隧道工程-支擋結(jié)構(gòu)調(diào)整說明及計算書

隧道工程支擋結(jié)構(gòu)調(diào)整說明及計算書一、調(diào)整概況受征得拆遷影響，渝南分流道局部道路平面線位向左側(cè)偏移8~9m調(diào)整，受此影響現(xiàn)對苦竹壩立交9a、9b、10a、10b、11擋墻進(jìn)行調(diào)整設(shè)計，具體設(shè)計調(diào)整如下：項目擋墻結(jié)構(gòu)形式擋墻長度高度范圍（m）原設(shè)計變更后原設(shè)計變更后原設(shè)計變更后苦竹壩10a擋墻衡重+重力式+懸臂式同原設(shè)計1351412.3~7.51~7苦竹壩10b擋墻衡重+重力式+懸臂式同原設(shè)計1271312.2~9.71~9苦竹壩9a擋墻衡重+重力式+懸臂式同原設(shè)計951082.6~10.273~10苦竹壩9b擋墻衡重+重力式+懸臂式同原設(shè)計951082.6~10.51~9苦竹壩11擋墻樁板擋墻+重力式樁板1391303~6.483~6根據(jù)上表知，調(diào)整后9a、9b、10a、10b結(jié)構(gòu)形式未變，且墻高（衡重、重力式、懸臂式）未超過原設(shè)計一般構(gòu)造圖設(shè)計范圍，故可參照原設(shè)計一般構(gòu)造圖進(jìn)行施工，故本次只對苦竹壩立交擋墻11#進(jìn)行計算。二、苦竹壩立交擋墻11#1、計算斷面一（1.5×2.0m）21~35軸懸臂3.2~6.5m，14~20軸受管網(wǎng)開挖影響，懸臂6.3~8.6m故選用最不利斷面20軸進(jìn)行計算分析樁板式擋土墻驗算[執(zhí)行標(biāo)準(zhǔn)：公路]計算項目：樁板式擋土墻7計算時間：2021-07-1917:35:05星期一------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(m)16.630嵌入深度(m)8.030截面形狀方樁樁寬(m)1.500樁高(m)2.000樁間距(m)4.000擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件鉸接計算方法M法初始彈性系數(shù)A(MN/m3)0.000初始彈性系數(shù)A1(MN/m3)0.000板類板厚板寬板塊型號(m)(m)數(shù)10.3501.0008土層土層厚重度浮重度M序號(m)(kN/m3)(kN/m3)14.33018.008.0010.000250.00025.7015.70100.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)35樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)200樁配筋形式---樁拉區(qū)縱筋配筋范圍(度)---樁壓區(qū),拉區(qū)縱筋比---板混凝土強(qiáng)度等級C30板縱筋合力點(diǎn)到外皮距離(mm)70板縱筋級別HRB400場地環(huán)境一般地區(qū)墻后填土類型單層填土墻后填土內(nèi)摩擦角(度)25.000墻后填土粘聚力(kPa)5.000墻后填土容重(kN/m3)20.000墻后填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)12.500地震烈度---面?zhèn)鹊卣饎铀畨毫ο禂?shù)---背側(cè)地震動水壓力系數(shù)---地基土容重(kN/m3)18.000地基土浮容重(kN/m3)---基底摩擦系數(shù)0.500地基浮力系數(shù)---地基土類型土質(zhì)地基抗震基底容許偏心距---墻身地震力調(diào)整系數(shù)---公路等級及工程類別高速公路抗震重點(diǎn)工程地基土內(nèi)摩擦角(度)30.000地基土粘聚力(kPa)10.000地基強(qiáng)度與偏心距驗算時斜面長度作為基底寬墻后填土層參數(shù)：層層厚度容重浮容重粘聚力內(nèi)摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)13.00020.0009.0005.00025.0001.000土壓力計算：土壓力計算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)3坡面起始是否低于墻頂否坡面起始距離(m)0.000地面橫坡角度(度)0.000填土對橫坡面的摩擦角(度)35.000擋墻分段長度(m)10.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(m)(m)角(度)土柱18.2402.2408.53915.2080215.0000.00015.0000.000035.0000.0005.0000.0000荷載組合相關(guān)參數(shù)：結(jié)構(gòu)重要性系數(shù)1.100荷載組合數(shù)2鋼筋混凝土配筋計算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計算時，土壓力分項(安全)系數(shù)=1.000[土壓力計算]計算高度為8.600(m)處的庫侖主動土壓力無荷載時的破裂角=40.194(度)第1破裂角：40.194(度)Ea=283.769(kN)Ex=277.042(kN)Ey=61.419(kN)作用點(diǎn)高度Zy=2.606(m)(一)樁身內(nèi)力計算計算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=7089.116(kN-m)距離樁頂13.266(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=3022.559(kN)距離樁頂16.294(m)樁頂位移=23(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-23---20.3310.0000.000-22---30.6620.0000.000-21---40.9920.151-1.370-21---51.3231.298-6.294-20---61.6544.797-15.588-20---71.98512.092-29.250-19---82.31524.628-47.280-18---92.64643.851-69.679-18---102.97771.206-96.447-17---113.308108.136-127.584-17---123.638156.089-163.090-16---133.969216.508-202.964-15---144.300290.839-247.206-15---154.631380.526-295.818-14---164.962487.016-348.798-14---175.292611.752-406.147-13---185.623756.179-467.865-12---195.954921.744-533.951-12---206.2851109.890-604.406-11---216.6151322.063-679.230-11---226.9461559.708-758.422-10---237.2771824.270-841.983-9---247.6082117.194-929.913-9---257.9382439.926-1022.212-8---268.2692793.908-1118.879-8---278.6003180.538-1218.197-7---288.9333585.871-1207.598-7---299.2663984.983-1181.019-6---309.5994372.611-1140.020-6---319.9324744.412-1087.287-5---3210.2655096.912-1025.362-5---3310.5985427.461-956.626-4---3410.9325734.172-883.286-4---3511.2656015.866-807.363-3---3611.5986272.000-730.680-3---3711.9316502.611-654.854-3---3812.2646708.234-581.287-2---3912.5976889.838-511.158-2---4012.9307048.745-298.555-2---4113.2667089.116172.161-1---4213.6036932.927726.952-1---4313.9396600.0761221.626-1---4414.2756111.1061655.063-1---4514.6125486.6692027.539-1---4614.9484747.1252340.267-1---4715.2853912.3072594.904-0---4815.6213001.4612793.035-0---4915.9572033.3592935.637-0---5016.2941026.5773022.559-0---5116.6300.0001525.996-0---(二)樁身配筋計算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋 (m)(mm2)(mm2)(mm2)1-0.0006000600036020.3316000600036030.6626000600036040.9926000600036051.3236000600036061.6546000600036071.9856000600036082.3156000600036092.64660006000360102.97760006000360113.30860006000360123.63860006000360133.96960006000360144.30060006000360154.63160006000360164.96260006000360175.29260006000360185.62360006000360195.95460006000360206.28560006000360216.61560006000360226.94660006000360237.27760006000360247.60860006000360257.93860006000360268.26960006000360278.60060006000360288.93360006000360299.26660006253360309.59960006853360319.932600074323603210.265600079833603310.598600085023603410.932600089863603511.265600094323603611.598600098393603711.9316000102073603812.2646000105353603912.5976000108263604012.9306000110823604113.2666000111473604213.6036000108963604313.9396000103623604414.275600095833604514.612600085953604614.948600074363604715.285600061403604815.621600060004094915.957600060004525016.294600060004795116.63060006000360(三)擋土板內(nèi)力配筋計算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板受拉側(cè)縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)13508.00072.026144.0521679=====================================================================第2種情況:組合2注意：內(nèi)力計算時，土壓力分項(安全)系數(shù)=1.400[土壓力計算]計算高度為8.600(m)處的庫侖主動土壓力無荷載時的破裂角=40.194(度)第1破裂角：40.194(度)Ea=283.769(kN)Ex=277.042(kN)Ey=61.419(kN)作用點(diǎn)高度Zy=2.606(m)(一)樁身內(nèi)力計算計算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=9924.763(kN-m)距離樁頂13.266(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=4231.583(kN)距離樁頂16.294(m)樁頂位移=32(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-32---20.3310.0000.000-31---30.6620.0000.000-30---40.9920.211-1.918-29---51.3231.818-8.812-28---61.6546.716-21.823-27---71.98516.928-40.949-27---82.31534.479-66.192-26---92.64661.392-97.551-25---102.97799.688-135.026-24---113.308151.391-178.618-23---123.638218.525-228.325-22---133.969303.112-284.149-22---144.300407.175-346.089-21---154.631532.737-414.145-20---164.962681.822-488.318-19---175.292856.452-568.606-18---185.6231058.651-655.011-17---195.9541290.442-747.532-17---206.2851553.846-846.169-16---216.6151850.889-950.922-15---226.9462183.592-1061.791-14---237.2772553.979-1178.777-13---247.6082964.072-1301.878-12---257.9383415.896-1431.097-12---268.2693911.471-1566.430-11---278.6004452.753-1705.475-10---288.9335020.220-1690.637-9---299.2665578.978-1653.427-9---309.5996121.657-1596.028-8---319.9326642.178-1522.202-7---3210.2657135.678-1435.508-7---3310.5987598.447-1339.277-6---3410.9328027.842-1236.601-5---3511.2658422.214-1130.308-5---3611.5988780.802-1022.952-4---3711.9319103.657-916.796-4---3812.2649391.529-813.802-3---3912.5979645.774-715.622-3---4012.9309868.243-417.977-2---4113.2669924.763241.025-2---4213.6039706.0991017.733-2---4313.9399240.1071710.277-1---4414.2758555.5502317.089-1---4514.6127681.3382838.555-1---4614.9486645.9763276.374-1---4715.2855477.2303632.866-1---4815.6214202.0463910.249-0---4915.9572846.7024109.893-0---5016.2941437.2084231.583-0---5116.6300.0002136.395-0---(二)樁身配筋計算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋 (m)(mm2)(mm2)(mm2)1-0.0006000600036020.3316000600036030.6626000600036040.9926000600036051.3236000600036061.6546000600036071.9856000600036082.3156000600036092.64660006000360102.97760006000360113.30860006000360123.63860006000360133.96960006000360144.30060006000360154.63160006000360164.96260006000360175.29260006000360185.62360006000360195.95460006000360206.28560006000360216.61560006000360226.94660006000360237.27760006000360247.60860006000360257.93860006000360268.26960006139360278.60060006978360288.93360007863360299.26660008741360309.59960009600360319.9326000104303603210.2656000112223603310.5986000119693603410.9326000126673603511.2656000133123603611.5986000139013603711.9316000144353603812.2646000149123603912.5976000153363604012.9306000157073604113.2666000158023604213.6036000154363604313.9396000146613604414.2756000135313604514.6126000121043994614.9486000104365394715.285600085816754815.621600065887974915.957600060008855016.294600060009385116.63060006000360（四）截面配筋:擋土側(cè)66根E28，懸空側(cè)15根E28（E-HRB400）正截面受彎承載力Mu=24091.43kN.m>設(shè)計彎矩M=9925.00kN.m滿足!斜截面受剪承載力Vu=10161.94kN>設(shè)計剪力V=4232.00kN滿足!裂縫寬度=0.134mm<裂縫限值0.200mm滿足!2、計算斷面一（2.0×2.5m）選用2軸斷面進(jìn)行計算樁板式擋土墻驗算[執(zhí)行標(biāo)準(zhǔn)：公路]計算項目：苦竹壩擋墻11號計算時間：2021-07-1917:39:28星期一------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(m)13.900嵌入深度(m)7.450截面形狀方樁樁寬(m)2.000樁高(m)2.500樁間距(m)4.000擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件鉸接計算方法M法初始彈性系數(shù)A(MN/m3)0.000初始彈性系數(shù)A1(MN/m3)0.000板類板厚板寬板塊型號(m)(m)數(shù)10.5001.0009土層土層厚重度浮重度M序號(m)(kN/m3)(kN/m3)14.80021.0011.007.000250.00025.7015.70100.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)70樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)100樁配筋形式---樁拉區(qū)縱筋配筋范圍(度)---樁壓區(qū),拉區(qū)縱筋比---板混凝土強(qiáng)度等級C30板縱筋合力點(diǎn)到外皮距離(mm)40板縱筋級別HRB400場地環(huán)境一般地區(qū)墻后填土類型單層填土墻后填土內(nèi)摩擦角(度)25.000墻后填土粘聚力(kPa)5.000墻后填土容重(kN/m3)21.000墻后填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)12.500地震烈度---面?zhèn)鹊卣饎铀畨毫ο禂?shù)---背側(cè)地震動水壓力系數(shù)---地基土容重(kN/m3)18.000地基土浮容重(kN/m3)---基底摩擦系數(shù)0.500地基浮力系數(shù)---地基土類型土質(zhì)地基抗震基底容許偏心距---墻身地震力調(diào)整系數(shù)---公路等級及工程類別高速公路抗震重點(diǎn)工程地基土內(nèi)摩擦角(度)30.000地基土粘聚力(kPa)10.000地基強(qiáng)度與偏心距驗算時斜面長度作為基底寬墻后填土層參數(shù)：層層厚度容重浮容重粘聚力內(nèi)摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)13.00021.0009.0005.00025.0001.000土壓力計算：土壓力計算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)2坡面起始是否低于墻頂否坡面起始距離(m)0.000地面橫坡角度(度)0.000填土對橫坡面的摩擦角(度)35.000擋墻分段長度(m)10.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(m)(m)角(度)土柱14.7500.0004.7500.0000220.0000.00020.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)荷載序號2-10.00020.0005.000用戶輸入(計算荷載)荷載組合相關(guān)參數(shù)：結(jié)構(gòu)重要性系數(shù)1.100荷載組合數(shù)2鋼筋混凝土配筋計算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計算時，土壓力分項(安全)系數(shù)=1.400[土壓力計算]計算高度為6.450(m)處的庫侖主動土壓力無荷載時的破裂角=34.992(度)第1破裂角：48.024(度)Ea=150.388(kN)Ex=146.823(kN)Ey=32.550(kN)作用點(diǎn)高度Zy=1.539(m)(一)樁身內(nèi)力計算計算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=4664.094(kN-m)距離樁頂11.250(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2826.426(kN)距離樁頂13.606(m)樁頂位移=10(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-10---20.2800.0000.000-10---30.5610.0000.000-10---40.8410.048-0.508-10---51.1220.475-3.045-9---61.4022.039-8.620-9---71.6835.593-17.234-9---81.96311.989-28.887-9---92.24322.079-43.579-9---102.52436.716-61.310-8---112.80456.751-82.080-8---123.08583.036-105.889-8---133.365116.425-132.737-8---143.646157.768-162.624-7---153.926207.919-195.549-7---164.207267.730-231.514-7---174.487338.052-270.517-7---184.767419.739-312.560-6---195.048516.174-384.733-6---205.328638.340-487.035-6---215.609789.622-592.377-6---225.889970.871-700.758-5---236.1701182.940-812.178-5---246.4501426.681-926.114-5---256.7321688.024-921.609-5---267.0151947.118-910.043-5---277.2972201.930-891.655-4---287.5792450.641-867.198-4---297.8622691.642-837.409-4---308.1442923.531-803.013-4---318.4263145.109-764.719-3---328.7093355.372-723.218-3---338.9913553.514-679.183-3---349.2743738.911-633.266-3---359.5563911.123-586.099-3---369.8384069.885-538.292-2---3710.1214215.100-490.430-2---3810.4034346.833-443.076-2---3910.6854465.307-396.768-2---4010.9684570.891-352.018-2---4111.2504664.094-162.681-1---4211.5444662.700293.061-1---4311.8394491.513845.014-1---4412.1334165.0811344.279-1---4512.4283699.8831784.402-1---4612.7223114.2662159.063-1---4713.0172428.4342461.953-0---4813.3111664.4512686.637-0---4913.606846.3032826.426-0---5013.9000.0001437.119-0---(二)樁身配筋計算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋 (m)(mm2)(mm2)(mm2)1-0.000100001000024020.280100001000024030.561100001000024040.841100001000024051.122100001000024061.402100001000024071.683100001000024081.963100001000024092.2431000010000240102.5241000010000240112.8041000010000240123.0851000010000240133.3651000010000240143.6461000010000240153.9261000010000240164.2071000010000240174.4871000010000240184.7671000010000240195.0481000010000240205.3281000010000240215.6091000010000240225.8891000010000240236.1701000010000240246.4501000010000240256.7321000010000240267.0151000010000240277.2971000010000240287.5791000010000240297.8621000010000240308.1441000010000240318.4261000010000240328.7091000010000240338.9911000010000240349.2741000010000240359.5561000010000240369.83810000100002403710.12110000100002403810.40310000100002403910.68510000100002404010.96810000100002404111.25010000100002404211.54410000100002404311.83910000100002404412.13310000100002404512.42810000100002404612.72210000100002404713.01710000100002404813.31110000100002404913.60610000100002405013.9001000010000240(三)擋土板內(nèi)力配筋計算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板受拉側(cè)縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)15006.450103.387206.7751414=====================================================================第2種情況:組合2注意：內(nèi)力計算時，土壓力分項(安全)系數(shù)=1.000[土壓力計算]計算高度為6.450(m)處的庫侖主動土壓力無荷載時的破裂角=34.992(度)第1破裂角：48.024(度)Ea=150.388(kN)Ex=146.823(kN)Ey=32.550(kN)作用點(diǎn)高度Zy=1.539(m)(一)樁身內(nèi)力計算計算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=3331.496(kN-m)距離樁頂11.250(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2018.875(kN)距離樁頂13.606(m)樁頂位移=7(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-7---20.2800.0000.000-7---30.5610.0000.000-7---40.8410.034-0.363-7---51.1220.339-2.175-7---61.4021.457-6.157-7---71.6833.995-12.310-6---81.9638.564-20.634-6---92.24315.771-31.128-6---102.52426.226-43.793-6---112.80440.536-58.629-6---123.08559.312-75.635-6---133.36583.160-94.812-5---143.646112.692-116.160-5---153.926148.514-139.678-5---164.207191.236-165.367-5---174.487241.466-193.227-5---184.767299.814-223.257-5---195.048368.696-274.809-4---205.328455.957-347.882-4---215.609564.016-423.127-4---225.889693.479-500.541-4---236.170844.957-580.127-4---246.4501019.058-661.510-4---256.7321205.732-658.292-3---267.0151390.799-650.030-3---277.2971572.807-636.896-3---287.5791750.458-619.427-3---297.8621922.602-598.149-3---308.1442088.236-573.581-3-