CFG樁復(fù)合地基處理工程計算書

1、精選優(yōu)質(zhì)文檔-傾情為你奉上計算書：1、面積置換率計算依據(jù)建筑地基處理技術(shù)規(guī)范（JGJ79-2012），式中：復(fù)合地基承載力特征值，取值為180kPa；單樁承載力發(fā)揮系數(shù)，取0.80；樁端端阻力發(fā)揮系數(shù)，取1.0；面積置換率；單樁承載力特征值（kN）；樁截面積，Ap=0.09616m2（樁徑d=0.35m）；樁間土強度的發(fā)揮系數(shù)，按規(guī)范取0.90；處理后樁間土承載力特征值，取值60kPa（樁間土按素填土取值）；樁的周長；樁側(cè)土側(cè)阻力特征值；第i層土的厚度；樁端端阻力特征值，（以可塑粘土、硬塑粘土、強風(fēng)化泥質(zhì)砂巖作為樁端持力層）。單樁承載力Ra計算和取值表代表性孔指標(biāo)土層層厚樁側(cè)土側(cè)阻力特征值（k

2、Pa）樁端端阻力特征值（kPa）單樁承載力特征值（kN）ZK1素填土0.1212/267.79軟塑粉質(zhì)粘土1.9025/硬塑粘土2.4845950ZK3附近23軸線素填土1.4012/264.77可塑粉質(zhì)粘土2.9030/硬塑粘土1.2045950ZK4附近36軸線素填土1.4012/264.77硬塑粘土2.8045950ZK5素填土2.1312/261.38硬塑粘土2.8745950ZK7素填土5.0512/274.31可塑粘土4.4535380ZK8素填土3.0512/228.70可塑粘土3.9535380ZK11硬塑粘土2.5045950214.99ZK12素填土1.9412/267.7

3、2可塑粘土2.2035/軟塑粉質(zhì)粘土1.4025/硬塑粘土0.5645950ZK14素填土1.8012/273.34硬塑粘土3.2045950取值=200kN取=200kN進行計算。1800.8×m×200/0.09616+0.9×(1-m)×6012.12154.81mm0.0783m=0.0783，則單根樁承擔(dān)的處理面積Ae=Ap/m=0.09616/0.07831.228m2。2、樁位布置2/2式中：m實際置換率；n同一承臺內(nèi)樁數(shù)量；AP樁截面積，0.09616m2（樁徑d=0.35m）；A承臺面積；d樁身平均直徑(m)；de一根樁分擔(dān)的處理地基面

4、積的等效直徑(m)；正方形布樁de=1.13s，矩形布樁de=1.13，s、s1、s2分別為樁間距、縱向樁間距和橫向樁間距。CFG樁復(fù)合地基設(shè)計樁布置樓號序號承臺類型承臺尺寸(mm)樁位間距(mm)樁徑一個承臺CFG樁根數(shù)實際置換率m樁頂標(biāo)高（±0標(biāo)高下）1#樓1DJJ-011900x19001100x1100350mm4根0.1065-2.10m(局部2.6m)2DJJ-022400x2400900x1300350mm6根0.10013DJJ-032700x3200950x1100350mm9根0.10014DJJ-042300x3600850x1300350mm9根0.10455

5、DJJ-0510400x39001100x1100350mm40根0.09486DJJ-063000x41001100x1100350mm12根0.09387DJJ-072500x4000950x1100350mm12根0.11538DJJ-083100x44001150x900350mm15根0.10579DJJ-094300x55001150x950350mm24根0.097510DJJ-102800x43001000x1200350mm12根0.095811DJJ-113000x47001150x1000350mm15根0.102212DJJ-122100x21001100x110035

6、0mm5根0.10902#樓1DJJ-011900x19001100x1100350mm4根0.1065-1.60m2DJJ-022400x2400900x1300350mm6根0.10013DJJ-032800x28001000x1000350mm9根0.11034DJJ-041300x1300800x800350mm4根0.22755DJJ-0510400x39001100x1100350mm40根0.09486DJJ-063000x41001100x1100350mm12根0.09387DJJ-072500x4000950x1100350mm12根0.11538DJJ-083100x44

7、001150x900350mm15根0.10579DJJ-092300x3600850x1300350mm9根0.104510DJJ-102800x43001000x1200350mm12根0.095811DJJ-112300x5400850x1200350mm15根0.116112DJJ-124300x55001150x950350mm24根0.097513DJJ-132700x3200950x1100350mm9根0.100114DJJ-142300x3600850x1300350mm9根0.104515DJJ-151900x34001100x900350mm8根0.1190以上布樁均滿足

8、式中：m實際置換率；m實際置換率；n同一承臺內(nèi)樁數(shù)量；AP樁截面積，0.09616m2（樁徑d=0.35m）；A承臺面積。根據(jù)以上單樁承載力計算可知，按上表樁間距布置CFG樁，有效最短樁長不應(yīng)小于2.5m，才能滿足上部荷載的要求，復(fù)合地基承載力特征值fspk200kPa。3、樁體強度選擇依據(jù)建筑地基處理技術(shù)規(guī)范（JGJ79-2012）式中：fcu樁體混合料試塊28d立方體抗壓強度平均值。單樁承載力發(fā)揮系數(shù)，取0.80；AP樁截面積，0.09616m2（樁徑d=0.35m）單樁承載力特征值200（kN）；經(jīng)計算：fcu6655.57kPa，因成樁工藝選用長螺旋中心壓灌成樁，故選用C20砼。4、復(fù)

9、合地基承載力驗算(1)根據(jù)式中：m實際置換率；n同一承臺內(nèi)樁數(shù)量；AP樁截面積，0.09616m2（樁徑d=0.35m）；A承臺面積；并根據(jù)各類型基礎(chǔ)CFG樁布樁形式及樁距，經(jīng)計算，復(fù)合地基面積置換率m值均可滿足設(shè)計要求；(2)復(fù)合地基承載力驗算式中：復(fù)合地基承載力特征值；單樁承載力發(fā)揮系數(shù)，取0.80；面積置換率，計算時取實際置換率，見布樁大樣圖；單樁承載力特征值（kN）；樁截面積，Ap=0.09616m2（樁徑d=0.35m）；樁間土強度的發(fā)揮系數(shù)，按規(guī)范取0.90；處理后樁間土承載力特征值，取值60kPa（樁間土按素填土取值）；復(fù)合地基承載力計算結(jié)果見下表。復(fù)合地基承載力計算結(jié)果表樓號基

10、礎(chǔ)型號實際面積置換率m單樁承載力特征值Ra（kN）按最不利考慮處理后的樁間土承載力特征值fsk（kPa）按最不利考慮單樁承載力發(fā)揮系數(shù)樁間土強度發(fā)揮系數(shù)ß復(fù)合地基承載力特征值fspk（kPa）1#樓DJJ-010.1065264.77600.800.90282.84DJJ-020.1001269.70600.800.90273.20DJJ-030.1001274.40600.800.90277.11DJJ-040.1045260.16600.800.90274.54DJJ-050.0948267.10600.800.90259.54DJJ-060.0938274.30600.800.

11、90262.99DJJ-070.1153278.10600.800.90314.54DJJ-080.1057228.43600.800.90249.17DJJ-090.0975261.81600.800.90261.10DJJ-100.0958245.06600.800.90244.14DJJ-110.1022228.43600.800.90242.70DJJ-120.1090261.74600.800.90285.472#樓DJJ-010.1065214.99600.80.9238.74DJJ-020.1001224.88600.80.9235.87DJJ-030.1103262.58600

12、.80.9289.00DJJ-040.2275257.19600.80.9528.49DJJ-050.0948264.67600.80.9257.62DJJ-060.0938334.78600.80.9310.19DJJ-070.1153273.35600.80.9309.98DJJ-080.1057364.89600.80.9369.16DJJ-090.1045265.44600.80.9279.13DJJ-100.0958295.36600.80.9284.23DJJ-110.1161340.75600.80.9376.86DJJ-120.0975272.62600.80.9269.87D

13、JJ-130.1001219.94600.80.9231.76DJJ-140.1045224.88600.80.9243.86DJJ-150.1190323.22600.80.9367.57根據(jù)計算結(jié)果，其加固后的復(fù)合地基承載力特征值均大于180kPa。滿足設(shè)計要求。5、壓縮模量地基處理后的變形計算應(yīng)按現(xiàn)行的國家標(biāo)準(zhǔn)建筑地基處理技術(shù)規(guī)范（JGJ79-2012）的有關(guān)規(guī)定執(zhí)行，復(fù)合地基的壓縮模量等于該天然地基壓縮模量倍，按勘察報告提供的樁間土承載力特征值（素填土）fak=60kPa。=fspk/fak（fspk為處理后的復(fù)合地基承載力，為壓縮模量提高系數(shù)）,各土層處理后的壓縮模量詳見表6。專心-

14、專注-專業(yè)6、 復(fù)合地基沉降和變形計算本工程根據(jù)場地地質(zhì)條件和上部結(jié)構(gòu)荷載選取最不利位置進行估算。根據(jù)建筑地基基礎(chǔ)設(shè)計規(guī)范(GB50007-2011)，建筑地基處理技術(shù)規(guī)范（JGJ79-2012）公式：，計算變形量；式中：地基最終變形量(mm)；按分層總和法計算出的地基變形量(mm)；沉降經(jīng)驗系數(shù)，根據(jù)變形計算深度范圍內(nèi)壓縮模量的當(dāng)量值()、基底附加壓力按建筑地基處理技術(shù)規(guī)范（JGJ79-2012）表7.1.8取值；N地基變形計算深度范圍內(nèi)所劃分的土層數(shù)；相應(yīng)于作用的準(zhǔn)永久組合時基礎(chǔ)底面處的附加壓力(kPa)；基礎(chǔ)底面下底i層土的壓縮模量(MPa)；基礎(chǔ)底面至第i層土、第i-1層土底面的距離(

15、m)；基礎(chǔ)底面計算點至第i層土、第i-1層土底面范圍內(nèi)平均附加應(yīng)力系數(shù)；壓縮模量當(dāng)量值；Ai第i層土附加應(yīng)力系數(shù)沿土層厚度的積分值；變形計算深度，應(yīng)大于復(fù)合土層的深度(m)，計算深度范圍內(nèi)遇基巖時取至基巖表面；b基礎(chǔ)寬度(m)；在計算深度范圍內(nèi)，第i層土的計算變形值(m)；在計算深度范圍內(nèi)向上取厚度為的土層計算變形值，按建筑地基基礎(chǔ)設(shè)計規(guī)范(GB50007-2011)表5.3.6取值(m)。沉降、相鄰柱基沉降差計算表6-1計算項目土層P0(kPa)Zn(m)fak(kPa)fspk(kPa)壓縮模量Es(MPa)計算壓縮模量值Esi(MPa)模量提高系數(shù)zi4)(MPa)s(mm)S(mm)沉

16、降差0.002L1#樓5剖面35軸線素填土18012.1603192.9015.425.321.640.24881.632114.020.44106.2546.754.775.50硬塑粘土19010.3154.855.323.750.24021.9709可塑粉質(zhì)粘土1206.2433.205.325.350.22891.2955硬塑粘土19010.3154.855.326.200.22230.6146硬塑粘土19010.3110.311.008.280.20501.2766粉土1105.425.421.0012.100.17131.48761#樓5剖面36軸線素填土1809.8602872.9

17、013.874.781.400.24911.395013.870.4495.4141.98硬塑粘土19010.3149.284.785.000.22853.1750硬塑粘土19010.3110.311.007.600.20591.6894粉土1105.425.421.009.800.18751.09062#樓11剖面7軸線素填土18014.0603242.9015.665.401.970.24851.958214.230.43122.8252.816.897.00可塑粘土1307.2839.315.402.780.24650.7829硬塑粘土19010.3155.675.403.540.243

18、10.7012可塑粘土1307.2839.315.404.890.23371.1289軟塑粉質(zhì)粘土803.7620.305.405.900.23070.8733硬塑粘土19010.3155.675.407.500.21941.1375硬塑粘土19010.3110.311.0010.600.19421.6521粉土1105.425.421.0014.000.17341.47632#樓11剖面9軸線素填土18016.0603482.9016.825.801.980.24831.966513.290.46129.8059.71可塑粘土1307.2842.225.802.30.24650.3013硬塑

19、粘土19010.3159.805.804.40.23561.8788可塑粘土1307.2842.225.805.10.23260.5985軟塑粉質(zhì)粘土803.7621.815.805.90.22580.5838硬塑粘土19010.3159.805.806.50.22060.4067硬塑粘土19010.3110.311.0010.60.18692.1890粉土1105.425.421.00160.14971.6562經(jīng)計算：相鄰柱基的沉降差0.002L(L為相鄰柱間距)，滿足規(guī)范要求。沉降、整體傾斜計算表6-2計算項目土層P0(kPa)Zn(m)fak(kPa)fspk(kPa)壓縮模量Es(MPa)計算壓縮模量值Esi(MPa)模量提高系數(shù)zi4)(MPa)s(mm)S(mm)沉降差整體沉降差/L1#樓1剖面H軸線素填土18013.0602902.9014.024.830.140.24990.139911.050.55113.6862.523.800.0003軟塑粉質(zhì)粘土803.7618.164.832.020.24481.8380硬塑粘土19010.3149.804.834.500.22071.9946硬塑粘土19010.3110.311.005.900.20430.8489粉土1105.425.421.0013.000.13422.15691#樓1剖面A軸線素填土18017