筏板基础手工计算

1、筏板基础的计算1.1、基础的确定1.1.1、基础偏心计算：对(0,0)角点F1y=16438.8kN, F2y=20962.3kN, F3y=21717.3kN, F4y=26656.6kN, F5y=20993.1kN,G=6977.8kNX2=5m, X3=11.5m, X4=17.5m, X5=23.5m, X6=2.5m,F2y X2 F3yX3 F4yX4 F5yX5 GX6ex=11.71、Fix GF1x=17826.7kN ,F2x=22434.7kN, F3x=21958.8kN, F4x=25720.4kN, F5x=18827.5kN,G=6977.8kN, y2=7.5

2、m, y3=13.5m, y4=20.1m, y5=26.1m, y5=13.05meyF2xy2 +F3xy3 +F4xy4 +F5xy5 +Gy5 =1375 Z Fix +G.1.1.2、基础类型采用梁式筏板基础。1.1.3、基础深度根据地质勘探报告，基础埋深为4.7m。1.1.4、地基承载力修正fak+ d o(d外 一0.5) b (b3)=200 1.6 11.4 (5.30.5)0.3 9.2 3 = 295.8kP空,106768.120 28.5 26.4 5.25-rd =28.5 26.4-18.5 1.1 9.2 1.05 -19.5 3.1 =156.4kN/m ：:

3、 fa =295.8KPa基础基地净反力为Z NPr106768.128.5 26.4= 141.9kN /m1.2、基础板厚验算取板厚为h=550mm h0 =550 -40=510mm ,最不利跨板的跨度为 7.5mX6.5m1.2.1、基础底板受冲切承载力验算hp =1 , ft -1.43MPaum =(7.5 -0.55 -0.51) 2(6.5 -0.6 -0.51) 2 = 23.66mAj =(6.5-0.6-0.51X 2) X (7-0.55-0.51 X 2)=26.5m20.7 - hp ftUmh。=0.7 X 1.0 X 1430X 23.66 X 0.51=120

4、78.7kNFl 二 PjAj =141.9 X 26.5=3760.35kN 乞 0.7 -hp ftumh0 =12078.1kN因此底板满足受冲切要求1.2.2、基础底板受剪承载力验算%乞.7 :協人山2 -2帕)血-hS -1 ， ln2 = 7.5 - 0.55 =6.95m0.7 sft(ln2 -2h)h0=0.7 X 1.0 X 1430X( 7.0-2 X 0.51 ) X 0.51=3052.8kNA 1(1.05 5.88) 2.415 =8.37 m乂 冬 pjAs =141.9 X 8.37=1187.7kN 0.7 - hS ft(ln 2h0)h0 =3296.1

5、kN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=1m计算。混凝土采用C30, fc=14.3MPa,2ft =1.43MPa,纵向钢筋采用川级钢，fy=360N/mm，查双向板弹性内力计算表可得：lx =6.5, ly =7.5 , lx/ly =0.87板跨中配筋lx的方向配筋2 2Mx =0.0234 pl =0.0234汇141.9況6.5 =140.3kN m h。=550 40 =510mmMx：“fcbh。2140.3 106一1.0 14.3 1000 5102 ”0377，= 0.039、A, = bh0 fc /

6、fy =0.039 1000510 14.3/360 =790.1mm2 ,实配 II 16200代=1005.5mm2 ,ly的方向配筋2 2My =0.0205 pl = 0.0205 141.9 6.5 =122.9kNm= 0.034皿 2 二 1229 1062 =0.033,rfcbh。1.0 14.3 1000 510As 二 bh0fc/fy =0.034 1000 510 14.3/360 =688.8mm2,实配16200, A, =1005.5mm2。板支座配筋lx的方向配筋2 2Mx =0.072pl=0.072 141.9 6.5 =431.7kN m h。=550

7、-40 =510mmMx431.7 心061.0 14.3 1000 510= 0.116 ,= 0.124、As = bh0 fc / fy =0.124 1000510 14.3/360 =2512mm2,实配业 18120人=2545mm2,ly的方向配筋My =0.0669 pl2 = 0.0669 141.9 6.52 = 401.1kN m:1fcbh。26401.1X1021.0 14.3 1000 510-0.108 ,F： -0.115As Jbhcfc/fy =0.115 1000 510 14.3/360 =2330mm2 , 实配 18200, As = 2545mm2

8、。1.4、7.5mX5.0m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=1m计算。混凝土采用 C30, fc=14.3MPa, ft =1.43MPa,纵向钢筋采用川级钢，fy=360N/mm2,查双向板弹性内力计算表可得：lx =5.0, l y =7.5, lx /ly =0.67板支座配筋lx的方向配筋2 2Mx =0.088pl =0.072 94 5 =206.8kN m h。=550 -40 =510mmMx：1帥。2206.8 勺061.0 14.3 1000 5102= 0.056，=0.058、A = bh0fc / fy =0.058 1000 510 14.3/360 =1175mm2，原配筋量为 1100mm总配筋量为2275mm，实配II 18120人=2545mm2,ly的方向配筋2 2My =0.0724 pl =0.0724 94 6.5 =170.14kN mMy170.14 106-s22 - 0.046 ,= 0.04