模板拉杆计算表

1、2）验算柱箍（柱箍米用16a号槽钢，间距400mm强度验算：（按三连跨计算）T V T Vlh此W 108X 103mmP=0.216 X 0.4 X (1.2 X 69.12 + 1.4 X 2) =7.41KNIVk 3PL/4-5Pa/4=(3X 7.41 X 1.035/4-2 X 5X 7.41 X 0.216/4 )X106=1.75 X 106N- m a= MW1750000/ (108X 103) =16.2 (N/m命 f = 215N/mrm满足要求；挠度验算I=8.66x106mrnE = 2.06x105(N/mrP = 0.4 X 0.233 X (1.2 X 69

2、.12 ) =7.73KN3 = Px(3l2-4b2) bx +(a+b)x3l2-4(a+b) j /(24EI) =7.73 X (3 X 0.9512-4 X0.1262)X 0.126 + 0.359 X 3X0.9512-4 X0.3592 /(24EI)=0.20mm900/250 = 3.6mm满足要求；3)拉杆验算拉杆采用M18 A=174mm2N=3P/2=3 X 7.41/2 = 11.12KNa= N/A= 11.12X103/174=63.88 N/mm2 f = 170N/mrm满足要求.4. 2.0米以上非加密区50X 100m怵方间距216mm槽钢间距600。1

3、)荷载计算：新浇混凝土的侧压力F1已知：Tc=24KN/m V=2.5m/h H=4.6m 61=1.262=1.15 t0取6小时F = 0.22rct061 62V1/2= 0.22乂24X6X1.2X1.15X2.51/2= 69.12 (KN/m)F=丫cH= 24X (4.6-2.0 ) =55.2 (KN/n2)取其中较小者，F1=55.2 (KN/m)倾倒混凝土时产生的压力F2浇筑混凝土采用导管，查表为2KN/m,则F2= 2 (KN/m)2)验算纵楞1强度验算：(按三连跨计算)2_2_33W = bh2/6=50 X 1002/6=83.33 X 103mr3iq= 0.233

4、 X (1.2 X 55.2 + 1.4 X 2) =16.09 KN/m = 16.09 N/mmM = 0.1ql2= 0.1 X 16.09 X 6002= 579106N ma= MW 579106/ (83.33 X 103) =6.95 ( N/mrh) f = 13N/mrm满足 要求；2挠度验算：q/= b. F= 0.233 X (1.2 X 55.2) = 15.43 (KN/rr) =15.43 (N/mm已知I = bh3/12=50 X 1003/12=4.2 X 106mrnE = 9500 (N/mm)3 = 0.677q/l4/100EI=(0.677 X 15

5、.43 X 6004) / (100X 9500X 4.2 X 106)=0.34(mm)600/250 = 2.4mm满足要求；3)验算柱箍 (柱箍采用16a号槽钢，间距600mm强度验算：(按三连跨计算)_ _ _J1 11F11_1_ /W 108X 103mmIP=0.216 X 0.6 X ( 1.2 X 55.2 + 1.4 X 2) =8.95KNIVk 3PL/4-5Pa/4=(3X 8.95 X 1.035/4-2 X 5X 8.95 X 0.216/4 ) X 106=2.11X106N- m a=MW2110000/ ( 108X 103) =19.58 (N/m) f

6、= 215N/mrm满足 要求；挠度验算I=8.66 x 106mrnE = 2.06 x 105(N/mrP = 0.6 X 0.233 X ( 1.2 X 55.2 ) =9.26KN3= Px (3l2-4b2) bx +(a+b) x 3l2-4(a+b) j /(24EI)=9.26 X (3X 0.9512-4 X 0.1262)X 0.126 + 0.359 X 3X0.9512-4 X 0.3592 /(24EI)=0.26mm900/25(卜3.6mm满足要求；4)拉杆验算拉杆采用M18 A=174mm2N=2P=2 X 8.95 = 17.9KNa=N/A= 17.9X103/174=102.9 N/mm2 f = 170N/mrm满足要求.结论：700 X 700柱子模板采用1