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1923，结构布置与板，梁的编号:L.二，板的计算1, 楼板厚度的确定房间楼板短边边长为：3900mm,3600mm3000mm,2100mm等。取L=3900mm1h=L=97.52,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=gq=4.2842.8=7.084KN/m2计算简图（取1m板宽计算），如右图所示。12支座号矩：MPLF.275KN.M8取ho=10

2、0-15-5=80mmM、；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实际配筋面积为 279mm2跨中弯矩：M = Pl02 = 7.084 1.22 =0.638KN m1616取ho =10

3、0-15-5=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,

4、lo2=3.875,l。1/lo2=3.575/3.875=0.9230.5,按双向板计算三边简支，长边固端。查表得:ssm1=0.0386,m2=0.0231m1=-0.0901,m2=0m1+vm2=0.0386+0.2X0.0231=0.04322m2+vm1=0.0231+0.2X0.0386=0.03082q/2作用下四边钱支查表得:m；=0.0391,mj=0.0365-.m1=mi=-0;m2=m2=-0m-j+vm2=0.0391+0.2X0.0365=0.0464m2+vm=0.0365+0.2X0.0391=0.04432综上得：.2M二(m1+vm2)x(g+q/2)+(

5、m1+vm)2)xq/2=3.969KN.m22M2=(m2+vm1)x(g+q/2)+(m2+vm1)xq/2以=3.031KN.m.2M1=-m1(g+q)lo1=-8.158KN.m最小配筋率计算：Pmin=max0.45上，0.15%=0.27%,fy2As,min=Pminbh=0.27%x1000x100=270mm。lo1方向，ho1=100-15-5=80mm,M1二 Jcbh。2= 0.0523.96910621.011.91000802rs=0.5(1,1-2：s)=0.5(1、1-20.052)=0.973M1%fyh03.9690.973 210 80106=239.8

6、1mm按构造配筋（）8180实配钢筋面积 As=279mm2支座负筋：M一 2Mfcbh；8.158 10621.0 11.9 1000 802= 0.107rs =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 mmlo2方向,ho2=100-15-5-10=70mm,M2二 ifcbho23.031 10621.0 11.9 1000 70=0.0520rs =0.5 (1 . 1 -2: s) =0.5 (

7、1 .1 -2 0.052) =0.973M23.015rsfyh0 - 0.973 210 706210 =210.8mm按构造配筋。8180实配钢筋面积As=279mm2。支座负筋：按构造配置48180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2As2s1s2Ys1Ys2As1As2类编型号B10.10700.943515100.05210.0520.9730.973243212B30.029800.985137100.01510.01350.9920.9936954B40.0180.0170.991830.

8、99760.0090.010690.9960.9954142双向板B60.0480.0470.9752240.982180.0230.030.9980.985105116B70010100.0470.030.9760.985220121B800100.9900.01870.02410.9910.9888697B90.01570.0180.992720.99820.0080.01130.9960.9943545B100.030.0230.9851390.991070.01730.01210.9910.9947949B110.1270.090.9326950.954820.0710.04290.9

9、630.978375499B1200.05100.972330.02520.03120.9870.984116126B130.011800.99454100.06560.05020.9660.974308205B140.0083380.99570.0160.99176.5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B1X3.9698024348180279Y3.0317021248180279B3X1.153806948180279Y0.7867

10、05448180279B4X0.692804148180279Y0.616704248180279B6X1.7568010548180279Y1.6847011648180279B7X3.5898022048180279Y1.7537012148180279B8X1.437808648180279Y1.41709748180279B9X0.59803548180279Y0.66704548180279B10X1.319807948180279Y0.711704948180279B11X6.839037548130387Y3.2648049948100503B12X1.9188011648180

11、279Y1.8187012648180279B13X4.9948030848160314Y2.9287020548180279B14X2.9448017948180279Y1.5197010548180279B2X0.6375803248180279Y070048180279B5X3.23918019748180279Y070048180279B15X2.07338012548180279Y070048180279支座配筋B1X-8.15880515（）10140523Y080048180279B3X-2.2758013748180279Y080048180279B4X-1.377808348

12、180279Y-1.262807648180279B6X-3.6778022448180279Y-3.5738021848180279B7X080048180279Y080048180279B8X080048180279Y080048180279B9X-1.199807248180279Y-1.364808248180279B10X-2.2968013948180279Y-1.7788010748180279B11X-12.24180695（）10110714Y-8.6828048248100503B12X080048180279Y-3.8148023348180279B13X-0.90580

13、5448180279Y080048180279B14X080048180279Y080048180279B2X-1.275807948180279Y080048180279B5X080048180279Y080048180279B15X080048180279Y080048180279三，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300mmb=(1/21/3)h,且不小与200mm各梁计算跨度与截面选取如下：L1:2100mmh=300mmb=200mm,L2:3875mmh=350mmb=200mm,L3:1425mmh=400mmb=250mm,L4

14、:3875mmh=400mmb=200mm,L5:1425mmh=400mmb=250mm,L6:3875mmh=400mmb=200mm,L7:2650mmh=300mmb=200mm,L8:3575mmh=400mmb=200mm,L9:1800mmh=300mmb=200mm,L10:2800mmh=300mmb=200mm,L1分析：(1)荷载统计：次梁受力分析：次梁梁自重：25(0.3-0.1)0.2=1.0KN/m梁侧抹灰：170.02(0.3-0.1)2=0.136KN/m梁底抹灰：170.020.2=0.068KN/mB8板传来的荷载：q2=7.396M2075=7.67kN/

15、m,Ra=Rb=q(1-a尸227.67(2.1-2.075/2)4.07kN22Mmax2=4(3-4)=27.67父2.1晨(3-41.03725)21=2.852kN.m24B9板传来的荷载:q2=7.084m15=5.313kN/m,RA=RB=q(1-a)=5.313(2.1-1.5/233.586kNql2a2Mmax2=_24(3_4JT)=2/0.752、5.313x2.1m(3-4xr)21=2.431kN.m24墙传来的荷载:q3=(9.80.120.02217)(3-0.3)2.1-0.72.1+0.20.72.1=3.78KN/m4.9842梁自重与墙在跨中的弯矩设计值

16、:一2.12=2.727KN.m8(2)内力计算弯矩设计值：跨中弯矩：M=2.7272.4312.852=8.01kNm支座处的弯矩：M=0kNm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bf的确定如下:什,11一.取bf=L=2100=700mm,h0=h-as=300-35=265mm33混凝土强度等级为C25,fc=11.9N/mm2,ft=1.27N/mm2。纵向受力钢筋采用HRB335,22fy=300N/mm4匝筋米用HPB235,fyv=210N/mm一-1.27.最小配筋率为:：smin=max0.2%,0

17、.45j=0.2% 1fcbf hf(h0-hf/2)=1.0 11.9 700 100 (265100q)10-177.05KNm8.01KNm2故跨中为第一类T形截面，可按矩形截面进行计算跨中：8.01 106= 0.0146、s.fcbfho21.011.97002652二1一、,1一2=1-、,1-20.0146=0.0147Pmin=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,h3165=0.83512.959KN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,A”由Vcs=0.75ftbh0+1.25fyv=v

18、h0,得1.25fyvAsvh01.25210100.6265八s=；:0V-0.7ftbh012.959103-0.71.27200265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：次梁受力分析：梁自重：25（0.4-0.1）0.2=1.0KN/m梁侧抹灰：170.02（0.4-0.1）2=0.136KN/m梁底抹灰：170.020.2=0.068KN/mL1传来的荷载F=12.895KN2.1B8板传来的何载（二角形）：q2=7.396k=7.77kN/m,215B9板传来的何载（二角形）：q2=7.084m=5.313kN/m,2357

19、5B13板传来的何载（二角形）q2=7.084父=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(9.80.120.02217)(3-0.4)6.6-1.22.1+0.21.26.6（2）内力计算经计算支座剪力：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

20、bf的确定如下：，1一1Mbf=l=-m3875=1292mm,h0=h-as=400-35=365mm3322HRB335,混凝土强度等级为C30,%=11.9N/mm,ft=1.27N/mm。纵向受力钢筋采用fy=300N/mm2;箍筋采用HPB235fyv=210N/mm2127最小配筋率为：smin=max0.2%,0.45=0.2%300;1fcbf hf(h0 -h2) =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：fcbf h029.1 1061.

21、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 fcbf 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 =

22、105mmfy300小于最小配筋率，可配 2。12 As=226mm2配筋率：P=-AJ =226 父100% =0.31% 之 Pmin =0.2% ,满足要求。b h0200 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。bh020036

23、5(4)斜截面受剪承载力计算验算截面尺寸hw=h0hf=365-100=265mm,hw=265=1.32576,35KN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+1.25fyvh0,得s1.25fyvAsvh01.25210100.6265S30V-0.7ftbh052.7103-0.71.27200265故根据构造确定箍筋间距，取s=200mmo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(2)内力计算弯矩设计值：跨中弯矩：1212Mgl02202.652=17.55kNm88支座

24、处的弯矩：M=0kNm1 1支座男力：Vgl0202.65=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bf的确定如下：什,11一.一一取bf=l=-m2650=883mm,h0=h-as=300-35=265mm332_2混僦土强度等级为C30,fc=11.9N/mm,ft=1.27N/mm。纵向受力钢筋采用HRB335,fy=300N/mm2;箍筋采用HPB235fyv=210N/mm2最小配筋率为:1.27、%min=max0.2%,0.45=0.2%300Mfcbf hf(h0hf/2) =1.0 11.9 883 100 (265)10-6-225.915K

25、Nm20KNm2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 fcbf h0= 0.027120106Z21.011.9883265=1-1-2：s=1-.1-20.0271=0.0275b=0.550fc1.011.99As=；：bfh0=0.0275883265-=255mm2fy3002可配2(j)14As=308mm配筋率：P=_A=_308M100%=0.58%至Pmin=0.2%,满足要求。bh0200265支座：支座弯矩为零。故配置212,实际配筋面积As=308mm2。配筋率：P=_A=_308一父100%=0.58%之Pmin=0.2%,满足要求。b

26、h0200365(4)斜截面受剪承载力计算验算截面尺寸hw=ho-hf=265-100=165mm,hw=-=0.83526.5KN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4Asv口由Vcs=0.75ftbh。+1.25fyvho,得s1.25fyvAsvho1.25210100.6265八S30V-0.7ftbh026.5103-0.71.27200265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：170.02(0.3-0.1)2=0.136KN/m

27、梁底抹灰：170.020.2-0.068KN/mq21.8=7.396父=6.656kN/m,2B3板传来的荷载:-c 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 = R b =q3qcb + qca _ 6.38 父0.9 M1.22l 2l -2 1.86.38 0.9 0.62 1.8=2.871kN(9.8 0.12 0.02 2 17) (3 -0.3) 1.8-0.7 2.1+0.2 0.7 =3.57KN / m1.8(2)内力计算弯矩设计值：跨中弯矩：M