新規(guī)公路橋臺(tái)抗震計(jì)算程序

K5+320小橋樁基薄壁橋臺(tái)計(jì)算,,,,,,,,,,,,,,,,

(一)設(shè)計(jì)資料,,,,,,,,,,,,,,,,

1、總體情況,,,,,,,,,,,,,,,,

,結(jié)構(gòu)重要性系數(shù),,,,γ0=,1.0,,,,,,,,,,

,橋梁計(jì)算跨徑,,,,l=,16,m,,,,,,,,,

,環(huán)境類別,,,,,Ⅰ類,,,,,,,,,,

2、地震資料,,,,,,,,,,,,,,,,

,橋梁抗震設(shè)防類別:,,,,,C,類,,,,,,,,,

,地震動(dòng)峰值加速度,,,,A=,0.10,g,,,,,,,,,

,阻尼比,,,,ξ=,0.05,,,,,,,,,,

3、汽車荷載,,,,,,,,,,,,,,,,

,汽車荷載等級(jí):,,,,,公路Ⅱ級(jí),,,,,,,,,,

,汽車荷載提高或折減系數(shù),,,,,1,,,,,,,,,,

,行駛方向:,,,,,雙向行駛,,,,,,,,,,

,設(shè)計(jì)車道數(shù),,,,,2,,,,,,,,,,

,車道折減系數(shù),,,,,1,,,,,,,,,,

,橋臺(tái)傳遞的制動(dòng)力比例,,,,,0.5,,,,,,,,,,

4、上部構(gòu)造,,,,,,,,,,,,,,,,

,一孔上部結(jié)構(gòu)重力,,,,,7400,kN,,,,,,,,,

,上部結(jié)構(gòu)混凝土強(qiáng)度等級(jí),,,,,C40,,,,,,,,,,

,上部結(jié)構(gòu)跨中處延米結(jié)構(gòu)重力,,,,G=,15,kN/m,,,,,,,,,

,上部結(jié)構(gòu)跨中截面慣矩,,,,Ic=,0.04,m4,,,,,,,,,

5、橋臺(tái)尺寸,,,,,,,,,,,,,,,,

,橋梁斜度,,,,,0°,,,,,,,,,,

,橋臺(tái)正寬度,,,,,13,m,,,,,,,,,

,橋臺(tái)斜寬度,,,,,13.000,m,,,,,,,,,

,背墻高度,,,,,1.25,m,,,,,,,,,

,背墻頂寬度,,,,,0.4,m,,,,,,,,,

,置搭板背墻高,,,,,0.31,m,,,,,,,,,

,置搭板背墻寬,,,,,0.25,m,,,,,,,,,

,臺(tái)帽高度,,,,,1.3,m,,,,,,,,,

,臺(tái)帽寬度,,,,,1.45,m,,,,,,,,,

,臺(tái)帽支撐寬度,,,,,0.8,m,,,,,,,,,

,臺(tái)帽前緣帽檐,,,,,0.35,m,,,,,,,,,

,臺(tái)身高度,,,,,4.08,m,,,,,,,,,

,臺(tái)身厚度,,,,,0.8,m,,,,,,,,,

,承臺(tái)高度,,,,,1.6,m,,,,,,,,,

,承臺(tái)順橋向?qū)挾?,,,,2.2,m,,,,,,,,,

,臺(tái)身前緣與承臺(tái)前緣垂直距離,,,,,0.7,m,,,,,,,,,

,橋臺(tái)樁基個(gè)數(shù),,,,n樁=,4,,,,,,,,,,

,橋臺(tái)樁徑,,,,d=,1.5,m,,,,,,,,,

,橋臺(tái)樁長(zhǎng),,,,,10,m,,,,,,,,,

,樁基類型,,,,,嵌巖樁,,,,,,,,,,

6、橋頭搭板,,,,,,,,,,,,,,,,

,搭板長(zhǎng)度,,,,,8,m,,,,,,,,,

,搭板寬度,,,,,13,m,,,,,,,,,

,搭板厚度,,,,,0.3,m,,,,,,,,,

7、支座數(shù)據(jù),,,,,,,,,,,,,,,,

,支座中心與背墻前緣線正距離,,,,,0.32,m,,,,,,,,,

,支座種類：,,,,,板式橡膠支座(與混凝土接觸),,,,,,,,,,

,支座摩擦系數(shù),,,,μ=,0.3,,,,,,,,,,

,支座+墊石高度,,,,,0.2,m,,,,,,,,,

8、地基及填土,,,,,,,,,,,,,,,,

,橋梁工程場(chǎng)地類別,,,,,Ⅱ類場(chǎng)地,,,,,,,,,,

,地基土的比例系數(shù),,,,m=,30000,kN/m4,,,,,,,,,

,臺(tái)后土的重力密度,,,,γ=,19,kN/m3,,,,,,,,,

,臺(tái)后土的內(nèi)摩擦角,,,,φ=,35,°,,,,,,,,,

9、建筑材料,,,,,,,,,,,,,,,,

,橋臺(tái)混凝土的重力密度,,,,,25,kN/m3,,,,,,,,,

,臺(tái)身混凝土強(qiáng)度等級(jí),,,,,C30,,,,,,,,,,

,臺(tái)身主筋種類,,,,,HRB335,,,,,,,,,,

,臺(tái)身主筋直徑,,,,,25,mm,,,,,,,,,

,臺(tái)身主筋中心至混凝土表面的距離,,,,,0.06,m,,,,,,,,,

,樁基混凝土強(qiáng)度等級(jí),,,,,C25,,,,,,,,,,

,樁基主筋種類,,,,,HRB335,,,,,,,,,,

,樁基主筋直徑,,,,,25,mm,,,,,,,,,

,樁基主筋中心至混凝土表面的距離,,,,,0.075,m,,,,,,,,,

10、其他計(jì)算數(shù)據(jù),,,,,,,,,,,,,,,,

,是否考慮支撐梁作用,,,,,考慮,,,,,,,,,,

,構(gòu)件計(jì)算長(zhǎng)度系數(shù)(臺(tái)身),,,,,2.0,,,,,,,,,,

,構(gòu)件計(jì)算長(zhǎng)度系數(shù)(樁基),,,,,0.5,,,,,,,,,,

11、技術(shù)標(biāo)準(zhǔn)與設(shè)計(jì)規(guī)范,,,,,,,,,,,,,,,,

,1)中華人民共和國(guó)行業(yè)標(biāo)準(zhǔn)《公路橋涵設(shè)計(jì)通用規(guī)范》(JTGD60—2004),,,,,,,,,,,,,,,

,2)中華人民共和國(guó)行業(yè)標(biāo)準(zhǔn)《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》(JTGD62—2004),,,,,,,,,,,,,,,

,3)中華人民共和國(guó)行業(yè)標(biāo)準(zhǔn)《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》(JTGD63—2007),,,,,,,,,,,,,,,

,4)中華人民共和國(guó)行業(yè)推薦性標(biāo)準(zhǔn)《公路橋梁抗震設(shè)計(jì)細(xì)則》(JTG/TB02-01—2008),,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,

(二)豎向恒載計(jì)算,,,,,,,,,,,,,,,,

1、恒載重力計(jì)算,,,,,,,,,,,,,,,,

,1)上部構(gòu)造恒載反力,,,,,,,,,,,,,,,

,豎向力,,,,P1=,3700,kN,,,,,,,,,

,對(duì)臺(tái)身中心偏心距,,,,e1=,0.27,m,,,,,,,,,

,對(duì)承臺(tái)中心偏心距,,,,e1'=,0.27,m,,,,,,,,,

,2)橋臺(tái)背墻重,,,,,,,,,,,,,,,

,豎向力,,,,P2=,162.5+,76.4=,238.9,kN,,,,,,,

,對(duì)臺(tái)身中心偏心距,,,,e2=,-0.25,m，,-0.575,m,,,,,,,

,對(duì)承臺(tái)中心偏心距,,,,e2'=,-0.25,m，,-0.575,m,,,,,,,

,3)橋臺(tái)臺(tái)帽重,,,,,,,,,,,,,,,

,豎向力,,,,P3=,612.6,kN,,,,,,,,,

,對(duì)臺(tái)身中心偏心距,,,,e3=,0.025,m,,,,,,,,,

,對(duì)承臺(tái)中心偏心距,,,,e3'=,0.025,m,,,,,,,,,

,4)橋臺(tái)臺(tái)身重,,,,,,,,,,,,,,,

,豎向力,,,,P4=,1060.8,kN,,,,,,,,,

,對(duì)承臺(tái)中心偏心距,,,,e4=,0,m,,,,,,,,,

,5)橋臺(tái)承臺(tái)重,,,,,,,,,,,,,,,

,豎向力,,,,P5=,1144.0,kN,,,,,,,,,

,6)承臺(tái)上土重,,,,,,,,,,,,,,,

,豎向力,,,,P6=,705.4+,221.3=,926.7,kN,,,,,,,

,對(duì)承臺(tái)中心偏心距,,,,e6=,-0.75,m，,-0.9,m,,,,,,,

,7)橋頭搭板反力,,,,,,,,,,,,,,,

,按跨徑為搭板長(zhǎng)度的0.7倍的簡(jiǎn)支梁計(jì)算,,,,,,,,,,,,,,,

,豎向力,,,,P7=,273.0,kN,,,,,,,,,

,對(duì)臺(tái)身中心偏心距,,,,e7=,-0.575,m,,,,,,,,,

,對(duì)承臺(tái)中心偏心距,,,,e7'=,-0.575,m,,,,,,,,,

2、恒載對(duì)各截面所產(chǎn)生的垂直力及彎矩,,,,,,,,,,,,,,,,

,1)對(duì)臺(tái)身底截面,,,,,,,,,,,,,,,

,豎向力,,,,,PⅠ恒=P1+P2+P3+P4+P7=,5885.3,kN,,,,,,,,

,彎矩,,,,,MⅠ恒=P1e1+P2e2+P3e3+P7e7=,772.8,kN·m,,,,,,,,

,2)對(duì)承臺(tái)底截面,,,,,,,,,,,,,,,

,豎向力,,,,,PⅡ恒=P1+P2+P3+P4+P5+P6+P7=,7956.0,kN,,,,,,,,

,彎矩,,,,,,MⅡ恒=P1e1'+P2e2'+P3e3'P4e4+P6e6+P7e7'=,44.5,kN·m,,,,,,,

,,,,,,,,,,,,,,,,,

(三)水平土壓力計(jì)算,,,,,,,,,,,,,,,,

1、臺(tái)后填土自重引起的土壓力,,,,,,,,,,,,,,,,

,土的內(nèi)摩擦角,,,,φ=,35°,,,,,,,,,,

,橋臺(tái)與豎直面的夾角,,,,α=,0°,,,,,,,,,,

,填土表面與水平面的夾角,,,,β=,0°,,,,,,,,,,

,臺(tái)背與填土間的摩擦角,,,,δ=,φ/2=,17.5°,,,,,,,,,

,主動(dòng)土壓力系數(shù),,,,μ=,,,,=,0.2461,,,,,,

,主動(dòng)土壓力標(biāo)準(zhǔn)值,,,,E=,BμγH2/2,,,,,,,,,,

,土的重力密度,,,,γ=,19,kN/m3,,,,,,,,,

,橋臺(tái)的計(jì)算寬度,,,,B=,13.000,m,,,,,,,,,

,①對(duì)臺(tái)身底截面,,,,,,,,,,,,,,,

,計(jì)算土層高度,,,,H1=,6.63,m,,,,,,,,,

,主動(dòng)土壓力,,,,E1=,1336.1,kN,,,,,,,,,

,自計(jì)算土層底面算起土壓力的著力點(diǎn),,,,,C1=H1/3=,2.210,m,,,,,,,,

,彎矩,,,,,MEⅠ=E1C1=,2952.8,kN·m,,,,,,,,

,②對(duì)承臺(tái)底截面,,,,,,,,,,,,,,,

,計(jì)算土層高度,,,,H2=H1=,6.63,m,,,,,,,,,

,主動(dòng)土壓力,,,,E2=E1=,1336.1,kN,,,,,,,,,

,自計(jì)算截面算起土壓力的著力點(diǎn),,,,C2=C1,+1.6=,3.810,m,,,,,,,,

,彎矩,,,,,MEⅡ=E2C2=,5090.6,kN·m,,,,,,,,

2、汽車荷載引起的土壓力,,,,,,,,,,,,,,,,

,橋臺(tái)與豎直面的夾角,,,,α=,0°,,,,,,,,,,

,土的內(nèi)摩擦角,,,,φ=,35°,,,,,,,,,,

,臺(tái)背與填土間的摩擦角,,,,δ=,φ/2=,17.5°,,,,,,,,,

,,,,,,ω=α+δ+φ=,52.5°,,,,,,,,,

,破壞棱體破裂面與豎直線間夾角θ,,,,tanθ=,,,,=,0.5835,,,,,,

,填土高度,,,,H=,6.63,m,,,,,,,,,

,破壞棱體長(zhǎng)度,,,,,,l0=H(tanα+tanθ)=,3.868,m,,,,,,,

,破棱體上作用軸數(shù),,,,,2軸,,,,,,,,,,

,車道系數(shù),,,,,2,,,,,,,,,,

,車輪的總重力,,,,∑G=,560.0,kN,,,,,,,,,

,橋臺(tái)橫向全寬,,,,B=,13.000,m,,,,,,,,,

,土的重力密度,,,,γ=,19.0,kN/m3,,,,,,,,,

,車輛荷載等代均布土層厚度,,,,,h=∑G/(Bl0γ)=,0.586,m,,,,,,,,

,主動(dòng)土壓力系數(shù),,,,μ=,0.2461,,,,,,,,,,

,主動(dòng)土壓力標(biāo)準(zhǔn)值,,,,E=,BμγHh,,,,,,,,,,

,①對(duì)臺(tái)身底截面,,,,,,,,,,,,,,,

,計(jì)算土層高度,,,,H1=,6.63,m,,,,,,,,,

,汽車引起的主動(dòng)土壓力,,,,E1'=,236.2,kN,,,,,,,,,

,自計(jì)算土層底面算起土壓力的著力點(diǎn),,,,,C1'=H1/2=,3.315,m,,,,,,,,

,彎矩,,,,,MeⅠ'=E1'C1'=,783.1,kN·m,,,,,,,,

,②對(duì)承臺(tái)底截面,,,,,,,,,,,,,,,

,計(jì)算土層高度,,,,H2=H1=,6.63,m,,,,,,,,,

,汽車引起的主動(dòng)土壓力,,,,E2'=E1'=,236.2,kN,,,,,,,,,

,自計(jì)算截面算起土壓力的著力點(diǎn),,,,C2'=C1',+1.6=,4.915,m,,,,,,,,

,彎矩,,,,,MeⅡ'=E2'C2'=,1161.0,kN·m,,,,,,,,

,,,,,,,,,,,,,,,,,

(四)汽車荷載計(jì)算,,,,,,,,,,,,,,,,

1、汽車荷載反力計(jì)算,,,,,,,,,,,,,,,,

,車道荷載的均布荷載標(biāo)準(zhǔn)值,,,,qK=,7.9,kN/m,,,,,,,,,

,車道荷載的集中荷載標(biāo)準(zhǔn)值,,,,PK=,168.0,kN,,,,,,,,,

,車道系數(shù),,,,,2,,,,,,,,,,

,橋梁計(jì)算跨徑,,,,l=,16,m,,,,,,,,,

,汽車荷載反力,,,,,,P汽=(qKl/2+1.2PK)*車道系數(shù)=,529.2,kN,,,,,,,

,對(duì)臺(tái)身中心偏心距,,,,e1=,0.27,m,,,,,,,,,

,對(duì)承臺(tái)中心偏心距,,,,e1'=,0.27,m,,,,,,,,,

,汽車荷載對(duì)臺(tái)身底截面產(chǎn)生的彎矩,,,,,,,,,,,,,,,

,,,,,MⅠ汽=,142.9,kN·m,,,,,,,,,

,汽車荷載對(duì)承臺(tái)底截面產(chǎn)生的彎矩,,,,,,,,,,,,,,,

,,,,,MⅡ汽=,142.9,kN·m,,,,,,,,,

2、汽車沖擊力計(jì)算,,,,,,,,,,,,,,,,

,上部結(jié)構(gòu)跨中處的單位長(zhǎng)度質(zhì)量,,,,mc=,G/g=,1529.1,kg/m,,,,,,,,

,上部結(jié)構(gòu)混凝土的彈性模量,,,,Ec=,3.25E+10,N/m2,,,,,,,,,

,上部結(jié)構(gòu)跨中截面慣矩,,,,Ic=,0.04,m4,,,,,,,,,

,橋梁計(jì)算跨徑,,,,l=,16,m,,,,,,,,,

,結(jié)構(gòu)基頻,,,,f=,,=,5.66,Hz,,,,,,,

,沖擊系數(shù),,,當(dāng)f＜1.5Hz，μ=0.05,,,,,,,,,,,,

,,,,當(dāng)1.5Hz≤f≤14Hz，μ=0.1767lnf-0.0157,,,,,,,,,,,,

,,,,當(dāng)f＞14Hz，μ=0.45,,,,,,,,,,,,

,,,,,μ=,0.291,,,,,,,,,,

,汽車沖擊力,,,,P沖=,μP汽=,153.7,kN,,,,,,,,

,汽車沖擊力對(duì)臺(tái)身底截面產(chǎn)生的彎矩,,,,,,,,,,,,,,,

,,,,,MⅠ沖=,41.5,kN·m,,,,,,,,,

,汽車沖擊力對(duì)承臺(tái)底截面產(chǎn)生的彎矩,,,,,,,,,,,,,,,

,,,,,MⅡ沖=,41.5,kN·m,,,,,,,,,

,,,,,,,,,,,,,,,,,

(五)汽車荷載制動(dòng)力、支座摩阻力計(jì)算,,,,,,,,,,,,,,,,

1、汽車荷載制動(dòng)力計(jì)算,,,,,,,,,,,,,,,,

,車道荷載的均布荷載標(biāo)準(zhǔn)值,,,,qK=,7.9,kN/m,,,,,,,,,

,車道荷載的集中荷載標(biāo)準(zhǔn)值,,,,PK=,168.0,kN,,,,,,,,,

,一個(gè)設(shè)計(jì)車道總重力的10%,,,,,29.4,kN<,90,kN,,,,,,,

,一個(gè)設(shè)計(jì)車道的制動(dòng)力標(biāo)準(zhǔn)值,,,,,90.0,kN,,,,,,,,,

,同向行駛車道系數(shù),,,,,2,,,,,,,,,,

,多車道的制動(dòng)力,,,,T=,180.0,kN,,,,,,,,,

,橋臺(tái)支座傳遞的制動(dòng)力,,,,T'=,0.5T=,90.0,kN,,,,,,,,

2、支座摩阻力計(jì)算,,,,,,,,,,,,,,,,

,支座摩擦阻系數(shù),,,,μ=,0.30,,,,,,,,,,

,上部構(gòu)造恒載反力,,,,W=,3700,kN,,,,,,,,,

,支座摩阻力標(biāo)準(zhǔn)值,,,,F=,μW=,1110.0,kN,,,,,,,,

3、制動(dòng)力或摩阻力對(duì)各截面所產(chǎn)生的彎矩計(jì)算,,,,,,,,,,,,,,,,

,根據(jù)《公路橋涵設(shè)計(jì)通用規(guī)范》(JTGD60—2004)第4.3.6條，支座傳遞的制動(dòng)力不應(yīng)大于其摩阻力。,,,,,,,,,,,,,,,

,縱向水平力取“汽車制動(dòng)力”與“支座摩阻力”小的值計(jì)算。,,,,,,,,,,,,,,,

,,,,,H=,90.0,kN,,,,,,,,,

,①對(duì)臺(tái)身底截面,,,,,,,,,,,,,,,

,制動(dòng)力的著力點(diǎn)距計(jì)算截面,,,,,5.58,m,,,,,,,,,

,彎矩,,,,MT1=,502.2,kN·m,,,,,,,,,

,②對(duì)承臺(tái)底截面,,,,,,,,,,,,,,,

,制動(dòng)力的著力點(diǎn)距計(jì)算截面,,,,,7.18,m,,,,,,,,,

,彎矩,,,,MT2=,646.2,kN·m,,,,,,,,,

,,,,,,,,,,,,,,,,,

(六)地震水平力計(jì)算,,,,,,,,,,,,,,,,

1、地震主動(dòng)土壓力計(jì)算(E1地震作用),,,,,,,,,,,,,,,,

,根據(jù)《公路橋梁抗震設(shè)計(jì)細(xì)則》(JTG/TB02-01—2008)第5.5.2條,,,,,,,,,,,,,,,

,地震時(shí)作用于臺(tái)背的主動(dòng)土壓力,,,,Eea=,γBH2KA(1+3CiAtanφ/g)/2,,,,,,,,,,

,其中：,,,,,,,,,,,,,,,

,土的重度,,,,γ=,19,kN/m3,,,,,,,,,

,橋臺(tái)橫向?qū)挾?,,,B=,13.000,m,,,,,,,,,

,臺(tái)背土的內(nèi)摩擦角,,,,φ=,35°,,,,,,,,,,

,臺(tái)背的主動(dòng)土壓力系數(shù),,,,,,KA=cos2φ/(1+sinφ)2=,0.2710,,,,,,,,

,抗震重要性系數(shù)(E1地震作用),,,,Ci=,0.34,,,,,,,,,,

,水平向設(shè)計(jì)基本地震動(dòng)加速度峰值,,,,A=,0.10,g,,,,,,,,,

,①對(duì)臺(tái)身底截面,,,,,,,,,,,,,,,

,計(jì)算土層高度,,,,H1=,6.63,m,,,,,,,,,

,主動(dòng)土壓力,,,,Eea1=,1576.2,kN,,,,,,,,,

,作用點(diǎn)距計(jì)算土層底面,,,,,Cea1=0.4H1=,2.652,m,,,,,,,,

,彎矩,,,,,Mea1=Eea1Cea1=,4180.0,kN·m,,,,,,,,

,②對(duì)承臺(tái)截面,,,,,,,,,,,,,,,

,計(jì)算土層高度,,,,H2=H1=,6.63,m,,,,,,,,,

,主動(dòng)土壓力,,,,Eea2=Eea1=,1576.2,kN,,,,,,,,,

,作用點(diǎn)距計(jì)算土層底面,,,,Cea2=Cea1,+1.6=,4.252,m,,,,,,,,

,彎矩,,,,,Mea2=Eea2Cea2=,6701.9,kN·m,,,,,,,,

2、橋臺(tái)的水平地震力計(jì)算(E1地震作用),,,,,,,,,,,,,,,,

,1)水平地震力計(jì)算,,,,,,,,,,,,,,,

,根據(jù)《公路橋梁抗震設(shè)計(jì)細(xì)則》(JTG/TB02-01—2008)第6.9.1條,,,,,,,,,,,,,,,

,橋臺(tái)的水平地震力,,,,Ehau=,CiCsCdAGau/g,,,,,,,,,,

,其中：,,,,,,,,,,,,,,,

,水平向設(shè)計(jì)基本地震動(dòng)加速度峰值,,,,A=,0.10,g,,,,,,,,,

,抗震重要性系數(shù)(E1地震作用),,,,Ci=,0.34,,,,,,,,,,

,場(chǎng)地系數(shù),,,,Cs=,1.0,,,,,,,,,,

,阻尼調(diào)整系數(shù),,,,Cd=,1.0,,,,,,,,,,

,①上部結(jié)構(gòu),,,,,,,,,,,,,,,

,根據(jù)《公路橋梁抗震設(shè)計(jì)細(xì)則》第6.9.1條，設(shè)有固定支座的梁橋橋臺(tái)，應(yīng)計(jì)入由上部結(jié)構(gòu)所產(chǎn)生的水平地,,,,,,,,,,,,,,,

震力。,,,,,,,,,,,,,,,,

,一孔上部結(jié)構(gòu)重力,,,,2P1=,7400.0,kN,,,,,,,,,

,水平地震力,,,,Ehau1=,251.6,kN,,,,,,,,,

,對(duì)臺(tái)身底截面偏心距,,,,e1Ⅰ=,5.580,m,,,,,,,,,

,對(duì)承臺(tái)底截面偏心距,,,,e1Ⅱ=,7.180,m,,,,,,,,,

,②橋臺(tái)背墻,,,,,,,,,,,,,,,

,背墻重力,,,,P2=,162.5+,76.4=,238.9,kN,,,,,,,

,水平地震力,,,,Ehau2=,5.5+,2.6=,8.1,kN,,,,,,,

,對(duì)臺(tái)身底截面偏心距,,,,e2Ⅰ=,6.005,m，,5.850,m,,,,,,,

,對(duì)承臺(tái)底截面偏心距,,,,e2Ⅱ=,7.605,m，,7.450,m,,,,,,,

,③橋臺(tái)臺(tái)帽,,,,,,,,,,,,,,,

,背墻重力,,,,P3=,612.6,kN,,,,,,,,,

,水平地震力,,,,Ehau3=,20.8,kN,,,,,,,,,

,對(duì)臺(tái)身底截面偏心距,,,,e3Ⅰ=,4.730,m,,,,,,,,,

,對(duì)承臺(tái)底截面偏心距,,,,e3Ⅱ=,6.330,m,,,,,,,,,

,④橋臺(tái)臺(tái)身重,,,,,,,,,,,,,,,

,臺(tái)身重力,,,,P4=,1060.8,kN,,,,,,,,,

,水平地震力,,,,Ehau4=,36.1,kN,,,,,,,,,

,對(duì)臺(tái)身底截面偏心距,,,,e4Ⅰ=,2.040,m,,,,,,,,,

,對(duì)承臺(tái)底截面偏心距,,,,e4Ⅱ=,3.640,m,,,,,,,,,

,⑤橋頭搭板,,,,,,,,,,,,,,,

,搭板力,,,,P5=,273.0,kN,,,,,,,,,

,水平地震力,,,,Ehau5=,9.3,kN,,,,,,,,,

,對(duì)臺(tái)身底截面偏心距,,,,e5Ⅰ=,6.470,m,,,,,,,,,

,對(duì)承臺(tái)底截面偏心距,,,,e5Ⅱ=,8.070,m,,,,,,,,,

,2)地震對(duì)各截面所產(chǎn)生的水平力及彎矩,,,,,,,,,,,,,,,

,①對(duì)臺(tái)身底截面,,,,,,,,,,,,,,,

,水平力,,,,,,,EhauⅠ=Ehau1+Ehau2+Ehau3+Ehau4+Ehau5=,325.9,kN,,,,,,

,彎矩,,,,,,,,MhauⅠ=Ehau1e1Ⅰ+Ehau2e2Ⅰ+Ehau3e3Ⅰ+Ehau4e4Ⅰ+Ehau5e5Ⅰ=,1684.5,kN·m,,,,,

,②對(duì)承臺(tái)底截面,,,,,,,,,,,,,,,

,水平力,,,,,,,EhauⅡ=Ehau1+Ehau2+Ehau3+Ehau4+Ehau5=,325.9,kN,,,,,,

,彎矩,,,,,,,,MhauⅡ=Ehau1e1Ⅱ+Ehau2e2Ⅱ+Ehau3e3Ⅱ+Ehau4e4Ⅱ+Ehau5e5Ⅱ=,2205.9,kN·m,,,,,

,,,,,,,,,,,,,,,,,

(七)內(nèi)力匯總及組合表,,,,,,,,,,,,,,,,

1、對(duì)臺(tái)身底截面,,,,,,,,,,,,,,,,

序號(hào),項(xiàng)目,,,,,,,,臺(tái)身底截面,,,,,,,

,,,,,,,,,豎向力,水平力,彎矩,,,,,

,,,,,,,,,P(kN),H(kN),M(kN),,,,,

1,永久作用,結(jié)構(gòu)重力,,,,,,,5885.3,,772.8,,,,,

2,,土側(cè)壓力,,,,,,,,1336.1,2952.8,,,,,

3,可變作用,汽車荷載,,,,,,,529.2,,142.9,,,,,

4,,汽車沖擊力,,,,,,,153.7,,41.5,,,,,

5,,汽車引起的土側(cè)壓力,,,,,,,,236.2,783.1,,,,,

6,,汽車制動(dòng)力/支座摩阻力,,,,,,,,90.0,502.2,,,,,

7,偶然作用,地震土壓力,,,,,,,,1576.2,4180.0,,,,,

8,,地震水平荷載,,,,,,,,325.9,1684.5,,P(kN),H(kN),,

承載能力極限狀態(tài),基本組合,Ⅰ,γ0[1.2*①+1.4*②+1.4*(③+④)],,,,,,8018.5,1870.6,5319.5,FALSE,8018.5,1870.6,Ⅰ,基本組合

,,Ⅰ',γ0[1.0*①+1.4*②+1.4*(③+④)],,,,,,6841.4,1870.6,5164.9,FALSE,6841.4,1870.6,Ⅰ',基本組合

,,Ⅱ,γ0(1.2*①+1.4*②+1.4*⑤),,,,,,7062.4,2201.3,6157.6,FALSE,7062.4,2201.3,Ⅱ,基本組合

,,Ⅱ',γ0(1.0*①+1.4*②+1.4*⑤),,,,,,5885.3,2201.3,6003.1,FALSE,5885.3,2201.3,Ⅱ',基本組合

,,Ⅲ,γ0[1.2*①+1.4*②+1.4*(③+④)+0.8*1.4*⑤],,,,,,8018.5,2135.1,6196.5,FALSE,8018.5,2135.1,Ⅲ,基本組合

,,Ⅲ',γ0[1.0*①+1.4*②+1.4*(③+④)+0.8*1.4*⑤],,,,,,6841.4,2135.1,6042.0,FALSE,6841.4,2135.1,Ⅲ',基本組合

,,"Ⅲ""",γ0[1.2*①+1.4*②+1.4*⑤+0.8*1.4*(③+④)],,,,,,7827.3,2201.3,6364.2,FALSE,7827.3,2201.3,"Ⅲ""",基本組合

,,"Ⅲ""'",γ0[1.0*①+1.4*②+1.4*⑤+0.8*1.4*(③+④)],,,,,,6650.2,2201.3,6209.6,FALSE,6650.2,2201.3,"Ⅲ""'",基本組合

,,Ⅳ,γ0[1.2*①+1.4*②+1.4*(③+④)+0.7*1.4*(⑤+⑥)],,,,,,8018.5,2190.3,6579.1,FALSE,8018.5,2190.3,Ⅳ,基本組合

,,Ⅳ',γ0[1.0*①+1.4*②+1.4*(③+④)+0.7*1.4*(⑤+⑥)],,,,,,6841.4,2190.3,6424.5,FALSE,6841.4,2190.3,Ⅳ',基本組合

,,"Ⅳ""",γ0[1.2*①+1.4*②+1.4*⑤+0.7*1.4*(③+④+⑥)],,,,,,7731.6,2289.5,6830.5,6830.5,7731.6,2289.5,"Ⅳ""",基本組合

,,"Ⅳ""'",γ0[1.0*①+1.4*②+1.4*⑤+0.7*1.4*(③+④+⑥)],,,,,,6554.6,2289.5,6675.9,FALSE,6554.6,2289.5,"Ⅳ""'",基本組合

,,"Ⅳ""""",γ0[1.2*①+1.4*②+1.4*⑥+0.7*1.4*(③+④+⑤)],,,,,,7731.6,2228.1,6712.5,FALSE,7731.6,2228.1,"Ⅳ""""",基本組合

,,"Ⅳ""""'",γ0[1.0*①+1.4*②+1.4*⑥+0.7*1.4*(③+④+⑤)],,,,,,6554.6,2228.1,6558.0,FALSE,6554.6,2228.1,"Ⅳ""""'",基本組合

,偶然組合,Ⅵ,①+⑧+⑨,,,,,,5885.3,1902.1,6637.3,FALSE,5885.3,1902.1,Ⅵ：地震作用,偶然組合

正常使用極限狀態(tài),短期效應(yīng)組合,Ⅰ,①+②+0.7*③,,,,,,6255.7,1336.1,3825.6,FALSE,6255.7,1336.1,Ⅰ,

,,Ⅱ,①+②+⑤+⑥,,,,,,5885.3,1662.3,5010.9,FALSE,5885.3,1662.3,Ⅱ,

,,Ⅲ,①+②+0.7*③+⑤+⑥,,,,,,6255.7,1662.3,5110.9,5110.9,6255.7,1662.3,Ⅲ,

,長(zhǎng)期效應(yīng)組合,Ⅰ,①+②+0.4*③,,,,,,6097.0,1336.1,3782.8,,,,,

,,Ⅱ,①+②+⑤+⑥,,,,,,5885.3,1662.3,5010.9,,,,,

,,Ⅲ,①+②+0.4*③+⑤+⑥,,,,,,6097.0,1662.3,5068.1,,,,,

2、對(duì)承臺(tái)底截面,,,,,,,,,,,,,,,,

序號(hào),項(xiàng)目,,,,,,,,承臺(tái)底截面,,,,,,,

,,,,,,,,,豎向力,水平力,彎矩,,,,,

,,,,,,,,,P(kN),H(kN),M(kN),,,,,

1,永久作用,結(jié)構(gòu)重力,,,,,,,7956.0,,44.5,,,,,

2,,土側(cè)壓力,,,,,,,,1336.1,5090.6,,,,,

3,可變作用,汽車荷載,,,,,,,529.2,,142.9,,,,,

4,,汽車沖擊力,,,,,,,153.7,,41.5,,,,,

5,,汽車引起的土側(cè)壓力,,,,,,,,236.2,1161.0,,,,,

6,,汽車制動(dòng)力/支座摩阻力,,,,,,,,90.0,646.2,,,,,

7,偶然作用,地震土壓力,,,,,,,,1576.2,6701.9,,,,,

8,,地震水平荷載,,,,,,,,325.9,2205.9,,P(kN),H(kN),,

承載能力極限狀態(tài),基本組合,Ⅰ,γ0[1.2*①+1.4*②+1.4*(③+④)],,,,,,10503.4,1870.6,7438.5,FALSE,10503.4,1870.6,Ⅰ,基本組合

,,Ⅰ',γ0[1.0*①+1.4*②+1.4*(③+④)],,,,,,8912.2,1870.6,7429.6,FALSE,8912.2,1870.6,Ⅰ',基本組合

,,Ⅱ,γ0(1.2*①+1.4*②+1.4*⑤),,,,,,9547.3,2201.3,8805.8,FALSE,9547.3,2201.3,Ⅱ,基本組合

,,Ⅱ',γ0(1.0*①+1.4*②+1.4*⑤),,,,,,7956.0,2201.3,8796.9,FALSE,7956.0,2201.3,Ⅱ',基本組合

,,Ⅲ,γ0[1.2*①+1.4*②+1.4*(③+④)+0.8*1.4*⑤],,,,,,10503.4,2135.1,8738.9,FALSE,10503.4,2135.1,Ⅲ,基本組合

,,Ⅲ',γ0[1.0*①+1.4*②+1.4*(③+④)+0.8*1.4*⑤],,,,,,8912.2,2135.1,8729.9,FALSE,8912.2,2135.1,Ⅲ',基本組合

,,"Ⅲ""",γ0[1.2*①+1.4*②+1.4*⑤+0.8*1.4*(③+④)],,,,,,10312.2,2201.3,9012.3,FALSE,10312.2,2201.3,"Ⅲ""",基本組合

,,"Ⅲ""'",γ0[1.0*①+1.4*②+1.4*⑤+0.8*1.4*(③+④)],,,,,,8720.9,2201.3,9003.4,FALSE,8720.9,2201.3,"Ⅲ""'",基本組合

,,Ⅳ,γ0[1.2*①+1.4*②+1.4*(③+④)+0.7*1.4*(⑤+⑥)],,,,,,10503.4,2190.3,9209.6,FALSE,10503.4,2190.3,Ⅳ,基本組合

,,Ⅳ',γ0[1.0*①+1.4*②+1.4*(③+④)+0.7*1.4*(⑤+⑥)],,,,,,8912.2,2190.3,9200.7,FALSE,8912.2,2190.3,Ⅳ',基本組合

,,"Ⅳ""",γ0[1.2*①+1.4*②+1.4*⑤+0.7*1.4*(③+④+⑥)],,,,,,10216.5,2289.5,9619.8,9619.8,10216.5,2289.5,"Ⅳ""",基本組合

,,"Ⅳ""'",γ0[1.0*①+1.4*②+1.4*⑤+0.7*1.4*(③+④+⑥)],,,,,,8625.3,2289.5,9610.9,FALSE,8625.3,2289.5,"Ⅳ""'",基本組合

,,"Ⅳ""""",γ0[1.2*①+1.4*②+1.4*⑥+0.7*1.4*(③+④+⑤)],,,,,,10216.5,2228.1,9403.5,FALSE,10216.5,2228.1,"Ⅳ""""",基本組合

,,"Ⅳ""""'",γ0[1.0*①+1.4*②+1.4*⑥+0.7*1.4*(③+④+⑤)],,,,,,8625.3,2228.1,9394.6,FALSE,8625.3,2228.1,"Ⅳ""""'",基本組合

,偶然組合,Ⅴ,①+⑧+⑨,,,,,,7956.0,1902.1,8952.4,FALSE,7956.0,1902.1,Ⅴ：地震作用,偶然組合

正常使用極限狀態(tài),短期效應(yīng)組合,Ⅰ,①+②+0.7*③,,,,,,8326.5,1336.1,5235.2,FALSE,8326.5,1336.1,Ⅰ,

,,Ⅱ,①+②+⑤+⑥,,,,,,7956.0,1662.3,6942.4,FALSE,7956.0,1662.3,Ⅱ,

,,Ⅲ,①+②+0.7*③+⑤+⑥,,,,,,8326.5,1662.3,7042.4,7042.4,8326.5,1662.3,Ⅲ,

,長(zhǎng)期效應(yīng)組合,Ⅰ,①+②+0.4*③,,,,,,8167.7,1336.1,5192.3,,,,,

,,Ⅱ,①+②+⑤+⑥,,,,,,7956.0,1662.3,6942.4,,,,,

,,Ⅲ,①+②+0.4*③+⑤+⑥,,,,,,8167.7,1662.3,6999.6,,,,,

,,,,,,,,,,,,,,,,,

(八)臺(tái)身內(nèi)力及配筋計(jì)算,,,,,,,,,,,,,,,,

1、承載能力極限狀態(tài)臺(tái)身內(nèi)力及配筋計(jì)算,,,,,,,,,,,,,,,,

,1)作用于臺(tái)身底面處最不利組合作用效應(yīng),,,,,,,,,,,,,,,

,"作用于臺(tái)身底面處承載能力極限狀態(tài)作用效應(yīng)以基本組合Ⅳ""控制設(shè)計(jì)。",,,,,,,,,,,,,,,

,軸向力,,,,Nd=,7731.6,kN,,,,,,,,,

,最大彎矩,,,,Md=,6830.5,kN·m,,,,,,,,,

,2)臺(tái)身配筋計(jì)算,,,,,,,,,,,,,,,

,按《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》(JTGD62—2004)第5.3.5條計(jì)算,,,,,,,,,,,,,,,

,相對(duì)界限受壓區(qū)高度,,,,ξb=,0.56,,,,,,,,,,

,矩形截面高度,,,,h=,0.80,m,,,,,,,,,

,矩形截面寬度,,,,b=,13.000,m,,,,,,,,,

,截面邊緣至縱向鋼筋合力點(diǎn)的距離,,,,,a=as'=,0.06,m,,,,,,,,

,構(gòu)件支點(diǎn)間長(zhǎng)度,,,,l=,5.580,m,,,,,,,,,

,構(gòu)件計(jì)算長(zhǎng)度系數(shù),,,,,2.0,,,,,,,,,,

,構(gòu)件的計(jì)算長(zhǎng)度,,,l0=,2.0×l=,11.160,m,,,,,,,,,

,慣性半徑,,,i=,=,0.231,m,,,,,,,,,

,長(zhǎng)細(xì)比,,,,l0/i=,48.324,>,17.5,,,,,,,,

,∴考慮偏心距增大系數(shù),,,,,,,,,,,,,,,

,偏心矩增大系數(shù),,,,η=,,,,,,,,,,,

,式中：,,,,,,,,,,,,,,,

,軸向力對(duì)截面重心軸的偏心距,,,,,e0=Md/Nd=,0.883,m,,,,,,,,

,截面有效高度,,,,h0=h-a=,0.74,m,,,,,,,,,

,荷載偏心率對(duì)截面曲率的影響系數(shù),,,,,,ξ1=0.2+2.7e0/h0=,3.423,>,1.0,,,,,,

,∴,,,,ξ1=,1.000,,,,,,,,,,

,構(gòu)件長(zhǎng)細(xì)比對(duì)截面曲率的影響系數(shù),,,,,,ξ2=1.15-0.01l0/h=,1.011,>,1.0,,,,,,

,∴,,,,ξ2=,1.000,,,,,,,,,,

,∴,,,,η=,1.116,,,,,,,,,,

,,,,,ηe0=,0.986,m,,,,,,,,,

,軸向力至受拉邊縱向鋼筋合力點(diǎn)的距離,,,,,,e=ηe0+h/2-a=,1.326,m,,,,,,,

,軸向力至受壓邊縱向鋼筋合力點(diǎn)的距離,,,,,,,,,,,,,,,

,臺(tái)身混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值,,,,fcd=,13.8,MPa,,,,,,,,,

,縱向鋼筋的抗拉、抗壓強(qiáng)度設(shè)計(jì)值,,,,,fsd=fsd'=,280,MPa,,,,,,,,

,截面受壓區(qū)矩形應(yīng)力圖高度與實(shí)際受壓區(qū)高度的比值,,,,,,β=,0.80,,,,,,,,

,矩形截面對(duì)稱配筋，As=As',,,,,,,,,,,,,,,

,假定為大偏心受壓，σs=fsd，則,,,,,,,,,,,,,,,

,,,,,γ0Nd≤,fcdbx,,,,,,,,,,

,∴截面受壓區(qū)高度,,,,x=,0.043,m,,,,,,,,,

,相對(duì)受壓區(qū)高度,,,,ξ=x/h0=,0.058,≤,ξb=,0.56,,,,,,,

,∴為大偏心受壓構(gòu)件,,,,,,,,,,,,,,,

,,,,,γ0Nde≤,fcdbx(h0-x/2)+fsd'As'(h0-as'),,,,,,,,,,

,∴,,,,,As=As'=,0.0247,m2,,,,,,,,

,矩形截面對(duì)稱配筋的鋼筋混凝土小偏心受壓構(gòu)件，其鋼筋截面面積可按下式計(jì)算,,,,,,,,,,,,,,,

,,,,As=As'=,,,,,,,,,,,,

,式中相對(duì)受壓區(qū)高度,,,ξ=,,,,=,0.5589,,,,,,,

,∴,,,,As=As'=,-0.1539,m2,,,,,,,,,

,∴最小受拉或受壓區(qū)縱向鋼筋面積,,,,,As=As'=,0.0247,m2,,,,,,,,

,橋臺(tái)臺(tái)身縱向主筋直徑為,,,φ,25mm,,,,,,,,,,,

,∴持久狀況承載能力極限狀態(tài)計(jì)算臺(tái)身一側(cè)所需最小縱向鋼筋根數(shù)為,,,,,,,,51,根,,,,,,

2、構(gòu)造規(guī)定,,,,,,,,,,,,,,,,

,根據(jù)《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》(JTGD62—2004)第9.1.12條，,,,,,,,,,,,,,,,

,偏心受壓構(gòu)件全部縱向鋼筋的配筋百分率不應(yīng)小于,,,,,,0.5,,,,,,,,,

,橋臺(tái)臺(tái)身縱向主筋直徑為,,,φ,25mm,,,,,,,,,,,

,∴構(gòu)造規(guī)定臺(tái)身一側(cè)最小縱向鋼筋根數(shù)為,,,,,53,根,,,,,,,,,

3、正常使用極限狀態(tài)臺(tái)身裂縫寬度驗(yàn)算,,,,,,,,,,,,,,,,

,1)作用臺(tái)身底面處短期效應(yīng)組合,,,,,,,,,,,,,,,

,作用臺(tái)身底面處正常使用極限狀態(tài)短期效應(yīng)組合以組合Ⅲ控制設(shè)計(jì),,,,,,,,,,,,,,,

,軸向力,,,,Ns=,6255.7,kN,,,,,,,,,

,最大彎矩,,,,Ms=,5110.9,kN·m,,,,,,,,,

,臺(tái)身正常使用極限狀態(tài)作用效應(yīng)以臺(tái)身底截面(Ⅱ-Ⅱ截面)組合Ⅲ控制設(shè)計(jì)。,,,,,,,,,,,,,,,

,2)作用作用臺(tái)身底面處長(zhǎng)期效應(yīng)組合,,,,,,,,,,,,,,,

,作用于臺(tái)身底面處長(zhǎng)期效應(yīng)組合Ⅲ軸向力為,,,,,,,,,,,,,,,

,,,,,Nl=,6097.0,kN,,,,,,,,,

,3)裂縫寬度驗(yàn)算,,,,,,,,,,,,,,,

,按《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》(JTGD62—2004)第6.4.3、6.4.4條計(jì)算,,,,,,,,,,,,,,,

,軸向力Ns的偏心距,,,,e0=Ms/Ns=,0.817,m,,,,,,,,,

,截面高度,,,,h=,0.80,m,,,,,,,,,

,截面有效高度,,,,h0=,0.74,m,,,,,,,,,

,構(gòu)件的計(jì)算長(zhǎng)度,,,,l0=,11.160,m,,,,,,,,,

,使用階段的偏心距增大系數(shù),,,,ηs=,,=,1.0441,,,,,,,,

,,,,,l0/h=,13.950,≤,14,,,,,,,,

,取,,,,ηs=,1.0000,,,,,,,,,,

,截面重心至縱向受拉鋼筋合力點(diǎn)的距離,,,,,ys=,0.34,m,,,,,,,,

,軸向壓力作用點(diǎn)至縱向受拉鋼筋合力點(diǎn)的距離,,,,,,es=ηse0+ys=,0.340,m,,,,,,,

,受壓翼緣截面面積與腹板有效截面面積的比值,,,,,γf'=,0,,,,,,,,,

,縱向受拉鋼筋合力點(diǎn)至截面受壓區(qū)合力點(diǎn)的距離,,,,,z=,[0.87-0.12(1-γf')(h0/es)2]h0,,,,,,,,,

,,,,,,=,0.223,≤,0.87h0=,0.644,m,,,,,

,取,,,,z=,0.223,m,,,,,,,,,

,縱向鋼筋直徑,,,,d=,25,mm,,,,,,,,,

,一側(cè)縱向鋼筋設(shè)計(jì)采用根數(shù),,,,,53,根,,,,,,,,,

,受拉區(qū)縱向鋼筋截面面積,,,,As=,0.0260,m2,,,,,,,,,

,∴鋼筋應(yīng)力,,,,σss=Ns(es-z)/(Asz)=,125.91,MPa,,,,,,,,,

,縱向受拉鋼筋配筋率,,,ρ=As/bh0=,,0.0027,≤,0.02,,,,,,,,

,,,,,,,<,0.006,,,,,,,,

,取,,,,ρ=,0.006,,,,,,,,,,

,鋼筋表面形狀系數(shù),,,,C1=,1.0,,,,,,,,,,

,作用長(zhǎng)期效應(yīng)影響系數(shù),,,,,C2=1+0.5Nl/Ns=,1.487,,,,,,,,,

,與構(gòu)件受力性質(zhì)有關(guān)的系數(shù)(偏心受壓構(gòu)件),,,,,C3=,0.9,,,,,,,,,

,鋼筋的彈性模量,,,,Es=,200000,MPa,,,,,,,,,

,∴最大裂縫寬度,,,,Wfk=,C1C2C3σss(30+d)/[Es(0.28+10ρ)],,,,,,,,,,

,,,,,=,0.136,mm≤,0.20mm,,,,,,,,

,∴滿足規(guī)范裂縫寬度要求,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,

(九)樁基計(jì)算,,,,,,,,,,,,,,,,

1、樁長(zhǎng)驗(yàn)算,,,,,,,,,,,,,,,,

,根據(jù)《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》(JTGD63—2007)第1.0.8條，地基進(jìn)行豎向承載力驗(yàn)算時(shí)，傳至承臺(tái),,,,,,,,,,,,,,,

底面的作用效應(yīng)按正常使用極限狀態(tài)的短期效應(yīng)組合采用，其中可變作用的頻遇值系數(shù)均為1.0，且汽車荷載應(yīng),,,,,,,,,,,,,,,,

計(jì)入沖擊系數(shù)。,,,,,,,,,,,,,,,,

,以承臺(tái)底截面(Ⅱ-Ⅱ截面)的短期效應(yīng)組合(①+③+④)控制樁長(zhǎng)設(shè)計(jì)。,,,,,,,,,,,,,,,

,承臺(tái)底面以上豎向荷載組合設(shè)計(jì)值,,,,Pd=,8639.0,kN,,,,,,,,,

,橋臺(tái)樁基個(gè)數(shù),,,,n樁=,4,,,,,,,,,,

,單樁樁頂豎向力,,,,,P0=Pd/n樁=,2159.7,kN,,,,,,,,

,橋臺(tái)樁徑,,,,d=,1.5,m,,,,,,,,,

,橋臺(tái)樁基礎(chǔ)采用嵌巖樁計(jì)算,,,,,,,,,,,,,,,

,根據(jù)《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》第5.3.4條，支承、嵌巖樁的單樁軸向受壓承載力容許值為,,,,,,,,,,,,,,,

,,,,,[Ra]=,c1Apfrk+u∑c2ihifrki+0.5ζsu∑liqik,,,,,,,,,,

,式中：,,,,,,,,,,,,,,,

,巖層的端阻發(fā)揮系數(shù),,,,c1=,0.3,,,,,,,,,,

,樁端截面面積,,,,Ap=,1.767,m2,,,,,,,,,

,樁端巖石飽和單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值,,,,frk=,0,kPa,,,,,,,,,

,∴總端阻力,,,,c1Apfrk=,0.0,kN,,,,,,,,,

,樁身周長(zhǎng),,,,u=,4.712,m,,,,,,,,,

,巖層的側(cè)阻發(fā)揮系數(shù),,,,c2=,0.024,,,,,,,,,,

,樁嵌入巖層部分的厚度,,,,h=,5.0,m,,,,,,,,,

,∴嵌巖段總側(cè)阻力,,,,uc2hfrk=,0.0,kN,,,,,,,,,

,覆蓋層土的側(cè)阻力發(fā)揮系數(shù),,,,ζs=,FALSE,,,,,,,,,,

,,,,,∑liqik=,#DIV/0!,kN,,,,,,,,,

,∴樁周土總側(cè)阻力,,,,0.5ζsu∑liqik=,#DIV/0!,kN,,,,,,,,,

,∴單樁軸向受壓承載力容許值,,,,[Ra]=,#DIV/0!,kPa,,,,,,,,,

,,,,,P=P0+樁身自重-置換土重=,2380.6,kPa≤,[Ra]=,#DIV/0!,kPa,,,,,,

,#DIV/0!,,,,,,,,,,,,,,,

2、承載能力極限狀態(tài)樁基內(nèi)力及配筋計(jì)算,,,,,,,,,,,,,,,,

,1)作用于承臺(tái)底面處最不利組合作用效應(yīng),,,,,,,,,,,,,,,

,"作用于承臺(tái)底面處承載能力極限狀態(tài)作用效應(yīng)以基本組合Ⅳ""控制設(shè)計(jì)。",,,,,,,,,,,,,,,

,豎向力,,,,P=,10216.5,kN,,,,,,,,,

,水平力,,,,H=,2289.5,kN,,,,,,,,,

,最大彎矩,,,,M=,9619.8,kN·m,,,,,,,,,

,2)單樁頂作用效應(yīng),,,,,,,,,,,,,,,

,橋臺(tái)樁基個(gè)數(shù),,,,n樁=,4,,,,,,,,,,

,單樁頂豎向力,,,,P0=P/n樁=,2554.1,kN,,,,,,,,,

,單樁頂水平力,,,,H0=H/n樁=,572.4,kN,,,,,,,,,

,單樁頂彎矩,,,,M0=M/n樁=,2404.9,kN·m,,,,,,,,,

,考慮支撐梁作用，則樁頂水平力,,,,H0=,0.0,kN,,,,,,,,,

,3)樁基最大彎矩計(jì)算,,,,,,,,,,,,,,,

,橋臺(tái)樁徑,,,,d=,1.5,m,,,,,,,,,

,樁的計(jì)算寬度,,,,b1=0.9(d+1)=,2.25,m≤,2d=,2.4m,,,,,,,

,∴,,,,b1=,2.25,m,,,,,,,,,

,水平向抗力系數(shù)的的比例系數(shù),,,,m=,30000,kN/m4,,,,,,,,,

,樁的混凝土抗壓彈性模量,,,,Ec=,28000,MPa,,,,,,,,,

,樁的毛截面慣性矩,,,,I=πd4/64=,0.2485,m4,,,,,,,,,

,樁頂抗彎剛度,,,,EI=0.8EcI=,5.57E+06,kN·m2,,,,,,,,,

,樁的變形系數(shù),,,α=,=,0.4138,,,,,,,,,,

,樁長(zhǎng),,,,h=,10,m,,,,,,,,,

,∴,,,,αh=,4.138,m>,2.5m,,,,,,,,

,根據(jù)《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》附錄P第P.0.4條，按表P.0.4計(jì)算作用效應(yīng)及位移。,,,,,,,,,,,,,,,

,影響系數(shù),,,,kh=,0,,,,,,,,,,

,樁頂水平位移,,,,x0=,,,,,,,,,,,

,樁頂轉(zhuǎn)角,,,,φ0=,,,,,,,,,,,

,取αh＝4.0，由《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》表P.0.8查得,,,,,,,,,,,,,,,

,,,,,=,2.4007,,,,,,,,,,

,,,,,=,1.5998,,,,,,,,,,

,,,,,=,1.5998,,,,,,,,,,

,,,,,=,1.7322,,,,,,,,,,

,樁頂水平位移,,,,x0=,0.0040,m,,,,,,,,,

,樁頂轉(zhuǎn)角,,,,φ0=,-0.0018,rad,,,,,,,,,

,樁身彎矩,,,,Mz=,,,,,,,,,,,

,A3、B3、C3、D3由《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》表P.0.8查得，計(jì)算見下表,,,,,,,,,,,,,,,

,,h=αz,A3,B3,C3,D3,z,Mz,,,,,z,,,

,,(m),,,,,(m),(kN·m),,,,,(m),,,

,,0,0.00000,0.00000,1.00000,0.00000,0,2404.9,,,,2404.9,0.000,,,

,,0.1,-0.00017,-0.00001,1.00000,0.10000,0.242,2404.3,,,,FALSE,0.242,,,

,,0.2,-0.00133,-0.00013,0.99999,0.20000,0.483,2400.3,,,,FALSE,0.483,,,

,,0.3,-0.00450,-0.00067,0.99994,0.30000,0.725,2390.3,,,,FALSE,0.725,,,

,,0.4,-0.01067,-0.00213,0.99974,0.39998,0.967,2372.1,,,,FALSE,0.967,,,

,,0.5,-0.02083,-0.00521,0.99922,0.49991,1.208,2344.6,,,,FALSE,1.208,,,

,,0.6,-0.03600,-0.01080,0.99806,0.59974,1.450,2306.8,,,,FALSE,1.450,,,

,,0.7,-0.05716,-0.02001,0.99580,0.69935,1.692,2258.3,,,,FALSE,1.692,,,

,,0.8,-0.08532,-0.03412,0.99181,0.79854,1.934,2199.1,,,,FALSE,1.934,,,

,,0.9,-0.12144,-0.05466,0.98524,0.89705,2.175,2129.9,,,,FALSE,2.175,,,

,,1,-0.16652,-0.08329,0.97501,0.99445,2.417,2051.1,,,,FALSE,2.417,,,

,,1.1,-0.22152,-0.12192,0.95975,1.09016,2.659,1963.8,,,,FALSE,2.659,,,

,,1.2,-0.28737,-0.17260,0.93783,1.18342,2.900,1868.8,,,,FALSE,2.900,,,

,,1.3,-0.36496,-0.23760,0.90727,1.27320,3.142,1767.6,,,,FALSE,3.142,,,

,,1.4,-0.45515,-0.31933,0.86573,1.35821,3.384,1661.2,,,,FALSE,3.384,,,

,,1.5,-0.55870,-0.42039,0.81504,1.43680,3.625,1561.8,,,,FALSE,3.625,,,

,,1.6,-0.67629,-0.54348,0.73859,1.50695,3.867,1438.3,,,,FALSE,3.867,,,

,,1.7,-0.80848,-0.69144,0.64637,1.56621,4.109,1324.3,,,,FALSE,4.109,,,

,,1.8,-0.95564,-0.86715,0.52997,1.61162,4.350,1210.2,,,,FALSE,4.350,,,

,,1.9,-1.11796,-1.07357,0.38503,1.63969,4.592,1097.0,,,,FALSE,4.592,,,

,,2,-1.29535,-1.31361,0.20676,1.64628,4.834,985.8,,,,FALSE,4.834,,,

,,2.2,-1.69334,-1.90567,-0.27087,1.57538,5.317,772.3,,,,FALSE,5.317,,,

,,2.4,-2.14117,-2.66329,-0.94885,1.35201,5.801,574.9,,,,FALSE,5.801,,,

,,2.6,-2.62126,-3.59987,-1.87734,0.91679,6.284,396.4,,,,FALSE,6.284,,,

,,2.8,-3.10341,-4.71748,-3.10791,0.19729,6.767,237.7,,,,FALSE,6.767,,,

,,3,-3.54058,-5.99979,-4.68788,-0.89126,7.251,97.8,,,,FALSE,7.251,,,

,,3.5,-3.91921,-9.54367,-10.34040,-5.85402,8.459,-189.8,,,,FALSE,8.459,,,

,,4,-1.61428,-11.73066,-17.91860,-15.07550,9.668,-436.4,,,,FALSE,9.668,,,

,由上表得知最大彎矩處,,,,z=,0.000,m,,,,,,,,,

,最大彎矩,,,,Md=,2404.9,kN·m,,,,,,,,,

,該處軸力,,,,Nd=,2554.1,kN,,,,,,,,,

,4)樁基配筋計(jì)算,,,,,,,,,,,,,,,

,軸向力偏心距,,,,e0=Md/Nd=,0.942,m,,,,,,,,,

,構(gòu)件計(jì)算長(zhǎng)度系數(shù),,,,,0.5,,,,,,,,,,

,構(gòu)件的計(jì)算長(zhǎng)度,,l0,=0.5,×4/α=,4.834,m,,,,,,,,,

,慣性半徑,,,i=,=d/4=,0.375,m,,,,,,,,,

,長(zhǎng)細(xì)比,,,,l0/i=,12.890,≤,17.5,,,,,,,,

,∴不考慮偏心距增大系數(shù),,,,,,,,,,,,,,,

,偏心矩增大系數(shù),,,,η=,,,,,,,,,,,

,式中：,,,,,,,,,,,,,,,

,圓截面半徑,,,,r=,0.75,m,,,,,,,,,

,縱向鋼筋所在圓周的半徑,,,,rs=,0.675,m,,,,,,,,,

,截面有效高度,,,,h0=r+rs=,1.425,m,,,,,,,,,

,截面高度,,,,h=2r=,1.5,m,,,,,,,,,

,荷載偏心率對(duì)截面曲率的影響系數(shù),,,,,,ξ1=0.2+2.7e0/h0=,1.984,>,1.0,,,,,,

,∴,,,,ξ1=,1.000,,,,,,,,,,

,構(gòu)件長(zhǎng)細(xì)比對(duì)截面曲率的影響系數(shù),,,,,,ξ2=1.15-0.01l0/h=,1.118,>,1.0,,,,,,

,∴,,,,ξ2=,1.000,,,,,,,,,,

,∴,,,,η=,1.000,,,,,,,,,,

,,,,,ηe0=,0.942,m,,,,,,,,,

,由《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》(JTGD62-2004)附錄C有,,,,,,,,,,,,,,,

,配筋率,,,,ρ=,,,,,,,,,,,

,樁的混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值,,,,fcd=,11.5,MPa,,,,,,,,,

,普通鋼筋的抗壓強(qiáng)度設(shè)計(jì)值,,,,fsd'=,280,MPa,,,,,,,,,

,,,,,g=rs/r=,0.900,,,,,,,,,,

,假定,,,,ξ=,0.27,,,,,,,,,,

,,,,,A=,0.4992,,,,,,,,,,

,,,,,B=,0.3717,,,,,,,,,,

,,,,,C=,-1.1254,,,,,,,,,,

,,,,,D=,1.6584,,,,,,,,,,

,,,,,ρ=,0.0036,,,,,,,,,,

,,,,,Ar2fcd+Cρr2fsd'=,2590.2,kN>,Nd=,2554.1,kN,,,,,,

,,,,,Br3fcd+Dρgr3fsd'=,2438.9,kN>,Ndηe0=,2404.9,kN,,,,,,

,∴最小縱向鋼筋面積,,,,As=ρπr2=,0.0064,m2,,,,,,,,,

,橋臺(tái)樁基縱向主筋直徑為,,,φ,25mm,,,,,,,,,,,

,∴持久狀況承載能力極限狀態(tài)計(jì)算樁基所需最小縱向鋼筋根數(shù)為,,,,,,,13,根,,,,,,,

3、構(gòu)造規(guī)定,,,,,,,,,,,,,,,,

,根據(jù)《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》(JTGD62—2004)第9.1.12條，,,,,,,,,,,,,,,,

,偏心受壓構(gòu)件全部縱向鋼筋的配筋百分率不應(yīng)小于,,,,,,0.5,,,,,,,,,

,橋臺(tái)臺(tái)身縱向主筋直徑為,,,φ,25mm,,,,,,,,,,,

,∴構(gòu)造規(guī)定樁基最小縱向鋼筋根數(shù)為,,,,,19,根,,,,,,,,,

4、正常使用極限狀態(tài)樁基裂縫寬度驗(yàn)算,,,,,,,,,,,,,,,,

,1)作用短期效應(yīng)組合,,,,,,,,,,,,,,,

,①作用于承臺(tái)底面處正常使用極限狀態(tài)短期效應(yīng)組合以組合Ⅲ控制設(shè)計(jì),,,,,,,,,,,,,,,

,豎向力,,,,P短=,8326.5,kN,,,,,,,,,

,水平力,,,,H短=,1662.3,kN,,,,,,,,,

,最大彎矩,,,,M短=,7042.4,kN·m,,,,,,,,,

,②單樁頂作用短期效應(yīng),,,,,,,,,,,,,,,

,橋臺(tái)樁基個(gè)數(shù),,,,n樁=,4,,,,,,,,,,

,單樁頂豎向力,,,,P0短=P短/n樁=,2081.6,kN,,,,,,,,,

,單樁頂水平力,,,,H0短=H短/n樁=,415.6,kN,,,,,,,,,

,單樁頂彎矩,,,,M0短=M短/n樁=,1760.6,kN·m,,,,,,,,,

,考慮支撐梁作用，則樁頂水平力,,,,H0短=,0.0,kN,,,,,,,,,

,③樁基最大彎矩計(jì)算,,,,,,,,,,,,,,,

,樁頂水平位移,,,,x0=,0.0030,m,,,,,,,,,

,樁頂轉(zhuǎn)角,,,,φ0=,-0.0013,rad,,,,,,,,,

,樁身彎矩Mz計(jì)算見下表,,,,,,,,,,,,,,,

,,h=αz,A3,B3,C3,D3,z,Mz,,,,,z,,,

,,(m),,,,,(m),(kN·m),,,,,(m),,,

,,0,0.00000,0.00000,1.00000,0.00000,0,1760.6,,,,1760.6,0.000,,,

,,0.1,-0.00017,-0.00001,1.00000,0.10000,0.242,1760.2,,,,FALSE,0.242,,,

,,0.2,-0.00133,-0.00013,0.99999,0.20000,0.483,1757.2,,,,FALSE,0.483,,,

,,0.3,-0.00450,-0.00067,0.99994,0.30000,0.725,1749.9,,,,FALSE,0.725,,,

,,0.4,-0.01067,-0.00213,0.99974,0.39998,0.967,1736.6,,,,FALSE,0.967,,,

,,0.5,-0.02083,-0.00521,0.99922,0.49991,1.208,1716.5,,,,FALSE,1.208,,,

,,0.6,-0.03600,-0.01080,0.99806,0.59974,1.450,1688.7,,,,FALSE,1.450,,,

,,0.7,-0.05716,-0.02001,0.99580,0.69935,1.692,1653.2,,,,FALSE,1.692,,,

,,0.8,-0.08532,-0.03412,0.99181,0.79854,1.934,1609.9,,,,FALSE,1.934,,,

,,0.9,-0.12144,-0.05466,0.98524,0.89705,2.175,1559.3,,,,FALSE,2.175,,,

,,1,-0.16652,-0.08329,0.97501,0.99445,2.417,1501.6,,,,FALSE,2.417,,,

,,1.1,-0.22152,-0.12192,0.95975,1.09016,2.659,1437.6,,,,FALSE,2.659,,,

,,1.2,-0.28737,-0.17260,0.93783,1