# 混凝土课程设计

l1=5.4, l2=5.7 梁布置

3.531

-3.5316

2.428× 0.8 =1.94

-2.7748× 0.8 =-2.22

?s
0.0330 0.0330 0.0227

2 ? s ? M / ?1 f cb h0

0.026

0.0182

0.0208

?
0.0336 0.0325 0.023

? ? 1 ? 1 ? as
0.0256 0.0183 0.0206

As /mm
124.72

As ? ??1 f c bh0 / f y
120.66 85.28 95.13 67.99 76.30

M= 1.0e+06 * 3.5316 alphas = 0.0330 xi = 0.0336

3.5316

2.4280

2.7748

2.4280

0.0330

0.0227

0.0260

0.0227

0.0336

0.0230

0.0263

0.0230

As = 124.7208 124.7208 中间跨 M =1.0e+06 * 3.5316 alphas = 0.0330 xi = 0.0336 0.0336

85.2846

97.6325

85.2846

3.5316

1.9424

2.2199

1.9424

0.0330

0.0182

0.0208

0.0182

0.0183 68.0680

0.0210 77.8961

0.0183 68.0680

As = 124.7208 124.7208

-0.0909 -70.7987

0.0625 48.6741

-0.0714 -55.6275

αv V=αv g + q ln /KN

alphav =0.4500 0.6000 0.5500 0.5500 V =58.8404 78.4538 71.8501 71.8501 承载力计算

'

l0
3

,b ? s 0 } = {1900,1800}=1800mm

'

l0
3

?

5700 =1900mm 3

h=450mm, h0 =450-35=415mm

h 'f =100mm

M ? ? 1 f c b 'f h 'f (h0 ?
max

hf 2

) ? 1.0×16.7N/mm×1800mm×100mm×（415mm-50mm）=1097Kn.m

>78.45KN?m（次梁M ） ，所以次梁各跨内截面属于第一类 T 形截面。 支座截面按矩形截面计算，各支座按布置两排纵筋考虑， h =450-60=390mm。连续梁正截面
0

M= 70798700 b= 1800 h0 = 415 200 1900 200 70798700 48674100 55627500

390

415

415

alphas = 0.0137 xi = 0.0138

0.1394

0.0089

0.0967

0.1507

0.0089

0.1019

As = 477.1723 545.3635 327.2612 392.3277 剪力 V= 58.8404 a= 346525 b= 91217 85722 85722 91217 325650 325650 346525

78.4538

71.8501

71.8501

M=KG l 0 +KQ l 0 V=KG + KQ 弯矩
M1 1 2 3 4 5 6 G =64.0800 Q =80.0300 l0 =5.4000 M2 M3 M4 Mb Mc Md

kv = 0.7140 0.8570 -0.1430 0.6790 -0.0950 -1.2860 -1.1430 -0.1430 -1.3210 -0.0950 1.0950 0.0480 1.0480 1.2740 0.8100 -0.9050 0.0480 -0.9520 -0.7260 -1.1900 0.9050 -1.0950 0.9520 -1.0480 -0.0480 -0.0480 -0.1070 -0.1070 1.1900 -0.8100 1.2860 -0.7140 0.1430 0.1430 1.1430 -0.8570 1.1550 -0.8450 0.0950 0.0950

0.8450

-1.1550

0.1070

0.1070

0.7620

-1.2740

1.3210

-0.6790

V= 45.7531 -82.4069 70.1676 -57.9924 68.5857 -91.4743 3.8414 3.8414 -11.4443 -11.4443 83.8714 -76.1886 54.3404 -105.7196 101.9582 -58.1018 -7.6029 -7.6029 64.8243 -95.2357 67.6253 -92.4347 8.5632 8.5632 最不利组合 ans = 114.3388 -173.8812 93.8512 -34.3088 74.0090 -54.1510 134.1810 -154.0390 57.9924 -70.1676 82.4069 -45.7531 76.1886 -83.8714 11.4443 11.4443 -3.8414 -3.8414 91.4743 -68.5857 -8.5632 -8.5632 92.4347 -67.6253 95.2357 -64.8243 7.6029 7.6029 60.9829 -101.9582 105.7196 -54.3404

ans = 34.3088 -93.8512 154.0390 -134.1810 54.1510 -74.0090 173.8812 -114.3388

ans = 100.0935 -188.1265 172.1258 -116.0942 49.4292 -78.7308 174.8415 -113.3785

ans = 38.1503 -90.0097 134.9919 -153.2281 153.2281 -134.9919 90.0097 -38.1503

ans = 113.3785 -174.8415 78.7308 -49.4292 118.9753 -172.1258 188.1265 -100.0935