建筑结构大作业

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：.²，.²，² 钢筋：级（/²）级（/², b.） 荷载标准值水磨石.²混合砂浆：³，钢筋混凝土：/³ 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

2、.65²板底抹灰： .×.²普通楼板自重： ײ板的自重：ײ恒荷载普通板：×（）4.086²恒荷载B：×（）4.686²楼面活荷载：ײ走廊活荷载：ײ 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 5.486² 楼面楼面/2 2.8/2=1.4 ² 走廊 走廊/2 4.086+3.5/2 5.836² 走廊走廊/2 3.5/2=1.75 ²B6板内力计算式：B6B6楼面/2

3、4.086+2.8/2 6.086² B6楼面/2 2.8/2=1.4² 普通板： g走廊走廊.7.568² g楼面楼面.6.886² 6板： .²A1：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mxmym'xm'y0.50两邻边固定、两邻边简支0.05590.0079-0.1179-0.0786四边简支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=(0.0559g'+0.0965q')l02+0.2(0.0079g'

4、;+0.0174q')l02=4.45kN·mmy(v)=0.2mx+my=0.2(0.0079g'+0.0174q')l02+(0.0559g'+0.0965q')l02=1.52kN·m支座弯矩m'x=-0.1179(g+q)l02=-7.93kN·mm'y=-0.0786(g+q)l02=-5.29kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)A14.451.52-7.93-5

5、.29A2：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：A2lx/ly支承条件mxmym'xm'y0.65四边固定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=3.73kN·mmy(v)=my+0.2mx=(0.0151g'+0.0271q')l02+0.2(0.0461g'+0.0750q&#

6、39;)l02=1.88kN·m支座弯矩m'x=-0.1045(g+q)l02=-7.03kN·mm'y=-0.0777(g+q)l02=-5.23kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmym'xm'y0.60四边固定0.03840.0059-0.0814-0.0571四边简支0.082

7、00.0242_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=3.69kN·mmy(v)=my+0.2mx=(0.0059g'+0.0242q')l02+0.2(0.0384g'+0.0820q')l02=1.43kN·m支座弯矩m'x=-0.0814(g+q)l02=-6.10kN·mm'y=-0.0571(g+q)l02=-4.28kN·m编号跨中弯

8、矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmym'xm'y0.51一边简支、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'+0.0950q')l02+0.2(0.0030g'+0.0182q&

9、#39;)l02=4.46kN·mmy(v)=0.2mx+my=0.2(0.0030g'+0.0182q')l02+(0.0406g'+0.0950q')l02=3.724kN·m支座弯矩m'x=-0.0818(g+q)l02=-6.134kN·mm'y=-0.0569(g+q)l02=-4.27kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)B24.463.724-6.134-4.27B3：

10、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mxmym'xm'y0.55四边固定0.03980.0042-0.0827-0.0570四边简支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=3.18kN·mmy(v)=my+0.2mx=(0.0892g'+0.0210q')l02+0.2(0.0398g'+0.0042q')l02=

11、1.09kN·m支座弯矩m'x=-0.0827(g+q)l02=-5.13kN·mm'y=-0.0570(g+q)l02=-3.53kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)B33.181.09-5.13-3.53B4：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mxmym'xm'y0.5三边固定、一边简支0.04080.0028-0.0836-0.0569四边简支0.09650.

12、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=1.94kN·mmy(v)=my+0.2mx=(0.0028g'+0.0174q')l02+0.2(0.0408g'+0.0965q')l02=0.59kN·m支座弯矩m'x=-0.0836(g+q)l02=-3.05kN·mm'y= -0.0569(g+q)l02=-2.07kN·m编号跨中弯矩

13、支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmymx'my'0.5三边固定一边简支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'

14、)lo2=3.70kN·mm(y)v=mx+0.2my=(0.0028g'+0.0174q')lo2+0.2(0.0408g'+0.0965q')lo2=6.603kN·m支座弯矩：mx'=-0.0836×(g+q)lo2=-5.181kN·mmy'=-0.0569×(g+q)lo2=-3.526kN·m编号跨中弯矩支座弯矩B5mx(v)(kN·m)m(y)v(kN·m)mx'(kN·m)my'(kN·m)3.706.603-5.1

15、81-3.526B6：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mxmym'xm'y0.75三边固定、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，则有mx(v)=mx+0.2my=(0.0331g'+0.0620q')l02+0.2(0.0151g'+0.0317q')l02=4.56kN·mmy(v)=my+0.2mx=(0.0109g'+0.0317q')l02+0.2(0.0331g'+

16、0.0620q')l02=2.43kN·m支座弯矩m'x=-0.0750(g+q)l02=-8.30kN·mm'y= -0.0572(g+q)l02=-6.33kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmymx'my'0.6三边固定、一边简支0.03840.0059-0.0814-

17、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=6.898kN·mm(y)v=mx+0.2my=(0.0384g'+0.0059q')lo2+0.2(0.0384g'+0.0820q')lo2=5.141kN·m支座弯矩：mx'=-0.0814×(g+q)lo2=-8.526kN·mmy'=-0.0571

18、5;(g+q)lo2=-5.980kN·m编号跨中弯矩支座弯矩B7mx(v)(kN·m)m(y)v(kN·m)mx'(kN·m)my'(kN·m)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mxmym'xm'y0.5三边固定、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&

19、#39;)l02+0.2(0.0028g'+0.0174q')l02=3.06kN·mmy(v)=my+0.2mx=(0.0028g'+0.0174q')l02+0.2(0.0408g'+0.0965q')l02=0.81kN·m支座弯矩m'x=-0.0836(g+q)l02=-4.20kN·mm'y= -0.0569(g+q)l02=-2.86kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN

20、·m)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mxmymx'my'0.5三边固定、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=2.777kN·mm(y)v=mx+0.2my=(0.0028g'+0.0174q')lo

21、2+0.2(0.0408g'+0.0965q')lo2=4.960kN·m支座弯矩：mx'=-0.0836×(g+q)lo2=-3.892kN·mmy'=-0.0569×(g+q)lo2=-2.649kN·m编号跨中弯矩支座弯矩B9mx(v)(kN·m)m(y)v(kN·m)mx'(kN·m)my'(kN·m)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mxmym'

22、xm'y0.65一边简支、三边固定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=2.18kN·mmy(v)=0.2mx+my=0.2(0.0368g'+0.0750q')l02+(0.0076g'+0.0271q')l02=0.95kN·m支座弯矩m'x=-0.0796(g+q)l02=-

23、3.71kN·mm'y=-0.0572(g+q)l02=-2.66kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)B102.180.95-3.71-2.66B11：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mxmym'xm'y0.50四边固定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.

24、0408g'+0.0965q')l02+0.2(0.0028g'+0.0174q')l02=2.48kN·mmy(v)=my+0.2mx=(0.0028g'+0.0174q')l02+0.2(0.0408g'+0.0965q')l02=0.75kN·m支座弯矩m'x=-0.0836(g+q)l02=-3.89kN·mm'y=-0.0569(g+q)l02=-2.65kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN

25、·m)m'y(kN·m)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mxmym'xm'y0.64三边固定、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=1.46kN·mmy(v)=0.2mx+my=0.2(0.

26、0368g'+0.0750q')l02+(0.0076g'+0.0271q')l02=0.64kN·m支座弯矩m'x=-0.0796(g+q)l02=-2.42kN·mm'y=-0.0572(g+q)l02=-1.74kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmymx

27、'my'0.85三边固定、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(v)=mx+0.2my=(0.0289g'+0.0965q')lo2+0.2(0.0138g'+0.0348q')lo2=2.87kN·mmy(v)=mx+0.2my=(0.0138g'+0.0348q')lo2+0.2(0.0289g'+0.0965q')lo2=0.814kN·m支座弯矩：mx'=-0.0693

28、5;(g+q)lo2=-4.295kN·mmy'=-0.0567×(g+q)lo2=-3.514kN·m编号跨中弯矩支座弯矩B13m(x)v(kN·m)my(v)(kN·m)mx'(kN·m)my'(kN·m)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mxmym'xm'y0.606四边固定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

29、mx(v)=mx+0.2my=(0.0367g'+0.0820q')l02+0.2(0.0076g'+0.0242q')l02=1.49kN·mmy(v)=0.2mx+my=0.2(0.0367g'+0.0820q')l02+(0.0076g'+0.0242q')l02=0.63kN·m支座弯矩m'x=-0.0793(g+q)l02=-2.41kN·mm'y=-0.0571(g+q)l02=-1.73kN·m编号跨中弯矩支座弯矩m(v)x(kN·m)my(v)(kN

30、·m)m'x(kN·m)m'y(kN·m)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mxmym'xm'y0.666四边固定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=1.41kN·mmy(v)=0.2mx+my=0

31、.2(0.0345g'+0.0750q')l02+(0.0095g'+0.0271q')l02=0.68kN·m支座弯矩m'x=-0.0796(g+q)l02=-2.32kN·mm'y=-0.0572(g+q)l02=-1.73kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmym'

32、;xm'y0.769四边固定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=1.23kN·mmy(v)=0.2mx+my=0.2(0.0296g'+0.0620q')l02+(0.0130g'+0.0317q')l02=0.75kN·m支座弯矩m'x=-0.0701(g+q)l02=-2.1

33、3kN·mm'y=-0.0565(g+q)l02=-1.71kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmym'xm'y0.74四边固定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)=mx+0.2my=(0.0296g'

34、+0.0620q')l02+0.2(0.0130g'+0.0317q')l02=1.23kN·mmy(v)=0.2mx+my=0.2(0.0296g'+0.0620q')l02+(0.0130g'+0.0317q')l02=0.75kN·m支座弯矩m'x=-0.0701(g+q)l02=-2.13kN·mm'y=-0.0565(g+q)l02=-1.71kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m&

35、#39;y(kN·m)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mxmym'xm'y0.53四边固定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=1.61kN·mmy(v)=my+0.2mx=(0.0049g'+0.0196q')l02+

36、0.2(0.0391g'+0.0921q')l02=0.56kN·m支座弯矩m'x=-0.082(g+q)l02=-2.49kN·mm'y= -0.0569(g+q)l02=-1.73kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmym'xm'y0.87四边固定0.02460.0156-

37、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=1.05kN·mmy(v)=my+0.2mx=(0.0156g'+0.0348q')l02+0.2(0.0246g'+0.0506q')l02=0.79kN·m支座弯矩m'x=-0.0626(g+q)l02=-1.90kN·mm'y=-0.0551(g+q)l

38、02=-1.67kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmym'xm'y1.82四边固定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

39、'+0.0248q')l02=0.57kN·mmy(v)=my+0.2mx=(0.0363g'+0.0248q')l02+0.2(0.00236g'+0.0806q')l02=kN·m支座弯矩m'x= -0.0787(g+q)l02=kN·mm'y= -0.0571(g+q)l02=kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)C70.570.86-1.97-1.44C8：只

40、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mxmym'xm'y1四边固定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'+0.0368q')l02+0.2(0.0176g'+0.0368q')l02=1.60kN·mmy(v)=my+0.2mx=(0.0176g'+0.0368q')l02+0.2(0.0176g'+0.0368q')l02=1.60kN&#

41、183;m支座弯矩m'x=-0.0513(g+q)l02=-3.18kN·mm'y=-0.0513(g+q)l02=-3.18kN·m编号跨中弯矩支座弯矩mx(v)(kN·m)my(v)(kN·m)m'x(kN·m)m'y(kN·m)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mxmym'xm'y0.75四边固定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

42、松比=0.2，则有mx(v)=mx+0.2my=(0.0296g'+0.0620q')l02+0.2(0.0130g'+0.0317q')l02=0.69kN·mmy(v)=my+0.2mx=(0.0130g'+0.0317q')l02+0.2(0.0296g'+0.0620q')l02=0.42kN·m支座弯矩m'x=-0.0701(g+q)l02=-1.20kN·mm'y=-0.0565(g+q)l02=-0.96kN·m编号跨中弯矩支座弯矩mx(v)(kN·m

43、)my(v)(kN·m)m'x(kN·m)m'y(kN·m)C90.690.42-1.20-0.96单向板正截面配筋截面跨中1支座B支座Cm(kN·m)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.

44、2bh=200mm，Amin=45bhft/fy=272mm，应满足最小配筋率。截面m(kN·m)h0()As=m/0.9fyh0(2)实配直径、间距面积(mm2)跨中A1X4.45753148160314Y1.52751088180279A2X3.73752648180279Y1.88751338180279B1X3.69×0.8752088180279Y1.43×0.875818180279B2X4.46×0.8752528180279Y3.72×0.8752108180279B3X3.18×0.8751798180279Y1.0

45、9×0.875628180279B4X1.94×0.8751098180279Y0.59×0.875338180279B5X3.70×0.8752098180279Y6.61×0.8753738130387B6X4.56×0.8752038180279Y1.94×0.875868180279B7X6.90×0.87538910150523Y5.14×0.87529010150523B8X3.06×0.8751738180279Y0.81×0.875468180279B9X2.78

46、15;0.8751578180279Y4.96×0.8752808170296B10X2.18×0.8751238180279Y0.95×0.875538180279B11X2.48×0.8751408180279Y0.75×0.875438180279B12X1.46×0.875828180279Y0.64×0.875368180279B13X2.87×0.8751628180279Y0.81×0.875468180279C1X1.49×0.875848180279Y0.63×0.8

47、75368180279C2X1.41×0.875798180279Y0.68×0.875388180279C3X1.23×0.875698180279Y0.75×0.875428180279C4X1.23×0.875698180279Y0.75×0.875428180279C5X1.61×0.875908180279Y0.56×0.875328180279C6X1.05×0.875598180279Y0.79×0.875458180279C7X0.57×0.875338180279Y0.86×0.875498180279C8X1.6×0.875908180279Y1.6×0.875908180279C9X0.69×0.875398180279Y0.42×0.875248180279截面m(kN·m)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)/2×0.880313814035