ξABCD
0.20.32440.2628-1.52961.4216
0.210.34810.2787-1.46761.4623
0.220.37230.2945-1.40741.5004
0.230.39690.3103-1.34861.5361
0.240.42190.3259-1.29111.5697
0.250.44730.3413-1.23481.6012
0.260.47310.3566-1.17961.6307
0.270.49920.3717-1.12541.6584
0.280.52580.3865-1.0721.6843
0.290.55260.4011-1.10941.7086
0.30.57980.4155-0.96751.7313
0.310.60730.4295-0.91631.7524
0.320.63510.4433-0.86561.7721
0.330.66310.4568-0.81541.7903
0.340.69150.4699-0.76571.8071
0.350.72010.4828-0.71651.8225
0.360.74890.4952-0.66761.8366
0.370.7780.5073-0.6191.8494
0.380.80740.5191-0.57071.8609
0.390.83690.5304-0.52271.8711
0.40.86670.5414-0.47491.8801
0.410.89660.5519-0.42731.8878
0.420.92680.562-0.37981.8943
0.430.95710.5717-0.33231.8996
0.440.98760.581-0.2851.9036
0.451.01820.5898-0.23771.9065
0.461.0490.5982-0.19031.9081
0.471.07990.6061-0.14291.9084
0.481.1110.6136-0.09541.90750.491.14220.6206-0.04781.9053
构件正截面的承载能力应按下列基本假定进行计算：
1构件弯曲后，其界面仍保持平面。
2截面受压混凝土的应力图形简化为矩形，其压力强度取混凝土的轴心抗压强度设计值 ；截面受拉混凝土的抗拉强度不予考虑。
3极限状态计算时，受拉区钢筋应力取其抗拉强度设计值 或 （小偏压构件除外）；受压区或受压较大边钢筋应力取其抗压强度设计值 或 。
4钢筋应力等于钢筋应变与其弹性模量的乘积，但不大于其强度设计值。
5.1.5 桥梁构件的承载能力极限状态，应采用下列表达式：
(5.1.5-1)
(5.1.5-2)
——桥梁结构的重要性系数，按公路桥涵的设计安全等级，一级、二级、三级分别取用1.1、1.0、0.9；桥梁抗震设计不考虑结构的重要性系数；
——作用（或荷载）效应（其中汽车荷载应计入冲击系数）的组合设计值，当进行预应力混凝土连续梁等超静定结构的承载极限状态计算时，公式（5.1.5-1）中的作用（或荷载）效应项应改为 ，其中 为预应力（扣除全部预应力损失）引起的次效应； 为预应力分项系数，当预应力效应对结构有利时，取 ；对结构不利时，取 ；
——构件承载力设计值；
——构件承载力函数
——材料强度设计值
——几何参数设计值，当无可靠数据时，可采用几何参数标准值 ，即设计文件规定值。
5.1.6计算先张法预应力混凝土构件端部锚固区的正截面和斜截面抗弯承载力时，锚固区内预应力钢筋的抗拉强度设计值，在锚固起点处取为零，在锚固终点处取为 ，两点之间按直线内插法取值。预应力钢筋的锚固长度 应按表5.1.6采用。
表5.1.6 预应力钢筋锚固长度
（mm）
预应力钢筋种类 混凝土强度等级
C40 C45 C50 C60 ≥C65
钢绞线 1×2，1×3， 115d 110d 105d 95d 90d
ξABCDξABC0.20000.32440.2628-1.52961.42160.64001.61880.66610.73730.21000.34810.2787-1.46761.46230.65001.65080.66510.80800.22000.37230.2945-1.40741.50040.66001.68270.66350.87660.23000.39690.3103-1.34861.53610.67001.71470.66150.94300.24000.42190.3259-1.29111.56970.68001.74660.65891.00710.25000.44730.3413-1.23481.60120.69001.77840.65591.06920.26000.47310.3566-1.17961.63070.70001.81020.65231.12940.27000.49920.3717-1.12541.65840.71001.84200.64831.18760.28000.52580.3865-1.07201.68430.72001.87360.64371.24400.29000.55260.4011-1.10941.70860.73001.90520.63861.29870.30000.57980.4155-0.96751.73130.74001.93670.63311.35170.31000.60730.4295-0.91631.75240.75001.96810.62711.40300.32000.63510.4433-0.86561.77210.76001.99940.62061.45290.33000.66310.4568-0.81541.79030.77002.03060.61361.50130.34000.69150.4699-0.76571.80710.78002.06170.60611.54820.35000.72010.4828-0.71651.82250.79002.09260.59821.59380.36000.74890.4952-0.66761.83660.80002.12340.58981.63810.37000.77800.5073-0.61901.84940.81002.15400.58101.68110.38000.80740.5191-0.57071.86090.82002.18450.57171.72280.39000.83690.5304-0.52271.87110.83002.21480.56201.76350.40000.86670.5414-0.47491.88010.84002.24500.55191.80290.41000.89660.5519-0.42731.88780.85002.27490.54141.84130.42000.92680.5620-0.37981.89430.86002.30470.53041.87860.43000.95710.5717-0.33231.89960.87002.33420.51911.91490.44000.98760.5810-0.28501.90360.88002.36360.50731.95030.45001.01820.5898-0.23771.90650.89002.39270.49521.98460.46001.04900.5982-0.19031.90810.90002.42150.48282.01810.47001.07990.6061-0.14291.90840.91002.45010.46992.05070.48001.11100.6136-0.09541.90750.92002.47850.45682.08240.49001.14220.6206-0.04781.90530.93002.50650.44332.11320.50001.17350.62710.00001.90180.94002.53430.42952.14330.51001.20490.63310.04801.89710.95002.56180.41552.17260.52001.23640.63860.09631.89090.96002.58900.40112.20120.53001.26800.64370.14501.88340.97002.61580.38652.22900.54001.29960.64830.19411.87440.98002.64240.37172.25610.55001.33140.65230.24361.86390.99002.66850.35662.28250.56001.36320.65590.29371.85191.00002.69430.34132.30820.57001.39500.65890.34441.83811.01002.71120.33112.33330.58001.42690.66150.39601.82261.02002.72770.32092.35780.59001.45890.66350.44851.80521.03002.74400.31082.38170.60001.49080.66510.50211.78561.04002.75980.30062.40490.61001.52280.66610.55711.76361.05002.77540.29062.42760.62001.55480.66660.61391.73871.06002.79060.28062.44970.63001.58680.66660.67341.71031.07002.80540.27072.4713圆形截面钢筋混凝土偏压构件正截面抗压承载DξABCD1.67631.08002.82000.26092.49240.53561.63431.09002.83410.25112.51290.52041.59331.10002.84800.24152.53300.50551.55341.11002.86150.23192.55250.49081.51461.12002.87470.22252.57160.47651.47691.13002.88760.21322.59020.46241.44021.14002.90010.20402.60840.44861.40451.15002.91230.19492.62610.43511.36971.16002.92420.18602.64340.42191.33581.17002.93570.17722.66030.40891.30281.18002.94690.16852.67670.39611.27061.19002.95780.16002.69280.38361.23921.20002.96840.15172.70850.37141.20861.21002.97870.14352.72380.35941.17871.22002.98860.13552.73870.34761.14961.23002.99820.12772.75320.33611.12121.24003.00750.12012.76750.32481.09341.25003.01650.11262.78130.31371.06631.26003.02520.10532.79480.30281.03981.27003.03360.09822.80800.29221.01391.28003.04170.09142.82090.28180.98861.29003.04950.08472.83350.27150.96391.30003.05690.07822.84570.26150.93791.31003.06410.07192.85760.25170.91611.32003.07090.06592.86930.24210.89301.33003.07750.06002.88060.23270.87041.34003.08370.05442.89170.22350.84831.35003.08970.04902.90240.21450.82661.36003.09540.04392.91290.20570.80551.37003.10070.03892.92320.19700.78471.38003.10580.03432.93310.18860.76451.39003.11060.02982.94280.18030.74461.40003.11500.02562.95230.17220.72511.41003.11920.02172.96150.16430.70611.42003.12310.01802.97040.15660.68741.43003.12660.01462.97910.14910.66921.44003.12990.01152.98760.14170.65131.45003.13280.00862.99580.13450.63371.46003.13540.00613.00380.12750.61651.47003.13760.00393.01150.12060.59971.48003.13950.00213.01910.11400.58321.49003.14080.00073.02640.10750.56701.50003.14160.00003.03340.10110.55121.51003.14160.00003.04030.0950压承载力计算系数
第１１卷第１期
２００２年３月 湖南城建高等专科学校学报 Ｖｏ１．１１ Ｎｏ．１
ＪｏＵＲＮＡＬ ｏＦ ＨＵＮＡＮ ＵＲＢＡＮ ＣｏＮＳＴＲＵＣＴＩｏＮ ＣＯＬＬＥＧＥ Ｍａｒ．２００２
文章编号：１００８－－９６０８（２００２）叭一００ｌ９—０２
型钢混凝土柱正截面承载力计算探讨
熊创贤。，杨怡
ｆＪ甥南城建高等专科学校，湖南益旧４Ｊ３￣００；２中山大学．广东广州 ５１０２７５）
摘要：提出了一种型钢混凝土柱正截面承载力计算方法．与我国工程技术人员主要采用的日本叠加计算方法
相比，此方法具有计算简单 节约材料，适应性强等特点，其计算结果与理论值很接近．
关键词：型钢混凝土柱；承载力；正截面
中图分类号：ＴＵ３２．０２ 文献标识码：Ａ
型钢混凝土柱是把型钢插人钢筋混凝土柱的一
种结构．它始于加世纪初．由于其具有强度高、刚
度大、抗震性能强、经济指标较好等优点，所以，
近年来，在高层和超高层建筑中被广泛应用 欧美
和前苏联均有型钢混凝土构件的计算理论，但计算
复杂，不便于工程中采用．我国工程技术人员主要
采用的是日本叠加计算方法笔者经过多次实践，
现提出一种新的型钢混凝土柱正截面承载力计算方
法，并用算例将此方法与日本叠加计算方法进行
比较．
１ 日本叠加法
１．１叠加法一
基本原理：钢筋混凝土部分尽可能多地承担轴
力，而型钢部分尽可能多地承受弯矩
（１）当Ⅳ善 Ｎ ｓⅣ ，且 茹时，型钢仅承受弯矩；
钢筋混凝土的承载力设计值为：Ⅳ ＝Ⅳ，
Ｍ ＝Ｍ一 ．
（２）当Ｎ Ⅳ 时，钢筋混凝土仅承受轴压力；型
钢的承载力设计值为：Ｎ ＝Ｎ～嵋，Ｍ”＝Ｍ．
（３）当Ｎ ｃⅣ＝时，钢筋混凝土仅承受轴拉力；型
钢的承载力设计值为：Ｎ ＝Ｎ一 ，Ｍ ： ．
式中，Ⅳ 、Ｍ 为型钢所承受的轴力与弯矩；Ｎ 、
Ｍ 为钢筋混凝土所承受的轴力与弯矩； ， 茹
分别为钢筋混凝土和型钢部分受纯弯承载力；嵋、
Ⅳ 为钢筋混凝土的轴心受压和轴心受拉承载力；
