建筑结构大作业.pdf

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1、建筑结构课程设计建筑结构课程设计学院：航务工程学院班级：工程监理姓名：廖玉芳学号：101201014011281目录1.组合值和内力计算32.板钢筋设计计算表16A.跨中16B.支座173.钢筋明细表19A.板钢筋明细表19B.支座（端支座）钢筋明细表20C.支座（跨中负筋）钢筋明细表2021.设计基本资料资料混泥土：fc.Nm m，ft.Nm m，ftkNm m钢筋：级（fyN/m m）级（fyN/m m,b.）荷载标准值水磨石.kN/m混合砂浆：kN/，钢筋混凝土：kN/2.板的设计 板厚：普通板:100m m，B6:120m m（双向板）荷载计算如下：楼面水磨石面层：=0.65kN/m板

2、底抹灰：.kN/m普通楼板自重：kN/m板的自重：kN/m恒荷载普通板：（）4.086kN/m恒荷载 B：（）4.686kN/m楼面活荷载：kN/m走廊活荷载：kN/m3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 5.486kN/m楼面楼面/2 2.8/2=1.4kN/m走廊走廊/2 4.086+3.5/2 5.836kN/m走廊走廊/2 3.5/2=1.75kN/mB6 板内力计算式：B6B6楼面/24.086+2.8/2 6.086kN/mB6楼面/2 2.8/2=1.4kN/m普通板：g走廊走廊.7.568kN/m g楼面楼面.6.886kN/m6 板：.k

3、N/m3A1：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：lx/lyA10.50支承条件两邻边固定、两邻边简支四边简支1 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=1.52kNm2 支座弯矩mx=-0.1179(g+q)l02=-7.93kNmmy=-0.0786(g+q)l02=-5.29kNm跨中弯矩编号mx(v)(kNm)my

4、(v)(kNm)A14.451.52mx0.05590.0965my0.00790.0174mx-0.1179_my-0.0786_支座弯矩mx(kNm)my(kNm)-7.93-5.29A2：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：lx/lyA20.65支承条件四边固定四边简支mx0.04610.0750my0.01510.0271mx-0.1045_my-0.0777_1 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=

5、(0.0151g+0.0271q)l02+0.2(0.0461g+0.0750q)l02=1.88kNm2 支座弯矩mx=-0.1045(g+q)l02=-7.03kNmmy=-0.0777(g+q)l02=-5.23kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)A23.731.88支座弯矩mx(kNm)my(kNm)-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：4lx/ly支承条件B10.60四边固定四边简支mx0.03840.0820my0.00590.0242mx-0.0814_my-0.0571_1 跨中弯矩取钢筋混凝土泊松比=0.2，则有m

6、x(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(0.0384g+0.0820q)l02=1.43kNm2 支座弯矩mx=-0.0814(g+q)l02=-6.10kNmmy=-0.0571(g+q)l02=-4.28kNm跨中弯矩支座弯矩编号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：lx/lyB20.51支承

7、条件一边简支、两边固定四边简支1 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)l02=4.46kNmmy(v)=0.2mx+my=0.2(0.0030g+0.0182q)l02+(0.0406g+0.0950q)l02=3.724kNm2 支座弯矩mx=-0.0818(g+q)l02=-6.134kNmmy=-0.0569(g+q)l02=-4.27kNm跨中弯矩编号(v)mx(kNm)my(v)(kNm)B24.463.724B3：有三边固定、一边简支和四边简支两种情况，查附表可得：B

8、3mx0.04060.0950my0.00300.0182mx-0.0818_my-0.0569_支座弯矩mx(kNm)my(kNm)-6.134-4.27lx/ly支承条件mx5mymxmy0.551 跨中弯矩四边固定四边简支0.03980.08920.00420.0210-0.0827_-0.0570_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=1.0

9、9kNm2 支座弯矩mx=-0.0827(g+q)l02=-5.13kNmmy=-0.0570(g+q)l02=-3.53kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)B33.181.09支座弯矩mx(kNm)my(kNm)-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：lx/lyB40.5支承条件三边固定、一边简支四边简支1 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+

10、0.0174q)l02+0.2(0.0408g+0.0965q)l02=0.59kNm2 支座弯矩mx=-0.0836(g+q)l02=-3.05kNmmy=-0.0569(g+q)l02=-2.07kNm跨中弯矩编号(v)(v)mx(kNm)my(kNm)B41.940.59B5：只有三边固定、一边简支和四边简支两种情况，查附表可得：lx/ly支撑条件mxmymx三边固定B50.04080.0028-0.0836一边简支0.5四边简支0.09650.0174-6mx0.04080.0965my0.00280.0174mx-0.0836_my-0.0569_支座弯矩mx(kNm)my(kNm)

11、-3.05-2.07my-0.0569-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=(0.0028g+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B5跨中弯矩mx(v)(kNm)m(y)v(kNm)3.706.603支座弯矩mx(kNm)my(kNm)-5.181-3.

12、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：lx/lyB60.75支承条件三边固定、一边简支四边简支1 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=4.56kNmmy(v)=my+0.2mx=(0.0109g+0.0317q)l02+0.2(0.0331g+0.0620q)l02=2.43kNm2 支座弯矩mx=-0.0750(g+q)l02=-8.30kNmmy=-0.0572(g+q)l02=-6.33kNm跨中弯矩支座弯矩编号mx(v)(kNm)my(

13、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：lx/ly支撑条件mxmymxmy三边固定、B70.03840.0059-0.0814-0.0571一边简支0.6四边简支0.08200.0242-跨中弯矩：取钢筋混凝土泊松比=0.2，则7mx0.03310.0620my0.01090.0317mx-0.0750_my-0.0572_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.

14、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B7B8：只有三边固定、一边简支和四边简支两种情况，查附表可得：lx/lyB80.5支承条件三边固定、一边简支四边简支1 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

15、(0.0408g+0.0965q)l02=0.81kNm2 支座弯矩mx=-0.0836(g+q)l02=-4.20kNmmy=-0.0569(g+q)l02=-2.86kNm跨中弯矩支座弯矩编号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：lx/ly支撑条件mxmymxmy三边固定、B90.04080.0028-0.0836-0.0569一边简支0.5四边简支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+

16、0.0965q)lo2+0.2(0.0028g+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：8跨中弯矩mx(v)(kNm)m(y)v(kNm)6.8985.141支座弯矩mx(kNm)my(kNm)-8.526-5.980mx0.04080.0965my0.00280.0174mx-0.0836_my-0.0569_mx=-0.0836(g+q)lo2=-3.892kNmmy=-0.0569(g+q)lo2=-2.649kNm编号B9跨中弯矩mx(kNm

17、)m(y)v(kNm)2.7774.960(v)支座弯矩mx(kNm)my(kNm)-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：lx/lyB100.65支承条件一边简支、三边固定四边简支1 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=0.95kNm2 支座弯矩mx=-0.0796(g+q)l02=-3.71

18、kNmmy=-0.0572(g+q)l02=-2.66kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)B102.180.95B11：有三边固定、一边简支和四边简支两种情况，查附表可得：lx/ly支承条件B110.50四边固定四边简支mx0.04080.0965my0.00280.0174mx-0.0836_my-0.0569_mx0.03680.0750my0.00760.0271mx-0.0796_my-0.0572_支座弯矩mx(kNm)my(kNm)-3.71-2.661 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)l

19、02+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=0.75kNm2 支座弯矩mx=-0.0836(g+q)l02=-3.89kNmmy=-0.0569(g+q)l02=-2.65kNm9编号B11跨中弯矩mx(v)(kNm)my(v)(kNm)2.480.754支座弯矩mx(kNm)my(kNm)-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：lx/lyB120.64支承条件三边固定、一边简支四边简支1 跨中弯矩取钢筋混凝土

20、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(0.0368g+0.0750q)l02+(0.0076g+0.0271q)l02=0.64kNm2 支座弯矩mx=-0.0796(g+q)l02=-2.42kNmmy=-0.0572(g+q)l02=-1.74kNm跨中弯矩支座弯矩编号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：

21、lx/ly支撑条件mxmymxmy三边固定、B130.02890.0138-0.0693-0.0567一边简支0.85四边简支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=2.87kNmmy(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=-4.295kNm2my=-0.0567(g+q)lo=-3.514kNm编号B13mx0

22、.03680.0750my0.00760.0271mx-0.0796_my-0.0572_跨中弯矩m(x)(kNm)my(v)(kNm)2.870.814v支座弯矩mx(kNm)my(kNm)-4.295-3.51410C1：只有四边固定和四边简支两种情况，查附表可得：lx/lyC10.606支承条件四边固定四边简支mx0.03670.0820my0.00760.0242mx-0.0793_my-0.0571_1 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

23、)=0.2mx+my=0.2(0.0367g+0.0820q)l02+(0.0076g+0.0242q)l02=0.63kNm2 支座弯矩mx=-0.0793(g+q)l02=-2.41kNmmy=-0.0571(g+q)l02=-1.73kNm跨中弯矩支座弯矩编号m(v)x(kNm)my(v)(kNm)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：lx/lyC20.666支承条件四边固定四边简支mx0.03450.0750my0.00950.0271mx-0.0766_my-0.0571_1 跨中弯矩取钢筋混凝土泊松比=

24、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=0.68kNm2 支座弯矩mx=-0.0796(g+q)l02=-2.32kNmmy=-0.0572(g+q)l02=-1.73kNm跨中弯矩支座弯矩编号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：11lx/lyC30.

25、769支承条件四边固定四边简支mx0.02960.0620my0.01300.0317mx-0.0701_my-0.0565_1 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)=0.2mx+my=0.2(0.0296g+0.0620q)l02+(0.0130g+0.0317q)l02=0.75kNm2 支座弯矩mx=-0.0701(g+q)l02=-2.13kNmmy=-0.0565(g+q)l02=-1.71kNm跨中弯矩支座弯矩编号mx(v)(kNm)m

26、y(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：lx/lyC40.74支承条件四边固定四边简支mx0.02960.0620my0.01300.0317mx-0.0701_my-0.0565_1 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)=0.2mx+my=0.2(0.0296g+0.0620q)l02+(0.0130g+0.0317q)l02=0.75kNm2 支座弯

27、矩mx=-0.0701(g+q)l02=-2.13kNmmy=-0.0565(g+q)l02=-1.71kNm编号跨中弯矩mx(v)(kNm)my(v)(kNm)C41.230.75支座弯矩mx(kNm)my(kNm)-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/ly0.53支承条件四边固定mx0.039112my0.0049mx-0.082my-0.0569四边简支1 跨中弯矩0.09210.0196_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=1.6

28、1kNmmy(v)=my+0.2mx=(0.0049g+0.0196q)l02+0.2(0.0391g+0.0921q)l02=0.56kNm2 支座弯矩mx=-0.082(g+q)l02=-2.49kNmmy=-0.0569(g+q)l02=-1.73kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)C51.610.56C6：只有四边固定和四边简支两种情况，查附表可得：lx/lyC60.87支承条件四边固定四边简支mx0.02460.0506my0.01560.0348mx-0.0626_my-0.0551_支座弯矩mx(kNm)my(kNm)-2.49-1.731 跨中弯矩取钢筋混

29、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=0.79kNm2 支座弯矩mx=-0.0626(g+q)l02=-1.90kNmmy=-0.0551(g+q)l02=-1.67kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)C61.050.79支座弯矩mx(kNm)my(kNm)-1.90-1.67C7：只有四边固定和四边简支两种情况，查附表可得：lx/ly

30、C71.82支承条件四边固定四边简支mx0.002360.080613my0.03630.0248mx-0.0787_my-0.0571_1 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=(0.0363g+0.0248q)l02+0.2(0.00236g+0.0806q)l02=kNm2 支座弯矩mx=-0.0787(g+q)l02=kNmmy=-0.0571(g+q)l02=kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)C

31、70.570.86C8：只有四边固定和四边简支两种情况，查附表可得：lx/lyC81支承条件四边固定四边简支mx0.01760.0368my0.01760.0368mx-0.0513_my-0.0513_支座弯矩mx(kNm)my(kNm)-1.97-1.441 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=1.60kNmmy(v)=my+0.2mx=(0.0176g+0.0368q)l02+0.2(0.0176g+0.0368q)l02=1.60kNm2 支座弯矩mx=-0.05

32、13(g+q)l02=-3.18kNmmy=-0.0513(g+q)l02=-3.18kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)C81.601.60支座弯矩mx(kNm)my(kNm)-3.18-3.18C9：只有四边固定和四边简支两种情况，查附表可得：lx/lyC90.75支承条件四边固定四边简支mx0.02960.0620my0.01300.0317mx-0.0701_my-0.0565_141 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(

33、v)=my+0.2mx=(0.0130g+0.0317q)l02+0.2(0.0296g+0.0620q)l02=0.42kNm2 支座弯矩mx=-0.0701(g+q)l02=-1.20kNmmy=-0.0565(g+q)l02=-0.96kNm跨中弯矩编号mx(v)(kNm)my(v)(kNm)C90.690.42单向板正截面配筋截面跨中 1支座 Bm(kNm)0.48-5.682As=m/fcbho0.00630.075=1 1 2 AsAs=fcbho/fy min实际配筋0.0145272 81800.078354272 10200支座弯矩mx(kNm)my(kNm)-1.20-0.

34、96支座 C-1.690.0220.022100272 818015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。实配截面A1A2B1B2B3B4跨中B5B6B7B8B9B10B11B12B13m(kNm)h0()As=m/0.9fyh0()XYXYXYXYXYXYXYXYXYXYXYXYXYXYX4.451.523.731.883.690.81.430.84.460

35、.83.720.83.180.81.090.81.940.80.590.83.700.86.610.84.560.81.940.86.900.85.140.83.060.80.810.82.780.84.960.82.180.80.950.82.480.80.750.81.460.80.640.82.870.87575757575757575757575757575757575757575757575757575757575162直径、间距314108264133208812522101796210933209373203863892901734615728012353140438236162

36、面积(mm2)8160314 8180279 8180279 8180279 8180279 8180279 8180279 8180279 8180279 8180279 8180279 8180279 8180279 8130387 8180279 8180279 10150523 10150523 8180279 8180279 8180279 8170296 8180279 8180279 8180279 8180279 8180279 8180279 8180279C1C2C3C4C5C6C7C8C9YXYXYXYXYXYXYXYXYXY0.810.81.490.80.630.81.

37、410.80.680.81.230.80.750.81.230.80.750.81.610.80.560.81.050.80.790.80.570.80.860.81.60.81.60.80.690.80.420.8757575757575757575757575757575757575754684367938694269429032594533499090392481808180818081808180818081808180818081808180818081808180818081808180818081802792792792792792792792792792792792792792

38、79279279279279279截面m(kNm)A1-B12B12-A2C2-B3C3-B11支座B7-C5C5-B6B5-C6C8-C2C2-B3实配h0(mm)As=m/0.9fyho(2)直径、间距-(7.93+6.13)0.8-(2.42+7.03)/20.8-(1.73+3.53)/20.8-(1.71+2.65)/20.8-(1.73+5.98)/20.8-(6.33+1.73)/20.8-(3.52+1.67)/20.8-(3.18+1.73)/20.8-(1.73+3.53)/20.880808080808080808017面积(mm2)3593592792792792792

39、79279279342313139115204213137130139 8140 8140 8180 8180 8180 8180 8180 8180 8180A1-B2B10-B9B9-B7B5-C8A2-B1B1-B3B3-B11B11-B8B4-B3A1A2B10B3B11B7B5C8-(7.93+6.13)/20.8-(3.71+3.89)/20.8-(3.89+8.53)/20.8-(4.29+3.18)/20.8-(7.03+6.10)/20.8-(6.10+5.13)/20.8-(5.13+3.89)/20.8-(3.89+4.20)/20.8-(3.05+5.13)/20.8-

40、7.93-7.03-3.710.8-5.130.8-3.890.8-8.520.8-3.520.8-3.180.88080808080808080808080808080808080465114328197434297239214216524462196271206450186168 10150 8180 10125 8180 10150 10150 8180 8180 8180 10150 10170 8180 8180 10170 8180 8180 818052327962827952352327927927952346227927946227927927918钢筋明细表X 方向构件名称

41、编号板简图()直径长度()81802000 81606475 81801820 81803000 81804800 81805375 81806475 81802300 81805025 101506500 8180 818027003875数量168412218561241132829373844总长(m)336.00265.4840.0454.00268.80666.50731.6864.40145.73240.50102.60170.501112Y 方向构件名称编号板简图()直径长度()81803000 81802700 81803900 81802300 81801400 818031

42、30 81803300 81306475 101503825 81706475数量162464614990152512639总长（m)486.00124.20179.4032.2012.60281.70501.60330.2399.45252.5319构件名称编号支座（端支座）支座（跨中负筋）钢筋明细表简图()直径长度()10150950 101501050 8180960 8180760 81804800 81803000 8180660 8180860 81804000数量146266849161431329总长(m)138.7027.3065.2837.2476.8042.0020.4627.5236.00 10150 10150 10125 10125 10150 8180 8180 8180 81801900170021003200410015103910280038002166250503495341216410.40105.40105.00160.00139.40143.45132.9433.6060.8020