《建筑结构大作业》doc

1、建筑结构课程设计学院：航务工程学院班级：工程监理101姓名：廖玉芳学号：20101401128目录1. 组合值和内力计算32. 板钢筋设计计算表16 A.跨中16 B.支座173. 钢筋明细表19 A.板钢筋明细表19 B.支座（端支座）钢筋明细表20 C.支座（跨中负筋）钢筋明细表201.设计基本资料 资料混泥土：.，.， 钢筋：级（/）级（/, b.） 荷载标准值水磨石.混合砂浆：，钢筋混凝土：/ 2.板的设计 板厚：普通板:100 ，B6:120（双向板） 荷载计算如下：楼面水磨石面层： =0.65板底抹灰： .普通楼板自重： 板的自重：恒荷载普通板：（）4.086恒荷载B：（）4.68

2、6楼面活荷载：走廊活荷载： 分区格进行内力计算：普通板内力计算式： 楼面楼面/24.086+2.8/2 5.486 楼面楼面/2 2.8/2=1.4 走廊 走廊/2 4.086+3.5/2 5.836 走廊走廊/2 3.5/2=1.75 B6板内力计算式：B6B6楼面/24.086+2.8/2 6.086 B6楼面/2 2.8/2=1.4 普通板： g走廊走廊.7.568 g楼面楼面.6.886 6板： .A1：只有两邻边固定、两邻边简支和四边简支两种情况，查附表可得：A1lx/ly支承条件mxmymxmy0.50两邻边固定、两邻边简支0.05590.0079-0.1179-0.0786四边简

3、支0.09650.0174_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0559g+0.0965q)l02+0.2(0.0079g+0.0174q)l02=4.45kNmmy(v)=0.2mx+my=0.2(0.0079g+0.0174q)l02+(0.0559g+0.0965q)l02=1.52kNm支座弯矩mx=-0.1179(g+q)l02=-7.93kNmmy=-0.0786(g+q)l02=-5.29kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)A14.451.52-7.93-5.29A2：有两邻边固定

4、、两邻边简支和四边简支两种情况，查附表可得：A2lx/ly支承条件mxmymxmy0.65四边固定0.04610.0151-0.1045-0.0777四边简支0.07500.0271_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0461g+0.0750q)l02+0.2(0.0151g+0.0271q)l02=3.73kNmmy(v)=my+0.2mx=(0.0151g+0.0271q)l02+0.2(0.0461g+0.0750q)l02=1.88kNm支座弯矩mx=-0.1045(g+q)l02=-7.03kNmmy=-0.0777(g+q)l02=-5.

5、23kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)A23.731.88-7.03-5.23B1：有三边固定、一边简支和四边简支两种情况，查附表可得：B1lx/ly支承条件mxmymxmy0.60四边固定0.03840.0059-0.0814-0.0571四边简支0.08200.0242_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0384g+0.0820q)l02+0.2(0.0059g+0.0242q)l02=3.69kNmmy(v)=my+0.2mx=(0.0059g+0.0242q)l02+0.2(0.03

6、84g+0.0820q)l02=1.43kNm支座弯矩mx=-0.0814(g+q)l02=-6.10kNmmy=-0.0571(g+q)l02=-4.28kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B13.691.43-6.10-4.28B2：只有一边简支、两边固定和四边简支两种情况，查附表可得：B2lx/ly支承条件mxmymxmy0.51一边简支、两边固定0.04060.0030-0.0818-0.0569四边简支0.09500.0182_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0406g+0.095

7、0q)l02+0.2(0.0030g+0.0182q)l02=4.46kNmmy(v)=0.2mx+my=0.2(0.0030g+0.0182q)l02+(0.0406g+0.0950q)l02=3.724kNm支座弯矩mx=-0.0818(g+q)l02=-6.134kNmmy=-0.0569(g+q)l02=-4.27kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B24.463.724-6.134-4.27B3：有三边固定、一边简支和四边简支两种情况，查附表可得：B3lx/ly支承条件mxmymxmy0.55四边固定0.03980.0042-

8、0.0827-0.0570四边简支0.08920.0210_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0398g+0.0042q)l02+0.2(0.0892g+0.0210q)l02=3.18kNmmy(v)=my+0.2mx=(0.0892g+0.0210q)l02+0.2(0.0398g+0.0042q)l02=1.09kNm支座弯矩mx=-0.0827(g+q)l02=-5.13kNmmy=-0.0570(g+q)l02=-3.53kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B33.181.09-5.

9、13-3.53B4：只有三边固定、一边简支和四边简支两种情况，查附表可得：B4lx/ly支承条件mxmymxmy0.5三边固定、一边简支0.04080.0028-0.0836-0.0569四边简支0.09650.0174_跨中弯矩 取钢筋混凝土泊松比v=0.2，则有mx(v)=mx+0.2my=(0.0408g+0.0965q)l02+0.2(0.0028g+0.0174q)l02=1.94kNmmy(v)=my+0.2mx=(0.0028g+0.0174q)l02+0.2(0.0408g+0.0965q)l02=0.59kNm支座弯矩mx=-0.0836(g+q)l02=-3.05kNmmy

10、= -0.0569(g+q)l02=-2.07kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B41.940.59-3.05-2.07B5：只有三边固定、一边简支和四边简支两种情况，查附表可得：B5lx/ly支撑条件mxmymxmy0.5三边固定一边简支0.04080.0028-0.0836-0.0569四边简支0.09650.0174-跨中弯矩：取钢筋混凝土泊松比=0.2，则mx(v)=mx+0.2my=(0.0408g+0.0965q)lo2+0.2(0.0028g+0.0174q)lo2=3.70kNmm(y)v=mx+0.2my=(0.00

11、28g+0.0174q)lo2+0.2(0.0408g+0.0965q)lo2=6.603kNm支座弯矩：mx=-0.0836(g+q)lo2=-5.181kNmmy=-0.0569(g+q)lo2=-3.526kNm编号跨中弯矩支座弯矩B5mx(v)(kNm)m(y)v(kNm)mx(kNm)my(kNm)3.706.603-5.181-3.526B6：只有三边固定、一边简支和四边简支两种情况，查附表可得：B6lx/ly支承条件mxmymxmy0.75三边固定、一边简支0.03310.0109-0.0750-0.0572四边简支0.06200.0317_跨中弯矩 取钢筋混凝土泊松比=0.2，

12、则有mx(v)=mx+0.2my=(0.0331g+0.0620q)l02+0.2(0.0151g+0.0317q)l02=4.56kNmmy(v)=my+0.2mx=(0.0109g+0.0317q)l02+0.2(0.0331g+0.0620q)l02=2.43kNm支座弯矩mx=-0.0750(g+q)l02=-8.30kNmmy= -0.0572(g+q)l02=-6.33kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B64.562.43-8.30-6.33B7：只有三边固定、一边简支和四边简支三种情况，查附表可得：B7lx/ly支撑条件

13、mxmymxmy0.6三边固定、一边简支0.03840.0059-0.0814-0.0571四边简支0.08200.0242-跨中弯矩：取钢筋混凝土泊松比=0.2，则mx(v)=mx+0.2my=(0.0384g+0.0820q)lo2+0.2(0.0059g+0.0242q)lo2=6.898kNmm(y)v=mx+0.2my=(0.0384g+0.0059q)lo2+0.2(0.0384g+0.0820q)lo2=5.141kNm支座弯矩：mx=-0.0814(g+q)lo2=-8.526kNmmy=-0.0571(g+q)lo2=-5.980kNm编号跨中弯矩支座弯矩B7mx(v)(kN

14、m)m(y)v(kNm)mx(kNm)my(kNm)6.8985.141-8.526-5.980B8：只有三边固定、一边简支和四边简支两种情况，查附表可得：B8lx/ly支承条件mxmymxmy0.5三边固定、一边简支0.04080.0028-0.0836-0.0569四边简支0.09650.0174_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0408g+0.0965q)l02+0.2(0.0028g+0.0174q)l02=3.06kNmmy(v)=my+0.2mx=(0.0028g+0.0174q)l02+0.2(0.0408g+0.0965q)l02=

15、0.81kNm支座弯矩mx=-0.0836(g+q)l02=-4.20kNmmy= -0.0569(g+q)l02=-2.86kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B83.060.81-4.20-2.86B9：只有三边固定、一边简支和四边简支三种情况，查附表可得：B9lx/ly支撑条件mxmymxmy0.5三边固定、一边简支0.04080.0028-0.0836-0.0569四边简支0.09650.0174-跨中弯矩：取钢筋混凝土泊松比=0.2，则mx(v)=mx+0.2my=(0.0408g+0.0965q)lo2+0.2(0.0028

16、g+0.0174q)lo2=2.777kNmm(y)v=mx+0.2my=(0.0028g+0.0174q)lo2+0.2(0.0408g+0.0965q)lo2=4.960kNm支座弯矩：mx=-0.0836(g+q)lo2=-3.892kNmmy=-0.0569(g+q)lo2=-2.649kNm编号跨中弯矩支座弯矩B9mx(v)(kNm)m(y)v(kNm)mx(kNm)my(kNm)2.7774.960-3.892-2.649B10：只有一边简支、三边固定和四边简支两种情况，查附表可得：B10lx/ly支承条件mxmymxmy0.65一边简支、三边固定0.03680.0076-0.07

17、96-0.0572四边简支0.07500.0271_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0368g+0.0750q)l02+0.2(0.0076g+0.0271q)l02=2.18kNmmy(v)=0.2mx+my=0.2(0.0368g+0.0750q)l02+(0.0076g+0.0271q)l02=0.95kNm支座弯矩mx=-0.0796(g+q)l02=-3.71kNmmy=-0.0572(g+q)l02=-2.66kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B102.180.95-3.71-

18、2.66B11：有三边固定、一边简支和四边简支两种情况，查附表可得：B11lx/ly支承条件mxmymxmy0.50四边固定0.04080.0028-0.0836-0.0569四边简支0.09650.0174_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0408g+0.0965q)l02+0.2(0.0028g+0.0174q)l02=2.48kNmmy(v)=my+0.2mx=(0.0028g+0.0174q)l02+0.2(0.0408g+0.0965q)l02=0.75kNm支座弯矩mx=-0.0836(g+q)l02=-3.89kNmmy=-0.056

19、9(g+q)l02=-2.65kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B112.480.754-3.89-2.65B12：只有三边固定、一边简支和四边简支两种情况，查附表可得：B12lx/ly支承条件mxmymxmy0.64三边固定、一边简支0.03680.0076-0.0796-0.0572四边简支0.07500.0271_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0368g+0.0750q)l02+0.2(0.0076g+0.0271q)l02=1.46kNmmy(v)=0.2mx+my=0.2(0.

20、0368g+0.0750q)l02+(0.0076g+0.0271q)l02=0.64kNm支座弯矩mx=-0.0796(g+q)l02=-2.42kNmmy=-0.0572(g+q)l02=-1.74kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)B121.460.64-2.42-1.74B13：只有三边固定、一边简支和四边简支三种情况，查附表可得：B13lx/ly支撑条件mxmymxmy0.85三边固定、一边简支0.02890.0138-0.0693-0.0567四边简支0.05060.0348-跨中弯矩： 取钢筋混凝土泊松比=0.2，则mx(

21、v)=mx+0.2my=(0.0289g+0.0965q)lo2+0.2(0.0138g+0.0348q)lo2=2.87kNmmy(v)=mx+0.2my=(0.0138g+0.0348q)lo2+0.2(0.0289g+0.0965q)lo2=0.814kNm支座弯矩：mx=-0.0693(g+q)lo2=-4.295kNmmy=-0.0567(g+q)lo2=-3.514kNm编号跨中弯矩支座弯矩B13m(x)v(kNm)my(v)(kNm)mx(kNm)my(kNm)2.870.814-4.295-3.514C1：只有四边固定和四边简支两种情况，查附表可得：C1lx/ly支承条件mxm

22、ymxmy0.606四边固定0.03670.0076-0.0793-0.0571四边简支0.08200.0242_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0367g+0.0820q)l02+0.2(0.0076g+0.0242q)l02=1.49kNmmy(v)=0.2mx+my=0.2(0.0367g+0.0820q)l02+(0.0076g+0.0242q)l02=0.63kNm支座弯矩mx=-0.0793(g+q)l02=-2.41kNmmy=-0.0571(g+q)l02=-1.73kNm编号跨中弯矩支座弯矩m(v)x(kNm)my(v)(kNm)

23、mx(kNm)my(kNm)C11.490.63-2.41-1.73C2：只有四边固定和四边简支两种情况，查附表可得：C2lx/ly支承条件mxmymxmy0.666四边固定0.03450.0095-0.0766-0.0571四边简支0.07500.0271_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0345g+0.0750q)l02+0.2(0.0095g+0.0271q)l02=1.41kNmmy(v)=0.2mx+my=0.2(0.0345g+0.0750q)l02+(0.0095g+0.0271q)l02=0.68kNm支座弯矩mx=-0.0796(

24、g+q)l02=-2.32kNmmy=-0.0572(g+q)l02=-1.73kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)C21.410.68-2.32-1.73C3：只有四边固定和四边简支两种情况，查附表可得：C3lx/ly支承条件mxmymxmy0.769四边固定0.02960.0130-0.0701-0.0565四边简支0.06200.0317_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0296g+0.0620q)l02+0.2(0.0130g+0.0317q)l02=1.23kNmmy(v)=0.2

25、mx+my=0.2(0.0296g+0.0620q)l02+(0.0130g+0.0317q)l02=0.75kNm支座弯矩mx=-0.0701(g+q)l02=-2.13kNmmy=-0.0565(g+q)l02=-1.71kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)C31.230.75-2.13-1.71C4：只有四边固定和四边简支两种情况，查附表可得：C4lx/ly支承条件mxmymxmy0.74四边固定0.02960.0130-0.0701-0.0565四边简支0.06200.0317_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v

26、)=mx+0.2my=(0.0296g+0.0620q)l02+0.2(0.0130g+0.0317q)l02=1.23kNmmy(v)=0.2mx+my=0.2(0.0296g+0.0620q)l02+(0.0130g+0.0317q)l02=0.75kNm支座弯矩mx=-0.0701(g+q)l02=-2.13kNmmy=-0.0565(g+q)l02=-1.71kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)C41.230.75-2.13-1.71C5：只有四边固定和四边简支两种情况，查附表可得：C5lx/ly支承条件mxmymxmy0.53

27、四边固定0.03910.0049-0.082-0.0569四边简支0.09210.0196_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0391g+0.0921q)l02+0.2(0.0049g+0.0196q)l02=1.61kNmmy(v)=my+0.2mx=(0.0049g+0.0196q)l02+0.2(0.0391g+0.0921q)l02=0.56kNm支座弯矩mx=-0.082(g+q)l02=-2.49kNmmy= -0.0569(g+q)l02=-1.73kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(k

28、Nm)C51.610.56-2.49-1.73C6：只有四边固定和四边简支两种情况，查附表可得：C6lx/ly支承条件mxmymxmy0.87四边固定0.02460.0156-0.0626-0.0551四边简支0.05060.0348_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0246g+0.0506q)l02+0.2(0.0156g+0.0348q)l02=1.05kNmmy(v)=my+0.2mx=(0.0156g+0.0348q)l02+0.2(0.0246g+0.0506q)l02=0.79kNm支座弯矩mx=-0.0626(g+q)l02=-1.9

29、0kNmmy=-0.0551(g+q)l02=-1.67kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)C61.050.79-1.90-1.67C7：只有四边固定和四边简支两种情况，查附表可得：C7lx/ly支承条件mxmymxmy1.82四边固定0.002360.0363-0.0787-0.0571四边简支0.08060.0248_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.00236g+0.0806q)l02+0.2(0.0363g+0.0248q)l02=0.57kNmmy(v)=my+0.2mx=(0.03

30、63g+0.0248q)l02+0.2(0.00236g+0.0806q)l02=kNm支座弯矩mx= -0.0787(g+q)l02=kNmmy= -0.0571(g+q)l02=kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)C70.570.86-1.97-1.44C8：只有四边固定和四边简支两种情况，查附表可得：C8lx/ly支承条件mxmymxmy1四边固定0.01760.0176-0.0513-0.0513四边简支0.03680.0368_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0176g+0.036

31、8q)l02+0.2(0.0176g+0.0368q)l02=1.60kNmmy(v)=my+0.2mx=(0.0176g+0.0368q)l02+0.2(0.0176g+0.0368q)l02=1.60kNm支座弯矩mx=-0.0513(g+q)l02=-3.18kNmmy=-0.0513(g+q)l02=-3.18kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)C81.601.60-3.18-3.18C9：只有四边固定和四边简支两种情况，查附表可得：C9lx/ly支承条件mxmymxmy0.75四边固定0.02960.0130-0.0701-0

32、.0565四边简支0.06200.0317_跨中弯矩 取钢筋混凝土泊松比=0.2，则有mx(v)=mx+0.2my=(0.0296g+0.0620q)l02+0.2(0.0130g+0.0317q)l02=0.69kNmmy(v)=my+0.2mx=(0.0130g+0.0317q)l02+0.2(0.0296g+0.0620q)l02=0.42kNm支座弯矩mx=-0.0701(g+q)l02=-1.20kNmmy=-0.0565(g+q)l02=-0.96kNm编号跨中弯矩支座弯矩mx(v)(kNm)my(v)(kNm)mx(kNm)my(kNm)C90.690.42-1.20-0.96单

33、向板正截面配筋截面跨中1支座B支座Cm(kNm)0.48-5.68-1.69As=m/fcbho20.00630.0750.022=0.010.0780.022As=fcbho/fy45354100min272272272实际配筋8180102008180板钢筋设计计算表假如钢筋直径为为10mm。混凝土保护层厚度取15mm,则支座截面有限高度h0=80mm,跨中截面有效高度分别为80mm和70mm，取平均值h0=75mm。Amin=0.2bh=200mm，Amin=45bhft/fy=272mm，应满足最小配筋率。截面m(kNm)h0()As=m/0.9fyh0(2)实配直径、间距面积(mm2

34、)跨中A1X4.45753148160314Y1.52751088180279A2X3.73752648180279Y1.88751338180279B1X3.690.8752088180279Y1.430.875818180279B2X4.460.8752528180279Y3.720.8752108180279B3X3.180.8751798180279Y1.090.875628180279B4X1.940.8751098180279Y0.590.875338180279B5X3.700.8752098180279Y6.610.8753738130387B6X4.560.875203818

35、0279Y1.940.875868180279B7X6.900.87538910150523Y5.140.87529010150523B8X3.060.8751738180279Y0.810.875468180279B9X2.780.8751578180279Y4.960.8752808170296B10X2.180.8751238180279Y0.950.875538180279B11X2.480.8751408180279Y0.750.875438180279B12X1.460.875828180279Y0.640.875368180279B13X2.870.8751628180279Y0

36、.810.875468180279C1X1.490.875848180279Y0.630.875368180279C2X1.410.875798180279Y0.680.875388180279C3X1.230.875698180279Y0.750.875428180279C4X1.230.875698180279Y0.750.875428180279C5X1.610.875908180279Y0.560.875328180279C6X1.050.875598180279Y0.790.875458180279C7X0.570.875338180279Y0.860.875498180279C8X

37、1.60.875908180279Y1.60.875908180279C9X0.690.875398180279Y0.420.875248180279截面m(kNm)h0(mm)As=m/0.9fyho(2)实配直径、间距面积(mm2)支座A1-B12-(7.93+6.13)0.8803428140359B12-A2-(2.42+7.03)/20.8803138140359C2-B3-(1.73+3.53)/20.8801398180279C3-B11-(1.71+2.65)/20.8801158180279B7-C5-(1.73+5.98)/20.8802048180279C5-B6-(6.33+1.73)/20.8802138180279B5-C6-(3.52+1.67)/20.8801378180279C8-C2-(3.18+1.73)/20.8801308180279C2-B3-(1.73+3.53)/20.8801398180279A1-B2-(7.93+6.