梁板结构设计计算书

1、如有帮助，欢迎下载。目 录一结构布置与板，梁的编号 31板的计算1 楼板厚度的确定 32 荷载计算33 弯矩计算 54 单向板配筋 65 双向板配筋 7三次梁的设计1 L1分析 122 L8分析143 L7分析174 L9 分析19如有帮助，欢迎下载。，结构布置与板，梁的编号:h=110 mm,其余地面取 100 mm,活载 2.0KN/m2)0.55KN/m220.002 20=0.04KN/m2 _20.02 20=0.40KN/m20.02 17=0.34KN/m20.10 25=2.5KN/m2二，板的计算1, 楼板厚度的确定房间楼板短边边长为：3900 mm, 3600mm 3000

2、 mm, 2100mm 等。取 L=3900mm,1 .h =L =97.5 <100 ,取 h=100 mmo40客厅楼面：因房间较大，故取2,荷载计算1 .楼面恒荷载卫生间，厨房：(10mniB滑地砖面层2 mmiI纯水泥砂浆一道20mmB 1: 2水泥砂浆结合层板底20mmiI粉刷抹底100mm®浇混凝土楼板如有帮助，欢迎下载。合计：3.83KN/m2(平台：3.5KN/m2 ,阳台：2.5KN/m2 )0.1 25=2.5KN/m20.65KN/m220.015 17=0.26KN/m2合计：3.63KN/m2(活载 2.0KN/m2)0.013 22=0.29KN/m

3、20.002 20=0.04KN/m20.02 20=0.40KN/m2_20.1 25=2.5KN/m0.02 17=0.34KN/m2合计：3.57KN/m2恒荷载标准值:楼层平台，阳台钢筋混凝土现浇板（100mm20mmiI水磨石地面15mm棚抹灰恒荷载标准值:其他楼地面（除客厅）：13mmM砖面层2 mmiI纯水泥砂浆一道20mm 1: 2水泥砂浆结合层100mmiI钢筋混凝土楼板板底20mmi粉刷抹底恒荷载标准值:客厅（板厚110）：恒荷载标准值3.57+0.25 = 3.82KN/m2板的荷载计算如下表表格1:板的荷载计算板类型编R长 边(M)短 边(M)活载(kN/ m2)恒载(

4、kN/ m2)活载控制（kN/m2）恒载控 制（kN/ m2）G+q/2(kN/m2)q/2(kN/m2)荷载设 计值（kN/m2）单向板B23.8751.223.577.0846.77955.6841.47.084B52.81.1752.53.898.1687.70156.4181.88.168B153.8751.4252.53.898.1687.70156.4181.88.168双向板B13.8753.57523.577.0846.77955.6841.47.084B32.0751.823.837.3967.13055.9961.47.396B41.81.823.577.0846.7795

5、5.6841.47.084B62.82.723.577.0846.77955.6841.47.084B73.8752.423.837.3967.13055.9961.47.396B82.12.07523.837.3967.13055.9961.47.396B92.11.523.577.0846.77955.6841.47.0843如有帮助，欢迎下载。B1032.123.577.0846.77955.6841.47.084B116.5753.87523.827.3847.1175.9841.47.384B122.652.13.53.899.5688.68157.1182.59.568B134.4

6、753.57523.577.0846.77955.6841.47.084B144.475323.577.0846.77955.6841.47.0843弯矩计算 计算各区格板跨内正弯矩，按恒荷载均布及活荷载棋盘式布置计算，则取荷载g =gq =4.56 28 =5.96KN /m2 22 q 2.82q = X =1.4KN / m 22 求各中间支座最大负弯矩（绝对值）按恒荷载及活荷载均满布各区格板计算，则取荷载：_.2P = g q = 4.56 2.8 = 7.36KN / m2按弹性进行内力计算，计算结果见下表表格2:板弯矩计算板号支承情况sm1s皿m1jm2VM1M2'm1&#

7、39;m2M1m2B1三边简支0.03860.02310.03910.03650.23.9693.0310.0901-8.1580B3三边简支0.0420.02160.04880.03510.21.1530.7860.0949-2.2750B4三边固定0.02310.0180.03680.03680.20.6920.6160.060.055-1.377-1.262B6两邻边 间支， 两邻边 固定0.02590.02450.03980.03650.21.7561.6840.07120.0692-3.677-3.573B7四边简支0.07920.02530.07920.02540.23.5891.

8、753000B8四边简支0.03780.03670.03780.03670.21.4371.4100413 _ 3.875ly 一 1.2= 3.23 >2,故应按单向板计算。（取1m板宽计算）p = p+q荷载总设计值为：P = g q =4.284 2.8 = 7.084KN / m2计算简图（取1 m板宽计算），如右图所示。19支座号矩： M PL F.275KN.M8取ho =100 -15 -5 =80mm如有帮助，欢迎下载。B9三边固定0.0210.03670.06650.03020.20.590.660.07520.0856-1.199-1.364B10四边固定0.0321

9、0.01130.06830.02960.21.3190.7110.07350.0569-2.296-1.778B11两邻边间支，两邻边 固定0.05040.01650.09070.02350.26.833.2640.11040.0783-12.241-8.682B12两对边 间支， 两对边 固定0.0320.03620.05690.03310.21.9181.8180.09040-3.814B13三边简支0.04630.01920.06870.03430.24.9942.9280.01-0.9050B14三边固定0.0360.0120.07220.02810.22.9441.51900B2一端

10、固止端 间支0.6375-1.275B5两端简支3.2391B15两端简支2.07334.单向板配筋：一 .B2号板：如有帮助，欢迎下载。M、；s 二 -2：ifcbho1.275 1061.0 11.9 1000 802= 0.0167rs =0.5 (1 . 1 -2: s) =0.5 (1 .1 2 0.0167) =0.991a M1.275 s62As = = 10 =76.58mmrsfyhc 0.991 210 80小于最小配筋面积，按最小配筋率 ：min =max0.45 fi,0.15% =0.27%, fy2ASmin ? minbh = 270mm故取（）818Q实际配筋

11、面积为 279mm2跨中弯矩：M = Pl02 = 7.084 1.22 =0.638KN m1616取ho =100 -15 -5=80mmMi二 Jcbh。20.638 10621.0 11.9 1000 802= 0.0083rs =0.5 (1 ,1 -2： s) =0.5 (1.1 -2 0.0083) = 0.995Mirsfyh00.6380.995 210 80106=38.17mm故仍取（）8180实际配筋面积为 279mm25.双向板配筋双向板计算如下：跨中最大弯矩为当内支座固定 （边区格或角区格按实际支撑 ）在g+q/2作用下跨中弯矩值与支座四边简 支在q/2下跨中弯矩值

12、之和，泊松比v取0.2，支座最大负弯矩当内支座固定 （边区格或角区格按实际支承 g+q作用下的支座弯矩。B1: 1oi=3.575 , lo2 =3.875 , l。1 / lo2 =3.575/3.875=0.923 >0.5,按双向板计算三边简支，长边固端。查表得:ssm1 =0.0386 , m2=0.0231 m1 = -0.0901 , m2 =0m1 +v m2 =0.0386+0.2 X 0.0231=0.04322m2 +v m1 =0.0231+0.2 X 0.0386=0.03082 q/2作用下四边钱支查表得:如有帮助，欢迎下载。m； =0.0391 , mj= 0

13、.0365 '-'.m1 = mi =-0;m2 = m2 =-0m-j +v m2 = 0.0391+0.2 X 0.0365= 0.0464m2 +v m =0.0365+0.2 X 0.0391=0.04432综上得： 2,. .M1 = ( m1 +v m2 ) x (g+q/2) I01 + ( m1 +vm2 ) x q/2 l01=3.969KN.m 22M 2 = ( m2 +v m1 ) x (g+q/2)" + ( m2 +vm1 ) x q/2 以=3.031KN.m ''.2M1=-m1 (g+q)lo1 =-8.158KN.m

14、最小配筋率计算：Pmin=max 0.45 上，0.15% =0.27%,fy2As,min= Pmin , bh=0.27%x 1000 x 100=270 mm。lo1 方向，ho1=100-15-5=80mm,M1二 Jcbh。2= 0.0523.969 10621.0 11.9 1000 802rs =0.5 (1 ,1 -2： s) =0.5 (1 、1 -2 0.052) =0.973M1%fyh03.9690.973 210 80106=239.81mm按构造配筋（）8180实配钢筋面积 As=279mm2支座负筋：M一 2Mfcbh；= 0.1078.158 10621.0 1

15、1.9 1000 802rs =0.5 (1 . 1 -2： s) =0.5 (1 . 1 -2 0.107) =0.943 M8.1586. _2As1106=514.94mm2sfyh。0.943 210 802配置（）10140头配钢筋面积 As =523 mm如有帮助，欢迎下载。M2二 ifcbho2=0.0520lo2方向,ho2=100-15-5-10=70mm,3.031 10621.0 11.9 1000 70rs =0.5 (1 . 1 -2: s) =0.5 (1 .1 -2 0.052) =0.973M23.015rsfyh0 - 0.973 210 706210 =21

16、0.8mm按构造配筋。8180实配钢筋面积 As=279mm2。支座负筋：按构造配置4 8180实配钢筋面积 A"=279mn2其余板配筋面积及实配筋结果见下表；表格3：板的配筋面积支座配筋跨中配筋板板«s1%y飞1As17飞2As2«s1«s2Y's1Y's2As1As2类编型号B10.10700.943515100.05210.0520.9730.973243212B30.029800.985137100.01510.01350.9920.9936954B40.0180.0170.991830.99760.0090.010690.99

17、60.9954142双向板B60.0480.0470.9752240.982180.0230.030.9980.985105116B70010100.0470.030.9760.985220121B800100.9900.01870.02410.9910.9888697B90.01570.0180.992720.99820.0080.01130.9960.9943545B100.030.0230.9851390.991070.01730.01210.9910.9947949B110.1270.090.9326950.954820.0710.04290.9630.978375499B1200.0

18、5100.972330.02520.03120.9870.984116126B130.011800.99454100.06560.05020.9660.9743082058如有帮助，欢迎下载。B140.0083380.99570.0160.99176.5单B20.0140.993640.0070.99732向B50.0420.978197.!板B150.0270.986125表格4:截面配筋面积计算板号方向Mh0A实配钢筋直径，间距面积跨中配筋B1X3.969802434 8180279Y3.031702124 8180279B3X1.15380694 8180279Y0.78670544 8

19、180279B4X0.69280414 8180279Y0.61670424 8180279B6X1.756801054 8180279Y1.684701164 8180279B7X3.589802204 8180279Y1.753701214 8180279B8X1.43780864 8180279Y1.4170974 8180279B9X0.5980354 8180279Y0.6670454 8180279B10X1.31980794 8180279Y0.71170494 8180279B11X6.83903754 8130387Y3.264804994 8100503B12X1.9188

20、01164 8180279Y1.818701264 8180279B13X4.994803084 8160314Y2.928702054 8180279B14X2.944801794 8180279Y1.519701054 8180279B2X0.637580324 8180279Y07004 8180279如有帮助，欢迎下载。B5X3.2391801974 8180279Y07004 8180279B15X2.0733801254 8180279Y07004 8180279支座配筋B1X-8.15880515（）10140523Y08004 8180279B3X-2.275801374 81

21、80279Y08004 8180279B4X-1.37780834 8180279Y-1.26280764 8180279B6X-3.677802244 8180279Y-3.573802184 8180279B7X08004 8180279Y08004 8180279B8X08004 8180279Y08004 8180279B9X-1.19980724 8180279Y-1.36480824 8180279B10X-2.296801394 8180279Y-1.778801074 8180279B11X-12.24180695（）10110714Y-8.682804824 8100503B

22、12X08004 8180279Y-3.814802334 8180279B13X-0.90580544 8180279Y08004 8180279B14X08004 8180279Y08004 8180279B2X-1.27580794 8180279Y08004 8180279B5X08004 8180279Y08004 8180279B15X08004 8180279Y08004 818027910如有帮助，欢迎下载。三，次梁的设计次梁截面尺寸的确定：次梁高度应满足：h=(1/121/15)L ,且不小于 300mm b=(1/21/3)h,且不小与 200mm各梁计算跨度与截面选取如下

23、：L1:2100mm h=300 mm b=200 mm,L2:3875 mmh= 350 mmb=200 mm,L3:1425 mmh=400 mmb=250mm,L4:3875 mmh= 400 mmb= 200 mm ,L5:1425 mmh=400mmb= 250 mm,L6:3875 mmh= 400 mmb= 200 mm ,L7:2650 mmh= 300 mmb= 200 mm,L8:3575 mmh=400 mmb= 200 mm,L9:1800 mmh=300 mmb=200 mm,L10:2800 mmh=300 mmb=200 mm,次梁L1分析：(1)荷载统计：次梁受

24、力分析：梁自重： 25 (0.3-0.1) 0.2=1.0KN/m梁侧抹灰：17 0.02 (0.3-0.1) 2 =0.136KN/m梁底抹灰：17 0.02 0.2 =0.068KN/mB8板传来的荷载：4.07kN2.075c c q% 7.67(2.1-2.075/2)q2 = 7.396父=7.67kN/m, RA =RB = (1 -a)=2222l227.67父2.1晨(3-41.03725 )Mmax2 =q- x (3-4 之)=21=2.852kN.m24 l224B9板传来的荷载：11如有帮助，欢迎下载。rcc, 1.5 l c c c q、5.313x(2.11.5/2

25、)C q2 = 7.084m 万=5.313kN/m, RA = RB = (1 -a)=丁=3.586kN2 /0.752、l2 a25.313x2.1 m (3-4xr)Mmax2=q- x (3-4ar) =21=2.431kN.m24 l224墙传来的荷载:q3 =(9.8 0.12 0.02 2 17) (3 -0.3) 2.1-0.7 2.1+0.2 0.72.1= 3.78KN /m4.9842梁自重与墙在跨中的弯矩设计值:一 2.12 =2.727KN.m8(2)内力计算弯矩设计值：跨中弯矩：M =2.727 2.431 2.852 =8.01kN m支座处的弯矩：M =0kN

26、 m支座剪力:4.98 2.123.596 4.07 =12.895kN(3)正截面受力计算 跨中按T形截面计算翼缘宽度b'f的确定如下:什 ,11 一.B bf =L=m2100 = 700mm , h0 = h as = 300 -35 = 265mm 33混凝土强度等级为C25, %=11.9N/mm 2 , ft = 1.27N/mm 2。纵向受力钢筋采用HRB335,22fy=300N/mm 4匝筋米用 HPB235, fyv=210N/mm一 -1.27 .最小配筋率为:：smin =max0.2%,0.45 j=0.2% 1fcb'f h'f(h0-h&#

27、39;f/2)=1.0 11.9 700 100 (265100 q)10 -177.05KN m 8.01KN m2故跨中为第一类T形截面，可按矩形截面进行计算跨中：12如有帮助，欢迎下载。8.01 106= 0.0146、s.fcb'fho21.0 11.9 700 2652二1 一、,1 一2 '=1-、,1 -2 0.0146=0.0147< b =0.550As = b'f h0 2=0.0147 700 265 1.0 11.9 107mm2fy3002小于最小配筋率，可配 2。14 As = 308mmb h0200 265配筋率：P=-A=一308

28、 m 100% =0.58% 之 Pmin =0.2% ,满足要求。支座：支座弯矩为零。2故配置212,实际配筋面积As=226mm2。b h0200 265配筋率：P=-A 二一226X100% =0.426% > Pmin =0.2% ,满足要求。(4)斜截面受剪承载力计算验算截面尺寸hw =玲-hf =265-100= 165mm,h 3165= =0.835 < 4,且混凝土强度等级为 C25,b 200Pc =1.00.25PCfCbh0 =0.25父1.0父11.9父200M265M10，=157.675KN >12.959KN截面尺寸足够。计算所需箍筋采用 82

29、00双肢箍筋，计算截面尺寸,A”由 Vcs =0.75ftbh0 +1.25fyv=vh0,得1.25fyvAsvh01.25 210 100.6 265 八s = =； : 0V-0.7ftbh012.959 103 -0.7 1.27 200 265故根据构造确定箍筋间距，取 s=200mm。所以，选用双肢箍8200.取L8分析：(1)荷载统计：13如有帮助，欢迎下载。次梁受力分析：梁自重： 25 （0.4-0.1） 0.2=1.0KN/m梁侧抹灰：17 0.02 （0.4-0.1） 2 =0.136KN/m梁底抹灰：17 0.02 0.2 =0.068KN/mL1传来的荷载F=12.89

30、5KNB8板传来的荷载（三角形）：q2 =7.396 k 21 =7.77kN/m ,215B9板传来的何载（二角形）：q2 = 7.084 m=5.313kN/m ,23 575B13 板传来的何载（二角形）q2 = 7.084 x= 12.65kN/m ,23B14板传来的荷载（二角形）：q2 = 7.084x-=10.262kN/m ,22 1B10 传来的荷载（梯形）;q2 = 7.084父 一 =7.438kN/m,2墙传来的荷载：q3 =3.45KN / m(9.8 0.12 0.02 2 17) (3 - 0.4) 6.6-1.2 2.1+0.2 1.26.6（2）内力计算经计算

31、支座剪力：V1 =32KN,V2 =52.7KN,V3 =42.5KN,V4 =18.1KN跨中弯矩：M1=29.1KN.M, M2=11.6KN.M,支座负弯矩：M' = 36.7KN.M（3）正截面受力计算弯承载跨中按T形截面计算翼缘宽度b'f的确定如下：，1 一 1M bf =l=-m 3875 =1292mm, h0 = h - as = 400 - 35 = 365mm 3322混凝土强度等级为C30, %=11.9N/mm , ft = 1.27N/mm 。纵向受力钢筋采用HRB335,fy=300N/mm2;箍筋采用 HPB235 fyv=210N/mm2127最

32、小配筋率为：smin =max0.2%,0.45 =0.2%30014如有帮助，欢迎下载。;1fcb'f h'f(h0 -h"2) =1.0 11.9 1292 100 (365- 100) 10与=330.56KN m 29.1KN m 2故跨中为第一类T形截面，可按矩形截面进行计算第一跨跨中：M_s ="2：fcb'f h029.1 1061.0 11.9 1292 3652= 0.0142=1 -、1 -2： s =1 -、,1 -2 0.0142=0.0143< b = 0.5502可配 2（j）14As = 308mm 一A。308一

33、配筋率：P=一一308 M100% =0.58% 之 pmin =0.2% ,满足要求。b h0200 265第二跨跨中:M-r . .2二 fcb'f h011.6 10621.0 11.9 1000 3652=0.0073=1 -、1 -21 s =1 - . 1 -2 0.0073=0.00732< b =0.550：-1fc1.0 11.92As = 80=0.00732 1000 365 = 105mmfy300小于最小配筋率，可配 2。12 As=226mm2配筋率：P=-AJ =-226一父100% =0.31% 之 Pmin =0.2% ,满足要求。b h0200

34、 365支座:M136.7 106C£ 's 一 ：1fcbh02 -1.0 11.9 200 3652= 0.115% =0.5 （1 .1-2，）=0.5 （1 .1-2 0.115） =0.938AsM1rs fy%36.70.938 300 365106=357mm2故配置216,实际配筋面积As=402mm2。 rA_402r配筋率：P=-匚=乂100% =0.551%之Pmin =0.2% ,满足要求。b h0200 365(4)斜截面受剪承载力计算15如有帮助，欢迎下载。验算截面尺寸hw =h0 hf =365-100= 265mm,hw =265 =1.325

35、<4,且混凝土强度等级为 C25,b 200Pc =1.00,25Pcfcbh0 =0.25x1,0x11.9x200x365x10- =217KN > 76,35KN截面尺寸足够。计算所需箍筋采用 8200双肢箍筋，计算截面尺寸,Asv由 Vcs =0.75ftbh0 +1.25fyv h0,得s1.25fyvAsvh01.25 210 100.6 265S30V-0.7ftbh052.7 103 -0.7 1.27 200 265故根据构造确定箍筋间距，取 s=200mm o所以，选用双肢箍8200.取L7分析：(1)荷载统计：次梁受力分析：恒荷载设计值：g =20KN /m(

36、2)内力计算弯矩设计值：跨中弯矩：12 12Mgl0220 2.652 =17.55kN m88支座处的弯矩：M =0kN m1 .1支座男力：Vgl020 2.65 = 26.5kN2 2(3)正截面受力计算弯承载跨中按T形截面计算翼缘宽度b'f的确定如下：什 ,11 一.一一取 bf =l=-m 2650 = 883mm, h0 = h - as = 300 - 35 = 265mm3 316如有帮助，欢迎下载。22混僦土强度等级为C30, fc=11.9N/mm , ft = 1.27N/mm 。纵向受力钢筋米用HRB335,fy=300N/mm2;箍筋采用 HPB235 fyv

37、=210N/mm21.27、最小配筋率为:%min =max0.2%,0.45 =0.2%300Mfcb'f h'f(h0h'f/2) =1.0 11.9 883 100 (265)10-6 -225.915KN m 20KN m2故跨中为第一类T形截面，可按矩形截面进行计算跨中：M-：s - -2二 fcb'f h0= 0.027120 106Z 21.0 11.9 883 265= 1-1 -2： s =1 - .1 -2 0.0271=0.0275< b =0.550fc1.0 11.99As =；：b'f h0=0.0275 883 265

38、 - = 255mm2fy3002可配 2(j)14 As = 308mmA°308配筋率：P=一j=-308 M100% =0.58% 至 Pmin =0.2% ,满足要求。b h0200 265支座：支座弯矩为零。故配置212,实际配筋面积As=308mm2。A。308配筋率：P=-j=-308一 父100% =0.58% 之 Pmin =0.2%,满足要求。b h0200 365(4)斜截面受剪承载力计算验算截面尺寸hw =ho -hf = 265-100 = 165mm,hw=-= 0.835 < 4,且混凝土强度等级为 C25,b 200Pc =1.00.25Pcfc

39、bh0 =0.25父1.0父11.9父200M265M10，=157.675KN >26.5KN截面尺寸足够。计算所需箍筋17如有帮助，欢迎下载。采用 8200双肢箍筋，计算截面尺寸4 A sv 口由 Vcs =0.75ftbh。+1.25fyv ho,得s1.25fyvAsvho1.25 210 100.6 265 八S30V-0.7ftbh026.5 103 -0.7 1.27 200 265故根据构造确定箍筋间距，取s=200mm。所以，选用双肢箍820取L9分析：(1)荷载统计：次梁受力分析：梁自重： 25 (0.3-0.1) 0.2=1.0KN/m梁侧抹灰：17 0.02 (0.3-0.1) 2 =0.136KN/m梁底抹灰：17 0.02 0.2-0.068KN/mq21.8=7.396父=6.656kN/m,2B3板传来的荷载:- qcb qca 6.656 0.9 1.2 Ra=R b =+=2l2l 2 1.86.656 0.9 0.6+2 1.8=2.9952kNB4板传来的荷载:1.8q2 = 7.084 m =6.38kN/m ,2墙传来的荷载:RA =