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1、浅基础习题及参考答案2-4 某承重墙厚 240mm，作用于地面标高处的荷载Fk=180kN/m,拟采用砖基础，埋深为 1.2m。地基土为粉质粘土，g18kN/m3，e0=0.9，f ak=170kPa。试确定砖基础的底面宽度，并按二皮一收砌法画出基础剖面示意图。解查表 2-5，得 d=1.0，代入式（2-14），得 f a=f ak+d m(d-0.5)=170+1.018(1.2-0.5)=182.6kPa 按式（2-20）计算基础底面宽度：为符合砖的模数，取b=1.2m，砖基础所需的台阶数为：2-5 某柱基承受的轴心荷载Fk=1.05MN，基础埋深为 1m，地基土为中砂，=18kN/m3，
2、f ak=280kPa。试确定该基础的底面边长。第 1 页，共 27 页解查表 2-5，得 d=4.4。f a=f ak+d m(d-0.5)=280+4.418(1-0.5)=319.6kPa 取 b=1.9m。2-6 某承重砖墙厚 240mm，传至条形基础顶面处的轴心荷载Fk150kN/m。该处土层自地表起依次分布如下：第一层为粉质粘土，厚度2.2m，17kN/m3，e=0.91，f ak=130kPa，Es1=8.1MPa；第二层为淤泥质土，厚度1.6m，f ak=65kPa,Es2=2.6MPa；第三层为中密中砂。地下水位在淤泥质土顶面处。建筑物对基础埋深没有特殊要求，且不必考虑土的冻
3、胀问题。（1）试确定基础的底面宽度（须进行软弱下卧层验算）；（2）设计基础截面并配筋（可近似取荷载效应基本组合的设计值为标准组合值的1.35 倍）。解(1)确定地基持力层和基础埋置深度第二层淤泥质土强度低、压缩性大，不宜作持力层；第三层中密中砂强度高，但埋深过大，暂不考虑；由于荷载不大，第一层粉质粘土的承载力可以满足用做持力层的要求，但由于本层厚度不大，其下又是软弱下卧层，故宜采用“宽基浅埋”方案，即基础尽量浅埋，现按最小埋深规定取d=0.5m。(2)按持力层承载力确定基底宽度因为 d=0.5m，所以 f a=f ak=130kPa。取 b=1.3m。(3)软弱下卧层承载力验算cz=172.2
4、=37.4kPa第 2 页，共 27 页文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6
5、M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2
6、Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1
7、N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码
8、:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F
9、9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A
10、3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5文档编码:CN10F9W7K3A3 HF6U9A10M6M2 ZB2Z3N6T1N5由 Es1/Es2=8.1/2.6=3.1，z=2.2-0.5=1.7m0.5 b，查表 2-7 得 23o。f az=f ak
11、+d m(d+z-0.5)=65+1.0 17(2.2-0.5)=93.9kPa z+cz=55.4+37.4=92.8kPa107mm）。第 3 页，共 27 页文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 H
12、F7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7
13、N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 H
14、F7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7
15、N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 H
16、F7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7
17、N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4配钢筋 f 12 200，As565mm2，垫层用 C10混凝土。2-7 一钢筋混凝土内柱截面尺寸为300mm 300mm，作用在基础顶面的轴心荷载Fk400kN。自地表起的土层情况为：素填土，松
18、散，厚度1.0m，g16.4kN/m3；细砂，厚度 2.6m，g18kN/m3，gsat 20kN/m3，标准贯入试验锤击数 N 10；粘土，硬塑，厚度较大。地下水位在地表下1.6m处。试确定扩展基础的底面尺寸并设计基础截面及配筋。解(1)确定地基持力层素填土层厚度不大，且承载力偏低，不宜作持力层；由细砂层的N10 查表 2-4，得 f ak=140kPa，此值较大，故取细砂层作为地基持力层。第三层硬塑粘土层的承载力亦较高，但该层埋深过大，不宜作持力层。(2)确定基础埋深及地基承载力特征值由于地下水位在地表下1.6m 深处，为避免施工困难，基础埋深不宜超过1.6m。根据浅埋的原则，现取埋深 d
19、=1.0m。查表 2-5，得细砂的 d=3.0，地基承载力特征值为：f a=f ak+d m(d-0.5)=140+3.0 16.4(1-0.5)=164.6kPa 第 4 页，共 27 页文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:
20、CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q
21、4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:
22、CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q
23、4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:
24、CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q
25、4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4(3)确定基础底面尺寸取 b=l=1.7m。(4)计算基底净反力设计值(5)确定基础高度采用 C20混凝土，f t=1.10N/mm2，钢筋用 HPB235 级，f y=
26、210N/mm2。取基础高度 h=400mm，h0=400-45=355mm 因 bc+2h0=0.3+20.355=1.01m87.4kN（可以）(6)确定底板配筋本基础为方形基础，故可取 M=M=(1/24)pj(l a c)2(2 b+bc)第 5 页，共 27 页文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码
27、:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7
28、Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码
29、:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7
30、Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码
31、:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7
32、Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4配钢筋 11f 10 双向，As863.5mm2842mm2。2-8 同上题，但基础底面
33、形心处还作用有弯矩M k110kN.m。取基底长宽比为1.5，试确定基础底面尺寸并设计基础截面及配筋。解取基础埋深为1.0m，由上题知地基承载力特征值f a=164.6kPa。(1)确定基础底面尺寸初取基底尺寸：l=nb=1.51.6=2.4m Fk+G k=400+201.62.41=476.8kN第 6 页，共 27 页文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3
34、HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E
35、7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3
36、HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E
37、7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3
38、HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E
39、7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4(2)计算基底净反力设计值平行于基
40、础短边的柱边-截面的净反力：(3)确定基础高度采用 C20混凝土，f t=1.10N/mm2，钢筋用 HPB235 级，f y=210N/mm2。取基础高度 h=500mm，h0=500-45=455mm。因 bc+2h0=0.3+20.455=1.21m216.9kN（可以）(4)确定底板配筋对柱边-截面，按式（2-65）计算弯矩：配钢筋 15f 12，As1695mm21602mm2，平行于基底长边布置。按构造要求配筋 13f 10，As1021mm2587mm2，平行于基底短边布置。第 8 页，共 27 页文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文
41、档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S
42、5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文
43、档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S
44、5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文
45、档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S
46、5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文
47、档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4长钢筋放下层，短钢筋放上层。A段，粉质粘土，软塑，厚度2m，Es4.2MPa，其下为基岩；B段，粘土，硬塑，厚度12m，Es=18.4MPa，其下为基岩。试分别计算A、B段的地基基床系数，并比较计算结果。习题 32 某过江隧道底面宽度为33m，隧道 A、B段下的土层分布依次为：解本题属薄压缩层地基，可按式（10-52）计算。A段：B段：比较上述计算结果可知，并非土越硬，其基床系数就越大。基床系数不仅与土的软硬有关，更与地基可压缩土层的厚度
48、有关。习题 33 如图中承受集中荷载的钢筋混凝土条形基础的抗弯刚度EI2106kNm2，梁长 l 10m，底面宽度 b2m，基床系数 k4199kN/m3，试计算基础中点 C的挠度、弯矩和基底净反力。第 9 页，共 27 页文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8
49、 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3
50、D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8 ZN9W6B7E7N4文档编码:CV3D4E9X4H3 HF7S5G7Q4T8