混凝土简支桥梁计算书—计算表格.xls

混凝土简支桥梁计算书—计算表格.xls

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主梁截面尺寸及参数表4-1各梁永久荷载截面尺寸/cmcm平均板厚hh11重心位置aaxx惯性矩IIxx梁号翼板宽1601153.8117806721（5）翼板厚端部82（4）根部143梁高160肋板厚18永久作用效应计算表表4-5梁号1（5）2（4）3汽车荷载公路-级产生的弯矩（kNm）表4-7梁号1（5）2（4）3人群产生的弯矩（kNm）梁号1（5）2（4）3弯弯矩矩基基本本组组合合表表（单位：

kNm）梁号内力永久荷载SSGik人群SSQjk汽车SSQ1k0Gi1（5）MM1/21336.61115.471199.081.01.2MM1/41002.4686.60899.342（4）MM1/21391.3874.621045.30MM1/41043.5355.96784.003MM1/21391.3867.53891.51MM1/41043.5350.65668.66公路-级产生的跨中剪力VV1/2梁号内力1+qqkk00PPkyykk1（5）VV1/20.5381.25497.8753.0625232.20.52（4）VV1/20.4963VV1/20.5人群荷载产生的跨中剪力表4-11梁号内力P00弯矩效应1（5）VV1/20.6842.253.06254.712（4）VV1/20.4423.053VV1/20.42.76汽车荷载产生的支点剪力效应计算表（单位：

kN）梁号1+qqkkPPkmmcqmmoqmmbll1（5）1.25497.875232.20.5380.4380.48624.962（4）0.4690.50.48530.40.5940.501人群荷载产生的支点剪力效应（单位：

kN）表4-13梁号PPrmmcrmmormmbab剪力效应1（5）2.250.6841.4421.0787.764.7223.392（4）0.44200.2129.9730.400.1929.02剪力效应组合表（单位：

kN）表12梁号剪力效应永久荷载人群汽车0（GiSSQik+cQjSSQjk+Q1SSQ1k）1VV0218.223.39170.43526.66VV1/204.7194.67211.142VV0227.29.97147.04527.74VV1/203.0587.28125.601（5）1.01.23VV0227.29.02174.27526.68VV1/202.7687.98126.26表4-3影响线面积计算表3主梁横梁栏杆及人行道铺装层合计项目计算跨径11.100.732.003.98417.814MM1/224.511.101.462.003.98418.544MM1/411.101.462.003.98418.544QQ1/2QQ0MM1/2（kNm）MM1/4（kNm）QQ0（kNm）qq00qq00qq00qq00qq0017.81475.031336.6117.81456.271002.4617.81412.2518.54475.031391.3818.54456.271043.5318.54412.2518.54475.031391.3818.54456.271043.5318.54412.25内力mmcqcq1+qqkk00PPkyykk弯矩效应（+）MM1/20.5381.25497.87575.03193.56.1251199.08MM1/40.53856.274.594899.34MM1/20.46975.036.1251045.30MM1/40.46956.274.594784.00MM1/20.475.036.125891.51MM1/40.456.274.594668.66表4-8内力mmcrcrqq人人00弯矩效应MM1/20.6842.2575.03115.47MM1/40.6842.2556.2786.60MM1/20.4422.2575.0374.62MM1/40.4422.2556.2755.96MM1/20.42.2575.0367.53MM1/40.42.2556.2750.65表4-9QjQ1c0（GiSSQik+cQjSSQjk+Q1SSQ1k）1.41.40.83411.97各梁永久荷载永久作用效应计算表表4-5汽车荷载公路-级产生的弯矩（kNm）表4-7人群产生的弯矩（kNm）弯弯矩矩基基本本组组合合表表（单位：

kNm）2559.023216.642412.522993.402245.09表4-10弯矩效应（+）94.6787.2887.98表4-12llallbab剪力效应19.685.287.764.72170.43147.04174.27公路-级及其影响线面积00表表4-6项目顶点位置qqkk（kN/）ppkk（kN）00MM1/2L/2处7.875193.575.03汽车荷载产生的支点剪力效应计算表（单位：

kN）1.41.40.8MM1/4L/4处7.875193.556.27QQ00支点处7.875193.512.25QQ1/21/2L/2处7.875193.53.06影响线面积0075.0356.270.0012.25qq00218.22227.16227.16永久作用效应计算表表4-5汽车荷载公路-级产生的弯矩（kNm）表4-7影响线面积计算表3QQ0（kNm）弯矩效应（+）1199.08899.341045.30784.00891.51668.66钢筋混凝土T型梁桥永久荷载计算表4-2构件名构建简图尺寸（尺寸单位：

cm）单元构件体积及算式主梁1.601.60-20.71（1.60-（0.08+0.14）/2）=0.444横隔梁中梁|边梁1.09（0.16+0.15）/220.71624.5=0.05841.09（0.16+0.15）/20.71624.5=0.0292桥面铺装沥青混凝土：

0.021.60=0.032混凝土垫层（取平均厚度9）:

0.091.60=0.144人行道设计资料中已给出5.0kN/m，将其平均分布到五个梁上5.025=2.0kN/m影响线面积计算表4-4项目计算面积影响线面积00MM1/200=L/4L/2=24.52/8=75.03MM1/400=3L/16L/2=324.52/32=56.27QQ1/21/200=0剪力时00=1/2L/21/2=L/8=3.06QQ0000=L/2=12.25重度（kN/m3）每延米重力（kN/m3）2511.1250.54825=1.460.29225=0.7321230.03221=0.6720.14423=3.312=3.984钢筋混凝土T型梁桥永久荷载计算表4-2设计资料中已给出5.0kN/m，将其平均分布到五个梁上5.025=2.0kN/m影响线面积计算表4-400=L/4L/2=24.52/8=75.0300=3L/16L/2=324.52/32=56.27相应各排弯起钢筋表4-13斜筋排次弯起点距支座中心距离m承担的剪力值钢筋型号钢筋面积2钢筋计算面积211.50202.821608.61365.1523.00184.731608.61243.4534.50145.981608.6982.6346.00107.221608.6721.7557.5068.47628.0460.8669.0029.71402.0200.07斜截面处荷载作用效应表4-14截面至支座距离（m）VdMd110.8507.06431.1221.5488.97784.4333.0450.211466.5444.5411.442046.3556.0372.672523.8667.5333.902899.0779.0295.143171.800=0剪力时00=1/2L/21/2=L/8=3.06横隔梁内力计算表表5-1内力名称截面荷载作用内力值汽车人正弯矩1.25491.0200119.77153.311.25491.2100119.77181.86负弯矩1.2549-0.3600119.77-54.111.2549-0.0400119.77-6.01弯矩人-1.954010.91-21.32-1.825010.91-19.91剪力右1.25490.5375119.7780.79右1.25490.5310119.7779.811.25490.3810119.7757.26