II.橫梁分配到的線性荷載：。1.3.2內(nèi)力計(jì)算通過PJJS計(jì)算得到使用期彎矩圖和剪力圖如下：圖1.4使用期彎矩包絡(luò)圖圖1.5使用期剪力包絡(luò)圖1.4施工期配筋1.4.2正彎矩配筋表1.2施工期橫梁正彎矩配筋計(jì)算截面MK(kN·m)分項(xiàng)系數(shù)MD(kN·m)h(mm)h0(mm)αsξAs(mm2)配筋支座A01.308007450003C25B01.308007450003C25C19.881.321.848007450.004850.00486973C25D01.308007450003C25跨中最大101.308007450003C25201.308007450003C25323.501.330.558007450.005730.005751153C25419.881.321.848007450.004850.00486973C25501.308007450003C251.4.3負(fù)彎矩配筋表1.3施工期橫梁負(fù)彎矩配筋計(jì)算截面MK(kN·m)分項(xiàng)系數(shù)MD(kN·m)h(mm)h0(mm)αsξAs(mm2)配筋支座A453.721.3589.848007450.110700.1176223375C25B146.721.3190.748007450.035800.036467253C25C01.308007450003C25D151.121.3201.668007450.037850.038597673C25跨中最大1321.781.3418.318007450.078510.0818616275C252453.721.3589.848007450.110700.1176223375C253146.721.3190.748007450.035800.036467253C254151.121.3201.668007450.037850.038597673C255113.441.3147.448007450.027680.028075583C251.5使用期配筋1.1.2正彎矩配筋表1.4使用期橫梁正彎矩配筋計(jì)算截面MK(kN·m)分項(xiàng)系數(shù)MD(kN·m)h(mm)h0(mm)αsξAs(mm2)配筋支座A01.30220021450005C25B506.521.3658.48220021450.020020.020228625C25C656.591.3853.57220021450.025950.0262911215C25D01.30220021450005C25跨中最大101.30220021450005C252506.021.3657.83220021450.020000.020208615C253656.591.3853.57220021450.025950.0262911215C254654.021.3850.23220021450.025840.0262911165C25501.30220021450005C251.1.3負(fù)彎矩配筋表1.5使用期橫梁負(fù)彎矩配筋計(jì)算截面MK(kN·m)分項(xiàng)系數(shù)MD(kN·m)h(mm)h0(mm)αsξAs(mm2)配筋支座A1681.501.32191071870.0746530628C25B2044.971.32658.46220020650.087200.0913737488C25C1609.421.32092.25220020650.068620.0711529198C25D279.601.3363.48220020650.011920.011994926C25跨中最大11361.311.31774.90220020650.058210.0600224628C2521681.501.32191071870.0746530628C2531878.291.32441.78220020650.080090.0835834288C2541609.421.32092.25220020650.068620.0711529198C255609.091.3791.82220020650.012990.0130710736C251.6斜截面抗剪承載力驗(yàn)算1.6.1截面尺寸驗(yàn)算（1.3）（1）施工期正彎矩（2）施工期負(fù)彎矩故施工期截面尺寸滿足要求。（3）使用期正彎矩（4）使用期負(fù)彎矩故使用期截面尺寸滿足要求。1.6.2抗剪腹筋計(jì)算斜截面的受剪承載力可按下列公式確定:（1.4）（1.5）施工期正彎矩。施工期負(fù)彎矩。使用期正彎矩。使用期負(fù)彎矩。箍筋間距250mm，上橫梁四肢箍，下橫梁六肢箍，箍筋HPB300鋼筋，d=12mm。上橫梁兩側(cè)各布設(shè)3根腰筋，下橫梁兩側(cè)各布置1根腰筋。腰筋選HPB300鋼筋，d=12mm。拉筋選用HPB300徑d=12mm，間距500mm。1.7裂縫開展寬度驗(yàn)算施工階段不作驗(yàn)算。；；；滿足要求。1.8配筋匯總表5.6橫梁配筋匯總鋼筋分類支座跨中ABCD12345正彎矩鋼筋5C255C255C255C255C255C255C255C255C25下橫梁負(fù)彎矩鋼筋5C253C253C253C255C255C253C253C253C25上橫梁負(fù)彎矩鋼筋8C258C258C256C258C258C258C258C256C25下橫梁箍筋六肢箍，A12@250上橫梁箍筋四肢箍，A12@250腰筋A(yù)12，上橫梁3對(duì)，下橫梁1對(duì)拉筋A(yù)12，水平間距500mm附錄A工程量對(duì)比項(xiàng)目分類前方樁臺(tái)方案一前方樁臺(tái)方案二單位數(shù)目砼總用量鋼筋含量非預(yù)應(yīng)力鋼筋用量預(yù)應(yīng)力鋼筋用量單位用量數(shù)目砼總用量鋼筋含量非預(yù)應(yīng)力鋼筋用量預(yù)應(yīng)力鋼筋用量用量(左：非預(yù)；右：預(yù))(左：非預(yù)；右：預(yù))（方）（方）kg/10m3混凝土kg/10m3混凝土（kg）（kg）（方）（方）kg/10m3混凝土kg/10m3（kg）（kg）混凝土預(yù)制板1#預(yù)制板2.27563143.3250560080262.27563143.3250560080262#預(yù)制板4.95663312.2280720.60224994.95663312.2280720.60224993#預(yù)制板4.95663312.2280720.60224994.95663312.2280720.60224994#預(yù)制板1.4636392.1690560051611.4636392.169056005161懸臂部分5.2941474.1160520038