V型排架設(shè)計(jì)自動計(jì)算表格Excel

1、1 、荷載計(jì)算1.1 預(yù)應(yīng)力渡槽縱向荷載為： 分項(xiàng)系數(shù)截面面積( )長度(m)容重(kN/m)荷載標(biāo)準(zhǔn)值（kN）荷載設(shè)計(jì)值（kN)拉桿重1.050.0588.225110.25115.76渡槽中段自重1.055.29430.764254071.624275.20渡槽漸變段自重1.051.5089522575.4579.22渡槽端頭自重1.0510.0378225501.89526.98蓋梁自重：1.053.966.925683.10717.26水重（滿槽）：1.115.130.764104645.365109.90水重（設(shè)計(jì)H）：1.211.430.764103507.104208.52空槽合

2、計(jì)4759.204997.16滿槽合計(jì)10087.6710107.06設(shè)計(jì)水深合計(jì)8266.309205.681.2 非預(yù)應(yīng)力渡槽縱向荷載為： 分項(xiàng)系數(shù)截面面積( )長度(m)容重(kN/m)荷載標(biāo)準(zhǔn)值（kN）荷載設(shè)計(jì)值（kN)拉桿重1.050.0533.62542.0044.10渡槽中段自重1.053.622112251086.631140.96渡槽漸變段自重1.051.26711.22538.0139.91渡槽端頭自重1.059.911.225297.30312.17蓋梁自重：1.053.966.925683.10717.26水重（滿槽）：1.114.6612101759.201935.1

3、2水重（設(shè)計(jì)H）：1.211.412101368.001641.60空槽合計(jì)1463.941537.14滿槽合計(jì)3906.243472.26設(shè)計(jì)水深合計(jì)2831.943178.741.3 預(yù)應(yīng)力及非預(yù)應(yīng)力渡槽作用點(diǎn)到樁頂形心的距離L1、L2計(jì)算時(shí)按：L1= 0.319L2= 0.511先計(jì)算L1：L20.35因L1+L2= 0.83故L1= 0.213L2= 0.6171.4 風(fēng)載風(fēng)載：依據(jù)灌溉與排水渠系建筑物設(shè)計(jì)規(guī)范（SL482-2011）P941.4.1 樁上風(fēng)荷載風(fēng)振系數(shù)z體型系數(shù)s基本風(fēng)壓s風(fēng)壓高度變化系數(shù)z地形系數(shù)t風(fēng)載標(biāo)準(zhǔn)值Wk分項(xiàng)系數(shù)樁基+蓋梁風(fēng)荷設(shè)計(jì)值（kN)樁對地面彎矩（kN

4、*m）1.60.800.361.141.50.791.237.27279.561.4.2 渡槽橫向風(fēng)荷風(fēng)振系數(shù)z體型系數(shù)s基本風(fēng)壓s風(fēng)壓高度變化系數(shù)z地形系數(shù)t風(fēng)載標(biāo)準(zhǔn)值Wk分項(xiàng)系數(shù)樁基風(fēng)荷設(shè)計(jì)值（kN)樁對地面彎矩（kN*m）1.61.050.361.141.51.031.2128.702242.601.5 地震荷載依據(jù)水工建筑物抗震設(shè)計(jì)規(guī)范（SL203-97）從排架頂部至地面之間，質(zhì)點(diǎn)i的動態(tài)分布系數(shù)取31則：（地震力分項(xiàng)系數(shù)為1）1.5.1設(shè)計(jì)水位+地震質(zhì)點(diǎn)位置分段長度動態(tài)分布系數(shù)ai質(zhì)點(diǎn)重力標(biāo)準(zhǔn)值GEiah/g地震Fi（kN）力矩L（m)彎矩M（kN*m）樁基（地面以上）152.500

5、1050.260.250.165.647.50492.31蓋梁13.000341.550.250.125.6214.10361.19樁基對地面彎矩853.50槽身+水4.753.0005549.120.250.1416.183.001248.55合計(jì)樁頂彎矩： 1248.551.5.2空槽+地震質(zhì)點(diǎn)位置分段長度動態(tài)分布系數(shù)ai質(zhì)點(diǎn)重力標(biāo)準(zhǔn)值GEiah/g地震Fi（kN）力矩L（m)彎矩M（kN*m）樁基（地面以上）152.5001050.260.250.165.647.50492.31蓋梁13.000683.100.250.151.2314.10722.38樁基對地面彎矩1214.69槽身4.

6、753.0003111.570.250.1233.372.70630.09合計(jì)樁頂彎矩： 630.092、樁頂內(nèi)力計(jì)算2.1 順槽向內(nèi)力（單根樁）2.1.1 施工工況（單側(cè)預(yù)應(yīng)力槽墩作用）樁頂豎向力N= 2186.35kN樁頂彎矩M= 697.45kN*m風(fēng)荷水平力P1= 37.27kN風(fēng)荷彎矩M2= 279.56kN*m2.1.2.空槽+風(fēng)樁頂豎向力N= 1551.90kN樁頂彎矩M= 202.15kN*m風(fēng)荷水平力P1= 37.27kN風(fēng)荷彎矩M2= 279.56kN*m2.1.3 滿槽+風(fēng)樁頂豎向力N= 3225.09kN樁頂彎矩M= 362.46kN*m風(fēng)荷水平力P1= 37.27kN

7、風(fēng)荷彎矩M2= 279.56kN*m2.1.4 設(shè)計(jì)水位+風(fēng)+地震樁頂豎向力N= 2809.51kN樁頂彎矩M= 1576.62kN*m風(fēng)荷水平力P1= 37.27kN風(fēng)荷彎矩M2= 279.56kN*m2.1.5 空槽+風(fēng)+地震樁頂豎向力N= 1478.00kN樁頂彎矩M= 832.25kN*m風(fēng)荷水平力P1= 37.27kN風(fēng)荷彎矩M2= 279.56kN*m2.2 橫槽向內(nèi)力（一個(gè)樁排架2根樁）2.2.1 設(shè)計(jì)水位+地震+風(fēng)樁頂豎向力N= 2809.51kN樁頂彎矩M= 3491.15kN*m風(fēng)荷水平力P1= 128.70kN風(fēng)荷彎矩M2= 279.56kN*m3.樁基內(nèi)力(順槽向）計(jì)算

8、3.13.1 計(jì)計(jì)算算目目的的 計(jì)算的目的是為了驗(yàn)算樁基的地基承載力，驗(yàn)算樁頂水平位移，計(jì)算結(jié)構(gòu)內(nèi)力及確定樁的配筋。3.23.2 基基本本資資料料3.2.13.2.1 樁樁長長樁總長入土深度h地上高度L0樁徑排架高度樁中心距x/22612151.802.353.2.23.2.2 土土質(zhì)質(zhì)指指標(biāo)標(biāo)類型地基系數(shù)m(KN/m)極限摩阻力(KPa)密度（g/m3）層厚（m）粘土夾礫卵石10000301.950卵礫石夾砂200005024粉砂質(zhì)泥巖弱風(fēng)化200002002.22.63粉砂質(zhì)泥巖新鮮-4502.185.373.33.3 樁樁材材料料樁基混凝土采用C25砼，彈性模量Eh=28000Mpa3.

9、43.4 荷荷載載情情況況（設(shè)設(shè)計(jì)計(jì)水水位位+ +地地震震+ +風(fēng)風(fēng)）樁頂彎矩M=1576.62kN*m樁頂水平力H=416.18kN樁頂豎向力P=2809.51kN4 4 內(nèi)內(nèi)力力計(jì)計(jì)算算根據(jù)公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范(JTG D63-2007)附錄P中的M法進(jìn)行計(jì)算：4.14.1 計(jì)計(jì)算算寬寬度度b1b1的的確確定定D1.0m, b1=Kf K (d +1) Kf =0.9 K=1.0故，b1=2.52m4.24.2 樁樁的的變變形形系系數(shù)數(shù)及及計(jì)計(jì)算算方方判判斷斷樁的變形系數(shù)2 Ec(Kpa)I（m4)EIm(kN/m4)hm0.25562.80E+070.51531.15E+07500

10、0.005.60其換算深度為： h=H =3.323195368m(2.5m)故按彈性樁計(jì)算。4.34.3 沖沖刷刷線線處處樁樁柱柱作作用用單單位位內(nèi)內(nèi)力力時(shí)時(shí)該該處處的的變變形形計(jì)計(jì)算算 以下計(jì)算（3.33.10）均依據(jù)規(guī)范（JTG D63-2007)中附錄P.0.6嵌巖樁的計(jì)算方法進(jìn)行計(jì)算。A1B1C1D1D70HH0MH0-5.85333-5.94097-0.926774.54781.15E+071.24509E-050.000002121A2B2C2D2A70MM0-6.53316-12.1581-10.6084-3.766470.25565.87048E-07表中A、B、C、D為根據(jù)

11、H=4.6查H（JTG D63-2007)表P.0.8得。4.44.4 樁樁頂頂作作用用單單位位力力時(shí)時(shí)樁樁頂頂?shù)牡淖冏兾晃挥?jì)計(jì)算算HHMHMM5.01E-042.07E-051.89E-064.54.5 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)樁樁柱柱頂頂產(chǎn)產(chǎn)生生的的內(nèi)內(nèi)力力計(jì)計(jì)算算PPHHMHMM1.53E+053.65E+034.00E+049.68E+054.64.6 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)所所有有樁樁頂頂對對橫橫系系梁梁作作用用反反力力之之和和的的計(jì)計(jì)算算 ccaaabbb1.53E+053.65E+03-4.00E+049.68E+054.74.7 橫橫溪溪梁梁在

12、在外外荷荷載載作作用用下下的的垂垂直直位位移移c c、水水平平位位移移及及轉(zhuǎn)轉(zhuǎn)角角的的計(jì)計(jì)算算c1.84E-022.41E-011.16E-024.84.8 樁樁頂頂內(nèi)內(nèi)力力計(jì)計(jì)算算樁樁頂軸力N（kN)地面線處軸力P（kN)樁頂剪力Qi 樁頂彎矩Mi1404.752686.84208.09788.314.94.9 地地面面沖沖刷刷線線處處樁樁的的水水平平力力H0H0、彎彎矩矩M0M0、水水平平位位移移x0 x0和和轉(zhuǎn)轉(zhuǎn)角角00計(jì)計(jì)算算H0 0M0X00樁頂水平位移226.735042.741.35E-02-3.44E-031.86E-014.104.10 地地面面（沖沖刷刷線線）以以下下樁樁各

13、各截截面面彎彎矩矩計(jì)計(jì)算算地面（沖刷線）以下樁各截面彎矩計(jì)算結(jié)果表樁截面在地面線以下深度y(m）*y系數(shù)彎矩My（kN*m）軸力Ny（kN）A3B3C3D30.390.1-0.00017-0.0000110.15129.812703.261.170.3-0.0045-0.000670.999940.35269.442736.091.960.5-0.02083-0.005210.999220.499915 53 32 22 2. .7 70 02768.932.740.7-0.05716-0.020010.99580.699355262.172801.773.520.9-0.12144-0.05

14、4660.985240.897055080.652834.604.301.1-0.22152-0.121920.959751.090164785.842867.445.091.3-0.36496-0.23760.907271.27324395.512900.275.871.5-0.5587-0.420390.810541.43683933.322933.116.651.7-0.80848-0.691440.646371.566213425.482965.957.431.9-1.11796-1.073570.385031.639692897.172998.788.612.2-1.69334-1.

15、90567-0.270871.575382114.593048.0410.172.6-2.62126-3.59987-1.877340.916791170.343113.7111.743-3.54058-5.99979-4.68788-0.89126388.283179.3815.654-由以上計(jì)算可以看出，樁在地面以下1.96處。4.114.11 各各工工況況內(nèi)內(nèi)力力計(jì)計(jì)算算統(tǒng)統(tǒng)計(jì)計(jì)( (計(jì)計(jì)算算過過程程見見電電子子版版）工況說明最大彎矩My（kN*m）對應(yīng)軸力Ny（kN）作用點(diǎn)Y=？m工況1施工工況645.932457.351.96工況2設(shè)計(jì)水位+風(fēng)荷載+地震5322.702768.931

16、.96工況3空槽+風(fēng)荷載+地震3241.462103.171.96工況4（橫槽向）設(shè)計(jì)水位+風(fēng)荷載+地震3534.131796.852.745 5 配配筋筋計(jì)計(jì)算算按照規(guī)范（SL191-2008）：采用試算法進(jìn)行配筋，分別對各工況進(jìn)行配筋計(jì)算，最終選定配筋型式。試算過程略，計(jì)算結(jié)果見下表。工況最大彎矩kN*m對應(yīng)軸力KN試算得試算配筋率試算配筋面積（mm2)鋼筋選擇實(shí)際配筋面積（mm2)1 施工工況645.932457.35-152683028175184732 設(shè)計(jì)水位+地震+風(fēng)荷載5322.702768.930.270.006907712175783028175184733 空槽+風(fēng)荷載+

17、地震3241.462103.170.220.003502743152683028175184734設(shè)計(jì)水位+風(fēng)荷載+地震（橫向）3534.131796.850.220.004331748152683028175184736 6結(jié)結(jié)論論 樁基按工況2進(jìn)行配筋，即設(shè)計(jì)水位+風(fēng)荷載+地震工況，順槽方向控制。計(jì)算配筋面積為17578mm2，實(shí)際選用3028175，實(shí)際配筋面積為18473mm3.樁基內(nèi)力(橫槽向）計(jì)算3.13.1 計(jì)計(jì)算算目目的的 計(jì)算的目的是為了驗(yàn)算樁基的地基承載力，驗(yàn)算樁頂水平位移，計(jì)算結(jié)構(gòu)內(nèi)力及確定樁的配筋。3.23.2 基基本本資資料料3.2.13.2.1 樁樁長長樁總長入土深

18、度h地上高度L0樁徑排架高度樁中心距x/22612151.802.353.2.23.2.2 土土質(zhì)質(zhì)指指標(biāo)標(biāo)類型地基系數(shù)m(KN/m)極限摩阻力(KPa)密度（g/m3）層厚（m）粘土夾礫卵石10000301.950卵礫石夾砂200005024粉砂質(zhì)泥巖 弱風(fēng)化200002002.22.63粉砂質(zhì)泥巖 新鮮-4502.185.373.33.3 樁樁材材料料樁基混凝土采用C25砼，彈性模量Eh=28000Mpa3.43.4 荷荷載載情情況況（設(shè)設(shè)計(jì)計(jì)水水位位+ +風(fēng)風(fēng)+ +地地震震）樁頂彎矩M=3491.15kN*m樁頂水平力H=416.18kN樁頂豎向力P=2809.51kN4 4 內(nèi)內(nèi)力力計(jì)

19、計(jì)算算根據(jù)公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范(JTG D63-2007)附錄P中的M法進(jìn)行計(jì)算：4.14.1 計(jì)計(jì)算算寬寬度度b1b1的的確確定定D1.0m, b1=Kf K (d +1) Kf =0.9 K=1.0故，b1=2.52m4.24.2 樁樁的的變變形形系系數(shù)數(shù)及及計(jì)計(jì)算算方方判判斷斷樁的變形系數(shù)2Ec(Kpa)I（m4)EIm(kN/m4)hm0.25562.80E+070.51531.15E+075000.005.60其換算深度為： h=H =3.323195368m(2.5m)故按彈性樁計(jì)算。4.34.3 沖沖刷刷線線處處樁樁柱柱作作用用單單位位內(nèi)內(nèi)力力時(shí)時(shí)該該處處的的變變形形計(jì)計(jì)算

20、算 以下計(jì)算（3.33.10）均依據(jù)規(guī)范（JTG D63-2007)中附錄P.0.6嵌巖樁的計(jì)算方法進(jìn)行計(jì)算。A1B1C1D1D70HH0MH0-5.85333-5.94097-0.926774.54781.15E+071.24509E-052.121E-06A2B2C2D2A70MM0-6.53316-12.1581-10.6084-3.766470.25565.87048E-07表中A、B、C、D為根據(jù)H=4.6查H（JTG D63-2007)表P.0.8得。4.44.4 樁樁頂頂作作用用單單位位力力時(shí)時(shí)樁樁頂頂?shù)牡淖冏兾晃挥?jì)計(jì)算算HHMHMM5.01E-042.07E-051.89E-0

21、64.54.5 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)樁樁柱柱頂頂產(chǎn)產(chǎn)生生的的內(nèi)內(nèi)力力計(jì)計(jì)算算PPHHMHMM1.53E+053.65E+034.00E+049.68E+054.64.6 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)所所有有樁樁頂頂對對橫橫系系梁梁作作用用反反力力之之和和的的計(jì)計(jì)算算ccaaabbb3.05E+057.30E+03-8.00E+043.62E+064.74.7 橫橫溪溪梁梁在在外外荷荷載載作作用用下下的的垂垂直直位位移移c c、水水平平位位移移及及轉(zhuǎn)轉(zhuǎn)角角的的計(jì)計(jì)算算c9.20E-038.91E-022.93E-034.84.8 樁樁頂頂內(nèi)內(nèi)力力計(jì)計(jì)算算樁1樁頂軸

22、力N1樁2樁頂軸力N2樁2地面線處軸力P1樁頂剪力Qi 樁頂彎矩MiN1+N22456.61352.901675.12208.09(726.28)2809.514.94.9 地地面面沖沖刷刷線線處處樁樁的的水水平平力力H0H0、彎彎矩矩M0M0、水水平平位位移移x0 x0和和轉(zhuǎn)轉(zhuǎn)角角00計(jì)計(jì)算算H0 0M0X00樁頂水平位移208.093248.609.48E-03-2.35E-031.28E-014.104.10 地地面面（沖沖刷刷線線）以以下下樁樁各各截截面面彎彎矩矩計(jì)計(jì)算算地面（沖刷線）以下樁各截面彎矩計(jì)算結(jié)果表樁截面在地面線以下深度y(m）*y系數(shù)彎矩My（kN*m）A3B3C3D30

23、.390.1-0.00017-0.0000110.13328.861.170.3-0.0045-0.000670.999940.33465.081.960.5-0.02083-0.005210.999220.499913 35 54 40 0. .1 15 52.740.7-0.05716-0.020010.99580.699353534.133.520.9-0.12144-0.054660.985240.897053441.174.301.1-0.22152-0.121920.959751.090163265.915.091.3-0.36496-0.23760.907271.27323020

24、.225.871.5-0.5587-0.420390.810541.43682720.276.651.7-0.80848-0.691440.646371.566212384.227.431.9-1.11796-1.073570.385031.639692029.778.612.2-1.69334-1.90567-0.270871.575381497.8610.172.6-2.62126-3.59987-1.877340.91679846.8811.743-3.54058-5.99979-4.68788-0.89126300.4515.654-由以上計(jì)算可以看出，樁在地面以下1.17m處。 以下

25、計(jì)算（3.33.10）均依據(jù)規(guī)范（JTG D63-2007)中附錄P.0.6嵌巖樁的計(jì)算方法進(jìn)行計(jì)算。軸力Ny（kN）1655.001702.281749.571796.851844.141891.421938.711985.992033.272080.562151.482246.052340.62-3.樁基內(nèi)力(順槽向）計(jì)算3.13.1 計(jì)計(jì)算算目目的的 計(jì)算的目的是為了驗(yàn)算樁基的地基承載力，驗(yàn)算樁頂水平位移，計(jì)算結(jié)構(gòu)內(nèi)力及確定樁的配筋。3.23.2 基基本本資資料料3.2.13.2.1 樁樁長長樁總長入土深度h地上高度L0樁徑排架高度樁中心距x/22612151.802.353.2.23.

26、2.2 土土質(zhì)質(zhì)指指標(biāo)標(biāo)類型地基系數(shù)m(KN/m)極限摩阻力(KPa)密度（g/m3）層厚（m）粘土夾礫卵石10000301.950卵礫石夾砂200005024粉砂質(zhì)泥巖弱風(fēng)化200002002.22.63粉砂質(zhì)泥巖新鮮-4502.185.373.33.3 樁樁材材料料樁基混凝土采用C25砼，彈性模量Eh=28000Mpa3.43.4 荷荷載載情情況況（施施工工工工況況）樁頂彎矩M=697.45kN*m樁頂水平力H=0.00kN樁頂豎向力P=2186.35kN4 4 內(nèi)內(nèi)力力計(jì)計(jì)算算根據(jù)公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范(JTG D63-2007)附錄P中的M法進(jìn)行計(jì)算：4.14.1 計(jì)計(jì)算算寬寬度度

27、b1b1的的確確定定D1.0m, b1=Kf K (d +1) Kf =0.9 K=1.0故，b1=2.52m4.24.2 樁樁的的變變形形系系數(shù)數(shù)及及計(jì)計(jì)算算方方判判斷斷樁的變形系數(shù)2 Ec(Kpa)I（m4)EIm(kN/m4)hm0.25562.80E+070.51531.15E+075000.005.60其換算深度為： h=H =3.323195368m(2.5m)故按彈性樁計(jì)算。4.34.3 沖沖刷刷線線處處樁樁柱柱作作用用單單位位內(nèi)內(nèi)力力時(shí)時(shí)該該處處的的變變形形計(jì)計(jì)算算 以下計(jì)算（3.33.10）均依據(jù)規(guī)范（JTG D63-2007)中附錄P.0.6嵌巖樁的計(jì)算方法進(jìn)行計(jì)算。A1B

28、1C1D1D70HH0MH0-5.85333-5.94097-0.926774.54781.15E+071.24509E-052.121E-06A2B2C2D2A70MM0-6.53316-12.1581-10.6084-3.766470.25565.87048E-07表中A、B、C、D為根據(jù)H=4.6查H（JTG D63-2007)表P.0.8得。4.44.4 樁樁頂頂作作用用單單位位力力時(shí)時(shí)樁樁頂頂?shù)牡淖冏兾晃挥?jì)計(jì)算算HHMHMM5.01E-042.07E-051.89E-064.54.5 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)樁樁柱柱頂頂產(chǎn)產(chǎn)生生的的內(nèi)內(nèi)力力計(jì)計(jì)算算PPHHMHMM1.

29、53E+053.65E+034.00E+049.68E+054.64.6 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)所所有有樁樁頂頂對對橫橫系系梁梁作作用用反反力力之之和和的的計(jì)計(jì)算算 ccaaabbb1.53E+053.65E+03-4.00E+049.68E+054.74.7 橫橫溪溪梁梁在在外外荷荷載載作作用用下下的的垂垂直直位位移移c c、水水平平位位移移及及轉(zhuǎn)轉(zhuǎn)角角的的計(jì)計(jì)算算c1.43E-021.44E-021.32E-034.84.8 樁樁頂頂內(nèi)內(nèi)力力計(jì)計(jì)算算樁樁頂軸力N（kN)地面線處軸力P（kN)樁頂剪力Qi 樁頂彎矩Mi1093.172375.260.00348.724.94

30、.9 地地面面沖沖刷刷線線處處樁樁的的水水平平力力H0H0、彎彎矩矩M0M0、水水平平位位移移x0 x0和和轉(zhuǎn)轉(zhuǎn)角角00計(jì)計(jì)算算H0 0M0X00樁頂水平位移18.64628.281.56E-03-4.08E-042.18E-024.104.10 地地面面（沖沖刷刷線線）以以下下樁樁各各截截面面彎彎矩矩計(jì)計(jì)算算地面（沖刷線）以下樁各截面彎矩計(jì)算結(jié)果表樁截面在地面線以下深度y(m）*y系數(shù)彎矩My（kN*m）軸力Ny（kN）A3B3C3D30.390.1-0.00017-0.0000110.1635.382391.681.170.3-0.0045-0.000670.999940.3645.612

31、424.511.960.5-0.02083-0.005210.999220.49991645.932457.352.740.7-0.05716-0.020010.99580.69935633.282490.193.520.9-0.12144-0.054660.985240.89705606.952523.024.301.1-0.22152-0.121920.959751.09016567.942555.865.091.3-0.36496-0.23760.907271.2732518.422588.705.871.5-0.5587-0.420390.810541.4368461.182621.5

32、36.651.7-0.80848-0.691440.646371.56621399.282654.377.431.9-1.11796-1.073570.385031.63969335.652687.208.612.2-1.69334-1.90567-0.270871.57538242.452736.4610.172.6-2.62126-3.59987-1.877340.91679131.412802.1311.743-3.54058-5.99979-4.68788-0.8912640.582867.8015.654-3031.98由以上計(jì)算可以看出，樁在地面以下1.96處。4.114.11 各

33、各工工況況內(nèi)內(nèi)力力計(jì)計(jì)算算統(tǒng)統(tǒng)計(jì)計(jì)工況說明最大彎矩My（kN*m）對應(yīng)軸力Ny（kN）作用點(diǎn)Y=？m工況1施工工況588.565798.391.17工況2設(shè)計(jì)水位+風(fēng)荷載+地震645.932457.351.96工況3空槽+風(fēng)荷載+地震685.314421.804.30工況4（橫槽向）設(shè)計(jì)水位+風(fēng)荷載+地震3534.131796.852.74 以下計(jì)算（3.33.10）均依據(jù)規(guī)范（JTG D63-2007)中附錄P.0.6嵌巖樁的計(jì)算方法進(jìn)行計(jì)算。3.樁基內(nèi)力(順槽向）計(jì)算3.13.1 計(jì)計(jì)算算目目的的 計(jì)算的目的是為了驗(yàn)算樁基的地基承載力，驗(yàn)算樁頂水平位移，計(jì)算結(jié)構(gòu)內(nèi)力及確定樁的配筋。3.23

34、.2 基基本本資資料料3.2.13.2.1 樁樁長長樁總長入土深度h地上高度L0樁徑排架高度樁中心距x/22612151.802.353.2.23.2.2 土土質(zhì)質(zhì)指指標(biāo)標(biāo)類型地基系數(shù)m(KN/m)極限摩阻力(KPa)密度（g/m3）層厚（m）粘土夾礫卵石10000301.950卵礫石夾砂200005024粉砂質(zhì)泥巖弱風(fēng)化200002002.22.63粉砂質(zhì)泥巖新鮮-4502.185.373.33.3 樁樁材材料料樁基混凝土采用C25砼，彈性模量Eh=28000Mpa3.43.4 荷荷載載情情況況（空空槽槽+ +地地震震+ +風(fēng)風(fēng)）樁頂彎矩M=832.25kN*m樁頂水平力H=233.37kN

35、樁頂豎向力P=1478.00kN832.254 4 內(nèi)內(nèi)力力計(jì)計(jì)算算根據(jù)公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范(JTG D63-2007)附錄P中的M法進(jìn)行計(jì)算：4.14.1 計(jì)計(jì)算算寬寬度度b1b1的的確確定定D1.0m, b1=Kf K (d +1) Kf =0.9 K=1.0故，b1=2.52m4.24.2 樁樁的的變變形形系系數(shù)數(shù)及及計(jì)計(jì)算算方方判判斷斷樁的變形系數(shù)2 Ec(Kpa)I（m4)EIm(kN/m4)hm0.25562.80E+070.51531.15E+075000.005.60其換算深度為： h=H =3.323195368m(2.5m)故按彈性樁計(jì)算。4.34.3 沖沖刷刷線線處

36、處樁樁柱柱作作用用單單位位內(nèi)內(nèi)力力時(shí)時(shí)該該處處的的變變形形計(jì)計(jì)算算 以下計(jì)算（3.33.10）均依據(jù)規(guī)范（JTG D63-2007)中附錄P.0.6嵌巖樁的計(jì)算方法進(jìn)行計(jì)算。A1B1C1D1D70HH0MH0-5.85333-5.94097-0.926774.54781.15E+071.24509E-052.121E-06A2B2C2D2A70MM0-6.53316-12.1581-10.6084-3.766470.25565.87048E-07表中A、B、C、D為根據(jù)H=4.6查H（JTG D63-2007)表P.0.8得。4.44.4 樁樁頂頂作作用用單單位位力力時(shí)時(shí)樁樁頂頂?shù)牡淖冏兾晃挥?jì)

37、計(jì)算算HHMHMM5.01E-042.07E-051.89E-064.54.5 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)樁樁柱柱頂頂產(chǎn)產(chǎn)生生的的內(nèi)內(nèi)力力計(jì)計(jì)算算PPHHMHMM1.53E+053.65E+034.00E+049.68E+054.64.6 橫橫系系梁梁發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)所所有有樁樁頂頂對對橫橫系系梁梁作作用用反反力力之之和和的的計(jì)計(jì)算算 ccaaabbb1.53E+053.65E+03-4.00E+049.68E+054.74.7 橫橫溪溪梁梁在在外外荷荷載載作作用用下下的的垂垂直直位位移移c c、水水平平位位移移及及轉(zhuǎn)轉(zhuǎn)角角的的計(jì)計(jì)算算c9.68E-031.34E-016.39E-034.