无梁楼板经验系数法计算

1、无梁楼板经验系数法X向计算X向等代框架梁的计算跨度Lx（mm）8400 混凝土强度C30Y向等代框架梁的计算跨度Ly（mm）8400 fc(N/mm2)=14.3柱帽在X向的有效宽度C（mm）1800 楼板保护层厚度（mm）15附加恒载（KN/M2）27活载(KN/M2)5 钢筋强度综合调整系数rd1.2人防荷载(KN/M2)60 砼强度综合调整系数rd1.5板厚h（mm）400楼板自重（KN/M2）10.41.1.恒恒活活组组合合1.2G1.4Q51.88 G+Q42.4X方向板的总弯矩设计值Mx(KN.M)2823.93216 标准值/设计值0.816772655（1 1）柱柱上上板板带带

2、端端跨跨s=M/1*fc*B*(H-as)2s=M/1*fc*B*(H-as)2=1-(1-2*s)1/2=1-(1-2*s)1/2边支座截面负弯矩(KN.M)931.89761280.1103367880.117205333跨中正弯距(KN.M)734.22236160.0869320150.091079777第一个内支座截面负弯矩(KN.M)1411.966080.1671769510.184128627（2 2）柱柱上上板板带带内内跨跨支座截面负弯矩(KN.M)1411.966080.1671769510.184128627跨中正弯矩(KN.M)508.30778880.06018370

3、20.062112696（3 3）跨跨中中板板带带端端跨跨边支座截面负弯矩(KN.M)112.95728640.0133741560.013464807跨中正弯距(KN.M)621.26507520.0735578580.076482657第一个内支座截面负弯矩(KN.M)480.06846720.0568401630.058554477（4 4）跨跨中中板板带带内内跨跨支座截面负弯矩(KN.M)480.06846720.0568401630.058554477跨中正弯矩(KN.M)423.5898240.0501530850.0514780822.2.恒恒人人防防组组合合1.2G1.0RF1

4、04.88X方向板的总弯矩设计值Mx(KN.M)5708.82816（1 1）柱柱上上板板带带端端跨跨s=M/1*fc*B*(H-as)2s=M/1*fc*B*(H-as)2=1-(1-2*s)1/2=1-(1-2*s)1/2边支座截面负弯矩(KN.M)1883.9132930.1487037050.161792036跨中正弯距(KN.M)1484.2953220.1171604950.124969137第一个内支座截面负弯矩(KN.M)2854.414080.2253086430.258796443（2 2）柱柱上上板板带带内内跨跨支座截面负弯矩(KN.M)2854.414080.22530

5、86430.258796443跨中正弯矩(KN.M)1027.5890690.0811111120.084697986（3 3）跨跨中中板板带带端端跨跨边支座截面负弯矩(KN.M)228.35312640.0180246910.018190132跨中正弯距(KN.M)1255.9421950.0991358030.104607129第一个内支座截面负弯矩(KN.M)970.50078720.0766049390.079788001（4 4）跨跨中中板板带带内内跨跨支座截面负弯矩(KN.M)970.50078720.0766049390.079788001跨中正弯矩(KN.M)856.32422

6、40.0675925930.0700458钢筋强度设计值fy（N/MM2）360ftk(N/mm2)=2.01Ate=0.5*B*H(mm2)840000As=1*fc*B*(H-as)*/fy(mm2)As=1*fc*B*(H-as)*/fy(mm2)每每延延米米ASAS实实配配钢钢筋筋直直径径 实实配配钢钢筋筋间间距距实实配配钢钢筋筋面面积积7332.6586271745.8712010031405698.1785781356.709181002543.411519.54722742.749221003799.411519.54722742.749221003799.43885.92553

7、5925.22020150 2093.333333842.3919624200.57020150 2093.3333334784.946221139.27320150 2093.3333333663.31445872.21820150 2093.3333333663.31445872.21820150 2093.3333333220.59749766.80920150 2093.333333As=1*fc*B*(H-as)*/fy(mm2)As=1*fc*B*(H-as)*/fy(mm2)每每延延米米ASAS实实配配钢钢筋筋直直径径 实实配配钢钢筋筋间间距距实实配配钢钢筋筋面面积积12652.

8、642823012.5342010031409772.9770552326.899181002543.420238.690564818.736251004906.2520238.690564818.736251004906.256623.6471891577.059181501695.61422.52516338.69620150 2093.3333338180.6043671947.76320150 2093.3333336239.6710411485.63620150 2093.3333336239.6710411485.63620150 2093.3333335477.800458130

9、4.23820150 2093.333333sk(n/m*m)=Mk/0.87/(H-as)/As te=As/Ate实取te=1.1-0.65*ftk/te/sk 实取176.90492750.01570.0160.6295972720.630171.6159868 0.012717 0.0127170.501358251 0.5013583222.1111136 0.018997 0.0189970.790362108 0.7903621222.1111136 0.018997 0.0189970.790362108 0.7903621144.7403952 0.010467 0.0104670.2375949980.23759532.16453227 0.010467 0.010467-2.7808225070.2176.9049275 0.010467 0.0104670.394395908 0.3943959136.6992621 0.010467 0.0104670.1868652920.2136.6992621 0.010467 0.0104670.1868652920.2120.616996 0.010467 0.0104670.0651