桥河山洪沟综合治理工程计算书

工程名称：桥河山洪沟综合治理工程计算书桥梁设计3#人行桥原址拆除重建，桩号位于K1+217.0处，重建桥梁为2×6.5m跨径的C40钢筋混凝土T梁，桥梁全长17.04m，宽度为3.0m，板厚0.8m，板上设10cm厚C40钢筋混凝土桥面铺装，设置单向1.0%桥面横坡，桥面两侧设置1.2m高护栏，桥面纵坡为-2.1%。复建桥梁起点桥面高程为273.944m，终点桥面高程为273.672m。下部结构桥墩为轻型墩，扩大基础，桥台为重力式桥台，桥墩台盖梁采用C40混凝土，墩和扩大基础采用C30混凝土，扩大基础进入岩土分界线下0.5m以上；左右岸均连接原有道路。5#人行桥原址拆除重建，桩号位于K1+978.5处，重建桥梁为2×6m跨径的C40钢筋混凝土T梁，桥梁全长15.04m，宽度为2.0m，板厚0.7m，设置单向1.0%桥面横坡，桥面两侧设置1.2m高护栏，桥面纵坡为-3.2%。复建桥梁起点桥面高程为246.663m，终点桥面高程为246.274m。下部结构桥墩为轻型墩，扩大基础，右侧桥台为重力式桥台，桥墩台盖梁采用C40混凝土，墩和扩大基础采用C30混凝土，扩大基础进入岩土分界线下0.5m以上；左侧桥台为桩接盖梁桥台，桩基为0.8m，采用C35混凝土，嵌入弱风化层深度不小于3倍桩径。左右岸均连接原有道路。厂邻桥复建人行桥原址拆除重建，桩号位于K2+223.6处，重建桥梁为2×9m跨径的C40钢筋混凝T梁，桥梁全长21.14m，宽度为4.2m，板厚0.75m，板上设10cm厚C40钢筋混凝土桥面铺装，设置单向1.0%桥面横坡，桥面两侧设置1.2m高护栏，复建桥梁桥面高程为246.486m。下部结构桥墩为轻型墩，扩大基础，桥台右侧为重力式U型桥台，桥墩台盖梁采用C40混凝土，墩和扩大基础采用C30混凝土，扩大基础进入岩土分界线下0.5m以上；左侧桥台为桩接盖梁桥台，桩基采用双柱，桩径为1.0m，采用C35混凝土，嵌入弱风化层深度不小于3倍桩径。左右岸均连接原有道路。2.结构计算2.1设计荷载设计荷载设计规范(一)《公路桥涵设计通用规范》JTGD60-2015(二)《公路钢筋混凝土及预应力混凝土桥涵设计规范》JTG3362-2018(三)《公路工程技术标准》JTGB01-2014(四)《公路桥涵施工技术规范》JTGTF50-2011（五）《城市道路工程设计规范》（2016年版）（CJJ37-2012）（六）《城市桥梁设计规范》（CJJ11-2011）（七）《公路圬工桥涵设计规范》（JTGD61-2005）（八）《公路桥梁抗震设计规范》（JTG/T2231-01-2020）（九）《城市桥梁抗震设计规范》（CJJ166-2011）活载类别公路II级（人群荷载4.0）人群集度(kN/m2)3.50T度温度(℃)T1=14.00T2=5.50混凝土计算龄期(天)10混凝土收缩徐变天数3650.00设计行车速度80一期恒载预制梁重力密度取二期恒载：混凝土桥面现浇层，重力密度取沥青混凝土铺装重力密度取梯度温度正、负温差按100mm沥青铺装、100mm混凝土调平层考虑，加载模式见下图：2.2计算材料材料表混凝土标号C40预应力钢筋材料类型混凝土的容重24.00张拉控制应力孔道偏差系数钢绞线松弛系数孔道磨阻系数结构计算参数环境平均相对湿度0.80结构重要性系数1结构重力系数1.04截面几何特性表（单位制：m数量级）截面索引AreaycIyIxy截面11.6500.4890.0720.000荷载横向分布系数、汽车冲击系数表名称汽车人群横向分布系数1.00001.0000汽车冲击系数0.45结果参数说明:应力结果中数值拉为负，压为正。应力结果除注明外，均以MPa为单位。竖向位移结果中向下为正，向上为负。5.2.1受弯构件的正截面相对界限受压区高度ζb按《公路钢筋混凝土及预应力混凝土桥涵设计规范》5.2.1确定。相对界限受压区高度ζb5.2.2矩形截面或翼缘位于受拉边的T形截面受弯构件，其正截面抗弯承载力应符合下列规定：图5.2.2矩形截面受弯构件正截面承载力计算混凝土受压区高度x应按下式计算：截面受压区高度应符合下列要求：当受压区配有纵向普通钢筋和预应力钢筋，且预应力钢筋受压即时当受压区仅配纵向普通钢筋，或配有普通钢筋和预应力钢筋且预应力钢筋受拉时5.2.3翼缘位于受压区的T形或I形截面受弯构件，其正截面抗弯承载力应按下列规定计算：（1）当符合下列条件时应以宽度为b′f的矩形截面，按第5.2.2条公式计算。图5.2.3T形截面受弯构件正截面承载力计算（截面内力作用方向与图5.2.2相同）（2）当不符合上述公式的条件时，应按下列规定计算：受压区高度x应按下列公式计算，并应符合公式(5.2.2-3)及(5.2.2-4)或(5.2.2-5)要求。式中：h‘f——T形或I形截面受压翼缘厚度；b‘f——T形或I形截面受压翼缘有效宽度，按规范第4.3.3条的规定采用。5.2.4当计算中考虑受压区纵向钢筋但不符合公式(5.2.2-4)或(5.2.2-5)条件时，仅采用纵向体内钢筋的受弯构件正截面抗弯承载力的计算应符合下列规定(图5.2.2)：1当受压区配有纵向普通钢筋和预应力钢筋，且预应力钢筋受压时2当受压区仅配纵向普通钢筋，或配有普通钢筋和预应力钢筋且预应力钢筋受拉时5.2.9矩形、T形和I形截面的受弯构件，当配置竖向预应力钢筋、箍筋和弯起钢筋时，其斜截面抗剪承载力计算应符合下列规定(图5.2.9)：5.2.11矩形、T形和I形截面的受弯构件，其抗剪截面应符合下列要求：5.2.12矩形、T形和I形截面的受弯构件，当符合下列条件时，可不进行斜截面抗剪承载力的验算，仅需按第9.3.12条构造要求配置箍筋。2.2.1持久状况承载能力极限状态抗弯强度验算梁正截面抗弯承载力极限状态计算结果（kN·m）厂邻桥承载能力极限状态抗弯强度验算表截面位置x(m)最大弯矩最小弯矩设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足0.0000.0004042.344满足0.0004042.344满足0.250-3.9534042.344满足-145.2284042.344满足0.450247.9934042.344满足101.0264042.344满足0.750604.2594042.344满足249.0084042.344满足1.5001370.9414042.344满足569.1604042.344满足2.2501974.5134042.344满足818.1684042.344满足3.0002393.6974042.344满足996.0304042.344满足3.7502659.6414042.344满足1102.7474042.344满足4.5002731.3254042.344满足1138.3204042.344满足5.2502659.6414042.344满足1102.7474042.344满足6.0002393.6974042.344满足996.0304042.344满足6.7501974.5134042.344满足818.1684042.344满足7.5001370.9414042.344满足569.1604042.344满足8.250604.2594042.344满足249.0074042.344满足8.550247.9934042.344满足101.0264042.344满足8.750-3.9534042.344满足-145.2284042.344满足9.0000.0004042.344满足0.0004042.344满足5#人行桥承载能力极限状态抗弯强度验算表截面位置x(m)最大弯矩最小弯矩设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足0.0000.0002547.857满足0.0002547.857满足0.250-1.4762547.857满足-1.7712547.857满足0.45028.2662547.857满足23.5552547.857满足0.75069.0722547.857满足57.5602547.857满足1.200120.7162547.857满足100.5962547.857满足1.650160.8842547.857满足134.0702547.857满足2.100189.5752547.857满足157.9792547.857满足2.550206.7902547.857满足172.3252547.857满足3.000212.5282547.857满足177.1072547.857满足3.450206.7902547.857满足172.3252547.857满足3.900189.5752547.857满足157.9792547.857满足4.350160.8842547.857满足134.0702547.857满足4.800120.7162547.857满足100.5962547.857满足5.25069.0722547.857满足57.5602547.857满足5.55028.2662547.857满足23.5552547.857满足5.750-1.4762547.857满足-1.7712547.857满足6.0000.0002547.857满足0.0002547.857满足3#人行桥承载能力极限状态抗弯强度验算表截面位置x(m)最大弯矩最小弯矩设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足0.0000.0003163.137满足0.0004275.610满足0.250-3.2253163.137满足-141.8404275.610满足0.450186.3933163.137满足56.6284275.610满足0.750447.1853163.137满足138.6694275.610满足1.250816.2293163.137满足254.7634275.610满足1.7501103.2643163.137满足345.0594275.610满足2.2501308.2883163.137满足409.5564275.610满足2.7501431.3033163.137满足448.2544275.610满足3.2501472.3083163.137满足461.1544275.610满足3.7501431.3033163.137满足448.2544275.610满足4.2501308.2883163.137满足409.5564275.610满足4.7501103.2643163.137满足345.0594275.610满足5.250816.2293163.137满足254.7634275.610满足5.750447.1853163.137满足138.6694275.610满足6.050186.3933163.137满足56.6284275.610满足6.250-3.2253163.137满足-134.9754275.610满足6.5000.0003163.137满足0.0004275.610满足2.2.2持久状况承载能力极限状态抗剪强度验算持久状况承载能力极限状态抗剪强度图（KN）厂邻桥承载能力极限状态抗剪强度验算表截面位置x(m)最值类型组合剪力(kN)抗剪上限(kN)尺寸是否满足Vsb(kN)Vpb(kN)Vcs(kN)极限抗力VR(kN)抗力是否满足(kN)0.625最大剪力-507.817-7676.745最大剪力满足要求-0.000-0.000-1934.881-1934.881抗力满足要求最小剪力-1339.161-7676.745最小剪力满足要求-0.000-0.000-1934.881-1934.881抗力满足要求8.375最大剪力1339.0637676.745最大剪力满足要求0.0000.0001934.8811934.881抗力满足要求最小剪力507.8177676.745最小剪力满足要求0.0000.0001934.8811934.881抗力满足要求5#人行桥承载能力极限状态抗剪强度验算表截面位置x(m)最值类型组合剪力(kN)抗剪上限(kN)尺寸是否满足Vsb(kN)Vpb(kN)Vcs(kN)极限抗力VR(kN)抗力是否满足(kN)0.600最大剪力-119.488-4193.180最大剪力满足要求-0.000-0.000-1407.404-1407.404抗力满足要求最小剪力-143.385-4193.180最小剪力满足要求-0.000-0.000-1407.404-1407.404抗力满足要求5.400最大剪力143.3854193.180最大剪力满足要求0.0000.0001407.4041407.404抗力满足要求最小剪力119.4884193.180最小剪力满足要求0.0000.0001407.4041407.404抗力满足要求3#人行桥承载能力极限状态抗剪强度验算表截面位置x(m)最值类型组合剪力(kN)抗剪上限(kN)尺寸是否满足Vsb(kN)Vpb(kN)Vcs(kN)极限抗力VR(kN)抗力是否满足(kN)0.650最大剪力-283.787-7257.427最大剪力满足要求-0.000-0.000-1958.303-1958.303抗力满足要求最小剪力-1015.843-7257.427最小剪力满足要求-0.000-0.000-1958.303-1958.303抗力满足要求5.850最大剪力1015.7187257.427最大剪力满足要求0.0000.0001958.3031958.303抗力满足要求最小剪力283.7877257.427最小剪力满足要求0.0000.0001958.3031958.303抗力满足要求2.2.3持久状况正常使用极限状态验算6.4裂缝宽度验算厂邻桥裂缝宽度验算表截面位置x(m)最值裂缝位置裂缝宽度(mm)容许裂缝宽度(mm)是否满足0.000上缘最大裂缝0.0000.200满足下缘最大裂缝0.0000.200满足0.250上缘最大裂缝0.0140.200满足下缘最大裂缝0.0140.200满足0.450上缘最大裂缝0.0190.200满足下缘最大裂缝0.0190.200满足0.750上缘最大裂缝0.0480.200满足下缘最大裂缝0.0480.200满足1.500上缘最大裂缝0.1080.200满足下缘最大裂缝0.1080.200满足2.250上缘最大裂缝0.1560.200满足下缘最大裂缝0.1560.200满足3.000上缘最大裂缝0.1890.200满足下缘最大裂缝0.1890.200满足3.750上缘最大裂缝0.2100.200不满足下缘最大裂缝0.2100.200不满足4.500上缘最大裂缝0.2160.200不满足下缘最大裂缝0.2160.200不满足5.250上缘最大裂缝0.2100.200不满足下缘最大裂缝0.2100.200不满足6.000上缘最大裂缝0.1890.200满足下缘最大裂缝0.1890.200满足6.750上缘最大裂缝0.1560.200满足下缘最大裂缝0.1560.200满足7.500上缘最大裂缝0.1080.200满足下缘最大裂缝0.1080.200满足8.250上缘最大裂缝0.0480.200满足下缘最大裂缝0.0480.200满足8.550上缘最大裂缝0.0190.200满足下缘最大裂缝0.0190.200满足8.750上缘最大裂缝0.0140.200满足下缘最大裂缝0.0140.200满足9.000上缘最大裂缝0.0000.200满足下缘最大裂缝0.0000.200满足5#人行桥裂缝宽度验算表截面位置x(m)最值裂缝位置裂缝宽度(mm)容许裂缝宽度(mm)是否满足0.000上缘最大裂缝0.0000.200满足下缘最大裂缝0.0000.200满足0.250上缘最大裂缝0.0010.200满足下缘最大裂缝0.0010.200满足0.450上缘最大裂缝0.0050.200满足下缘最大裂缝0.0050.200满足0.750上缘最大裂缝0.0130.200满足下缘最大裂缝0.0130.200满足1.200上缘最大裂缝0.0220.200满足下缘最大裂缝0.0220.200满足1.650上缘最大裂缝0.0300.200满足下缘最大裂缝0.0300.200满足2.100上缘最大裂缝0.0350.200满足下缘最大裂缝0.0350.200满足2.550上缘最大裂缝0.0380.200满足下缘最大裂缝0.0380.200满足3.000上缘最大裂缝0.0390.200满足下缘最大裂缝0.0390.200满足3.450上缘最大裂缝0.0380.200满足下缘最大裂缝0.0380.200满足3.900上缘最大裂缝0.0350.200满足下缘最大裂缝0.0350.200满足4.350上缘最大裂缝0.0300.200满足下缘最大裂缝0.0300.200满足4.800上缘最大裂缝0.0220.200满足下缘最大裂缝0.0220.200满足5.250上缘最大裂缝0.0130.200满足下缘最大裂缝0.0130.200满足5.550上缘最大裂缝0.0050.200满足下缘最大裂缝0.0050.200满足5.750上缘最大裂缝0.0010.200满足下缘最大裂缝0.0010.200满足6.000上缘最大裂缝0.0000.200满足下缘最大裂缝0.0000.200满足3#人行桥裂缝宽度验算表截面位置x(m)最值裂缝位置裂缝宽度(mm)容许裂缝宽度(mm)是否满足0.000上缘最大裂缝0.0000.200满足下缘最大裂缝0.0000.200满足0.250上缘最大裂缝0.0140.200满足下缘最大裂缝0.0140.200满足0.450上缘最大裂缝0.0120.200满足下缘最大裂缝0.0120.200满足0.750上缘最大裂缝0.0290.200满足下缘最大裂缝0.0290.200满足1.250上缘最大裂缝0.0540.200满足下缘最大裂缝0.0540.200满足1.750上缘最大裂缝0.0720.200满足下缘最大裂缝0.0720.200满足2.250上缘最大裂缝0.0860.200满足下缘最大裂缝0.0860.200满足2.750上缘最大裂缝0.0940.200满足下缘最大裂缝0.0940.200满足3.250上缘最大裂缝0.0970.200满足下缘最大裂缝0.0970.200满足3.750上缘最大裂缝0.0940.200满足下缘最大裂缝0.0940.200满足4.250上缘最大裂缝0.0860.200满足下缘最大裂缝0.0860.200满足4.750上缘最大裂缝0.0720.200满足下缘最大裂缝0.0720.200满足5.250上缘最大裂缝0.0540.200满足下缘最大裂缝0.0540.200满足5.750上缘最大裂缝0.0290.200满足下缘最大裂缝0.0290.200满足6.050上缘最大裂缝0.0120.200满足下缘最大裂缝0.0120.200满足6.250上缘最大裂缝0.0140.200满足下缘最大裂缝0.0140.200满足6.500上缘最大裂缝0.0000.200满足下缘最大裂缝0.0000.200满足2.2.4挠度验算厂邻桥极限状态挠度验算表最大挠度节点号坐标最大挠度值(mm)允许挠度值(mm)是否满足4.5005.46915.000满足5#人行桥极限状态挠度验算表最大挠度节点号坐标最大挠度值(mm)允许挠度值(mm)是否满足3.0000.55110.000满足3#人行极限状态挠度验算表最大挠度节点号坐标最大挠度值(mm)允许挠度值(mm)是否满足3.2501.32110.833满足3桩基计算1）桩基承载力验算：《公路桥涵地基与基础设计规范》（编号JTGD63-2007）5.3.3-2式计算桩端土的承载力特值即：qr＝m0×λ[fa0＋k2γ2×（h－3）]单桩轴向受压承载力计算：[Ra]＝0.5×u×Σli×qik＋Ap×qr2）桩基结构抗裂验算：裂缝宽度根据《钢筋混凝土及预应力混凝土桥涵设计规范》式6.4.3计算，即：Wcr=C1C2C3（σss/Es）[（c+d）/（0.36+1.7ρte）]桩基计算结果桥位置承载力（Mpa）裂缝宽度（mm）是否满足厂邻桥设计值1.50.200厂邻桥计算值1.020.190满足3#人行桥设计值1.50.2003#人行桥计算值0.440.131满足3）桩基结构偏心受压承载力验算：桥位置抗弯承载力knm抗压承载力kn是否满足厂邻桥设计值11231053厂邻桥计算值890663满足3#人行桥设计值4952113#人行桥计算值142176满足4桥墩台计算地基承载力验算：地基承载