詳解高架橋的承臺(tái)樁基礎(chǔ)受力（含計(jì)算書(shū)）

1、XX市南北軸線道路工程（南內(nèi)環(huán)南外環(huán)段）XX路高架橋承臺(tái)樁基礎(chǔ)計(jì)算書(shū)編制人：審核人：編制日期：?jiǎn)挝幻Q(chēng)：設(shè)計(jì)資料規(guī)范標(biāo)準(zhǔn)公路橋涵設(shè)計(jì)通用規(guī)范（JTG D60-2004）公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范（JTG D62-2004）公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范（JTG D63-2007）公路圬工橋涵設(shè)計(jì)規(guī)范（JTG D61-2005）結(jié)構(gòu)尺寸橋墩承臺(tái)基礎(chǔ)尺寸橋臺(tái)基礎(chǔ)尺寸材料參數(shù)參數(shù)名稱(chēng)參數(shù)值承臺(tái)材料C30樁基材料C30承臺(tái)鋼筋HRB400樁基鋼筋HRB400荷載信息橋墩集中荷載匯總表荷載名稱(chēng)荷載類(lèi)型荷載位置(m)集中力(kN)集中矩(kNm)橋墩及覆土自重結(jié)構(gòu)重力X0HX0MX0Y0HY0M

2、Y0Z-2.5P-1387MZ0恒載結(jié)構(gòu)重力X0HX0MX0Y0HY0MY0Z-2.5P-1.2557e4MZ0梯度溫度升溫梯度溫度X0HX0MX0Y0HY0MY0Z-2.5P252.4MZ0梯度溫度降溫梯度溫度X0HX0MX0Y0HY0MY0Z-2.5P-126.2MZ0汽車(chē)最大汽車(chē)X0HX0MX0Y0HY0MY0Z-2.5P-4055.9MZ0汽車(chē)最小汽車(chē)X0HX0MX0Y0HY0MY0Z-2.5P635.9MZ0支座沉降最大基礎(chǔ)變位X0HX0MX0Y0HY0MY0Z-2.5P-309.8MZ0支座沉降最小基礎(chǔ)變位X0HX0MX0Y0HY0MY0Z-2.5P309.8MZ0汽車(chē)制動(dòng)1汽車(chē)制

3、動(dòng)X0HX0MX-3783.8Y0HY386.1MY0Z-2.5P0MZ0汽車(chē)制動(dòng)2汽車(chē)制動(dòng)X0HX0MX3783.8Y0HY-386.1MY0Z-2.5P0MZ0支座摩擦1支座摩阻X0HX0MX-3579Y0HY627.9MY0Z-2.5P0MZ0支座摩擦2支座摩阻X0HX0MX3579Y0HY-627.9MY0Z-2.5P0MZ0承臺(tái)自重結(jié)構(gòu)重力X0HX0MX0Y0HY0MY0Z-1.5P-2112.5MZ0根據(jù)上構(gòu)計(jì)算，選取力值最大的（30+45+30）m跨單項(xiàng)荷載力值輸入計(jì)算，重要性系數(shù)1.1，本次計(jì)算選用橋博基礎(chǔ)版V1.0進(jìn)行承臺(tái)及樁基計(jì)算。力值坐標(biāo)系為整體坐標(biāo)系，橫橋向X軸，順橋向

4、為Y軸，Z軸豎直向上。橋臺(tái)集中荷載匯總表荷載名稱(chēng)荷載類(lèi)型荷載位置(m)集中力(kN)集中矩(kNm)橋臺(tái)及覆土自重結(jié)構(gòu)重力X0HX0MX0Y0HY0MY0Z-2.5P-2928MZ0支座反力結(jié)構(gòu)重力X0HX0MX0Y0HY0MY0Z-2.5P-8760MZ0汽車(chē)制動(dòng)1汽車(chē)制動(dòng)X0HX0MX-1351.35Y0HY162MY0Z-2.5P0MZ0汽車(chē)制動(dòng)2汽車(chē)制動(dòng)X0HX0MX1351.35Y0HY-162MY0Z-2.5P0MZ0土壓力土側(cè)壓力X0HX0MX-1874.4Y0HY852MY0Z-2.5P0MZ0承臺(tái)自重結(jié)構(gòu)重力X0HX0MX0Y0HY0MY0Z-1.25P-2784.375MZ

5、0根據(jù)上構(gòu)計(jì)算，選取力值最大的（4x30）m跨單項(xiàng)荷載力值輸入計(jì)算，重要性系數(shù)1.1，本次計(jì)算選用橋博基礎(chǔ)版V1.0進(jìn)行承臺(tái)及樁基計(jì)算。力值坐標(biāo)系為整體坐標(biāo)系，坐標(biāo)軸定義與橋墩坐標(biāo)系相同。地質(zhì)信息鉆孔地質(zhì)資料根據(jù)橋位處地勘鉆孔信息，橋墩處選取不利的QK15鉆孔橋臺(tái)處選取QK18鉆孔資料計(jì)算樁基長(zhǎng)度，表中層頂標(biāo)高0點(diǎn)為地面處。橋墩處QK15鉆孔土層工程地質(zhì)物理力學(xué)參數(shù)表土層名稱(chēng)層頂標(biāo)高(m)m值(kN/m4)qik(kPa)fa0(kPa)天然重度(kN/m3)飽和重度(kN/m3)內(nèi)摩擦角(o)壓縮模量(MPa)2-1粉質(zhì)黏土06000501401818.51052-2粉質(zhì)黏土-7.37000

6、30601818.51535-1圓礫-11.23e4602601818.525175-2圓礫-13.34e41205001818.52533橋臺(tái)處QK18鉆孔土層工程地質(zhì)物理力學(xué)參數(shù)表土層名稱(chēng)層頂標(biāo)高(m)m值(kN/m4)qik(kPa)fa0(kPa)天然重度(kN/m3)飽和重度(kN/m3)內(nèi)摩擦角(o)壓縮模量(MPa)2-108000501401818.51055-1-10.21.2e4602601818.518175-2-15.63e41205001818.52533承臺(tái)承載力驗(yàn)算結(jié)果匯總短期效應(yīng)標(biāo)準(zhǔn)值組合樁頂內(nèi)力最值橋墩樁基短期效應(yīng)標(biāo)準(zhǔn)值組合樁頂內(nèi)力最值表樁號(hào)最大N(kN)最小

7、N(kN)最大MX(kNm)最小MX(kNm)最大MY(kNm)最小MY(kNm)15511.77114273089.73885733244.63885733162.65135143089.73885734614.986142725511.77114273089.73885733317.55135143089.73885733244.63885734460.086142735511.77114273089.73885733244.63885733162.65135144614.98614273089.738857345511.77114273089.73885733317.5513514308

8、9.73885734460.08614273244.6388573橋臺(tái)樁基短期效應(yīng)標(biāo)準(zhǔn)值組合樁頂內(nèi)力最值表樁號(hào)最大N(kN)最小N(kN)最大MX(kNm)最小MX(kNm)最大MY(kNm)最小MY(kNm)12221.44199061898.58065191898.58065191898.58065191898.58065192221.441990622221.44199061898.58065191898.58065191898.58065191898.58065192221.441990632221.44199061898.58065191898.58065191898.5806519

9、1898.58065192221.441990642925.54434812602.68300942602.68300942602.68300942925.54434812602.683009452925.54434812602.68300942602.68300942602.68300942925.54434812602.683009462925.54434812602.68300942602.68300942602.68300942925.54434812602.6830094承臺(tái)強(qiáng)度驗(yàn)算結(jié)果匯總表驗(yàn)算項(xiàng)目驗(yàn)算結(jié)果(是否滿足)正截面承載力是斜截面承載力是承臺(tái)正截面承載力驗(yàn)算結(jié)果匯總橋墩承臺(tái)

10、基本組合撐桿抗壓、系桿抗拉承載力驗(yàn)算匯總表驗(yàn)算位置撐桿壓力0Dd(kN)撐桿抗壓承載力(kN)撐桿抗壓是否滿足系桿拉力0Td(kN)系桿抗拉承載力(kN)系桿抗拉是否滿足y=-0.750m(樁位:-1.9m)1.850836e41.1209132e5是1.1540208e43.397e4是y=0.750m(樁位:1.9m)1.850836e41.1209132e5是1.1540208e43.397e4是橋臺(tái)承臺(tái)基本組合撐桿抗壓、系桿抗拉承載力驗(yàn)算匯總表驗(yàn)算位置撐桿壓力0Dd(kN)撐桿抗壓承載力(kN)撐桿抗壓是否滿足系桿拉力0Td(kN)系桿抗拉承載力(kN)系桿抗拉是否滿足y=-1.400

11、m(樁位:-1.6m)1.0102214e41.5958197e5是2939.03592032.171e4是y=0.600m(樁位:1.6m)1.4760103e41.460412e5是9995.87075932.171e4是橋墩承臺(tái)最小配筋率驗(yàn)算匯總表驗(yàn)算位置配筋率(%)最小配筋率(%)配筋率是否滿足y=-0.750m(樁位:-1.9m)0.89175080.2是y=0.750m(樁位:1.9m)0.89175080.2是橋臺(tái)承臺(tái)最小配筋率驗(yàn)算匯總表驗(yàn)算位置配筋率(%)最小配筋率(%)配筋率是否滿足y=-1.400m(樁位:-1.6m)0.46921020.2是y=0.600m(樁位:1.6

12、m)0.46921020.2是承臺(tái)斜截面抗剪承載力驗(yàn)算結(jié)果匯總橋臺(tái)承臺(tái)基本組合承臺(tái)斜截面抗剪承載力驗(yàn)算匯總表驗(yàn)算位置配筋百分率P計(jì)算寬度bs(mm)有效高度h0(mm)剪跨比m剪力0Vd(kN)抗剪承載力(kN)是否滿足y=-0.750m(樁位:-1.9m)0.8917508650017760.51.4470072e42.8852009e4是y=0.750m(樁位:1.9m)0.8917508650017760.51.4470072e42.8852009e4是橋臺(tái)承臺(tái)基本組合承臺(tái)斜截面抗剪承載力驗(yàn)算匯總表驗(yàn)算位置配筋百分率P計(jì)算寬度bs(mm)有效高度h0(mm)剪跨比m剪力0Vd(kN)抗剪

13、承載力(kN)是否滿足y=-1.400m(樁位:-1.6m)0.46921021.08e412980.59665.23593753.15324e4是y=0.600m(樁位:1.6m)0.46921021.08e412980.51.0860166e43.15324e4是樁基匯總結(jié)果樁基驗(yàn)算匯總描述墩臺(tái)樁基驗(yàn)算結(jié)論驗(yàn)算項(xiàng)目驗(yàn)算結(jié)果(是否滿足)單樁軸向承載力是單樁樁端應(yīng)力是單樁截面承載力是單樁截面應(yīng)力是單樁截面抗裂性是樁基軸向承載力驗(yàn)算匯總單樁軸向受壓承載力最不利驗(yàn)算結(jié)果匯總橋墩樁基軸向受壓承載力驗(yàn)算成果匯總表組合樁身豎向力N(kN)軸向受壓承載力容許值RNR(kN)RNRN是否滿足對(duì)應(yīng)樁號(hào)長(zhǎng)期效應(yīng)

14、組合5362.0905696602.05696151.2312468是1短期效應(yīng)組合6156.26421178252.57120191.3405161是1橋臺(tái)樁基軸向受壓承載力驗(yàn)算成果匯總表組合樁身豎向力N(kN)軸向受壓承載力容許值RNR(kN)RNRN是否滿足對(duì)應(yīng)樁號(hào)長(zhǎng)期效應(yīng)組合2930.3667623622.88464811.2363246是4短期效應(yīng)組合3091.79743134528.60581011.4647162是4單樁截面承載力最不利驗(yàn)算結(jié)果匯總橋墩樁基截面承載力驗(yàn)算成果匯總表組合類(lèi)型截面軸力N(kN)截面彎矩M(kNm)截面抗力NR(kN)是否滿足最值工況對(duì)應(yīng)樁號(hào)斷面位置z(m)基本組合7675.392086801是NRNmin125.999999橋臺(tái)樁基截面承載力驗(yàn)算成果匯總表組合類(lèi)型截面軸力N(kN)截面彎矩M(kNm)截面抗力NR(kN)是否滿足最值工況對(duì)應(yīng)樁號(hào)斷面位置z(m)基本組合3974.684546101是NRNmin415.999999單樁截面應(yīng)力最不利驗(yàn)算結(jié)果匯總橋墩樁基截面應(yīng)力驗(yàn)算匯總表組合類(lèi)型混凝土最大壓應(yīng)力(Mpa)混凝土應(yīng)力是否滿足對(duì)應(yīng)鋼筋拉應(yīng)力(Mpa)鋼筋應(yīng)力是否滿足最值工況對(duì)應(yīng)樁號(hào)斷面位置z(m)短期效應(yīng)標(biāo)準(zhǔn)值組合4.235132