保定理工學(xué)院本科畢業(yè)設(shè)計(jì)MACROBUTTONMTEditEquationSection2SEQMTEqn\r\hSEQMTSec\r4\hSEQMTChap\r1\h滄州市盛世郡府1~2#樓CFG樁復(fù)合地基設(shè)計(jì)摘要隨著社會(huì)的發(fā)展人類的進(jìn)步，人們生活、居住的地方出現(xiàn)了高層或者是多層建筑，給人們的生活帶來了很大的便捷，便捷的同時(shí)地基深度也會(huì)越來越深。要求樁的承載力也會(huì)越來越大，一般在進(jìn)行地基設(shè)計(jì)時(shí)，天然地基是無法滿足設(shè)計(jì)的要求，通常會(huì)使用CFG樁、預(yù)制樁、灌注樁、摩擦樁、端承樁，而在進(jìn)行地基加固方案中CFG樁造價(jià)低、噪音低、強(qiáng)度高、進(jìn)度快、泥漿少同時(shí)適用范圍最為廣范。本設(shè)計(jì)以滄州市盛世郡府1~2#樓為例進(jìn)行CFG樁復(fù)合地基設(shè)計(jì)。在設(shè)計(jì)時(shí)根據(jù)規(guī)范擬定樁長(zhǎng)、樁徑、樁間距等基本的參數(shù)。然后根據(jù)公式，計(jì)算面積置換率、樁身強(qiáng)度特征值、復(fù)合地基承載力等。除了上述參數(shù)需要進(jìn)行計(jì)算外，還需要采用了分層總和法對(duì)CFG樁進(jìn)行了沉降驗(yàn)算，最大沉降量滿足設(shè)計(jì)要求。 目錄TOC\o"1-3"\h\u第1章前言 )式中：5.21#樓沉降驗(yàn)算5.2.1復(fù)合模量====5.2.2基底附加壓力.935.2.3角點(diǎn)復(fù)合地基最終沉降量表5.2均布的矩形荷載角點(diǎn)下的豎向平均附加應(yīng)力系數(shù)z/b(l/b=4.0)(l/b=5.0)(l/b=4.64)0.00.25000.25000.25000.20.24980.24980.24980.40.24850.24850.24850.60.24550.24550.24550.80.24100.24100.2410內(nèi)插法：計(jì)算變形土層深度：表5.31#樓角點(diǎn)沉降驗(yàn)算z(m)z/b(mm)0.000.0000.25000.000--10.210.2001.040.0170.2490.2590.25920.360.6261.28677.9765.690.0960.2491.4211.16112.637.6309.261348.511續(xù)表5.31#樓角點(diǎn)沉降驗(yàn)算z(m)z/b(mm)11.010.1870.2492.7501.32815.947.4858.391398.45511.50.1950.2492.8720.12230.290.1920.40636.68515.340.2610.2483.8050.93330.230.29.267279.87718.780.3190.2474.6520.84635.835.87.090253.838求和35.7031395.344=39.085.2.4中心點(diǎn)復(fù)合地基最終沉降量b6.325m,l=29.36m計(jì)算變形土層深度：表5.4均布的矩形荷載角點(diǎn)下的豎向平均附加應(yīng)力系數(shù)z/b(l/b=4.46)(l/b=4.64)0.00.25001.00000.20.24980.9992續(xù)表5.4均布的矩形荷載角點(diǎn)下的豎向平均附加應(yīng)力系數(shù)z/b(l/b=4.46)(l/b=4.64)0.40.24850.9940060.24550.98200.80.24100.9640表5.51#樓中心點(diǎn)沉降驗(yàn)算z(m)z/b(mm)0．000.0001.0000.000--10.210.21.040.0350.9991.0391.03920.360.6265.144311.8855.690.1930.9995.6854.64512.637.63037.0291393.40511.010.3750.98910.8935.20815.947.48532.8961562.12211.150.3790.98911.0300.13730.290.1920.45641.132求和75.5263308.5445.32#樓沉降驗(yàn)算5.3.1復(fù)合模量。5.3.2基底附加壓力.93195.3.3角點(diǎn)復(fù)合地基最終沉降量表5.62#樓角點(diǎn)沉降驗(yàn)算z(m)z/b(mm)000.250010.210.2001.040.0160.2490.2590.25920.383.4101.340111.7745.690.0910.2491.4211.16112.651.7719.649499.57911.010.1770.2492.7501.32815.965.3318.743571.19412.50.2010.2483.1060.35530.2124.0881.232152.885

續(xù)表5.62#樓角點(diǎn)沉降驗(yàn)算z(m)z/b(mm)15.340.2460.2483.8070.70130.230.29.981301.45119.580.3150.2474.8501.04335.835.812.533448.70319.740.3170.2474.8900.03911.711.71.44416.900求和2102.4944.92446.8mm5.3.4中心點(diǎn)復(fù)合地基最終沉降量表5.7均布的矩形荷載角點(diǎn)下的豎向平均附加應(yīng)力系數(shù)z/b0.00.2510.20.24980.99920.40.24850.9940.60.24550.982續(xù)表5.7均布的矩形荷載角點(diǎn)下的豎向平均附加應(yīng)力系數(shù)z/b0.80.2410.964表5.82#樓中心點(diǎn)沉降驗(yàn)算z(m)z/b(mm)0010010.210.2001.040.0330.9991.0391.03920.383.4105.359447.0695.690.1830.9995.6854.64512.651.77138.5811997.45111.010.3540.98910.8995.21315.965.33134.3112241.62411.760.3780.98911.6340.73530.2124.0882.546316.045求和5002.1980.800mm

5.4褥墊層設(shè)計(jì)根據(jù)《建筑地基處理技術(shù)規(guī)范》JGJ79-2012，樁頂與基礎(chǔ)之間應(yīng)設(shè)置褥墊層，褥墊層厚度宜為樁徑的40%~60%，本設(shè)計(jì)厚度設(shè)計(jì)為200mm。褥墊層材料一般采用粒徑為5mm左右的石屑，用振動(dòng)器來振搗密實(shí)，滿足夯填度，

結(jié)論表1CFG樁設(shè)計(jì)參數(shù)表樓號(hào)1#2#持力層6粉質(zhì)黏土6粉質(zhì)黏土(樁長(zhǎng))有效樁長(zhǎng)11.5m有效樁長(zhǎng)12.5m保護(hù)樁長(zhǎng)0.5m保護(hù)樁長(zhǎng)0.5m總樁長(zhǎng)12.0m總樁長(zhǎng)13.0m(樁徑)420mm450mm(樁距)1.6m1.4m(kPa)537.51kPa729.07kPa(kPa)328.52kPa451.98kPa最大沉降量(mm)15.11mm16.16mm

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