桩基础的m法计算

1、( 一) 设计资料计算参数桩基直径d =桩长h =桩采用 C30混凝土，则Ec1 =桩惯矩I 1 =0.8m30.93830000MPa.84/64=E1I 1 = 0.8E c1I 1 =地基土的m =比例系数根据公路基础规范0.02014.83E+05100004m2kNmkN/m4kkfb1计算宽度17.5 应考虑偏心矩11( l 0 ) 2制作人 :李海川12页2020/2/241400 e0 / h 0h第 2偏心矩增大系数式中：截面有效高截面高度 荷载偏心率对 构件长细比对由公路钢筋混凝土配筋率假定 = 0.35，圆形截面结构工作 纵向钢筋面积选用直径 d = 22 mm主筋取用

2、61 根 =1l0)21(h121400 e0 / h 0h0 = r+rs =0.400 +#=h = 2r =0.8m 1 =46.1601.00.2+2.7e0/h 0 = 1 =1.0002 = 1.15-1.0801.00.01l 0/h = 2 =1.000 =1.002e =12.435m0配筋设计f cdBrAe 0 = Ce 0Dgrf sdf cd =13.8MPaf sd =280MPag = r s/r =0.823A =0.7201B =0.4828C =-0.7165D =1.8225 =0.04541 b =1b(Ar 2f cd+C132.4kNNd =r 2f

3、 sd) =2As =2=0.02283rm的 HRB335 钢筋61 根A =0.023192m22 钢筋制作人 :李海川2020/2/24第 3 页说明：是需要填充数据根据规范修改过了BM 0 C3H 0 D3)32EI3 EI两个墩顶7252.3363和：制作人 :李海川2020/2/24第 4 页y截面验算(m)FALSE0FALSE0.1994206FALSE0.3988411FALSE0.5982617FALSE0.7976822FALSE0.9971028FALSE1.1965234FALSE1.3959439FALSE1.5953645FALSE1.794785FALSE1.9

4、942056FALSE2.1936262FALSE2.39304671607.97122.5924673FALSE2.7918878FALSE2.9913084FALSE3.190729FALSE3.3901495FALSE3.5895701FALSE3.7889906FALSE3.9884112FALSE4.3872523FALSE4.7860934FALSE5.1849346FALSE5.5837757FALSE5.9826168FALSE6.9797196FALSE7.9768224y = 2.592处，弯矩最大垂直力：2、截面复核轴向力的偏心矩：构件的计算长度：惯性半径长细比 应考虑偏

5、心矩增制作人 :李海川2020/2/24M =1608.0kNmdNd =129.6kNe0 = M d/N d12.409m=l 0 = 0.75.584m4/ =i = =I0.2mAl 0/I =27.9211/ h( l 0 ) 21 21400 e00h页第 50.729 m语句改过了。语句改过了。129.6 kNAs偏心矩增 =1(l 0)2大系数1h1 21400 e 0/ h 0式中：截h0= r+rs = 0.400 +0.329面有效高截h = 2r =0.8m面高度 1 =46.1600.2+2.7e 荷载偏0/h1=1.000心率对截 2 = 1.15-0.01l1.0

6、80 构件长0/h =2=1.000细比对截 =1.002e =12.435m0由公路钢筋混凝土截面复核配筋率e0 =Bf cdDgf sd rAf cdCf sd 桩基主筋2HRB335f cd =13.8MPa种类桩基主筋2222mmf sd =280MPa直径主筋数量15g = r s/r =0.823#N/AABCDe0e0#N/A#N/A#N/A#N/A0.01134#N/A12.435 b(Ar 2f cd+Cr2f sd) =#N/A#N/ANd =129.6 kN#N/A 规范要求制作人 :李海川2020/2/24第 6 页包含人行道板和缘石，人行道栏杆，分隔带8跨面积容重一片板重板重铺装防撞栏杆合计墩顶平均等中板0.3586282571.725671864.867921.6316.223183.4130.4036282580.7256780.72567边板10跨面积容重一片板重板重铺装防撞栏杆合计3626.168等中板0.3586282589.657082420.7411152395.2754068.9230.40362825100.9071100.9071边板制作人 :李海川2020/2/24第 7 页17.51( l 0 ) 21 2李海川2020/2/24第 8页0e0 / h 0h制作人