西建大《公路桥梁电算》作业(完整版)

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1、1.如图1所示预应力混凝土箱形截面梁。其顶板宽度2m，地板宽0.85m，两个悬臂长度0.5m，梁高0.8m，顶板厚度0.125m，底板厚度0.08m，腹板厚度0.075m。顶板预留一排15孔的预应力钢筋孔道，其形心至顶板面0.045m。Φ28mm金属波纹管成孔，每孔张拉钢绞线12Φ5。底板配置11根HRB335Φ16mm普通钢筋，其形心至底板面0.04m。混凝土强度等级为C50。钢绞线、普通钢筋和混凝土的弹性模量分别为Ep=1.95×105MPa、Ec=2.0×104MPa和Ec=3.45×

2、105MPa，试计算梁的毛截面、净截面及换算截面的几何特性。图1解：根据题意，截面的结线共八根，预应力每个孔道面积615.75×10-6m2，每个普通钢筋孔道面积201.06×10-6m2.。每束钢绞线面积235.56×10-6m2。据此列出各项原始数据。原始数据如下：当为毛截面时，原始数据：1180.85,0.85,0.15,0.15,0.35,,1.1,2.0,2.00,0.08,0.08,0.65,0.7,0.7,0.75,0.8当为净截面时,原始数据:2180.85,0.85,0.15,0.15,0

3、.35,,1.1,2.0,2.00,0.08,0.08,0.65,0.7,0.7,0.75,0.82201.06E-6,0.04,11,615.75E-6,0.755,15当为换算截面时，原始数据:32.0E5,1.95E5,3.45E4180.85,0.85,0.15,0.15,0.35,,1.1,2.0,2.00,0.08,0.08,0.65,0.7,0.7,0.75,0.82201.06E-6,0.04,0,11,235.56E-6,0.755,2,15运行结果如下：毛截面特性计算结果：截面号N截面惯

4、性矩Ix截面面积AA截面形心距离Y上截面形心距离Y下1.0256.2710.3468.4532截面号N上截面模量W上下截面模量W下截面上核心距K截面下核心距K下1.0738.0565.2083.2723净截面特性计算结果：截面号N截面惯性矩Ix截面面积AA截面形心距离Y上截面形心距离Y下1.0244.2596.3540.4460截面号N上截面模量W上下截面模量W下截面上核心距K上截面下核心距K下1.0688.0546.2104.2651换算截面特性计算结果：截面号N截面惯性矩Ix截面面积AA截面形心距离Y上

5、截面形心距离Y下1.0336.3705.2896.5104截面号N上截面模量W上下截面模量W下截面上核心距K上截面下核心距K下1.1159.0658.1776.31292.如图2所示，跨径为L=19.7m的铰接T型桥面板的横截面布置，桥面净空为-7+2×1.0（人行道）。全宽为6块预制混凝土T型板组成。图3为结构横断面布置图，图4为单个T型板的构造图。混凝土强度等级取C50，其弹性模量为3.45×104Mpa，剪变模量取0.4倍的弹性模量值。求各梁跨中截面荷载横向分布影响线、汽车荷载横向分布系数和人群荷载横

6、向分布系数。图2（单位：mm）图3（单位：mm）图4(单位：mm)解：由题意可知，该桥面设计为2车道，宽度7m。剪切模量G=1.38×107Kpa。抗扭惯性矩It计算为：It=0.00192m4。原始数据如下：2,1.0,00,6,0,119.7,3.45E7,1.38E7,0.150.00192,0.7,70.2,0.2,0.1,0.1,0.2,1.5,1.50.0,0.15,0.2,0.7,0.75,0.75,0.91,1,1,1,1,1,1运行结果如下：荷载横向分布影响线主梁号123456P=1位置x

7、.750.6288.2894.0638.0141.0031.00082.250.2894.4031.2397.0528.0118.00313.750.0638.2397.3922.2374.0528.01415.250.0141.0528.2374.3922.2397.06386.750.0031.0118.0528.2397.4031.28948.250.0008.0031.0141.0638.2894.6288扭矩横向分布影响线主梁号123456P=1位置x.750-.2784-.3397-.0748-

8、.0165-.0036-.00062.250.2171-.0135-.2814-.0619-.0135-.00233.750.0478.2754-.0006-.2784-.0607-.01055.250.0105.0607.2784.0006-.2754-.04786.750.0023.0135.0619.2814.0135-.21718.250.0006.0036.0165.0748.3397.2784主梁号汽