筏板基础手工计算精品合集.docx
筏板基础的计算基础确实定1.1.1、 基础偏心计算：对(0,0)角点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=20.1 m, y5=26.1m, ys= 13.05m_ Am + 工二3 + 4m+G>5= 13.75基础类型采用梁式筏板基础。1.1.2、 基础深度根据地质勘探报告，基础埋深为4.7m。1.1.3、 地基承载力修正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<fa = 295.8KP。 A基础基地净反力为d »1()6768 .1. .P, - = 141.9kN/mJ A基础板厚验算取板厚为h=550mnb /?0 = 55()-4() = 510/ww ,最不利跨板的跨度为7. 5mX6. 5m基础底板受冲切承载力验算A=l, f,=A3MPau m = (7.5 - 0.55 - 0.51)x2 + (6.5 - 0.6 - 0.51)x2 = 23.66？A广(6. 5-0. 6-0. 51 X2) X (7-0. 55-0. 51X2)=26. 5m20.7片7X1.0X1430X23. 66X0. 51=12078. 7kNFl = P/A广141. 9X26. 5=3760. 35kN 10.7夕如/>册%= 12078. 1 kN因此底板满足受冲切要求2. 2、基础底板受剪承载力验算匕O,凡"(的-2%)力。phS = 1, /2 =7.5-0.55 =6. 95m0.7,5/(/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因此底板受剪承载力也满足要求。1.3 7. 5mX6. 5m跨基础板配筋计算底板配筋按四边固定板计算，取b=lm计算。混凝土采用C3O, fc=14.3MPa, ft =1.43MPa,纵向钢筋采用III级钢，fy=360N/mm2,查双向板弹性内力计算表可 得：L = 6.5 , 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a£bh：140.3X1Q62=0.0377»4 = 0.039、A =42/f, = 0.039 X i (KX) X 510 X14.3/360=79(). mm2，实酉漫 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 = 0.03424 =的力/ /v = 0.034xKX)()x5l()x 14.3/360 = 688.8/w/z?2, 实配 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- 1.0xl4.3xl0(X)x5102= 0.1 16,彳=().124、A =刎4 = 0.124x 1 (XX)x510x 14.3/360= 2512jnm2»实配 18 120 4 = 2545 nun2, /5.的方向配筋M、=0.0669p/2 = 0.0669x 141.9 x 6.52 =401.kNma$ =a$ =%afbh：401.1X1061.0xl4.3xl()00x5102= 0.108,< = 0.115A =纳2， 实配 18200,儿=2545 nun2 01. 4、7. 5mX5. Om跨基础板配筋计算受覆土和上部车载影响，取覆土应力为80kPa,车载转化为应力为14kPa在这两种荷载作用下底板需要的配筋量，按四边固定板计算，取b=lm计算。 混凝土采用 C30, fc=14.3MPa, ft =1.43MPa,纵向钢筋采用III级钢，fy=360N/mm2, 查双向板弹性内力计算表可得：/v=5.0, /"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 儿=550-40 = 510"也afbh：也afbh：g = 0.058、2皿。6o.1.0x14.3x1000x510"A =夕戊/； =0.058x 1000x5IOx 14.3/360= 1175mm2，原配筋量为 1100mm2总配筋量为2275mm2，实配181204=2545 mm2,/,的方向配筋 、=0.0724* =().0724x94x6.52 =170.14内= 0.046, *0.047M、 _170.14x10。ajbh： - 1.()x14.3x100()x5102A =幼为./； = 0.047x 1 OOOx51 Ox 14.3/36()=952.2mnr ,原配筋量为 1100mm2 需要的总配筋量为 2052. 2mm,实配18200+16200, 4 = 2278 nun2。
