H1-H2段樁板擋墻驗(yàn)算（ZA1#-ZA12#樁）

4.1環(huán)境邊坡H1-H2段此段邊坡為巖土混合邊坡：長(zhǎng)約40m，邊坡高約8m。根據(jù)地勘提供赤平投影圖分析巖層層面為外傾結(jié)構(gòu)面，邊坡巖層段為順向坡，邊坡巖層段穩(wěn)定性主要受巖層層面強(qiáng)度控制，邊坡土層段土巖分界面為內(nèi)傾，土層段穩(wěn)定為可能沿土體內(nèi)圓弧滑動(dòng)破壞，邊坡坡頂有學(xué)校已經(jīng)禮堂，為重要建構(gòu)筑物應(yīng)當(dāng)考慮主動(dòng)受力的支擋形式。設(shè)計(jì)采用樁板擋墻進(jìn)行支護(hù)，樁截面尺寸為1.6m×2m方形樁，樁心間距3~5米，樁間采用300mm厚擋板連接，樁頂設(shè)置冠梁，坡頂及坡腳設(shè)置截排水溝。H1-H2段樁板擋墻驗(yàn)算（ZA1#-ZA12#樁）按照純土質(zhì)邊坡考慮計(jì)算，坡頂為學(xué)校禮堂建筑，并采用樁基礎(chǔ)，坡頂考慮超載為使用荷載60Kpa.2.按《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）中7.2.3及7.2.5條，坡頂建筑基礎(chǔ)距離邊坡水平距離a＜0.5H，此抗滑樁計(jì)算按照靜止土壓力Eo帶入計(jì)算；Ko=1-sin23°=0.61，靜止土壓力Eo=0.5×7.8×【0.61（20×7.8+60）+0.61×60】=656.6kN/m.帶入計(jì)算樁身配筋。樁板式抗滑擋土墻驗(yàn)算計(jì)算項(xiàng)目：樁板式抗滑擋土墻ZA#------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng):15.300(m)嵌入深度:7.000(m)截面形狀:方樁樁寬:1.600(m)樁高:2.000(m)樁間距:4.300(m)擋土板的類(lèi)型數(shù):1板類(lèi)型號(hào)板厚(m)板寬(m)板塊數(shù)10.3001.00010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)K(MN/m3)150.00025.00070.000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(jí):C30樁縱筋合力點(diǎn)到外皮距離:90(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)板混凝土強(qiáng)度等級(jí):C30板縱筋合力點(diǎn)到外皮距離:35(mm)板縱筋級(jí)別:HRB400場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:29.000(度)墻背與墻后填土摩擦角:10.000(度)墻后填土容重:20.500(kN/m3)坡線(xiàn)與滑坡推力:坡面線(xiàn)段數(shù):2折線(xiàn)序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)10.0002.000210.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱(chēng)參數(shù)值推力分布類(lèi)型梯形墻后剩余水平分力656.600(kN/m)梯形荷載(q1/q2)0.280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)，靜止土壓力分項(xiàng)(安全)系數(shù)=1.000=====================================================================第1種情況:靜止土壓力[樁身所受推力計(jì)算]假定荷載梯形分布樁后:上部=148.823(kN/m)下部=531.510(kN/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=11002.438(kN-m)距離樁頂9.517(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2823.380(kN)距離樁頂8.300(m)樁頂位移=60(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-60-0.00020.3077.255-47.928-58-0.00030.61529.913-100.213-57-0.00040.92269.314-156.854-55-0.00051.230126.796-217.853-53-0.00061.537203.700-283.209-52-0.00071.844301.364-352.922-50-0.00082.152421.128-426.993-48-0.00092.459564.332-505.420-47-0.000102.767732.314-588.204-45-0.000113.074926.415-675.345-43-0.000123.3811147.973-766.844-42-0.000133.6891398.328-862.699-40-0.000143.9961678.820-962.912-38-0.000154.3041990.787-1067.482-37-0.000164.6112335.570-1176.408-35-0.000174.9192714.507-1289.692-33-0.000185.2263128.938-1407.333-32-0.000195.5333580.202-1529.331-30-0.000205.8414069.639-1655.686-29-0.000216.1484598.589-1786.398-27-0.000226.4565168.390-1921.467-25-0.000236.7635780.381-2060.893-24-0.000247.0706435.903-2204.676-22-0.000257.3787136.296-2352.817-21-0.000267.6857882.897-2505.314-19-0.000277.9938677.047-2662.168-18-0.000288.3009520.084-2823.380-16-565.754298.60410242.438-1962.725-15-1038.084308.90910714.787-1179.680-13-941.040319.21310960.503-472.572-12-846.160329.51711002.438160.334-11-753.493339.82210862.908720.792-9-663.0493410.12610563.6951210.551-8-574.8013510.43010126.0511631.323-7-488.6893610.7359570.7151984.764-6-404.6243711.0398917.9362272.451-5-322.4963811.3438187.4852495.863-3-242.1723911.6487398.7132656.370-2-163.5054011.9526570.5632755.220-1-86.3364112.2575721.6222793.532-0-10.4974212.5614870.1542772.292164.1824312.8654034.1412692.3482137.8744413.1703231.3332554.4153210.7484513.4742479.2792359.0774282.9654613.7781795.3732106.7925354.6774714.0831196.8851797.9076426.0234814.387700.9961432.6637497.1224914.691324.8291011.2148568.0765014.99685.474533.6489638.9595115.300-0.000140.42110709.820(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)1-0.0006400640030520.3076400640030530.6156400640030540.9226400640030551.2306400640030561.5376400640030571.8446400640030582.1526400640030592.45964006400305102.76764006400305113.07464006400305123.38164006400305133.68964006400305143.99664006400305154.30464006400305164.61164006400305174.91964006400305185.22664006400305195.53364006400305205.84164006400305216.14864006991305226.45664007827305236.76364008731305247.07064009707305257.378640010758305267.685640011890305277.993640013106305288.300640014411305298.604640015542305308.909640016287305319.213640016677305329.517640016743305339.8226400165223053410.1266400160483053510.4306400153593053610.7356400144903053711.0396400134783053811.3436400123553053911.6486400111553054011.952640099083054112.257640086433054212.561640073883054312.865640064003054413.170640064003054513.474640064003054613.778640064003054714.083640064003054814.387640064003054914.691640064003055014.996640064003055115.30064006400305(三)擋土板內(nèi)力配筋計(jì)算板類(lèi)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(hào)(mm)距離(m)(kPa)(kN-m)面積(mm2)13008.300123.603285.6773615=====================================================================準(zhǔn)永久組合下樁前巖體位移計(jì)算及標(biāo)注組合下樁前巖體承載力計(jì)算采用主動(dòng)土壓力計(jì)算，分項(xiàng)系數(shù)取1。第2種情況:庫(kù)侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為8.300(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：32.832(度)Ea=348.602Ex=343.306Ey=60.534(kN)作用點(diǎn)高度Zy=3.433(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=5294.156(kN-m)距離樁頂9.517(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1376.498(kN)距離樁頂8.300(m)樁頂位移=29(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-29-0.00020.3072.765-18.425-28-0.00030.61511.597-39.480-27-0.00040.92227.307-63.164-26-0.00051.23050.701-89.479-26-0.00061.53782.589-118.423-25-0.00071.844123.779-149.998-24-0.00082.152175.079-184.202-23-0.00092.459237.299-221.036-22-0.000102.767311.245-260.500-22-0.000113.074397.727-302.593-21-0.000123.381497.553-347.317-20-0.000133.689611.532-394.670-19-0.000143.996740.472-444.654-18-0.000154.304885.181-497.267-18-0.000164.6111046.468-552.510-17-0.000174.9191225.142-610.383-16-0.000185.2261422.010-670.886-15-0.000195.5331637.882-734.018-15-0.000205.8411873.565-799.781-14-0.000216.1482129.868-868.173-13-0.000226.4562407.600-939.195-12-0.000236.7632707.569-1012.848-11-0.000247.0703030.583-1089.130-11-0.000257.3783377.452-1168.042-10-0.000267.6853748.982-1249.583-9-0.000277.9934145.984-1333.755-9-0.000288.3004564.750-1376.498-8-273.828298.6044917.406-959.903-7-502.524308.9095149.039-580.807-7-455.631319.2135270.941-238.406-6-409.779329.5175294.15668.133-5-364.991339.8225229.469339.654-5-321.2723410.1265087.410576.999-4-278.6113510.4304878.252780.993-3-236.9783610.7354612.022952.433-3-1