筏板基礎(chǔ)手工計算精品合集

1、筏板基礎(chǔ)的計算基礎(chǔ)確實(shí)定基礎(chǔ)偏心計算：對(0,0)角點(diǎn)Fiy= 16438.8kN, F2y=20962.3kN, F3y=21717.3kN, F4y=26656.6kN, F5y=20993.1 kN, G=6977.8kN入/2 +居/3 +居+居+ G%= 11.71X2=5m, X3=l 1.5m, X4= 17.5m, X5=23.5m, X6=2.5m,2X + GFix=17826.7kN ,F2x=22434.7kN, F3x=21958.8kN, F4x=25720.4kN, F5x=18827.5kN,G=6977.8kN, y2=7.5m, y3= 13.5m, y4=

2、20.1 m, y5=26.1m, ys= 13.05m_ Am + 工二3 + 4m+G5= 13.75基礎(chǔ)類型采用梁式筏板基礎(chǔ)?；A(chǔ)深度根據(jù)地質(zhì)勘探報告，基礎(chǔ)埋深為4.7m。地基承載力修正fak+3外-0.5) +；7Mb-3) = 200 + 1.6x11.4x(5.3-0.5)+ 03x9.2x3 = 295.8kPa.=N+ -汨= 一 &5x 1.1 -9.2x 1.05-19.5x3.1 = 15f)AkN/m冊%= 12078. 1 kN因此底板滿足受沖切要求2. 2、基礎(chǔ)底板受剪承載力驗(yàn)算匕O,凡(的-2%)力。phS = 1, /2 =7.5-0.55 =6. 95m0.7

3、,5/(/2 -2/?o)/?o=0. 7X 1. 0X 1430X (7. 0-2X0,51) X0.51=3052. 8kNA, =1(1.05 + 5.88) x 2.415 = 8.37 m2Vs PjA=14L 9X8. 37=1187. 7kN 0.7,5./(/rt2 -2/0)/?( =3296. IkN因此底板受剪承載力也滿足要求。1.3 7. 5mX6. 5m跨基礎(chǔ)板配筋計算底板配筋按四邊固定板計算，取b=lm計算?；炷敛捎肅3O, fc=14.3MPa, ft =1.43MPa,縱向鋼筋采用III級鋼，fy=360N/mm2,查雙向板彈性內(nèi)力計算表可 得：L = 6.5

4、 , lv = 7.5 , / / =0.87板跨中配筋/、的方向配筋Mx =().0234-=().0234xI41.9 x 6.52 = 140.3ZN6 % =550 - 40 =510”？吃abh：140.3X1Q62=0.03774 = 0.039、A =42/f, = 0.039 X i (KX) X 510 X14.3/360=79(). mm2，實(shí)酉漫 16200 A = 1005 .5mm2, /v的方向配筋% =0.0205p/2 = 0.0205x141.9 x6.52 = 122.9ZN利a0 =a0 =afbh；122.9xl06T = 0.033, 4 = 0.03

5、424 =的力/ /v = 0.034xKX)()x5l()x 14.3/360 = 688.8/w/z?2, 實(shí)配 16200, A = 1005 .5/ 0板支座配筋/,的方向配筋Mx =0.072p/2 =0.072xl41.9 x 6.52 = 431.7W/h 4=550-40 = 510”a*也afbh：431.7xl06- 1.0 xl4.3xl0(X)x5102= 0.1 16,彳=().124、A =刎4 = 0.124x 1 (XX)x510 x 14.3/360= 2512jnm2實(shí)配 18 120 4 = 2545 nun2, /5.的方向配筋M、=0.0669p/2

6、= 0.0669x 141.9 x 6.52 =401.kNma$ =a$ =%afbh：401.1X1061.0 xl4.3xl()00 x5102= 0.108, = 0.115A =納2， 實(shí)配 18200,兒=2545 nun2 01. 4、7. 5mX5. Om跨基礎(chǔ)板配筋計算受覆土和上部車載影響，取覆土應(yīng)力為80kPa,車載轉(zhuǎn)化為應(yīng)力為14kPa在這兩種荷載作用下底板需要的配筋量，按四邊固定板計算，取b=lm計算。 混凝土采用 C30, fc=14.3MPa, ft =1.43MPa,縱向鋼筋采用III級鋼，fy=360N/mm2, 查雙向板彈性內(nèi)力計算表可得：/v=5.0, /7

7、.5, /、/、, =0.67板支座配筋的方向配筋 % =0.088p/2 = 0.072x 94 x 52 = 206.8W/h 兒=550-40 = 510也afbh：也afbh：g = 0.058、2皿。6o.1.0 x14.3x1000 x510A =夕戊/； =0.058x 1000 x5IOx 14.3/360= 1175mm2，原配筋量為 1100mm2總配筋量為2275mm2，實(shí)配181204=2545 mm2,/,的方向配筋 、=0.0724* =().0724x94x6.52 =170.14內(nèi)= 0.046, *0.047M、 _170.14x10。ajbh： - 1.()x14.3x100()x5102A