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海外工程十五年之十六

杯口基础要点

《建筑地基基础设计规范》GB50007-2010

EN1992-1-1

8.2.4预制钢筋混凝土柱与杯口基础的连接(图8.2.4),应符合下列规定:

                                                               

8.2.4  预制钢筋混凝土柱与杯口基础的连接示意

注:a2≥a11-焊接网

1 柱的插入深度,可按表8.2.4-1选用,并应满足本规范第8.2.2条钢筋锚固长度的要求及吊装时柱的稳定性。

8.2.4-1  柱的插入深度h1(mm)

矩形或工字形柱

双肢柱

h500

500≤h800

800≤h≤l000

h1000

h1.2h

h

0.9h

≥800

0.8h

≥1000

(1/32/3)ha

(1.51.8)hb

注:1 h为柱截面长边尺寸;ha为双肢柱全截面长边尺寸;hb为双肢柱全截面短边尺寸;

2 柱轴心受压或小偏心受压时.h1可适当减小,偏心距大于2h时,h1应适当加大。

2 基础的杯底厚度和杯壁厚度,可按表8.2.4-2选用。

8.2.4-2  基础的杯底厚度和杯壁厚度

柱截面长边尺寸h(mm)

杯底厚度a1(mm)

杯壁厚度t(mm)

h500

≥150

150200

500≤h800

≥200

≥200

800≤h1000

≥200

≥300

1000≤h1500

≥250

≥350

1500≤h2000

≥300

≥400

注:1 双肢柱的杯底厚度值,可适当加大;

2 当有基础梁时,基础粱下的杯壁厚度,应满足其支承宽度的要

求;

3 柱子插入杯口部分的表面应凿毛,柱子与杯口之间的空隙,应

用比基础混凝土强度等级高一级的细石混凝土充填密实,当达到

材料设计强度的70%以上时,方能进行上部吊装。

3 当柱为轴心受压或小偏心受压且t/h2≥0.65时,或大偏心受压且t/h2≥0.75时,杯壁可不配筋;当柱为轴心受压或小偏心受压且0.5≤t/h20.65时,杯壁可按表8.2.4-3构造配筋;其他情况下,应按计算配筋。

8.2.4-3  杯壁构造配筋

柱截面长边尺寸(mm)

h1000

1000≤h1500

1500≤h2000

钢筋直径(mm)

810

1012

1216

注:表中钢筋置于杯口顶部,每边两根(图8.2.4)。

10.9.6 Pocket foundations

10.9.6.1General (1)P  Concrete pockets shall be capable of transferring vertical actions, bending  moments and horizontal shears from columns to the soil. The pocket shall be  large enough to enable a good concrete filling below and around the column.

10.9.6.2 Pockets with  keyed surfaces

(1) Pockets  expressly wrought with indentations or keys may be considered to act  monolithically with the column.

(2) Where vertical  tension due to moment transfer occurs careful detailing of the  overlapreinforcement of the similarly wrought column and the foundation is  needed, allowing for the

separation of the  lapped bars. The lap length according to 8.6 should be increased by at  leastthe horizontal distance between bars in the column and in the foundation  (see Figure 10.7 (a) )Adequate horizontal reinforcement for the lapped splice  should be provided.

(3) The punching  shear design should be as for monolithic column/foundation connections  according to 6.4, as shown in Figure 10.7 (a), provided the shear transfer  between the column and footing is verified. Otherwise the punching shear  design should be as for pockets with smooth surfaces.

10.9.6.3 Pockets with  smooth surfaces

(1) The forces and  the moment may be assumed to be transferred from column to foundation by  compressive forces F1, F2 and F3 through the  concrete filling and corresponding friction forces, as shown in Figure 10.7  (b). This model requires l 1,2 h.

(2) The coefficient  of friction should not be taken greater than µ = 0,3.

(3) Special  attention should be paid to:

– detailing of  reinforcement for F1 in   top of pocket walls.

(a) with keyed joint surface

(b) with smooth joint surface

Figure 10.7: Pocket Foundations

 

– transfer of F1  along the lateral walls to the footing

– anchorage of main  reinforcement in the column and  pocket walls

– shear resistance  of column within the pocket

– punching  resistance of the footing slab under the  column force, the calculation for which may take into account the insitu  structural concrete placed  under the precast element.

 

 


 

欧洲杯壁基础计算简图

 



 欧洲规范对杯壁的计算可以由上述简图推导出来。

规范虽然差不多,但还是有不同。


本文来自网络,不代表钢构人的立场,转载请注明出处。搜索工程类文章,就用钢构人网站。 https://www.ganggouren.com/2018/06/ebe2bd64f0/
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