.550Ey=64.404(kN)作用點(diǎn)高度Zy=2.003(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=1325.302(kN-m)距離樁頂6.385(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=764.676(kN)距離樁頂7.698(m)最大位移=50(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-50.38-0.00020.1820.034-0.553-49.16-0.00030.3640.269-2.213-47.94-0.00040.5460.907-4.978-46.72-0.00050.7282.149-8.850-45.50-0.00060.9114.197-13.829-44.28-0.00071.0937.253-19.913-43.06-0.00081.27511.518-27.104-41.83-0.00091.45717.193-35.401-40.61-0.000101.63924.479-44.804-39.39-0.000111.82133.580-55.314-38.17-0.000122.00344.694-66.930-36.95-0.000132.18558.025-79.652-35.73-0.000142.36873.774-93.481-34.51-0.000152.55092.142-108.416-33.29-0.000162.732113.331-124.457-32.07-0.000172.914137.542-141.604-30.86-0.000183.096164.976-159.858-29.64-0.000193.278195.836-179.218-28.42-0.000203.460230.322-199.684-27.21-0.000213.642268.636-221.256-25.99-0.000223.825310.980-243.935-24.78-0.000234.007357.555-267.720-23.57-0.000244.189408.562-292.611-22.37-0.000254.371464.204-318.609-21.16-0.000264.553524.680-345.713-19.96-0.000274.735590.194-373.923-18.76-0.000284.917660.946-403.239-17.57-0.000295.099737.138-433.662-16.38-0.000305.282818.971-465.191-15.19-0.000315.464906.648-497.826-14.01-0.000325.6461000.368-531.568-12.84-0.000335.8281100.334-566.416-11.67-0.000346.0101206.748-602.370-10.51-373.071356.1981291.252-316.145-9.32-652.320366.3851325.302-64.080-8.14-569.811376.5731315.282154.078-6.97-487.927386.7601267.523338.588-5.81-406.664396.9481188.311489.700-4.66-326.001407.1351083.885607.654-3.51-245.900417.323960.441692.673-2.38-166.311427.510824.133744.955-1.25-87.178437.698681.083764.676-0.12-8.436447.885537.380751.9811.0069.984458.073399.090706.9922.12148.147468.260272.258629.7993.23226.121478.448162.915520.4694.34303.964488.63577.082379.0455.45381.727498.82320.773205.5526.56459.452509.0100.00055.3957.67537.164(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0002880288030520.1822880288030530.3642880288030540.5462880288030550.7282880288030560.9112880288030571.0932880288030581.2752880288030591.45728802880305101.63928802880305111.82128802880305122.00328802880305132.18528802880305142.36828802880305152.55028802880305162.73228802880305172.91428802880305183.09628802880305193.27828802880305203.46028802880305213.64228802880305223.82528802880305234.00728802880305244.18928802880305254.37128802880305264.55328802880305274.73528802880305284.91728802880305295.09928802880305305.28228802880305315.46428802880305325.64628802880305335.82828802883305346.01028803146305356.19828803355305366.38528803439305376.57328803414305386.76028803296305396.94828803100305407.13528802880305417.32328802880305427.51028802880305437.69828802880305447.88528802880305458.07328802880305468.26028802880305478.44828802880305488.63528802880305498.82328802880305509.01028802880305由計(jì)算得：擋墻背側(cè)縱筋布置采用16根Φ28HRB400鋼筋,面積S=16×615.8mm2=9852.8mm2＞Smax=4000mm2，臨空側(cè)縱筋布置采用8根Φ28HRB400鋼筋,面積S=8×615.8mm2=4926.4mm2＞Smax=4000mm2。（2）樁徑1.25×1.6選取1#擋墻2#樁，懸臂段長度為6.92m，其墻后主動(dòng)土壓力計(jì)算如下：取墻后主動(dòng)土壓力：75.36×1.3=97.97KN進(jìn)行計(jì)算。抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁1原始條件:墻身尺寸:樁總長:10.420(m)嵌入深度:3.500(m)截面形狀:方樁樁寬:1.250(m)樁高:1.600(m)樁間距:4.000(m)嵌入段土層數(shù):1樁底支承條件:自由計(jì)算方法:K法土層序號(hào)土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)K(MN/m3)被動(dòng)土壓力調(diào)整系數(shù)150.00020.00030.00270.0070.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號(hào)錨桿類型豎向間距水平剛度入射角錨固體水平預(yù)加筋漿強(qiáng)度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)物理參數(shù):樁混凝土強(qiáng)度等級(jí):C30樁縱筋合力點(diǎn)到外皮距離:70(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HPB300樁箍筋間距:200(mm)場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:30.000(度)墻背與墻后填土摩擦角:30.000(度)墻后填土容重:24.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):400.00橫坡角以下填土的土摩阻力(kPa):400.00坡線與滑坡推力:坡面線段數(shù):1折線序號(hào)水平投影長(m)豎向投影長(m)110.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型矩形樁后剩余下滑力水平分力98.000(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)采用土壓力計(jì)算時(shí)考慮了樁前覆土產(chǎn)生的被動(dòng)土壓力覆土重度(kN/m3):18.000覆土內(nèi)摩擦角(度):15.000覆土粘聚力(kPa):0.000覆土被動(dòng)土壓力調(diào)整系數(shù):0.100鋼筋混凝土配筋計(jì)算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)注意：內(nèi)力計(jì)算時(shí)，滑坡推力、庫侖土壓力分項(xiàng)(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載矩形分布:樁后:上部=56.647(kN/m)下部=56.647(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=1927.947(kN-m)距離樁頂7.332(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=918.922(kN)距離樁頂8.773(m)最大位移=46(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-46.43-0.00020.2101.681-16.036-45.30-0.00030.4196.726-32.073-44.16-0.00040.62915.132-48.109-43.03-0.00050.83926.902-64.145-41.89-0.00061.04842.035-80.182-40.76-0.00071.25860.530-96.218-39.63-0.00081.46882.388-112.255-38.49-0.00091.678107.609-128.291-37.36-0.000101.887136.192-144.327-36.23-0.000112.097168.139-160.364-35.10-0.000122.307203.448-176.400-33.96-0.000132.516242.120-192.436-32.83-0.000142.726284.155-208.473-31.70-0.000152.936329.552-224.509-30.57-0.000163.145378.312-240.545-29.45-0.000173.355430.435-256.582-28.32-0.000183.565485.921-272.618-27.19-0.000193.775544.770-288.655-26.07-0.000203.984606.981-304.691-24.95-0.000214.194672.555-320.727-23.83-0.000224.404741.492-336.764-22.71-0.000234.613813.792-352.800-21.60-0.000244.823889.455-368.836-20.49-0.000255.033968.480-384.873-19.38-0.000265.2421050.868-400.909-18.27-0.000275.4521136.619-416.945-17.17-0.000285.6621225.732-432.982-16.07-0.000295.8721318.209-449.018-14.98-0.000306.0811414.048-465.055-13.89-0.000316.2911513.250-481.091-12.80-0.000326.5011615.815-497.127-11.72-0.000336.7101721.742-513.164-10.65-0.000346.9201831.032-529.200-9.58-332.316357.1261907.998-235.365-8.54-597.831367.3321927.94724.775-7.50-525.315377.5381897.796251.427-6.47-453.244387.7441824.419444.794-5.45-381.611397.9491714.646605.075-4.43-310.399408.1551575.270732.461-3.42-239.584418.3611413.045827.127-2.42-169.133428.5671234.689889.233-1.41-99.009438.7731046.889918.922-0.42-29.170448.979856.309916.3150.5840.425459.185669.584881.5151.57109.822469.391493.332814.6042.56179.064479.596334.158715.6443.55248.190489.802198.655584.6814.53317.2384910.00893.408421.7435.52386.2395010.21424.996226.8476.50455.2175110.4200.00060.7057.49524.187(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0004000400031820.2104000400031830.4194000400031840.6294000400031850.8394000400031861.0484000400031871.2584000400031881.4684000400031891.67840004000318101.88740004000318112.09740004000318122.30740004000318132.51640004000318142.72640004000318152.93640004000318163.14540004000318173.35540004000318183.56540004000318193.77540004000318203.98440004000318214.19440004000318224.40440004000318234.61340004000318244.82340004000318255.03340004000318265.24240004000318275.45240004000318285.66240004000318295.87240004000318306.08140004000318316.29140004000318326.50140004000318336.71040004000318346.92040004000318357.12640004000318367.33240004000318377.53840004000318387.74440004000318397.94940004000318408.15540004000318418.36140004000318428.56740004000318438.77340004000318448.97940004000318459.18540004000318469.39140004000318479.59640004000318489.802400040003184910.008400040003185010.214400040003185110.42040004000318=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為6.920(m)處的庫侖主動(dòng)土壓力第1破裂角：35.658(度)Ea=170.767Ex=147.888Ey=85.383(kN)作用點(diǎn)高度Zy=2.307(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=2024.582(kN-m)距離樁頂7.332(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1004.109(kN)距離樁頂8.979(m)最大位移=54(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-54.08-0.00020.2100.051-0.733-52.78-0.00030.4190.410-2.933-51.48-0.00040.6291.384-6.600-50.18-0.00050.8393.281-11.733-48.88-0.00061.0486.407-18.333-47.58-0.00071.25811.072-26.400-46.29-0.00081.46817.582-35.933-44.99-0.00091.67826.245-46.933-43.69-0.000101.88737.368-59.400-42.39-0.000112.09751.259-73.333-41.09-0.000122.30768.226-88.733-39.79-0.000132.51688.575-105.599-38.50-0.000142.726112.616-123.933-37.20-0.000152.936140.655-143.732-35.90-0.000163.145172.999-164.999-34.61-0.000173.355209.957-187.732-33.31-0.000183.565251.835-211.932-32.01-0.000193.775298.942-237.599-30.72-0.000203.984351.585-264.732-29.43-0.000214.194410.072-293.332-28.13-0.000224.404474.709-323.398-26.84-0.000234.613545.805-354.931-25.55-0.000244.823623.668-387.931-24.27-0.000255.033708.604-422.397-22.98-0.000265.242800.921-458.331-21.70-0.000275.452900.927-495.730-20.42-0.000285.6621008.930-534.597-19.14-0.000295.8721125.236-574.930-17.87-0.000306.0811250.155-616.730-16.60-0.000316.2911383.991-659.996-15.34-0.000326.5011527.055-704.729-14.08-0.000336.7101679.653-750.929-12.82-0.000346.9201842.093-798.595-11.57-401.254357.1261967.886-443.189-10.35-724.508367.3322024.582-127.255-9.14-639.527377.5382020.285149.422-7.93-555.014387.7441963.056387.057-6.73-470.967397.9491860.909585.863-5.53-387.373408.1551721.818746.046-4.35-304.209418.3611553.714867.796-3.16-221.443428.5671364.491951.289-1.99-139.036438.7731162.006996.682-0.81-56.945448.979954.0921004.1090.3624.876459.185748.550973.6861.52106.477469.391553.162905.5022.68187.903479.596375.696799.6293.85269.201489.802223.904656.1165.01350.4104910.008105.531474.9976.17431.5665010.21428.317256.2887.32512.6975110.4200.00068.7698.48593.818(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0004000400031820.2104000400031830.4194000400031840.629