一.1b=100t=10h=230s=6B=200T=104380mm2152mm98mm4.6E+07mm4302773mm3469607mm32混凝土等级C208.08板厚hd100梁跨度6000梁左相邻净距1800梁右相邻净距1800板托顶宽b0300板托高度ht150b1 =600b2 =6001500mm150000mm222944.4mm2402mm混凝土板顶面至组合截面中和轴的距离 x= [be*hd2/(2*αE)+A*y]/A0 =117mm混凝土截面惯性矩 Ic= be*hd3/12=1.3E+08mm4换算成钢截面的组合截面惯性矩 I0 = Ic/αE + Ac*(x-0.5hd)2/αE + I + A(y-x)2 =5E+08mm43.5E+07mm42.4E+08mm43763855mm41307031mm4313662.2mm2混凝土板顶面至组合截面中和轴的距离xc= [be*hd2/(4*αE)+A*y]/A0c =162mm4.2E+08mm44.2E+07mm41.1E+08mm44800913mm41249942mm4二施工阶段的验算1弯矩和剪力钢梁自重：0.41kN/m板自重：6.00kN/m2000mm)板托重：0.90kN/m6.09kN/m自重标准值 g1：7.31kN/m施工荷载：2.80kN/m施工阶段弯矩设计值M45.51kN.m(梁跨度：6000mm)施工阶段剪力设计值V30.34kN2钢梁抗弯强度设计143.14N/mm2<215N/mm2PASS!92.29N/mm2<215N/mm2PASS!3钢梁剪应力计算面积矩 S=207492mm322.80N/mm2<125N/mm2PASS!4挠度计算考虑混凝土徐变的组合截面特征计算换算成钢截面的组合截面面积 A0c = Ac / 2αE + A =换算成钢截面的组合截面惯性矩 I0c = Ic/(2*αE) + Ac*(xc-0.5hd)2/(2*αE) + I + A(y-xc)2 =
钢－混凝土组合梁
结构计算书
编 制 单 位：
计 算：
复 核：
审 查：
2009年3月
目 录
1. 设计资料 ................................................................................................................................................... 1
2. 计算方法 ................................................................................................................................................... 2
2.1 规范标准 ........................................................................................................................................ 2
2.2 换算原理 ........................................................................................................................................ 2
2.3 计算方法 ........................................................................................................................................ 3
M00000V-72.84-72.84-8.42-8.420M72.6572.658.678.670V-80.1-80.1-10.26-10.260M-153.8-153.819.7119.710V-87.36-87.36-12.11-12.110M00-22.89-22.89-9.29V-93.59-93.5915.7215.722.69M20.2524.38.8810.660V00002.69M-191.57-162.83-14.6-14.6-7.56V-105.53-105.53-13.08-13.082.69M00-23.28-23.287.56V-93.59-93.5916.7416.742.69M42.5151.0114.4712.060V00002.69M-191.57162.83-8.53-8.539.29V-105.53-105.53-12.06-12.062.69M00000V-93.59-93.59-21.04-21.040M92.1692.1620.7920.790V-99.56-99.56-22.88-22.880M-191.57-191.5745.7445.740V-105.53-105.53-27.49-27.490M-106.96-90.92-52.64-52.64-22.01V52.8452.8438.3738.376.74M23.8328.623.528.20V00006.74M-4.36-3.71-37.87-37.8720.45V-17.49-17.49-33.66-33.666.74M-76.09-67.68-56.05-56.05-20.45V52.8452.8440.5440.546.7M30.3436.4127.7133.250V00006.74M-0.73-0.62-27.47-27.4722.01V-23.28-23.28-31.46-31.466.74M00000V-93.59-93.59-21.04-21.040M92.1692.1621.6721.670V-99.56-99.56-22.88-22.880M-191.57-191.5749.2449.240V-105.53-105.53-30.26-30.260M-114.84-97.61-52.98-52.98-43.05V53.0553.0538.1238.12-6.89M16.8320.223.3928.070一层与悬挑部分相邻跨左端中间右端二层边跨左端中间右端一层悬挑部分二层与悬挑部分相邻的跨左端中间右端左端中间三层边跨左端中间右端二层悬挑部分左端中间右端三层悬挑部分左端中间右端三层与悬挑部分相邻跨左端中间右端风载活载梁号截面内力恒载调幅后恒载调幅后活载V0000-6.89M-2.17-1.84-39.59-39.5935.67V-17.28-17.28-33.88-33.88-6.89M-63.44-53.92-55.58-55.58-35.67V44.2544.2540.9240.92-16.1M31.8338.229.535.40V0000-16.1M-6.21-5.28-24.62-24.6243.05V-26.08-26.08-31.08-31.08-16.1一层边跨左端中间右端一层与悬挑部分相邻跨中间右端00000-99.196-87.408-98.0172-106.5856-106.5999.31887.1898.1042106.5741106.57-110.484-96.12-109.0476-118.1898-118.19-156.966-184.56-159.7254-188.3142-188.31-121.786-104.832-120.0906-129.8038-129.8-32.046-13.006-40.5468-22.4322-40.55-90.3-108.542-89.1114-110.9409-110.9444.08429.1640.348843.251844.0803.7663.389403.77-215.836-205.98-223.3176-234.1285-234.13-144.948-122.87-139.7274-155.2839-155.28-32.59210.584-19.8072-22.8144-32.59-88.872-108.542-87.8262-109.9413-109.9478.09661.21279.444280.682380.6803.7663.389403.77183.454208.402196.3536211.4611211.46-143.52-122.87-138.4422-154.2843-154.2800000-141.764-112.308-138.8184-146.9657-146.97139.698110.592136.7874144.7902144.79-151.504-119.472-148.3008-156.8284-156.83-165.848-229.884-172.2516-213.7943-229.88-165.122-126.636-161.2734-169.4057-169.41-182.8-139.918-203.163-174.3292-182.08117.12672.844120.2466108.9366120.2573.834.3263.9366.24673.809.4368.492409.44-57.4724.178-26.4012-42.1211-57.47-68.112-11.552-54.9072-56.5983-68.11-159.686-109.846-177.606-146.297-177.61120.16472.788122.9304111.0632122.9390.24243.69278.606681.738590.2409.4368.492409.44-39.20230.07-7.6236-27.7576-39.22-71.98-18.5-59.0832-62.2588-71.9800000-141.764-112.308-138.8184-146.9657-146.97140.93110.592137.8962145.6526145.65-151.504-119.472-148.3008-156.8284-156.83-160.948-229.884-167.8416-210.3643-229.88-169-126.636-164.7636-172.1203-172.12-191.304-177.402-238.1298-183.6939-238.13117.02854.014103.0098108.9751117.0363.53824.2453.711454.778663.541.2恒+1.4活选取内力1.2恒+1.4风1.2恒+0.9*1.4（活1.35恒+1.4*0.7活0-9.646-8.68140-9.65-57.63447.73-7.1472-41.2822-57.63-68.168-30.382-72.1062-56.5304-72.11-142.516-114.642-179.679-127.2604-179.68110.38830.5684.373299.8391110.3995.445.8483.0186.26295.40-22.54-20.2860-22.54-40.80453.93416.8858-31.255653.93-74.808-53.836-90.7428-65.6664-90.74
92 附表1.框架梁的内力组合
层次 截面 内力 SGK SQK SQK（雪） SwK SEK 组合一 组合二 组合三 组合四 组合五 组合六 组合七 组合八 组合九 组合十 组合十一 组合十二 组合十三 强剪弱弯
左风 右风 左震 右震
七层 A M -52.87 -10.20 -12.17 3.4 -3.6 15.3 -15.1 -77.72 -58.68 -68.48 -72.01 -80.83 -78.51 -84.39 -48.11 -57.91 -38.14 -67.78 -29.30 -58.94
69.21 V 64.70 11.50 11.67 -1 1.10 -4.60 4.60 93.74 76.24 79.18 90.87 93.52 97.78 99.54 63.30 66.24 66.86 77.03 54.87 65.04
AB跨中 M 68.88 16.08 2.36 0.25 -0.25 1.10 -1.00 105.17 83.01 82.31 103.23 102.60 108.96 108.54 69.23 68.53 64.13 62.08 53.62 51.57
B左 M -75.74 -16.58 -22.19 -3.00 3.10 -13.10 13.10 -114.09 -95.08 -86.54 -115.55 -107.86 -121.01 -115.88 -79.94 -71.40 -103.04 -74.09 -88.28 -59.33
V -86.56 -20.00 -20.06 -1.00 1.10 -4.60 4.60 -131.87 -105.27 -102.33 -130.33 -127.69 -137.30 -135.53 -87.96 -85.02 -103.60 -93.44 -87.18 -77.02
