醫(yī)院綜合樓主體結(jié)構(gòu)的計算書（手算部分）目錄TOC\o"1-3"\h\u8809醫(yī)院綜合樓主體結(jié)構(gòu)的計算書（手算部分） 1262531.1株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的內(nèi)部整體穩(wěn)定性驗算 1166471.1.1株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.0m 2110321.1.2株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-2.2m 3301681.1.3株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-3.4m 5231481.1.4株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-4.6m 7325491.1.5株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.8m 8304091.1.6株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.0m 1017591.1.7株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.7m 12144091.2株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的抗隆起穩(wěn)定性驗算 14273891.3株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C滲流穩(wěn)定性驗算 14312921.4株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的單根土釘抗拔承載力驗算 1586681.5株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的土釘筋體的受拉承載力驗算 1822001.6株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的內(nèi)部整體穩(wěn)定性驗算 18252141.7株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的嵌固穩(wěn)定性驗算 20301291.8株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的抗隆起穩(wěn)定性驗算 23142961.9株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的滲流穩(wěn)定性驗算 2389091.10株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的內(nèi)支撐受壓的承載力驗算 2480911.11株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的整體穩(wěn)定性驗算 24149401.12株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的嵌固穩(wěn)定性驗算 2661571.13株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的抗滑移穩(wěn)定性驗算 2943041.14株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的抗傾覆穩(wěn)定性驗算 29240521.15株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的抗隆起穩(wěn)定性驗算 29188031.16株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的抗?jié)B流穩(wěn)定性驗算 30252531.17株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的正截面承載力驗算 301.1株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的內(nèi)部整體穩(wěn)定性驗算土釘墻的每個開挖工況都有可能成為不利工況，要對每個工況分別進行滑動穩(wěn)定性驗算。本剖面的工況分別為-1.0m，-2.2m，-3.4m，-4.6m，-1.8m，-7.0m，-7.7m利用以下公式：進行計算1.1.1株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.0m株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C計算簡圖：圖5-1株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.0m計算簡圖根據(jù)設計結(jié)果可以得出徑d=100mm，α=15°，R=3.082m，b=0.13m，分為7條土條，表5-1株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-0.1m計算參數(shù)分條θlclw+q0b（w+q0b）sinθ(w+q0b)cosθtanφ1350.19813.07060.64290.36900.31382380.16642.57921.47040.90580.69063410.17642.73423.67432.41041.65124450.18472.86293.36862.38161.41945480.19933.08923.02462.24731.20606520.21423.32012.62962.07220.96547560.23593.72722.17601.80390.2725合計21.383316.986412.19016.5189表5-2株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-0.1m土釘情況土釘號θ1450.25810.5利用以下公式計算：Tn1=Π×0.1×7.64×49=117.6087KN。將公式變形為計算得出K=2.4>1.3，所以工況1滑動穩(wěn)定性滿足要求。1.1.2株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-2.2m株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C計算簡圖：圖5-2株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-2.2m計算簡圖根據(jù)設計結(jié)果可以得出徑d=100mm，α=15°，R=3.082m，b=0.13m，分為7條土條，表5-3株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-2.2m計算參數(shù)分條θlclw+q0b（w+q0b）sinθ(w+q0b)cosθtanφ1140.16092.49400.73700.17830.42612200.32271.00191.32141.81992.98133270.34791.392511.29771.12921.99954350.38081.902414.93748.57417.29135440.43586.754913.46159.35581.76866550.54218.402611.34869.29453.88247731.093117.16177.86717.52101.1325總計51.109864.970841.872827.4816表5-4株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-2.2m土釘情況土釘號θ1730.24630.03492350.22830.6428根據(jù)簡圖，代入公式：計算得：Tn1=Π×0.1×6.74×49=103.7542KNTn2=Π×0.1×（4.71×49+2.51×53）=114.1309KN將公式變形為得K=3.9>1.3，滿足要求。1.1.3株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-3.4m株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C計算簡圖：圖5-3株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C剖面開挖至-3.4m計算簡圖根據(jù)設計結(jié)果可以得出徑d=100mm，α=15°，R=3.082m，b=0.13m，分為7條土條，表5-5株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-3.4m計算參數(shù)分條θlclw+q0b（w+q0b）sinθ(w+q0b)cosθtanφ1160.617911.26219.28172.55802.50812240.458411.322517.52747.12844.50083310.48918.314727.519514.172514.06184390.52938.204226.589716.732912.31715470.61529.535623.639917.29029.61066570.748711.604919.504316.35826.33187741.664121.960012.671712.18130.9356總計90.2039136.734186.421650.2658表5-6株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-3.4m土釘情況土釘號θ1740.13380.01752570.29780.30903310.29780.6947根據(jù)簡圖，代入公式：計算得：Tn1=Π×0.1×6.07×49=93.4404KNTn2=Π×0.1×（3.7972×49+2.5103×53）=100.2510KNTn2=Π×0.1×（0.2602×49+6.7626×53）=116.6057KN最后代入公式：得K=3.09>1.3，滿足要求。1.1.4株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-4.6m株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C計算簡圖：圖5-4株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-4.6m計算簡圖根據(jù)設計結(jié)果可以得出徑d=100mm，α=15°，R=3.082m，b=0.13m，分為8條土條：表5-7株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-4.6m計算參數(shù)分條θlclw+q0b（w+q0b）sinθ(w+q0b)cosθtanφ1150.519412.82926.58631.70451.78832210.573314.160520.88167.48401.48013270.588514.536031.502616.11828.89204330.633411.645041.137224.581710.64155410.701517.327136.996124.27327.84866490.821216.424036.706327.702310.34617581.056616.377329.819821.28729.41938752.323836.251312.042211.63151.5199總計143.5503223.6722138.782651.9357表5-8株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-4.6m土釘情況土釘號θ1750.24390.00002580.28500.29243490.19310.43844270.09400.7431根據(jù)簡圖，代入公式計算得：Tn1=Π×0.1×1.41×49=83.2805KNTn2=Π×0.1×（2.51×53+3.03×49）=88.4358KNTn3=Π×0.1×1.98×53=99.5696KNTn4=Π×0.1×6.84×53=113.8890KN最后代入公式：得K=2.56>1.3，滿足要求。1.1.5株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.8m株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C計算簡圖：圖5-5株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.8m計算簡圖根據(jù)設計結(jié)果可以得出徑d=100mm，α=15°，R=3.082m，b=0.13m，分為8條土條：表5-9株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.8m計算參數(shù)分條θlclw+q0b（w+q0b）sinθ(w+q0b)cosθtanφ1120.785319.396911.96623.31944.38982180.821720.296048.585111.012812.98813250.878821.706480.232433.906220.44014310.923122.800681.560342.003519.65045391.018221.149573.889546.498716.14066471.174829.017663.774346.644612.22627561.450922.489050.059941.499616.68698702.554939.601028.114426.41911.7316總計200.4568442.1821251.3039108.2537表5-10株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-1.8m土釘情況土釘號θ1700.29690.08722560.28180.32563470.12410.46954390.11370.58785250.09030.7660根據(jù)簡圖，代入公式計算得：Tn1=Π×0.1×3.99×49=61.4213KNTn2=Π×0.1×（1.71×49+2.51×53）=68.1160KNTn3=Π×0.1×4.66×53=77.5911KNTn4=Π×0.1×1.38×53=89.5794KNTn5=Π×0.1×6.49×53=108.0614KN。最后代入公式：得K=1.9>1.3，滿足要求。1.1.6株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.0m株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C計算簡圖：圖5-6株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.0m計算簡圖根據(jù)設計結(jié)果可以得出徑d=100mm，α=15°，R=3.082m，b=0.13m，分為8條土條，表5-12株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.0m計算參數(shù)分條θlclw+q0b（w+q0b）sinθ(w+q0b)cosθtanφ1111.083126.752629.44921.61898.12592171.116927.587488.034321.741223.66503231.187829.3387134.433452.523134.78504301.236430.5391127.970663.985331.15225371.333932.9473114.929969.164821.80026451.481636.595597.935569.250219.46627541.839636.976071.355260.962419.03188672.778543.066839.802136.63789.2698總計263.8033707.9102383.8838171.2961表5-13株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.0m土釘情況土釘號θ1670.29520.13922540.20050.35843450.12170.50004370.11080.61575300.09940.70716230.08650.7880根據(jù)簡圖，代入公式計算得：Tn1=Π×0.1×2.56×49=39.4081KNTn2=Π×0.1×（0.33×49+2.51×53）=46.8726KNTn3=Π×0.1×3.3×53=54.9465KNTn4=Π×0.1×3.95×53=61.7692KNTn5=Π×0.1×4.86×53=80.9211KNTn6=Π×0.1×6.16×53=102.5667KN最后代入公式：得K=1.6>1.3，滿足要求。1.1.7株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.7m株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C計算簡圖：圖5-7株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.7m計算簡圖根據(jù)設計結(jié)果可以得出徑d=100mm，α=15°，R=3.082m，b=0.13m，分為8條土條，表5-14株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.7m計算參數(shù)分條θlclw+q0b（w+q0b）sinθ(w+q0b)cosθtanφ1151.093026.997129.00887.50757.87632211.103727.261481.982730.816222.56493271.165728.7928137.654262.495034.47694331.226830.3020136.134174.138632.09485401.356333.5006121.795678.290226.22536471.548538.2480103.264771.527819.79697561.908038.350878.932361.434918.95878682.901144.967141.459938.44169.2579總計268.4197734.2322432.6518171.2517表5-15株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C開挖至-7.7m土釘情況土釘號θ1680.29580.12192560.20310.32563560.20310.32564470.12410.46955400.11510.57366270.09400.7431根據(jù)簡圖，代入公式計算得：Tn1=Π×0.1×2.7×49=41.5633KNTn2=Π×0.1×（0.42×49+2.51×53）=48.2580KNTn3=Π×0.1×3.31×53=51.1130KNTn4=Π×0.1×3.85×53=64.1042KNTn5=Π×0.1×4.58×53=76.2590KNTn6=Π×0.1×1.58×53=92.9095KN最后代入公式：得K=1.37>1.3，滿足要求。1.2株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的抗隆起穩(wěn)定性驗算本基坑底面下為非軟土層結(jié)構(gòu)，土體結(jié)構(gòu)較穩(wěn)定，能滿足抗隆起要求。1.3株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C滲流穩(wěn)定性驗算首先進行流土穩(wěn)定性驗算：株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C中水泥土攪拌樁插入深度為11.4米，基坑等級為二級基坑，取流土穩(wěn)定性安全系數(shù)；利用以下公式進行計算將公式得變形為。將數(shù)據(jù)代入公式，計算得：K=2.7>1.5，株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C滲流穩(wěn)定性滿足要求。1.4株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的單根土釘抗拔承載力驗算（1）主動土壓力系數(shù)的計算。利用以下公式進行計算將φ1=12.8°，φ1=30.8°，φ1=11.7°代入公式計算得：Ka1=0.637,√Ka1=0.798Ka2=0.323,√Ka2=0.568Ka3=0.574,√Ka3=0.758（2）主動土壓力強度標準值的計算。①于地下水位以上或水土合算的土層：利用以下公式進行計算②于水土分算的土層：利用以下公式進行計算均布附加荷載作用下利用以下公式進行計算計算得：Pak1=（18.3×0.2+19.6×0.3+15）×0.323-2×11.5×0.568=-9.6816kPaPak2=（18.3×0.2+19.6×1.5+15）×0.323-2×11.5×0.568=-2.0846kPaPak3=（18.3×0.2+19.6×2.7+15）×0.323-2×11.5×0.568=1.5123kPaPak4=（18.3×0.2+19.6×2.8+19.4×1.1+15）×0.574-2×24.7×0.758=17.0159kPaPak5=（18.3×0.2+19.6×2.8+19.4×2.3+15）×0.574-2×24.7×0.758=30.3786kPaPak6=（18.3×0.2+19.6×2.8+19.4×3.5+15）×0.574-2×24.7×0.758=43.7413kPa（3）土釘?shù)妮S向拉力標準值計算計算基坑底面以上各土層按土層厚度加權的內(nèi)摩擦角平均值得：Φm=（12.6°×0.2+30.8°×2.8+11.7°×4.7）/7.7=21.1°利用以下公式進行計算。將代入公式，計算得：ζ=tan26.1°×（1/tan47.2°-1/tan73.3°）/tan234.45°=0.6517利用以下公式進行計算將α=15°，S=1.5m，Sz1=0.5mSz2=Sz3=Sz4=Sz5=Sz6=1.2m代入公式，計算得：Nk1=1/cos15°×0.6517×1×0×1.5×0.5=0kNNk2=1/cos15°×0.6517×1×0×1.5×0.5=0kNNk3=1/cos15°×0.6517×1×1.5123×1.5×0.5=2.7893kNNk4=1/cos15°×0.6517×1×17.0159×1.5×0.5=8.6103kNNk5=1/cos15°×0.6517×1×30.3786×1.5×0.5=11.3721kNNk6=1/cos15°×0.6517×1×43.7413×1.5×0.5=22.1228kN（4）土釘?shù)臉O限抗拔承載力標準值計算。計算簡圖如下：圖5-8株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C土釘極限抗拔承載力計算簡圖將d=100mm，l1=3.87m，l2=4.500m，l3=1.14m,l4=1.77m，l5=6.4m，l6=7.03mqsk1=60kPa，qsk2=51.53kPa，qsk3=45kPa，qsk4=45kPa，qsk5=45kPa，qsk6=45kPa代入公式計算得：Rk1=Π×0.1×60×3.87=72.9478kNRk2=Π×0.1×51.53×4.5=72.8488kNRk3=Π×0.1×45×1.14=72.6650kNRk4=Π×0.1×45×1.77=81.5715kNRk5=Π×0.1×45×6.40=90.4779kNRk16Π×0.1×45×7.03=99.3843kN（5）單根土釘抗拔承載力驗算。該土釘墻安全等級為二級，取土釘抗拔安全系數(shù)。利用以下公式進行計算將數(shù)據(jù)代入公式，計算得：Rk1/Nk1趨于無窮大，滿足要求。Rk2/Nk2趨于無窮大，滿足要求。Rk3/Nk3=72.6650/2.7893>1.6，滿足要求。Rk4/Nk4=81.5715/8.6103>1.6，滿足要求。k5/Nk5=90.4779/11.3721>1.6，滿足要求。Rk6/Nk6=99.3843/22.1228>1.6，滿足要求。1.5株洲建安利華醫(yī)院綜合樓主體基坑剖面C-C的土釘筋體的受拉承載力驗算利用以下公式進行計算將數(shù)據(jù)代入公式，計算得：N1=γ0γFNk1=1.0×1.25×0=0kN<fyAs=360×0.3801=136.836kN，滿足要求。N2=γ0γFNk2=1.0×1.25×0=0kN<fyAs=360×0.3142=113.112kN，滿足要求。N3=γ0γFNk3=1.0×1.25×2.7893=3.4866kN<fyAs=360×0.2545=91.62kN，滿足要求。N4=γ0γFNk4=1.0×1.25×8.6103=10.7629kN<fyAs=360×0.2545=91.62kN，滿足要求。N5=γ0γFNk5=1.0×1.25×11.3721=19.2151kN<fyAs=360×0.2545=91.62kN，滿足要求。N6=γ0γFNk6=1.0×1.25×22.1228=27.6535kN<fyAs=360×0.2545=91.62kN，滿足要求。1.6株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的內(nèi)部整體穩(wěn)定性驗算株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B計算簡圖如下：圖5-9株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B整體穩(wěn)定性計算簡圖R=14.91m，b=1m，分為25條土條表5-16株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B內(nèi)部整體穩(wěn)定性計算參數(shù)分條θclulw+q0b(w+q0b)sinθ[(w+q0b)cosθ-ul]tanφ1-4130.16520.00008.6171-1.65332.58802-3628.68740.000024.4491-14.37087.87133-3327.94960.000037.7247-20.546312.59054-2821.21540.000048.8436-22.930717.16215-2324.58610.000058.0769-22.692421.27436-1922.89350.000061.6156-21.362324.68907-1522.41610.000071.5982-18.531027.52158-1122.35530.000076.1241-14.525229.73699-721.91700.000079.2617-9.659631.3069續(xù)表5-1610-321.80850.000081.0537-4.242032.211011121.72170.000081.53931.423132.443512420.22200.000080.69101.628734.167913820.40400.0000247.087534.3879103.8617141220.66800.0000243.616550.6507101.1493151621.69800.0000238.698661.794397.3965162021.75200.0000224.305776.717189.4701172522.36200.0000214.575290.683482.5481182923.32000.0000202.892798.364371.3247193324.58000.0000188.9600102.915067.2687203821.66000.0000183.9933113.277661.5441214327.36000.0000173.2293118.142153.7775224830.42000.0000152.3564113.222947.5383235531.40000.0000127.7514104.647834.1688246243.62000.000091.782184.570620.9684257372.80000.000031.727830.34142.5725代入公式：得K=2.423>1.3，滿足要求。1.7株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的嵌固穩(wěn)定性驗算（1）計算主動及被動土壓力強度標準值、合力及合力作用點。=1\*GB3①主動與被動土壓力系數(shù)利用以下公式進行計算將φ1=12.8°，φ1=30.8°，φ1=11.7°代入公式計算得：Ka1=0.637,√Ka1=0.798Ka2=0.323,√Ka2=0.568Ka3=0.574,√Ka3=0.758Kp1=1.569,√Kp1=1.253Kp2=3.099,√Kp2=1.760Kp3=1.742,√Kp3=1.320=2\*GB3②第一層土中的臨界深度h0=（2×11.8×0.798-15×0.637）/(18.3×0.637)=1.344m>h1=0.2m

③第二層土中的臨界深度h0h0=（2×11.5×0.568-15×0.323）/(19.6×0.323)=2.070m④第三層土中的臨界深度h0h0=（2×24.7×0.758-15×0.574）/(19.4×0.574)=1.378m⑤各分層接觸面處主動及被動土壓力強度標準值的計算對于地下水位以上或水土合算的土層：利用以下公式進行計算對于水土分算的土層：利用以下公式進行計算均布附加荷載作用下利用以下公式進行計算計算得：Pak1=（18.6×0.2+15）×0.637-2×11.8×0.798=-13.2922kPaPak2上=（18.6×0.2+15）×0.323-2×11.5×0.568=-11.5614kPaPak地下水=（18.6×0.2+0.4×19.6+15）×0.323-2×11.5×0.568=1.7782kPaPak2下=（18.6×0.2+2.8×19.6+15）×0.323-2×11.5×0.568=6.1648kPaPak3上=（18.6×0.2+2.8×19.6+15）×0.574-2×24.7×0.758=4.8012kPaPak3下=（18.6×0.2+2.8×19.6+4.9×19.4+15）×0.574-2×24.7×0.758=59.366kPaPak4上=（18.6×0.2+2.8×19.6+4.9×19.4+15）×0.46-2×29.7×0.678=37.3104kPaPak柱底=（18.6×0.2+2.8×19.6+4.9×19.4+4.1×19.5+15）×0.46-2×29.7×0.678=74.0874kPaPpk坑底=（18.6×0.2+19.6×2.8+3.5×19.4）×1.742+2×24.7×1.320=281.571kPaPpk3下=（18.6×0.2+19.6×2.8+19.4×4.9）×1.742+2×24.7×1.320=332.8837kPaPpk4上=（18.6×0.2+19.6×2.8+19.4×4.9）×2.173+2×29.7×1.474=421.4588kPaPpk4柱底=（18.6×0.2+19.6×2.8+19.4×4.9+4.1×19.5）×2.173+2×29.7×1.474=591.1901kPa⑥土壓力強度沿樁身分布圖圖5-9株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B土壓力強度沿樁身分布圖⑦合力大小及合力作用點主動土壓力合力及其合力作用點：Eak1=0.5×1.778×0.534=0.475kNEak2=0.5×（1.778+6.165）×2.8=11.120kNEak3=0.5×（4.801+59.366）×4.9=157.209kNEak4=0.5×（37.310+74.087）×4.1=228.364kNEak=Eak1+Eak2+Eak3+Eak4=0.475+11.120+157.209+228.364=397.168kN假設合力作用點距樁底的距離為ha1，則：ha1=(0.475×11.453+11.120×10.2+157.209×6.55+228.364×2.05)/397.168=4.07m被動土壓力及其合力作用點：Epk1=0.5×（281.571+332.884）×1.4=432.916kNEpk2=0.5×（421.459+591.190）×4.1=2084.130kNEpk=Epk1+Epk2=432.916+2084.130=2517.046kN假設合力作用點距樁底的距離為hp1，則：ha1=(432.916×4.8+2084.130×2.05)/2517.046=2.523m⑧嵌固穩(wěn)定性驗算該基坑安全等級為二級，取嵌固穩(wěn)定安全系數(shù)；按下式進行計算：代入公式，計算得：K=(2517.046×2.523)/（397.168×4.07）=3.93>1.2滿足要求。1.8株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的抗隆起穩(wěn)定性驗算該基坑安全等級為二級，取抗隆起穩(wěn)定安全系數(shù)，按下式進行驗算：代入公式，計算得：基坑外各層土按厚度加權平均重度：γm1=（0.2×18.3+2.8×19.6+4.9×19.4+4.1×19.5）/12=19.463kN/m3基坑內(nèi)各層土按厚度加權平均重度：γm2=（1.4×19.4+4.1×19.5）/1.5=19.475kN/m3承載力系數(shù)：Nq=tan2(45°+21.7°/2)eΠtan21.7°=7.587承載力系數(shù)：Ne=(7.587-1)/tan21.7°=16.552得9.256>1.6，滿足要求。1.9株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的滲流穩(wěn)定性驗算 水泥土攪拌樁插入深度為12米，該基坑的安全等級為二級，取流土穩(wěn)定性安全系數(shù)；利用以下公式進行計算將公式變形為。代入公式，計算得：K=2.210>1.5，滿足要求。 1.10株洲建安利華醫(yī)院綜合樓主體基坑剖面B-B的內(nèi)支撐受壓的承載力驗算 取內(nèi)支撐的軸向拉力設計值為：=1×1.25×58.698×1/1=73.374kN鋼材采用Q235級鋼，φ40014mm鋼管，計算長度為10m，鋼管長細比:，查得，則：N/φA=73374/（0.645×12535）=9.072<21滿足要求。1.11株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的整體穩(wěn)定性驗算 株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F計算簡圖如下：圖5-10株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F整體穩(wěn)定性驗算計算簡圖R=14.5m，b=1m，分為26條土條表5-17株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F整體穩(wěn)定性計算參數(shù)分條θclulw+q0b(w+q0b)sinθ[(w+q0b)cosθ-ul]tanφ1-4933.22270.000011.0585-8.34592.88712-4329.77240.000031.1825-21.26649.07543-3827.29860.000047.7867-29.420414.98534-3326.05520.000061.6242-33.563020.56695-2824.69460.000072.3684-33.974921.42796-2322.02550.000082.7210-32.321730.30187-1722.41610.000071.5982-20.933327.24748-1322.13830.000096.6752-21.747237.48579-921.96040.0000101.3357-11.852439.829910-521.89530.0000104.5610-9.113141.451511-120.02000.0000251.5057-4.4592101.662612120.00000.0000251.99324.4677108.646113420.06000.0000251.131317.7971108.033014820.16000.0000252.910231.1983106.3092151220.20000.0000249.291051.8305103.5054161622.05200.0000244.223067.317099.6506172122.08000.0000237.620381.155594.1645182222.52000.0000229.362081.920590.2691193023.36000.0000219.2825109.641280.6095203424.78000.0000207.1418111.832272.8943213926.22000.0000192.5948121.203863.5329224428.80000.0000171.4543121.880853.5735235132.52000.0000153.8890119.594241.1598245738.36000.0000127.2644106.732932.3213256550.08000.000091.607283.024318.0530267662.68000.000020.885120.26471.4012代入公式：得K=2.771>1.3，滿足要求。1.12株洲建安利華醫(yī)院綜合樓主體基坑剖面F-F的嵌固穩(wěn)定性驗算（1）計算主動及被動土壓力強度標準值、合力及合力作用點。=1\*GB3①主動與被動土壓力系數(shù)利用以下公式進行計算將φ1=12.8°，φ1=30.8°，φ1=11.7°代入公式計算得：Ka1=0.637,√Ka1=0.798Ka2=0.323,√Ka2=0.568Ka3=0.574,√Ka3=0.758Kp1=1.569,√Kp1=1.253Kp2=3.099,√Kp2=1.760Kp3=1.742,√Kp3=1.320=2\*GB3②第一層土中的臨界深度h0=（2×11.8×0.798-15×0.637）/(18.3×0.637)=1.344m>h1=0.2m

③第二層土中的臨界深度h0h0=（2×11.5×0.568-15×0.323）/(19.6×0.323)=2.070m④第三層土中的臨界深度h0h0=（2×24.7×0.758-15×0.574）/(19.4×0.574)=1.378m⑤分層接觸面處主動及被動土壓力強度標準值對于地下水位以上或水土合算的土層：利用以下公式進行計算對于水土分算的土層：利用以下公式進行計算均布附加荷載作用下利用以下公式進行計算計算得：Pak1=（18.6×0.2+15）×0.637-2×11.8×0.798=-13.2922kPaPak2上=（18.6×0.2+15）×0.323-2×11.5×0.568=-11.5614kPaPak地下水=（18.6×0.2+0.4×19.6+15）×0.323-2×11.5×0.568=1.7782kPaPak2下=（18.6×0.2+2.8×19.6+15）×0.323-2×11.5×0.568=6.1648kPaPak3上=（18.6×0.2+2.8×19.6+15）×0.574-2×24.7×0.758=4.8012kPaPak3下=（18.6×0.2+2.8×19.6+4.9×19.4+15）×0.574-2×24.7×0.758=59.366kPaPak4上=（18.6×0.2+2.8×19.6+4.9×19.4+15）×0.46-2×29.7×0.678=37.3104kPaPak柱底=（18.6×0.2+2.8×19.6+4.9×19.4+4.1×19.5+15）×0.46-2×29.7×0.678=74.0874kPaPpk坑底=（18.6×0.2+19.6×2.8+3.9×19.4）×1.742+2×24.7×1.320=299.089kPaPpk3下=（18.6×0.2+19.6×2.8+19.4×4.9）×1.742+2×24.7×1.320=332.8837kPaPpk4上=（18.6×0.2+19.6×2.8+19.4×4.9）×2.173+2×29.7×1.474=421.4588kPaPpk4柱底=（18.6×0.2+19.6×2.8+19.4×4.9+4.1×19.5）×2.173+2×29.7×1.474=591.19