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1、（ II型 ）（ II型 ）混合配筋预应力梁截面设计计算书混合配筋预应力梁截面设计计算书工程名称梁所在轴线号截面位置是否支座截面必须填承载力弯矩组合值MzKN.m恒载弯矩标准值Md原始效应数据活载弯矩标准值Ml支座宽度折减系数=标准组合Mk=Md+Ml准永久组合Mq=(Md+*Ml)承载力组合M=k*MzM2系数(%)次弯矩M2调幅系数ftk砼标号(30-45)40fcfy 或fy普通筋as或as=fptk,fpy, Kpi单根面积C2参照值筋预应力筋筋预应力筋位置ap1ap2ap2筋所占比例(%)=99.999山西太原酒店主梁 YKL1(2层)主梁 YKL1(2层)支座1，跨中014976.
2、03410.00KNk1328.001.000.44264.20KN.m3547.084976.00-6.00KN.m-255.850.102.3919.10360mm1320C167.500.750.74C2-1C2-2mm0.750.781502500.000mm150150050000mm2mmmm47.50E+05750.001.41E+11250mm250750.00mm306701.03210.001130.001.000.44843.504084.506701.0015.00726.530.102.3919.1036067.500.750.670.720.781302500.00
3、0130150050012001508.55E+05667.111.83E+11257320832.892.19E+08702.894.37E-061.5001.0001.751.3733.560.0015400.03960.001372.001.000.44798.804057.925400.00-6.00-287.930.102.3919.1036067.500.750.580.720.781502500.0001501500500007.50E+05750.001.41E+11250250750.001.88E+08600.004.53E-061.5001.0001.501.1731.3
4、80.000.4N/mm267.51860139ap梁高 h梁宽 b翼缘宽度 bf翼缘高度 hf A yt截面参数 I上核心点kt下核心点kb计算W，ep之yW ep1/A+ep/W抗裂系数短期 cts长期 ctl1.501.00截面塑性系数基本值m截面塑性系数短期根数筋筋mm1.88E+08600.004.53E-061.5001.0001.501.17mmmm-1ctsctl预应力筋ns=26.060.00力筋估算长期根数筋筋筋nl=n1=n2=mmN/mm223.000.001301509.942.524.581864.832.000.00171719216.905.781.583709
5、.64425.61345027.990.00171720222.586.591.084233.74758.0133800.00.05112.1500.0489.5468.4245964.91034.74977.9314437186100.4500.8820.575280.020.18018.750.150.20800.0350.423实配预应力筋筋ap受压边压应力pc平均预压应力pec预应力筋效应cts消压弯矩 M0开裂弯矩 Mcr0.3双筋截面h0AsMMMxbxx0.35mmmm2KN.m2387.1137500.00.0KN.m0.04366.5T形翼缘4720.14880.4计算X50
6、0.0500.0普通425.3457.9钢筋mm481.2470.8X限值计算砼压区合力点X213181配置fpy11040.2964.92预应力筋强度取值N/mmfpy21075.11034.7预应力筋抗力MpKN.m2137.75326.9As588146612无粘结梁构造配筋22504371mm实配As8610123000=MIN(0.45,0)0.3870.450预应力度=M0/Ms0.4370.766预应力比PPR=(Mu)p/(Mu)p+s0.3610.500钢筋直径d(mm)2828最大裂缝宽度计算0.200.03cr,max(mm)第一批I/con0.1000.120KN/m18.7521.38梁自重收缩徐变损失l5/conMG/Ms0.150.150.15l5/con0.1200.173预应力松弛损失l4/普通1低松弛000l4/concon0.0350.035预应力总损失l/con0.2550.3281: 筋种类Ki :Kpi=1 筋为有粘结，筋为无粘结筋; Kpi=2 筋均为有粘结；Kpi=0 筋均为无粘结筋说明 2: con=C1*fptk,pe=C2*con