道路專業(yè)設(shè)計(jì)計(jì)算書-K0+210水泥攪拌樁計(jì)算書-十涌橫一路

萬頃沙區(qū)塊企業(yè)配套道路項(xiàng)目道路專業(yè)設(shè)計(jì)計(jì)算書計(jì)算內(nèi)容：K0+210水泥攪拌樁計(jì)算(十涌橫一路）計(jì)算書編號(hào)：02一、K0+210水泥攪拌樁計(jì)算1、概述十涌橫一路西起于紅蓮路，東至十涌西路，全長549.707m，紅線寬15m，項(xiàng)目場地內(nèi)地勢平坦，場地內(nèi)廣泛分布素填土層<1>、淤泥質(zhì)土<2-1A>、<2-1B>、粉細(xì)砂<2-2>、）粉細(xì)砂<3-1>，軟土埋深較深，擬采用水泥攪拌樁加固。軟基處理標(biāo)準(zhǔn)道路等級(jí)快速路、主干路次干路、支路允許工后變形量≤0.30m≤0.50m經(jīng)計(jì)算，水泥攪拌樁處理的工后沉降為0.132m〈0.5m，穩(wěn)定性系數(shù)為3.073＞1.2，滿足設(shè)計(jì)要求。2、計(jì)算模型及結(jié)果理正軟土地基路堤設(shè)計(jì)軟件計(jì)算項(xiàng)目：簡單軟土地基路基設(shè)計(jì)1計(jì)算時(shí)間：2021-12-2910:52:39星期三============================================================================原始條件:計(jì)算目標(biāo):計(jì)算沉降、承載力和穩(wěn)定路堤設(shè)計(jì)高度:1.900(m)路堤設(shè)計(jì)頂寬:15.000(m)路堤邊坡坡度:1:1.5工后沉降基準(zhǔn)期結(jié)束時(shí)間:120(月)荷載施加級(jí)數(shù):3序號(hào)起始時(shí)間(月)終止時(shí)間(月) 填土高度(m)是否作穩(wěn)定計(jì)算10.0001.0001.300否22.0003.0000.000否33.0004.0000.600是路堤土層數(shù):2超載個(gè)數(shù):1層號(hào)層厚度(m)重度(kN/m3)內(nèi)聚力(kPa)內(nèi)摩擦角(度)11.30018.00017.00030.00020.60024.00017.00030.000超載號(hào)定位距離(m)分布寬度(m)超載值(kPa)沉降計(jì)算是否考慮穩(wěn)定計(jì)算是否考慮13.50010.00012.963否否地基土層數(shù):3地下水埋深:1.200(m)層號(hào)土層厚度重度飽和重度地基承載力快剪C快剪Φ固結(jié)快剪豎向固結(jié)系水平固結(jié)系排水層(m)(kN/m3)(kN/m3)(kPa)(kPa)(度)Φ(度)數(shù)(cm2/s)數(shù)(cm2/s)12.00017.00018.00070.00015.0005.50010.0000.001500.00150否211.00018.50018.50075.0008.0005.00015.0000.001500.00150否36.00019.50020.000160.00022.00015.00015.0000.001500.00150否層號(hào)e(0)e(50)10.7210.676層號(hào)e(0)e(50)e(100)e(150)e(200)e(400)21.4451.3171.2491.1711.1511.071層號(hào)e(50)e(100)e(200)e(400)30.8070.7800.7330.674砂墊層砂墊層厚度:0.500(m)砂墊層的重度:20.000(kN/m3)砂墊層的C:0.000(kPa)砂墊層的Φ:32.000(度)加固土樁加固土樁布置形式:等邊三角形加固土樁間距:1.400(m)加固土樁的長度15.000(m)加固土樁樁土應(yīng)力比:3.500加固土樁直徑:0.500(m)加固土樁的抗剪強(qiáng)度:200.000(kPa)承載力計(jì)算參數(shù): 承載力驗(yàn)算公式:p≤γR[fa] 驗(yàn)算點(diǎn)距離中線距離:0.000(m) 承載力抗力系數(shù)γR:1.00 復(fù)合地基計(jì)算公式:fspk=mRa/Ap+β(1-m)fsk 單樁承載力Ra:500.00(kN) 樁間土承載力折減系數(shù)β:1.00 樁間土承載力提高系數(shù):1.00 承載力修正公式:[fa]=[fa0]+γ2(h-h0) 基準(zhǔn)深度h0:0.000(m)固結(jié)度計(jì)算參數(shù):地基土層底面:不是排水層固結(jié)度計(jì)算采用方法:微分方程數(shù)值解法多級(jí)加荷固結(jié)度修正時(shí)的荷載增量定義為“填土高*容重”填土-時(shí)間-固結(jié)度輸出位置距離中線距離:0.000(m)填土-時(shí)間-固結(jié)度輸出位置深度:0.000(m)沉降計(jì)算參數(shù):地基總沉降計(jì)算方法:經(jīng)驗(yàn)系數(shù)法主固結(jié)沉降計(jì)算方法:e-p曲線法沉降計(jì)算不考慮超載沉降修正系數(shù):1.200沉降計(jì)算的分層厚度:0.500(m)分層沉降輸出點(diǎn)距中線距離:0.000(m)壓縮層厚度判斷應(yīng)力比=15.000%基底壓力計(jì)算方法:按多層土實(shí)際容重計(jì)算加固區(qū)主固結(jié)沉降計(jì)算方法：公路軟基樁土應(yīng)力比法計(jì)算時(shí)考慮彌補(bǔ)地基沉降引起的路堤增高量工后基準(zhǔn)期起算時(shí)間:最后一級(jí)加載(路面施工)結(jié)束時(shí)穩(wěn)定計(jì)算參數(shù):穩(wěn)定計(jì)算方法:有效固結(jié)應(yīng)力法穩(wěn)定計(jì)算不考慮超載穩(wěn)定計(jì)算不考慮地震力穩(wěn)定計(jì)算目標(biāo):自動(dòng)搜索最危險(xiǎn)滑裂面條分法的土條寬度:1.000(m)搜索時(shí)的圓心步長:1.000(m)搜索時(shí)的半徑步長:0.500(m)============================================================================(一)各級(jí)加荷的沉降計(jì)算第1級(jí)加荷，從0.0~1.0月加載開始時(shí)，路基計(jì)算高度=0.000(m)，沉降=0.000(m)加載結(jié)束時(shí)，路基計(jì)算高度=1.331(m)，沉降=0.031(m)第2級(jí)加荷，從2.0~3.0月加載開始時(shí)，路基計(jì)算高度=1.331(m)，沉降=0.036(m)加載結(jié)束時(shí)，路基計(jì)算高度=1.338(m)，沉降=0.039(m)第3級(jí)加荷，從3.0~4.0月加載開始時(shí)，路基計(jì)算高度=1.338(m)，沉降=0.039(m)加載結(jié)束時(shí)，路基計(jì)算高度=1.969(m)，沉降=0.069(m)============================================================================(二)路面竣工時(shí)及以后的沉降計(jì)算基準(zhǔn)期開始時(shí)刻:最后一級(jí)加載(路面施工)結(jié)束時(shí)刻考慮沉降影響后，路堤的實(shí)際計(jì)算高度為=1.969(m)路面竣工時(shí),地基沉降=0.069(m)路面竣工后,基準(zhǔn)期內(nèi)的殘余沉降=0.132(m)基準(zhǔn)期結(jié)束時(shí),地基沉降=0.201(m)最終地基總沉降=1.200*0.255=0.306(m)路面竣工時(shí),路基橫斷面各點(diǎn)的沉降(中線為原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉降與路堤中心(m)(m)差(m)沉降差(m)-15.8200.0000.0000.069-14.6900.0000.0000.069-13.5600.0000.0000.069-12.4300.0000.0000.069-11.3000.0150.0150.054-10.1700.0280.0130.041-9.0400.0410.0130.028-7.9100.0530.0120.016-6.7800.0610.0080.008-5.6500.0640.0030.005-4.5200.0660.0020.003-3.3900.0680.0010.001-2.2600.0690.0010.001-1.1300.0690.0000.0000.0000.0690.0000.0001.1300.069-0.0000.0002.2600.069-0.0000.0013.3900.068-0.0010.0014.5200.066-0.0010.0035.6500.064-0.0020.0056.7800.061-0.0030.0087.9100.053-0.0080.0169.0400.041-0.0120.02810.1700.028-0.0130.04111.3000.015-0.0130.05412.4300.000-0.0150.06913.5600.0000.0000.06914.6900.0000.0000.06915.8200.0000.0000.069路堤竣工時(shí)，由于地基沉降引起路堤填筑面積增量:(1)由各點(diǎn)計(jì)算沉降梯形積分方法得ΔV=1.270(m2)(2)按照《鐵路路基手冊》方法得Δs=0.069(m)ΔV=1.043(m2)按照《鐵路路基手冊》方法，路堤頂面單側(cè)加寬量:ΔW=0.237~0.284(m)基準(zhǔn)期結(jié)束時(shí),路基橫斷面各點(diǎn)的沉降(中線為原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉降與路堤中心(m)(m)差(m)沉降差(m)-15.8200.0000.0000.201-14.6900.0000.0000.201-13.5600.0000.0000.201-12.4300.0000.0000.201-11.3000.0470.0470.153-10.1700.0830.0360.117-9.0400.1170.0340.084-7.9100.1460.0290.055-6.7800.1670.0220.033-5.6500.1800.0130.021-4.5200.1890.0090.012-3.3900.1950.0060.006-2.2600.1980.0030.003-1.1300.2000.0020.0010.0000.2010.0010.0001.1300.200-0.0010.0012.2600.198-0.0020.0033.3900.195-0.0030.0064.5200.189-0.0060.0125.6500.180-0.0090.0216.7800.167-0.0130.0337.9100.146-0.0220.0559.0400.117-0.0290.08410.1700.083-0.0340.11711.3000.047-0.0360.15312.4300.000-0.0470.20113.5600.0000.0000.20114.6900.0000.0000.20115.8200.0000.0000.201路基橫斷面各點(diǎn)的最終沉降(中線為原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉降與路堤中心(m)(m)差(m)沉降差(m)-15.8200.0000.0000.306-14.6900.0000.0000.306-13.5600.0000.0000.306-12.4300.0000.0000.306-11.3000.0680.0680.238-10.1700.1230.0550.183-9.0400.1710.0490.135-7.9100.2100.0390.096-6.7800.2440.0340.062-5.6500.2660.0210.040-4.5200.2820.0160.024-3.3900.2950.0130.011-2.2600.3010.0060.005-1.1300.3050.0040.0010.0000.3060.0010.0001.1300.305-0.0010.0012.2600.301-0.0040.0053.3900.295-0.0060.0114.5200.282-0.0130.0245.6500.266-0.0160.0406.7800.244-0.0210.0627.9100.210-0.0340.0969.0400.171-0.0390.13510.1700.123-0.0490.18311.3000.068-0.0550.23812.4300.000-0.0680.30613.5600.000-0.0000.30614.6900.000-0.0000.30615.8200.000-0.0000.306路面竣工時(shí),距路基中線0.000(m)處各層的沉降層底深層厚自重應(yīng)力(kPa)附加應(yīng)力全應(yīng)力(kPa)固結(jié)度層最終層當(dāng)前分層主固層累計(jì)主壓縮模沉降經(jīng)(m)(m)(孔隙比)(kPa)(孔隙比)沉降mSc(m)沉降(m)結(jié)沉降(m)固結(jié)沉降(m)量(MPa)驗(yàn)系數(shù)0.5000.5004.3(0.717)40.044.3(0.681)0.90220.00980.00900.00810.00811.911.400(1.100)1.0000.50012.8(0.710)40.052.8(0.673)0.70650.00980.00740.00820.01631.901.400(1.100)1.5000.50020.8(0.702)40.060.8(0.666)0.51080.00980.00580.00820.02451.891.400(1.100)2.0000.50024.8(0.699)39.964.7(0.663)0.31510.00980.00420.00820.03271.891.400(1.100)2.5000.50028.9(1.371)39.868.7(1.292)0.21900.01560.00540.01300.04571.191.400(1.100)3.0000.50033.2(1.360)39.672.8(1.286)0.16560.01460.00440.01220.05791.261.400(1.100)3.5000.50037.4(1.349)39.476.8(1.281)0.11210.01360.00350.01130.06921.351.400(1.100)4.0000.50041.7(1.338)39.180.7(1.275)0.05870.01260.00270.01050.07971.451.400(1.100)4.5000.50045.9(1.327)38.784.6(1.270)0.04360.01150.00230.00960.08931.571.400(1.100)5.0000.50050.2(1.317)38.288.4(1.265)0.03280.01040.00200.00870.09801.701.400(1.100)5.5000.50054.4(1.311)37.792.2(1.260)0.02200.01030.00190.00860.10661.701.400(1.100)6.0000.50058.7(1.305)37.295.9(1.255)0.01210.01020.00180.00850.11511.691.400(1.100)6.5000.50062.9(1.299)36.699.6(1.250)0.00970.01010.00180.00840.12351.691.400(1.100)7.0000.50067.2(1.294)36.0103.2(1.244)0.00740.01010.00170.00840.13191.661.400(1.100)7.5000.50071.4(1.288)35.4106.8(1.238)0.00510.01010.00170.00840.14031.641.400(1.100)8.0000.50075.7(1.282)34.7110.4(1.233)0.00320.01010.00170.00840.14871.611.400(1.100)8.5000.50079.9(1.276)34.0114.0(1.227)0.00240.01000.00170.00840.15701.581.400(1.100)9.0000.50084.2(1.271)33.4117.5(1.222)0.00150.01000.00170.00830.16541.551.400(1.100)9.5000.50088.4(1.265)32.7121.1(1.216)0.00070.01000.00170.00830.17371.521.400(1.100)10.0000.50092.7(1.259)32.0124.7(1.211)0.00030.01000.00170.00830.18201.491.400(1.100)10.5000.50096.9(1.253)31.3128.2(1.205)0.00020.01000.00170.00830.19031.461.400(1.100)11.0000.500101.2(1.247)30.6131.8(1.199)0.00010.00990.00170.00820.19861.441.400(1.100)11.5000.500105.4(1.241)30.0135.4(1.194)0.00000.00970.00160.00810.20671.441.400(1.100)12.0000.500109.7(1.234)29.3139.0(1.188)0.00000.00950.00000.00790.21461.431.400(1.100)12.5000.500113.9(1.227)28.7142.6(1.183)0.00000.00940.00000.00780.22241.431.400(1.100)13.0000.500118.2(1.221)28.1146.2(1.177)0.00000.00920.00000.00760.23001.421.400(1.100)13.5000.500122.8(0.769)27.5150.3(0.756)0.00000.00340.00000.00280.23293.761.316(1.016)14.0000.500127.8(0.767)26.9154.7(0.754)0.00000.00330.00000.00280.23563.761.316(1.016)14.5000.500132.8(0.765)26.3159.1(0.752)0.00000.00330.00000.00270.23843.751.316(1.016)15.0000.500137.8(0.762)25.7163.5(0.750)0.00000.00410.00000.00340.24183.751.317(1.017)15.5000.500142.8(0.760)25.2168.0(0.748)0.00000.00400.00000.00340.24523.741.317(1.017)16.0000.500147.8(0.758)24.7172.5(0.746)0.00000.00400.00000.00330.24853.741.317(1.017)16.5000.500152.8(0.755)24.2177.0(0.744)0.00000.00390.00000.00320.25173.731.318(1.018)17.0000.500157.8(0.753)23.7181.5(0.742)0.00000.00380.00000.00320.25493.731.318(1.018)最下面分層附加應(yīng)力與自重應(yīng)力之比=14.991%<=15.000%壓縮模量當(dāng)量值=1.740Mpa,按地基規(guī)范GB50007-2002表5.3.5的沉降計(jì)算經(jīng)驗(yàn)系數(shù)=1.400(1.100)============================================================================(三)填土--時(shí)間--沉降曲線輸出位置，相對(duì)于路堤中線0(m)（即X=11.300(m)）時(shí)間(月)設(shè)計(jì)填土高度實(shí)際填土高度當(dāng)時(shí)沉降(m)(m)(m)0.000.0000.0000.0000.100.1300.1330.0000.200.2600.2660.0030.300.3900.3990.0060.400.5200.5320.0100.500.6500.6650.0140.600.7800.7980.0180.700.9100.9310.0210.801.0401.0640.0240.901.1701.1980.0281.001.3001.3310.0311.101.3001.3310.0311.201.3001.3310.0331.301.3001.3310.0331.401.3001.3310.0331.501.3001.3310.0331.601.3001.3310.0341.701.3001.3310.0361.801.3001.3310.0361.901.3001.3310.0362.001.3001.3310.0362.101.3001.3310.0362.201.3001.3320.0362.301.3001.3330.0362.401.3001.3330.0372.501.3001.3340.0372.601.3001.3350.0372.701.3001.3360.0372.801.3001.3360.0382.901.3001.3370.0393.001.3001.3380.0393.101.3601.4010.0413.201.4201.4640.0443.301.4801.5270.0473.401.5401.5900.0503.501.6001.6530.0533.601.6601.7170.0563.701.7201.7800.0593.801.7801.8430.0623.901.8401.9060.0664.001.9001.9690.06916.001.9001.9690.10428.001.9001.9690.12540.001.9001.9690.14352.001.9001.9690.15564.001.9001.9690.16676.001.9001.9690.17588.001.9001.9690.183100.001.9001.9690.190112.001.9001.9690.196124.001.9001.9690.201============================================================================(四)填土--時(shí)間--固結(jié)度曲線輸出位置，相對(duì)于路堤中線0.000(m)（即X=11.300(m)）輸出深度為0.000(m)時(shí)間(月)設(shè)計(jì)填土高度固結(jié)度(m)0.000.0000.0000.100.1300.0630.200.2600.1260.300.3900.1890.400.5200.2520.500.6500.3140.600.7800.3770.700.9100.4400.801.0400.5030.901.1700.5661.001.3000.6291.101.3000.6291.201.3000.6291.301.3000.6291.401.3000.6291.501.3000.6291.601.3000.6291.701.3000.6291.801.3000.6291.901.3000.6292.001.3000.6292.101.3000.6292.201.3000.6292.301.3000.6292.401.3000.6292.501.3000.6292.601.3000.6292.701.3000.6292.801.3000.6292.901.3000.6293.001.3000.6293.101.3600.6663.201.4200.7033.301.4800.7403.401.5400.7773.501.6000.8143.601.6600.8523.701.7200.8893.801.7800.9263.901.8400.9634.001.9001.00016.001.9001.00028.001.9001.00040.001.9001.00052.001.9001.00064.001.9001.00076.001.9001.00088.001.9001.000100.001.9001.000112.001.9001.000124.001.9001.000============================================================================(五)穩(wěn)定計(jì)算(1)第1級(jí)加荷,從0.0~1.0月,路基設(shè)計(jì)高度1.300(m),路基計(jì)算高度(考慮沉降影響)1.331(m)，加載結(jié)束時(shí)穩(wěn)定結(jié)果用戶不要求作穩(wěn)定計(jì)算(2)第2級(jí)加荷,從2.0~3.0月,路基設(shè)計(jì)高度1.300(m),路基計(jì)算高度(考慮沉降影響)1.338(m)，加載結(jié)束時(shí)穩(wěn)定結(jié)果用戶不要求作穩(wěn)定計(jì)算(3)第3級(jí)加荷,從3.0~4.0月,路基設(shè)計(jì)高度1.900(m),路基計(jì)算高度(考慮沉降影響)1.969(m)，加載結(jié)束時(shí)穩(wěn)定結(jié)果η=0.116μc=2.715μs=0.776τc=200.000(kPa)土條起始x土條面土條自條上荷總重αiSinαiCosαiCqiΦqi下滑力抗滑力抗滑力編號(hào)(m)積(m2)重(kN)重(kN)(kN)(度)(kPa)(度)(kN)WiCosαitgΦqCiLi-----------------------------------------------------------------------------------------------------------10.530.081.570.001.57-18.10-0.310.950.0032.00-0.490.930.0020.960.275.330.005.33-11.06-0.190.980.0032.00-1.023.270.0031.470.448.340.008.34-3.67-0.061.000.0032.00-0.535.200.0041.970.7814.690.0014.694.930.091.000.0032.001.269.140.0052.640.8015.350.0015.3514.210.250.970.0032.003.779.300.0063.220.8617.240.0017.2423.150.390.920.0032.006.789.900.0073.800.122.410.002.4128.400.480.880.0032.001.151.320.0083.880.6914.330.0014.3333.730.560.8317.0030.007.966.8810.9394.410.4610.150.0010.1543.820.690.7217.0030.007.034.2312.60104.950.133.070.003.0754.590.810.5817.0030.002.501.0312.53最不利滑動(dòng)面:滑動(dòng)圓心=(1.969165,3.938331)(m)滑動(dòng)半徑=3.933189(m)滑動(dòng)安全系數(shù)=3.073總的下滑力=28.401(kN)總的抗滑力=87.278(kN)土體部分下滑力=28.401(kN)土體部分抗滑力=87.278(kN)筋帶的抗滑力=0.000(kN)地震作用下滑力=0.000(kN)============================================================================地基承載力計(jì)算1.基礎(chǔ)底面處地基承載力計(jì)算1)基礎(chǔ)底面處各點(diǎn)地基承載力計(jì)算計(jì)算點(diǎn)mpkfskfspk(m)(kPa)(kPa)(kPa)0.000.11570.070.0356.51.000.115710.370.0356.52.600.115725.370.0356.53.800.115740.070.0356.55.800.115740.070.0356.57.800.115740.070.0356.59.800.115740.070.0356.511.800.115740.070.0356.513.800.115740.070.0356.515.800.115740.070.0356.518.800.115740.070.0356.520.000.115725.370.0356.521.600.115710.370.0356.522.600.11570.070.0356.52)驗(yàn)算給定點(diǎn)基礎(chǔ)底面處承載力計(jì)算點(diǎn)mpkfskfspk(m)(kPa)(kPa)(kPa)0.000.11570.070.0356.5計(jì)算點(diǎn)xi=0.000m，p≤γRfa；此點(diǎn)承載力滿足！***m--樁土面積置換率***pk--基礎(chǔ)底部壓應(yīng)力(kPa)***fsk--地基土的地基承載力值(kPa)***fspk--復(fù)合地基的地基承載力值(kPa)2.地基處理深度范圍內(nèi)土層的承載力驗(yàn)算計(jì)算點(diǎn)深度pzpczpz+pczfaz(m)(m)(kPa)(kPa)(kPa)(kPa)0.002.005.734.840.5395.70.0013.0014.3238.3252.6674.41.002.0011.734.846.5395.71.0013.0016.0238.3254.3674.42.602.0024.134.858.9395.72.6013.0018.7238.3257.0674.43.802.0032.334.867.1395.73.8013.0020.6238.3258.9674.45.802.0037.534.872.3395.75.8013.0023.4238.3261.7674.47.802.0038.434.873.2395.77.8013.0025.4238.3263.7674.49.802.0038.634.873.4395.79.8013.0026.6238.3264.9674.411.802.0038.634.873.4395.711.8013.0026.9238.3265.2674.413.802.0038.534.873.3395.713.8013.0026.2238.3264.5674.415.802.0038.234.873.0395.715.8013.0024.5238.3262.8674.418.802.0032.334.867.1395.718.8013.0020.6238.3258.9674.420.002.0024.134.858.9395.720.0013.0018.7238.3