预应力梁截面设计自动计算表格Excel

1、 （ IIII型型 ） 混混合合配配筋筋预预应应力力梁梁截截面面设设计计计计算算书书工程名称山西太原酒店梁所在轴线号主主梁梁 YKL1(2YKL1(2层层) )截面位置是否支座截面必须填支座1，跨中0101 原始效应数据承载力弯矩组合值MzKN.m4976.06701.05400.0恒载弯矩标准值Md3410.003210.003960.00活载弯矩标准值MlKN1328.001130.001372.00支座宽度折减系数k1.001.001.00=0.40.40.40.4标准组合Mk=Md+MlKN.m4264.204843.504798.80准永久组合Mq=(Md+*Ml)3547.0840

2、84.504057.92承载力组合M=k*Mz4976.006701.005400.00M2系数(%)-6.0015.00-6.00次弯矩M2KN.m-255.85726.53-287.93调幅系数0.100.100.10砼标号(30-45)40ftk2.392.392.39fc19.1019.1019.10普通筋fy 或fyN/mm2360360360as或as=67.5mm67.567.567.5fptk,fpy, Kp应力筋单根面积139C10.750.750.75C2参照值0.740.670.58筋C2-10.750.720.72筋C2-20.780.780.

3、78预应力筋位置ap1mm150130150ap2250250250ap2筋所占比例(%)=99.9990.0000.0000.000apmm150130150截面参数梁 高 hmm150015001500梁 宽 b500500500 翼缘宽度 bf012000 翼缘高度 hf01500 Amm27.50E+058.55E+057.50E+05 ytmm750.00667.11750.00 Imm41.41E+111.83E+111.41E+11上核心点ktmm250257250下核心点kb250320250计算W，ep之y750.00832.89750.00Wmm31.88E+082.19E

4、+081.88E+08 epmm600.00702.89600.001/A+ep/Wmm-14.53E-064.37E-064.53E-06抗裂系数短期 cts1.50cts1.5001.5001.500长期 ctl1.00ctl1.0001.0001.000截面塑性系数基本值m1.501.751.50截面塑性系数1.171.371.17预应力筋估算短期根数筋ns=26.0633.5631.38筋0.000.000.00长期根数筋nl=23.0032.0027.99筋0.000.000.00实配预应力筋筋n1=131717筋n2=01717apmm150192202预应力筋效应受压边压应力pc

5、N/mm29.9416.9022.58平均预压应力pec2.525.786.59cts4.581.581.08消压弯矩 M0KN.m1864.83709.64233.7开裂弯矩 Mcr2387.14425.64758.0普通钢筋计算配置0.3h0mm137513451338双筋截面 Asmm2000MKN.m0.00.00.0T形翼缘M0.04366.50.0计算XMx4720.14880.45112.1bxmm500.0500.0500.0 x425.3457.9489.5X限值0.35481.2470.8468.4砼压区合力点X213181245预应力筋强度取值fpy1N/mm21040.

6、2964.9964.9fpy21075.11034.71034.7预应力筋抗力MpKN.m2137.75326.94977.9Asmm258814661314无粘结梁构造配筋225043714371实配 As86101230086100=MIN(0.45,0)0.3870.4500.450预应力度=M0/Ms0.4370.7660.882预应力比PPR=(Mu)p/(Mu)p+s0.3610.5000.575最大裂缝宽度计算钢筋直径d(mm)282828cr,max(mm)0.200.030.02收缩徐变损失 l5/con第一批I /con0.1000.1200.180梁自重KN/m18.7521.3818.75MG/Ms0.150.150.150.15l5/con0.1200.1730.208预应力松弛损失 l4/con普通1低松弛0000l4/con0.0350.0350.035预应力总损失l/c