樁板擋墻計算

樁板式擋土墻驗算[執(zhí)行標(biāo)準(zhǔn)：通用]計算項目：樁板式擋土墻1計算時間：2021-09-1015:28:22星期五------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(m)10.000嵌入深度(m)6.000截面形狀圓樁樁徑(m)1.000樁間距(m)5.700擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件固定計算方法C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樁前橫坡角(°)0.000嵌入段地層類型巖層板類板厚板寬板塊型號(m)(m)數(shù)10.3005.20010土層土層厚重度浮重度CKHηfrk序號(m)(kN/m3)(kN/m3)(MPa)13.00020.0021.005.0000.5000.3003.000250.00024.0024.0030.0000.5000.3003.000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)55樁縱筋級別HRB400樁箍筋級別HRB400樁箍筋間距(mm)200樁配筋形式縱筋均勻配置樁拉區(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)20.000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)20.000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)---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)13.00020.0009.0005.00020.0001.000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)1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13.0000.0003.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號1-11.0002.0002.000整體穩(wěn)定計算參數(shù)：是否計算整體穩(wěn)定是穩(wěn)定計算容許安全系數(shù)1.250穩(wěn)定計算目標(biāo)自動搜索最危險滑裂面條分法的土條寬度(m)1.000搜索時的圓心步長(m)1.000搜索時的半徑步長(m)1.000鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，庫侖土壓力分項(安全)系數(shù)=1.200=====================================================================第1種情況:一般情況[土壓力計算]計算高度為4.000(m)處的庫侖主動土壓力第1破裂角：42.390(度)Ea=82.417(kN)Ex=77.446(kN)Ey=28.188(kN)作用點(diǎn)高度Zy=1.095(m)(一)樁身內(nèi)力計算計算方法:C法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=1736.767(kN-m)距離樁頂7.600(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=518.442(kN)距離樁頂4.000(m)樁頂位移=42(mm)點(diǎn)號距頂距離彎矩剪力位移土反力橫向承載力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-42-0.0000.00020.2000.0000.000-41-0.0000.00030.4000.0000.000-40-0.0000.00040.6000.0000.000-39-0.0000.00050.8000.031-0.465-38-0.0000.00061.0000.289-2.480-36-0.0000.00071.2001.167-6.661-35-0.0000.00081.4003.098-13.008-34-0.0000.00091.6006.515-21.523-33-0.0000.000101.80011.852-32.204-32-0.0000.000112.00020.263-55.885-30-0.0000.000122.20035.072-92.567-29-0.0000.000132.40057.435-131.416-28-0.0000.000142.60087.783-172.431-27-0.0000.000152.800126.551-215.613-26-0.0000.000163.000174.173-260.961-24-0.0000.000173.200231.080-308.477-23-0.0000.000183.400297.708-358.159-22-0.0000.000193.600374.489-410.008-21-0.0000.000203.800461.855-464.023-20-0.0000.000214.000560.242-518.442-19-0.0000.000224.200663.578-509.725-17-39.055450.000234.400764.132-493.486-16-51.720450.000244.600860.972-473.572-15-59.123450.000254.800953.561-451.519-14-63.499450.000265.0001041.580-428.260-13-65.791450.000275.2001124.864-404.451-12-66.525450.000285.4001203.361-380.594-11-66.046450.000295.6001277.102-357.082-10-64.603450.000305.8001346.193-334.227-9-62.387450.000316.0001410.793-312.280-8-59.553450.000326.2001471.105-291.441-8-56.232450.000336.4001527.369-271.864-7-52.538450.000346.6001579.851-253.666-6-48.569450.000356.8001628.836-236.929-5-44.417450.000367.0001674.622-203.482-5-40.164450.000377.2001710.228-139.277-4-215.303450.000387.4001730.333-66.346-3-189.881450.000397.6001736.767-2.455-3-165.081450.000407.8001731.31552.678-2-141.224450.000418.0001715.69699.444-2-118.593450.000428.2001691.538138.328-2-97.437450.000438.4001660.365169.900-1-77.967450.000448.6001623.578194.799-1-60.367450.000458.8001582.445213.728-1-44.794450.000469.0001538.087227.439-0-31.382450.000479.2001491.469236.731-0-20.240450.000489.4001443.394242.438-0-11.463450.000499.6001394.494245.423-0-5.125450.000509.8001345.225246.578-0-1.288450.0005110.000647.931123.405-0-0.000450.000嵌入段為巖層，樁的最大土反力≤巖層橫向地基承載力，橫向承載力滿足規(guī)范要求。(二)樁身配筋計算點(diǎn)號距頂距離 全部縱筋箍筋(m)(mm2)(mm2)1-0.000432016820.200432016830.400432016840.600432016850.800432016861.000432016871.200432016881.400432016891.6004320168101.8004320168112.0004320168122.2004320168132.4004320168142.6004320168152.8004320168163.0004320168173.2004320168183.4004320168193.6004320168203.8004320168214.0004320168224.2004437168234.4005177168244.6005901168254.8006604168265.0007281168275.2007930168285.4008547168295.6009133168305.8009687168316.00010208168326.20010698168336.40011157168346.60011589168356.80011994168367.00012373168377.20012670168387.40012838168397.60012891168407.80012846168418.00012715168428.20012514168438.40012255168448.60011950