1、0.310.60730.4295-0.91631.7524#REF!0.320.63510.4433-0.86561.7721#REF!0.330.66310.4568-0.81541.7903#REF!0.340.69150.4699-0.76571.8071#REF!0.350.72010.4828-0.71651.8225#REF!0.360.74890.4952-0.66761.8366#REF!0.370.77800.5073-0.61901.8494#REF!0.380.80740.5191-0.57071.8609#REF!0.390.83690.5304-0.52271.871
2、1#REF!0.400.86670.5414-0.47491.8801#REF!0.410.89660.5519-0.42731.8878#REF!0.420.92680.5620-0.37981.8943#REF!0.430.95710.5717-0.33231.8996#REF!0.440.98760.5810-0.28501.9036#REF!0.451.01820.5898-0.23771.9065#REF!0.461.04900.5982-0.19031.9081#REF!0.471.07990.6061-0.14291.9084#REF!0.481.11100.6136-0.095
3、41.9075#REF!0.491.14220.6206-0.04781.9053#REF!0.501.17350.62710.00001.9018#REF!0.511.20490.63310.04801.8971#REF!0.521.23640.63860.09631.8909#REF!0.531.26800.64370.14501.8834#REF!0.541.29960.64830.19411.8744#REF!0.551.33140.65230.24361.8639#REF!0.561.36320.65590.29371.8519#REF!0.571.39500.65890.34441
4、.8381#REF!0.581.42690.66150.39601.8226#REF!0.591.45890.66350.44851.8052#REF!0.601.49080.66510.50211.7856#REF!0.611.52280.66610.55711.7636#REF!0.621.55480.66660.61391.7387#REF!0.631.58680.66660.67341.7103#REF!0.641.61880.66610.73731.6763#REF!0.651.65080.66510.80801.6343#REF!0.661.68270.66350.87661.59
5、33#REF!0.671.71470.66150.94301.5534#REF!0.681.74660.65891.00711.5146#REF!0.691.77840.65591.06921.4769#REF!0.701.81020.65231.12941.4402#REF!0.711.84200.64831.18761.4045#REF!0.721.87360.64371.24401.3697#REF!0.731.90520.63861.29871.3358#REF!0.741.93670.63311.35171.3028#REF!0.751.96810.62711.40301.2706#
6、REF!0.761.99940.62061.45291.2392#REF!0.772.03060.61361.50131.2086#REF!0.782.06170.60611.54821.1787#REF!0.792.09260.59821.59381.1496#REF!0.802.12340.58981.63811.1212#REF!0.812.15400.58101.68111.0934#REF!0.822.18450.57171.72281.0663#REF!0.832.21480.56201.76351.0398#REF!0.842.24500.55191.80291.0139#REF
7、!0.852.27490.54141.84130.9886#REF!0.862.30470.53041.87860.9639#REF!0.872.33420.51911.91490.9397#REF!0.882.36360.50731.95030.9161#REF!0.892.39270.49521.98460.8930#REF!0.902.42150.48282.01810.9704#REF!0.912.45010.46992.05070.8483#REF!0.922.47850.45682.08240.8266#REF!0.932.50650.44332.11320.8055#REF!0.
8、942.53430.42952.14330.7847#REF!0.952.56180.41552.17260.7645#REF!0.962.58900.40112.20120.7446#REF!0.972.61580.38652.22900.7251#REF!0.982.64240.37172.25610.7061#REF!0.992.66850.35662.28250.6874#REF!1.002.69430.34132.30820.6692#REF!1.012.71120.33112.33330.6513#REF!1.022.72770.32092.35780.6337#REF!1.032
9、.74400.31082.38170.6165#REF!1.042.75980.30062.40490.5997#REF!1.052.77540.29062.42760.5832#REF!1.062.79060.28062.44970.5670#REF!1.072.80540.27072.47130.5512#REF!1.082.82000.26092.49240.5356#REF!1.092.83410.25112.51290.5204#REF!1.102.84800.24152.53300.5055#REF!1.112.86150.23192.55250.4908#REF!1.122.87
10、470.22252.57160.4765#REF!1.132.88760.21322.59020.4624#REF!1.142.90010.20402.60840.4486#REF!1.152.91230.19492.62610.4351#REF!1.162.92420.18602.64340.4219#REF!1.172.93570.17722.66030.4089#REF!1.182.94690.16852.67670.3961#REF!1.192.95780.16002.69280.3836#REF!1.202.96840.15172.70850.3714#REF!1.212.97870
11、.14352.72380.3594#REF!1.222.98860.13552.73870.3476#REF!1.232.99820.12772.75320.3361#REF!1.243.00750.12012.76750.3248#REF!1.253.01650.11262.78130.3137#REF!1.263.02520.10532.79480.3028#REF!1.273.03360.09822.80800.2922#REF!1.283.04170.09142.82090.2818#REF!1.293.04950.08472.83350.2715#REF!1.303.05690.07
12、822.84570.2615#REF!1.313.06410.07192.85760.2517#REF!1.323.07090.06592.86930.2421#REF!1.333.07750.06002.88060.2327#REF!1.343.08370.05442.89170.2235#REF!1.353.08970.04902.90240.2145#REF!1.363.09540.04392.91290.2057#REF!1.373.10070.03892.92320.1970#REF!1.383.10580.03432.93310.1886#REF!1.393.11060.02982
13、.94280.1803#REF!1.403.11500.02562.95230.1722#REF!1.413.11920.02172.96150.1643#REF!1.423.12310.01802.97040.1566#REF!1.433.12660.01462.97910.1491#REF!1.443.12990.01152.98760.1417#REF!1.453.13280.00862.99580.1345#REF!1.463.13540.00613.00380.1275#REF!1.473.13760.00393.01150.1206#REF!1.483.13950.00213.01
14、910.1140#REF!1.493.14080.00073.02640.1075#REF!1.503.14160.00003.03340.1011#REF!1.513.14160.00003.04030.0950#REF!场场 地地 系系 数数 C Cs s抗震设防烈度6789场地类型0.05g0.1g0.15g0.2g0.3g0.4g1.21.00.90.90.90.91.01.01.01.01.01.01.11.31.21.21.01.01.21.41.31.31.00.9混混凝凝土土钢钢筋筋数数据据表表强度等级Ecfcdfcu,k相对界限受压区高度 b钢筋直径（MPa）（MPa）（MP
15、a）R235HRB335HRB400、KL400C15220006.9150.620.560.530.80（mm）C20255009.2200.620.560.530.806C252800011.5250.620.560.530.808C303000013.8300.620.560.530.8010C353150016.1350.620.560.530.8012C403250018.4400.620.560.530.8014C453350020.5450.620.560.530.8016C503450022.4500.620.560.530.8018C553550024.4550.600.54
16、0.510.7920C603600026.5600.600.540.510.7822C653650028.5650.580.520.490.7725C703700030.5700.580.520.490.7628C753750032.475-0.7532C803800034.680-0.74364050钢筋外径（mm）7.09.311.613.916.218.420.522.725.128.431.635.840.244.554.9钢钢筋筋数数据据表表K5+320K5+320小小桥桥桩桩基基薄薄壁壁桥桥台台计计算算（一一）设设计计资资料料1、总体情况结构重要性系数0=1.0桥梁计算跨径l=16
17、m环境类别类2、地震资料桥梁抗震设防类别:C类地震动峰值加速度A=0.10g阻尼比=0.053、汽车荷载汽车荷载等级:公路级汽车荷载提高或折减系数1行驶方向:双向行驶设计车道数2车道折减系数1桥台传递的制动力比例0.54、上部构造一孔上部结构重力7400kN上部结构混凝土强度等级C40上部结构跨中处延米结构重力G=15kN/m上部结构跨中截面惯矩Ic=0.04m45、桥台尺寸桥梁斜度0 桥台正宽度13m桥台斜宽度13.000m背墙高度1.25m背墙顶宽度0.4m置搭板背墙高0.31m置搭板背墙宽0.25m台帽高度1.3m台帽宽度1.45m台帽支撑宽度0.8m台帽前缘帽檐0.35m台身高度4.0
18、8m台身厚度0.8m-9-承台高度1.6m承台顺桥向宽度2.2m台身前缘与承台前缘垂直距离0.7m桥台桩基个数n桩=4桥台桩径d=1.5m桥台桩长10m桩基类型嵌岩桩6、桥头搭板搭板长度8m搭板宽度13m搭板厚度0.3m7、支座数据支座中心与背墙前缘线正距离0.32m支座种类：板式橡胶支座（与混凝土接触）支座摩擦系数=0.3支座+垫石高度0.2m8、地基及填土桥梁工程场地类别类场地地基土的比例系数m=30000kN/m4台后土的重力密度=19kN/m3台后土的内摩擦角=359、建筑材料桥台混凝土的重力密度25kN/m3台身混凝土强度等级C30台身主筋种类HRB335台身主筋直径25mm台身主筋
19、中心至混凝土表面的距离0.06m桩基混凝土强度等级C25桩基主筋种类HRB335桩基主筋直径25mm桩基主筋中心至混凝土表面的距离0.075m10、其他计算数据是否考虑支撑梁作用考虑构件计算长度系数（台身）2.0构件计算长度系数（桩基）0.511、技术标准与设计规范-10-1）中华人民共和国行业标准公路桥涵设计通用规范（JTG D602004）2）中华人民共和国行业标准公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D622004）3）中华人民共和国行业标准公路桥涵地基与基础设计规范（JTG D632007）4）中华人民共和国行业推荐性标准公路桥梁抗震设计细则（JTG/T B02-01200
20、8）（二二）竖竖向向恒恒载载计计算算1、恒载重力计算1）上部构造恒载反力竖向力P1=3700kN对台身中心偏心距e1=0.27m对承台中心偏心距e1=0.27m2）桥台背墙重竖向力P2=162.5+76.4=238.9kN对台身中心偏心距e2=-0.25m ，-0.575m对承台中心偏心距e2=-0.25m ，-0.575m3）桥台台帽重竖向力P3=612.6kN对台身中心偏心距e3=0.025m对承台中心偏心距e3=0.025m4）桥台台身重竖向力P4=1060.8kN对承台中心偏心距e4=0m5）桥台承台重竖向力P5=1144.0kN6）承台上土重竖向力P6=705.4+221.3=926
21、.7kN对承台中心偏心距e6=-0.75m ，-0.9m7）桥头搭板反力按跨径为搭板长度的0.7倍的简支梁计算竖向力P7=273.0kN对台身中心偏心距e7=-0.575m对承台中心偏心距e7=-0.575m2、恒载对各截面所产生的垂直力及弯矩1）对台身底截面竖向力P恒=P1+P2+P3+P4+P7=5885.3kN弯矩M恒=P1e1+P2e2+P3e3+P7e7=772.8kNm-11-2）对承台底截面竖向力P恒=P1+P2+P3+P4+P5+P6+P7=7956.0kN弯矩M恒=P1e1+P2e2+P3e3P4e4+P6e6+P7e7=44.5kNm（三三）水水平平土土压压力力计计算算1、
22、台后填土自重引起的土压力土的内摩擦角=35 桥台与竖直面的夹角=0 填土表面与水平面的夹角=0 台背与填土间的摩擦角=/2 =17.5 主动土压力系数=0.2461主动土压力标准值E=BH2/2土的重力密度=19kN/m3桥台的计算宽度B=13.000m对台身底截面计算土层高度H1=6.63m主动土压力E1=1336.1kN自计算土层底面算起土压力的着力点C1=H1/3=2.210m弯矩ME=E1C1=2952.8kNm对承台底截面计算土层高度H2=H1=6.63m主动土压力E2=E1=1336.1kN自计算截面算起土压力的着力点C2=C1+1.6=3.810m弯矩ME=E2C2=5090.6
23、kNm2、汽车荷载引起的土压力桥台与竖直面的夹角=0 土的内摩擦角=35 台背与填土间的摩擦角=/2 =17.5 =+=52.5 破坏棱体破裂面与竖直线间夹角tan=0.5835填土高度H=6.63m破坏棱体长度l0=H（tan+tan）=3.868m破棱体上作用轴数2 轴车道系数2车轮的总重力G=560.0kN222coscossinsin1coscoscostantantancottan-12-桥台横向全宽B=13.000m土的重力密度=19.0kN/m3车辆荷载等代均布土层厚度h=G/（Bl0）=0.586m主动土压力系数=0.2461主动土压力标准值E=BHh对台身底截面计算土层高度H
24、1=6.63m汽车引起的主动土压力E1=236.2kN自计算土层底面算起土压力的着力点C1=H1/2=3.315m弯矩Me=E1C1=783.1kNm对承台底截面计算土层高度H2=H1=6.63m汽车引起的主动土压力E2=E1=236.2kN自计算截面算起土压力的着力点C2=C1+1.6=4.915m弯矩Me=E2C2=1161.0kNm（四四）汽汽车车荷荷载载计计算算1、汽车荷载反力计算车道荷载的均布荷载标准值qK=7.9kN/m车道荷载的集中荷载标准值PK=168.0kN车道系数2桥梁计算跨径l=16m汽车荷载反力P汽=（qKl/2+1.2PK）*车道系数=529.2kN对台身中心偏心距e
25、1=0.27m对承台中心偏心距e1=0.27m汽车荷载对台身底截面产生的弯矩M汽=142.9kNm汽车荷载对承台底截面产生的弯矩M汽=142.9kNm2、汽车冲击力计算上部结构跨中处的单位长度质量mc=G/g =1529.1kg/m上部结构混凝土的弹性模量Ec=#N/m2上部结构跨中截面惯矩Ic=0.04m4桥梁计算跨径l=16m结构基频f=5.66Hz冲击系数当f1.5Hz，=0.05cccmIEl22-13-当1.5Hzf14Hz，=0.1767lnf-0.0157当f14Hz，=0.45=0.291汽车冲击力P冲=P汽 =153.7kN汽车冲击力对台身底截面产生的弯矩M冲=41.5kNm汽车冲击力对承台底截面产生的弯矩M冲=41.5kNm（五五）汽汽车车荷荷载载制
