基础工程设计(独立基础设计)
目录
1
1 设计题目
1
2 工程地质情况
2
3基础设计
2
(1)确定基础的埋置深度d
2
(2)确定地基承载能力特征值fa
2
(3)确定基础的底面面积
3
(4)持力层强度验算
4
(5)基础高度验算
4
(1)柱边截面
5
(2)变阶处截面
5
(6)基础底板配筋计算
5
(1)计算基础的长边方向
6
(2)计算基础的短边方向
7
4 绘制施工图
柱下钢筋混凝土独立基础设计
1 设计题目
某中学为四层钢筋混凝土框架结构,采用柱下独立基础,柱网布置...
目录
1
1 设计题目
1
2 工程地质情况
2
3基础设计
2
(1)确定基础的埋置深度d
2
(2)确定地基承载能力特征值fa
2
(3)确定基础的底面面积
3
(4)持力层强度验算
4
(5)基础高度验算
4
(1)柱边截面
5
(2)变阶处截面
5
(6)基础底板配筋计算
5
(1)计算基础的长边方向
6
(2)计算基础的短边方向
7
4 绘制
图
柱下钢筋混凝土独立基础设计
1 设计题目
某中学为四层钢筋混凝土框架结构,采用柱下独立基础,柱网布置如图(先略),在基础顶面的相应荷载效应
组合,由上部结构传来的轴心荷载为660KN,弯矩值为100KN·m。柱截面尺寸为500mm×500mm,试设计该基础。
2 工程地质情况
该地区地势平坦,无相领建筑物,经地质勘测:持力层为粘性土(ηb=0.3,ηd=1.6),土的天然重度为18KN/m3,fak=230KN/m2,地下水位在-7.5m处,无侵蚀性,标准冻深为1.0m。
3基础设计
(1)确定基础的埋置深度d
dmin=Zo+(100~200)mm=1000+(100~200)=1100~1200m
取d=1200mm
根据GB50007-2002规定,将该独立基础设计成阶梯形,取基础高度为650mm,基础分两级,室内外高差450mm,如图
(2)确定地基承载能力特征值fa
因为B、C轴中心距为3m,假设b﹤3m,因为d=1.2m﹥0.5m 故只需对地基承载能力特征值进行深度修正,fa=fak+ηdγm(d-0.5)=230+1.6×18×(1.2-0.5)=250.16KN∕m2
(3)确定基础的底面面积
由于基础边基和内基填土不同(即室内外有高差,应该以最不利计算)
=
=1.6m
A=(1.1~1.4)
=(1.1~1.4)
=(3.67~4.67)m2
矩形基础长短边之比
=1.2~2.0
取b=1.8m,则l=2.4m 此时A=4.32m2
=
=1.4m
A=(1.1~1.4)
=(1.1~1.4)
=(3.59~4.57)m2
矩形基础长短边之比
=1.2~2.0
取b=1.8m,则l=2.4m 此时A=4.32m2
由于影响不大,所以取l=2.4m,b=1.8m即可。
(4)持力层强度验算
作用在基地形心的竖向力值、力矩分别为
Fk+Gk=660+
=660+20×4.32×1.4=780.96KN
Mk=M=100KN·m
e0=
=
=0.13m﹤
=
=0.4m
符合要求。
=
=
=
EMBED Equation.3 ≤1.2
=1.2×250.16=300.192
=
=180.78
≤
=250.16
故持力层强度满足要求。
(5)基础高度验算
现选用砼强度等级C30,HPB235钢筋,查得砼
=1.43
=1430
,钢筋
=210
,
=1.3×660=858 KN,
=1.3×100=130 KN·m。
地基净反力
=
=
=0.15m﹤
=
=0.4m
=
=
=
由图可知,l=2.4m,b=1.8m,h=650mm=0.65m,
=650-40=610mm=0.61m,下阶
=350mm=0.35m,
=350-40=310mm=0.31m;
=1200mm=1.2m,
=500mm=0.5m,
=500mm=0.5m,
=900mm=0.9m。
(1)柱边截面
+2
=(0.5+2×0.61)m=1.72m﹤b=1.8m
=(
)b-
=[(
)×1.8-
]
=0.61
=(
+
)
=(0.5+0.61) ×0.61=0.677
=
EMBED Equation.3 =0.61×273.09KN=166.58KN
0.7
=0.7×1.0×1430×0.677KN=677.68KN﹥
=166.58KN
符合要求。
(2)变阶处截面
+2
=0.9+2×0.31=1.52m﹤b=1.6m
=(
)b-
=[(
)×1.8-
]
=0.502
=(
+
)
=(0.9+0.31)×0.31=0.375
=
EMBED Equation.3 =0.502×273.09=137.09KN
0.7
=0.7×1.0×1430×0.375KN=375.38KN﹥
=137.09KN
符合要求。
(6)基础底板配筋计算
(1)计算基础的长边方向
1-1截面:
柱边地基净反力
=
=[173.09+
×(273.09-124.13)]
=265.09
=
=
KN·m=165.95 KN·m
=
=
=1439.41
3-3截面:
=
=[173.09+
×(273.09-124.13)]
=284.81
=
=
KN·m=75.32KN·m
=
=
=1285.54
比较
和
,应按
配筋,在平行于l方向1.8m宽度范围内配10Φ14@200 (
=1538.9
﹥1439.41
)。
(2)计算基础的短边方向
2-2截面:
=
=
=74.12 KN·m
=
=
=642.90
4-4截面:
=
=
=40.22KN·m
=
=
=686.47
比较
和
,应按
配筋,在平行于b方向2.4m宽度范围内配12Φ10@220 (
=942
﹥642.90
)。
4 绘制施工图
(基础平面布置图(比例1:200)、详图(比例1:20)
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