江北區(qū)鴻恩坊山體滑坡地質(zhì)災(zāi)害綜合治理工程計算：校審：審核：目錄1.工程概況 （2）3-3’剖面下滑力計算3-3’剖面滑坡推力計算條塊編號條塊面積(m2)滑面長度(m)滑面傾角(0)F地面荷載(kN)C(kPa)摩擦角φi飽和重度(kN/m3)下滑力(kN/m)抗滑力(kN/m)累計下滑力(kN/m)累計抗滑力(kN/m)穩(wěn)定系數(shù)安全系數(shù)剩余下滑力(kN/m)13.453.2642.7100.005.0025.0021.00116.9575.40116.9575.400.641.3561.1027.264.2037.40.005.0025.0021.0092.6077.48204.01149.310.731.3593.4235.723.1230.00.0012.005.6020.5058.6347.40258.37193.570.751.35114.98注：坡頂建筑荷載影響按100kpa計算。剩余下滑力水平分力為97.51kN/m.5.2HP2穩(wěn)定性計算以下選取典型斷面9-9’和10-10’進(jìn)行計算：9-9’剖面滑坡推力計算條塊編號條塊面積(m2)滑面長度(m)滑面傾角(0)F地面荷載(kN)C(kPa)摩擦角φi飽和重度(kN/m3)下滑力(kN/m)抗滑力(kN/m)累計下滑力(kN/m)累計抗滑力(kN/m)穩(wěn)定系數(shù)安全系數(shù)剩余下滑力(kN/m)111.445.5034.83.5012.005.6020.50135.8485.16135.8485.160.631.3572.76221.364.7025.83.5012.005.6020.50192.1095.36324.19178.170.551.35192.21注：據(jù)地勘，碗中花建筑無變形跡象，且建筑基礎(chǔ)位于基巖上，對本滑坡無影響。剩余下滑力水平分力為163.00kN/m.10-10’剖面滑坡推力計算條塊編號條塊面積(m2)滑面長度(m)滑面傾角(0)F地面荷載(kN)C(kPa)摩擦角φi飽和重度(kN/m3)下滑力(kN/m)抗滑力(kN/m)累計下滑力(kN/m)累計抗滑力(kN/m)穩(wěn)定系數(shù)安全系數(shù)剩余下滑力(kN/m)126.417.9030.03.5012.005.6021.00279.06142.19279.06142.190.511.35173.73注：據(jù)地勘，碗中花建筑無變形跡象，且建筑基礎(chǔ)位于基巖上，對本滑坡無影響。剩余下滑力水平分力為269.48kN/m.6樁板擋墻計算6.1HP1典型斷面2-2’樁板式抗滑擋土墻驗算計算項目：樁板式抗滑擋土墻2-2原始條件:墻身尺寸:樁總長:11.000(m)嵌入深度:5.000(m)截面形狀:方樁樁寬:1.200(m)樁高:1.500(m)樁間距:4.000(m)擋土板的類型數(shù):2板類型號板厚(m)板寬(m)板塊數(shù)10.3000.600820.3000.6008嵌入段土層數(shù):1樁底支承條件:鉸接計算方法:K法土層序號土層厚(m)重度(kN/m3)K(MN/m3)120.00025.70060.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)A1:0.000(MN/m3)樁頂錨索水平剛度:0.000(MN/m)物理參數(shù):樁混凝土強(qiáng)度等級:C30樁縱筋合力點到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HPB300樁箍筋間距:200(mm)板混凝土強(qiáng)度等級:C30板縱筋合力點到外皮距離:35(mm)板縱筋級別:HRB400場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:25.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:21.000(kN/m3)坡線與滑坡推力:坡面線段數(shù):3折線序號水平投影長(m)豎向投影長(m)110.0006.38024.6200.450310.0000.000地面橫坡角度:32.000(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墻后剩余下滑力水平分力174.000(kN/m)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，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載矩形分布:樁后:上部=116.000(kN/m)下部=116.000(kN/m)(一)樁身內(nèi)力計算計算方法: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=3303.495(kN-m)距離樁頂7.136(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1237.170(kN)距離樁頂10.773(m)樁頂位移=23(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-23-0.00020.2223.867-34.800-23-0.00030.44415.467-69.600-22-0.00040.66734.800-104.400-22-0.00050.88961.867-139.200-21-0.00061.11196.667-174.000-20-0.00071.333139.200-208.800-20-0.00081.556189.467-243.600-19-0.00091.778247.467-278.400-19-0.000102.000313.200-313.200-18-0.000112.222386.667-348.000-17-0.000122.444467.867-382.800-17-0.000132.667556.800-417.600-16-0.000142.889653.467-452.400-15-0.000153.111757.867-487.200-15-0.000163.333870.000-522.000-14-0.000173.556989.867-556.800-14-0.000183.7781117.467-591.600-13-0.000194.0001252.800-626.400-13-0.000204.2221395.867-661.200-12-0.000214.4441546.667-696.000-11-0.000224.6671705.200-730.800-11-0.000234.8891871.467-765.600-10-0.000245.1112045.467-800.400-10-0.000255.3332227.200-835.200-9-0.000265.5562416.667-870.000-9-0.000275.7782613.867-904.800-8-0.000286.0002818.800-939.600-8-231.110296.2273006.375-718.519-7-427.240306.4553145.400-512.130-7-398.314316.6823239.161-319.965-6-370.349326.9093290.838-141.534-6-343.373337.1363303.49523.660-5-317.402347.3643280.084176.120-5-292.441357.5913223.441316.351-4-268.481367.8183136.288444.848-4-245.507378.0453021.237562.098-4-223.492388.2732880.789668.571-3-202.400398.5002717.341764.718-3-182.189408.7272533.190850.967-3-162.808418.9552330.538927.719-2-144.202429.1822111.500995.347-2-126.308439.4091878.1081054.189-2-109.060449.6361632.3231104.550-2-92.386459.8641376.0401146.699-1-76.2114610.0911111.0961180.866-1-60.4574710.318839.2821207.241-1-45.0434810.545562.3491225.973-0-29.8854910.773282.0221237.170-0-14.8995011.000-0.000620.447-0-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0003600360030520.2223600360030530.4443600360030540.6673600360030550.8893600360030561.1113600360030571.3333600360030581.5563600360030591.77836003600305102.00036003600305112.22236003600305122.44436003600305132.66736003600305142.88936003600305153.11136003600305163.33336003600305173.55636003600305183.77836003600305194.00036003600305204.22236003600305214.44436003600305224.66736003600305234.88936003634305245.11136003965305255.33336004313305265.55636004677305275.77836005057305286.00036005455305296.22736005822305306.45536006095305316.68236006279305326.90936006381305337.13636006406305347.36436006360305357.59136006248305367.81836006077305378.04536005851305388.27336005576305398.50036005258305408.72736004901305418.95536004511305429.18236004091305439.40936003647305449.63636003600305459.864360036003054610.091360036003054710.318360036003054810.545360036003054910.773360036003055011.00036003600305(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全部縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)13004.80039.15046.98051323006.00039.15046.980513=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計算]計算高度為6.000(m)處的庫侖主動土壓力第1破裂角：48.337(度)Ea=331.684Ex=320.382Ey=85.846(kN)作用點高度Zy=2.250(m)(一)樁身內(nèi)力計算計算方法: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=4849.530(kN-m)距離樁頂7.136(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1887.476(kN)距離樁頂10.773(m)樁頂位移=36(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-36-0.00020.2220.228-3.081-35-0.00030.4441.826-12.324-34-0.00040.6676.162-27.730-33-0.00050.88914.607-49.298-33-0.00061.11128.529-77.028-32-0.00071.33349.298-110.920-31-0.00081.55678.283-150.975-30-0.00091.778116.854-197.192-29-0.000102.000166.381-249.571-28-0.000112.222228.231-308.112-27-0.000122.444303.776-372.816-26-0.000132.667394.280-442.276-25-0.000142.889500.540-514.390-24-0.000153.111623.043-588.463-23-0.000163.333762.224-664.493-23-0.000173.556918.518-742.482-22-0.000183.7781092.361-822.429-21-0.000194.0001284.187-904.334-20-0.000204.2221494.432-988.198-19-0.000214.4441723.531-1074.020-18-0.000224.6671971.919-1161.799-17-0.000234.8892240.031-1251.537-16-0.000245.1112528.303-1343.233-16-0.000255.3332837.169-1436.888-15-0.000265.5563167.065-1532.500-14-0.000275.7783518.425-1630.071-13-0.000286.0003887.963-1679.346-12-374.216296.2274227.581-1321.033-12-693.137306.4554488.433-985.886-11-647.448316.6824675.711-673.242-10-603.129326.9094794.452-382.401-9-560.237337.1364849.530-112.639-9-518.810347.3644845.651136.779-8-478.864357.5914787.357366.595-7-440.398367.8184679.018577.543-7-403.395378.0454524.837770.347-6-367.822388.2734328.860945.711-6-333.633398.5004094.9691104.311-5-300.766408.7273826.9001246.790-4-269.150418.9553528.2461373.754-4-238.705429.1823202.4671485.764-3-209.338439.4092852.8991583.337-3-180.951449.6362482.7681666.933-3-153.435459.8642095.2031736.961-2-126.6794610.0911693.2411793.771-2-100.5634710.3181279.8511837.653-1-74.9644810.545857.9431868.834-1-49.7574910.773430.3821887.476-0-24.8135011.000-0.000946.840-0-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0003600360030520.2223600360030530.4443600360030540.6673600360030550.8893600360030561.1113600360030571.3333600360030581.5563600360030591.77836003600305102.00036003600305112.22236003600305122.44436003600305132.66736003600305142.88936003600305153.11136003600305163.33336003600305173.55636003600305183.77836003600305194.00036003600305204.22236003600305214.44436003600305224.66736003825305234.88936004337305245.11136004892305255.33336005491305265.55636006137305275.77836006832305286.00036007571305296.22736008257305306.45536008789305316.68236009174305326.90936009419305337.13636009533305347.36436009525305357.59136009405305367.81836009181305378.04536008864305388.27336008463305398.50036007988305408.72736007448305418.95536006852305429.18236006207305439.40936005522305449.63636004804305459.864360040603054610.091360036003054710.318360036003054810.545360036003054910.773360036003055011.00036003600305(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全部縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)13004.800101.176121.411143623006.000113.068135.68116336.2HP2典型斷面9-9’樁板式抗滑擋土墻驗算計算項目：樁板式抗滑擋土墻9-9原始條件:墻身尺寸:樁總長:14.700(m)嵌入深度:6.000(m)截面形狀:方樁樁寬:1.200(m)樁高:1.500(m)樁間距:4.000(m)擋土板的類型數(shù):2板類型號板厚(m)板寬(m)板塊數(shù)10.3000.600820.3000.6008嵌入段土層數(shù):1樁底支承條件:鉸接計算方法:K法土層序號土層厚(m)重度(kN/m3)K(MN/m3)120.00025.70060.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)A1:0.000(MN/m3)樁頂錨索水平剛度:0.000(MN/m)物理參數(shù):樁混凝土強(qiáng)度等級:C30樁縱筋合力點到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HPB300樁箍筋間距:200(mm)板混凝土強(qiáng)度等級:C30板縱筋合力點到外皮距離:35(mm)板縱筋級別:HRB400場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:25.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:21.000(kN/m3)坡線與滑坡推力:坡面線段數(shù):3折線序號水平投影長(m)豎向投影長(m)18.7000.00020.0004.700310.0000.000地面橫坡角度:25.800(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墻后剩余下滑力水平分力163.000(kN/m)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，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載矩形分布:樁后:上部=74.943(kN/m)下部=74.943(kN/m)(一)樁身內(nèi)力計算計算方法: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=4279.601(kN-m)距離樁頂9.900(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1236.426(kN)距離樁頂14.400(m)樁頂位移=34(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-34-0.00020.2904.254-29.340-33-0.00030.58017.017-58.680-32-0.00040.87038.289-88.020-31-0.00051.16068.069-117.360-30-0.00061.450106.357-146.700-29-0.00071.740153.155-176.040-28-0.00082.030208.461-205.380-27-0.00092.320272.275-234.720-26-0.000102.610344.598-264.060-25-0.000112.900425.430-293.400-24-0.000123.190514.770-322.740-23-0.000133.480612.619-352.080-22-0.000143.770718.977-381.420-21-0.000154.060833.843-410.760-21-0.000164.350957.217-440.100-20-0.000174.6401089.101-469.440-19-0.000184.9301229.493-498.780-18-0.000195.2201378.393-528.120-17-0.000205.5101535.802-557.460-16-0.000215.8001701.720-586.800-15-0.000226.0901876.146-616.140-14-0.000236.3802059.081-645.480-13-0.000246.6702250.524-674.820-12-0.000256.9602450.477-704.160-12-0.000267.2502658.938-733.500-11-0.000277.5402875.907-762.840-10-0.000287.8303101.385-792.180-9-0.000298.1203335.371-821.520-9-0.000308.4103577.866-850.860-8-0.000318.7003828.870-880.200-7-218.987329.0004050.293-609.092-7-390.863339.3004194.326-363.550-6-353.205349.6004268.423-142.126-5-317.777359.9004279.60156.665-5-284.6213610.2004234.424234.325-4-253.7413710.5004139.006392.348-4-225.1163810.8003999.015532.205-3-198.6943911.1003819.683655.327-3-174.4014011.4003605.820763.086-3-152.1434111.7003361.831856.789-2-131.8054212.0003091.746937.660-2-113.2584312.3002799.2351006.833-2-96.3574412.6002487.6461065.344-1-80.9484512.9002160.0301114.122-1-66.8644613.2001819.1731153.984-1-53.9314713.5001467.6391185.631-1-41.9674813.8001107.7951209.639-1-30.7864914.100741.8551226.462-0-20.1945014.400371.9181236.426-0-9.9985114.700-0.000619.863-0-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0003600360030520.2903600360030530.5803600360030540.8703600360030551.1603600360030561.4503600360030571.7403600360030582.0303600360030592.32036003600305102.61036003600305112.90036003600305123.19036003600305133.48036003600305143.77036003600305154.06036003600305164.35036003600305174.64036003600305184.93036003600305195.22036003600305205.51036003600305215.80036003600305226.09036003643305236.38036003991305246.67036004357305256.96036004742305267.25036005145305277.54036005567305287.83036006008305298.12036006469305308.41036006950305318.70036007452305329.00036007898305339.30036008190305349.60036008340305359.900360083633053610.200360082713053710.500360080773053810.800360077943053911.100360074343054011.400360070063054111.700360065213054212.000360059893054312.300360054173054412.600360048133054512.900360041843054613.200360036003054713.500360036003054813.800360036003054914.100360036003055014.400360036003055114.70036003600305(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全部縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)13004.80025.29330.35236023008.70025.29330.352360=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計算]計算高度為8.700(m)處的庫侖主動土壓力第1破裂角：48.394(度)Ea=361.498Ex=349.180Ey=93.563(kN)作用點高度Zy=2.753(m)(一)樁身內(nèi)力計算計算方法: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=6400.304(kN-m)距離樁頂10.200(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1988.187(kN)距離樁頂14.400(m)樁頂位移=53(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-53-0.00020.2900.191-1.976-51-0.00030.5801.528-7.902-50-0.00040.8705.156-17.780-48-0.00051.16012.222-31.609-47-0.00061.45023.872-49.389-46-0.00071.74041.250-71.121-44-0.00082.03065.504-96.803-43-0.00092.32097.778-126.437-41-0.000102.610139.219-160.022-40-0.000112.900190.973-197.558-39-0.000123.190254.185-239.045-37-0.000133.480330.001-284.483-36-0.000143.770419.567-333.873-35-0.000154.060524.029-387.213-33-0.000164.350644.533-444.505-32-0.000174.640782.224-505.748-30-0.000184.930938.248-570.942-29-0.000195.2201113.752-640.087-28-0.000205.5101309.881-713.184-26-0.000215.8001527.781-790.231-25-0.000226.0901768.597-871.230-24-0.000236.3802033.476-956.180-22-0.000246.6702323.563-1045.081-21-0.000256.9602640.005-1137.933-20-0.000267.2502983.947-1234.737-18-0.000277.5403356.535-1335.491-17-0.000287.8303759.245-1443.620-16-0.000298.1204195.468-1568.654-15-0.000308.4104671.289-1716.702-14-0.000318.7005193.380-1887.766-13-385.148329.0005684.722-1409.440-12-692.012339.3006039.045-973.313-10-629.586349.6006268.709-577.328-10-570.371359.9006385.441-219.324-9-514.4883610.2006400.304102.917-8-462.0023710.5006323.690391.642-7-412.9213810.8006165.318649.084-6-3