CN109577343A - Outer support formula foundation pit supporting method - Google Patents
Outer support formula foundation pit supporting method Download PDFInfo
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- CN109577343A CN109577343A CN201811440919.7A CN201811440919A CN109577343A CN 109577343 A CN109577343 A CN 109577343A CN 201811440919 A CN201811440919 A CN 201811440919A CN 109577343 A CN109577343 A CN 109577343A
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- bracing element
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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Abstract
The present invention proposes to support formula foundation pit supporting method outside one kind, comprising the following steps: S1, the vertical body I of setting and vertical body II, vertical body I and vertical II top of body are concordant with ground, and the length of vertical body II is less than or equal to the length of vertical body I；S2, setting buttress；S3, setting bracing element component, specific setting method are to set gradually n-layer bracing element component from top to bottom from apart from ground h1 depth；The top of every layer of bracing element component connects with vertical body II, and bottom end connects with vertical body II；The angle of every layer of bracing element component and horizontal plane is 40 °~45 °；Every layer of bracing element component is constituted by least two along the bracing element that foundation pit length direction is set gradually, and the horizontal space between bracing element is s2；S4, the foundation pit for being H by the depth that ground excavates downwards.Outer support formula foundation pit supporting method proposed by the invention can reduce project cost, improve construction efficiency.
Description
Technical field
The present invention relates to foundation pit supporting methods in field of civil engineering, and in particular to a kind of outer support formula for soft soil foundation
Foundation pit supporting method.
Background technique
Foundation pit in weak soil, when cutting depth is greater than 7m or more, it is necessary to be kept out using inner support and act on vertical branch
Soil pressure on watch box, this is a kind of passive supporting role.Inner support system supports girder system structure by stand column pile, column and horizontal direction
At reducing the unearthed efficiency in foundation pit which increase project cost.In addition, with the construction of underground structure, inner support is also needed
It successively to remove, be affected to environment, also interfere the construction of underground structure.
Therefore, it is necessary to improve to the prior art.
Summary of the invention
The technical problem to be solved by the present invention is to propose the foundation pit supporting method without inner support on a kind of soft soil foundation；
In order to solve the above technical problems, the present invention proposes to support formula foundation pit supporting method outside one kind, comprising the following steps:
S1, the vertical body I of setting and vertical body II:
Vertical body I is set in quasi- side of excavating, the length of vertical body I is L1, vertical body II, vertical body are set on the outside of foundation pit
II length is L2；
Note: above-mentioned outside refers on the outside of soft soil foundation pit that is, soft soil foundation pit is located at vertical body I and vertical II inside of body.
The vertical body I and vertical II top of body are concordant with ground, and L2Less than or equal to L1
S2, setting buttress；
The buttress is located at vertical I side of body (vertical I other side of body is bracing element), and top is flat with excavation of foundation pit face；
The buttress is continuously arranged along foundation pit length direction；
S3, setting n-layer bracing element component, 2≤n:
From apart from ground h1 depth, n-layer bracing element component is set gradually from top to bottom；
The top of every layer of bracing element component connects with vertical body II, and bottom end connects with vertical body II；
The angle of every layer of bracing element component and horizontal plane is 40 °~45 °；
S4, the foundation pit for being H by the depth that ground excavates downwards.
As the improvement for supportting formula foundation pit supporting method outside the present invention:
The step of step S3 setting n-layer bracing element component, is as follows:
3.1, first layer bracing element component is set:
The top of the first layer bracing element component is located at h1 depth below vertical II top of body, and bottom end is opened positioned at foundation pit
Above digging face, and its bottom end is h0 at a distance from excavation of foundation pit face.
3.2, kth layer bracing element component is set, 2≤k≤n:
The top of the kth layer bracing element component and the top distance of -1 layer of bracing element component of kth are h (k), and kth layer is oblique
It is h (k) at a distance from the bottom end of -1 layer of bracing element component in the bottom end of support member component and kth；
It repeats the above steps, until k=n；
The h1 takes (0.1~0.3) H, h (k) that (0.2~0.4) H, h0 is taken to take (0.1~0.3) H；
As the further improvement for supportting formula foundation pit supporting method outside the present invention:
Every layer of bracing element component is constituted by least two along the bracing element that foundation pit length direction is set gradually, between bracing element
Horizontal space be s2；
The s2 takes 1.0m-2.0m.
As the further improvement for supportting formula foundation pit supporting method outside the present invention:
Vertical body I is parallel with vertical body II in the step S1, and horizontal distance s1, s1 are (0.5~1.0) H；
The length L1 of the vertical body I is (2~3) H；
The length L2 of the vertical body II is 1.5H~L1；
The width of buttress is b in the step S2, is highly h；
The b is (0.8~2) H, and h takes (0.6~1) H.
As the further improvement for supportting formula foundation pit supporting method outside the present invention:
The vertical body I and vertical body II are by soil cement, Earthworking reinforced bar material, fashioned iron, steel strand wires or armored concrete
At least one of material it is built-up；
The vertical body I is continuous wall or isolated pile body；
The vertical body II is continuous wall or isolated pile body；
As the further improvement for supportting formula foundation pit supporting method outside the present invention:
The vertical body I and vertical body II are cross-section or the vertical body structure of variable cross-section.
As the further improvement for supportting formula foundation pit supporting method outside the present invention:
The bracing element is built-up by least one of soil cement, fashioned iron, steel strand wires or armored concrete material；
As the further improvement for supportting formula foundation pit supporting method outside the present invention:
The buttress is the continuous wall built-up by soil cement.
For the prior art, technical advantage of the invention is:
The present invention provides outer support formula foundation pit supporting methods to solve without the pattern foundation pit supporting structure of inner support on soft soil foundation
Deep basal pit in weak soil needs the technical issues of inner support is arranged, and eliminates the inner support part of traditional method for protecting support, reduces work
Journey cost improves construction efficiency, also has fewer environmental impacts, and eliminates the interference that pattern foundation pit supporting structure constructs to underground structure part.
Detailed description of the invention
Specific embodiments of the present invention will be described in further detail with reference to the accompanying drawing.
Fig. 1 is the schematic top plan view using structure constructed by the outer support formula foundation pit supporting method of the present invention.
Fig. 2 is partial schematic diagram of the Fig. 1 under A-A section view state.
Specific embodiment
The present invention is described further combined with specific embodiments below, but protection scope of the present invention is not limited in
This.
Embodiment 1, outer support formula foundation pit supporting method, as illustrated in fig. 1 and 2, in soft soil layer 5, cutting depth is the base of H
Hole, including the following steps successively carried out:
S1, vertical body I 1 and vertical body II 2 are set according to the actual needs of supporting:
Vertical body I 1 is set in quasi- side of excavating, the length of vertical body I 1 is L1, vertical body II 2, vertical body are set on the outside
II 2 length is L2；
Note: above-mentioned outside refers on the outside of soft soil foundation pit that is, soft soil foundation pit is located at vertical body I 1 and vertical II 2 inside of body.
Vertical body I 1 and the top of vertical body II 2 are concordant with ground 7, and L2Less than or equal to L1, vertical body I 1 and vertical body
II 2 is parallel, and its horizontal distance is s1.
L1Take (2~3) H, L2Take (1.5H~L1), s1 takes (0.5~1.0) H；
Note: vertical body I 1 is using soil cement, Earthworking reinforced bar material, fashioned iron, steel strand wires or reinforced concrete with vertical body II 2
Continuous wall constructed by least one of materials such as soil or isolated pile body；
Vertical body I 1 and vertical body II 2 are the vertical body structure of cross-section/variable cross-section, that is, can be according to the actual needs of supporting
Convert the width of II 2 vertical direction of vertical body I 1 and vertical body, for example, vertical body I 1 and vertical body II 2 in the vertical direction by
Middle part is gradually reduced (variable cross-section is broad in the middle, small in ends) to both ends.
S2, setting buttress 4:
Buttress 4 is located at vertical I 1 side of body (vertical I 1 other side of body is bracing element 3), and top is flat with Foundation Pit bottom, i.e.,
Flat with excavation of foundation pit face 6, buttress 4 is continuously arranged along foundation pit length direction, and 4 height of buttress is h, width b, and length is long with foundation pit
It spends identical；
Buttress 4 generallys use the continuous wall that soil cement is built-up, and buttress 4 is made of soil cement in the present embodiment
Body.
B takes (0.8~2) H, h to take (0.6~1) H.
S3, setting n-layer bracing element component, 2≤n:
From the h1 depth apart from ground 7, n-layer bracing element component is set gradually from top to bottom；
Be parallel to each other between every layer of bracing element component, and every layer of bracing element component by least two along foundation pit length direction according to
The bracing element 3 of secondary setting is constituted；
Every 3 top of bracing element connects with vertical body II 2, and bottom end connects with vertical body II 1；Every bracing element 3 and level
40 °~45 ° of the angle in face；
Horizontal space between bracing element 3 is s2, and s2 can use 1.0m-2.0m.
Note: the connection relationship of each bracing element 3 and vertical body I 1 and vertical body II 2 is all the same in same layer bracing element component, therefore
" top/bottom end of every bracing element 3 in n-th layer bracing element component " is hereinafter reduced to the " top of n-th layer bracing element component
It is stated at end/bottom end ".
The step of n-layer bracing element component is arranged is as follows:
3.1, first layer bracing element component is set:
The top of first layer bracing element component is located at h1 depth below vertical II 2 top of body, and bottom end is located at excavation of foundation pit
6 top of face, and its bottom end is h0 at a distance from excavation of foundation pit face 6.
3.2, kth layer bracing element component is set, 2≤k≤n:
The top of second layer bracing element component and the top distance of first layer bracing element component are h2, second layer bracing element group
The bottom end of part is h2 at a distance from the bottom end of first layer bracing element component；
The top of third layer bracing element component and the top distance of second layer bracing element component are h3, third layer bracing element group
The bottom end of part is h3 at a distance from the bottom end of second layer bracing element component；And so on.
That is,
The top of kth layer bracing element component and the top distance of -1 layer of bracing element component of kth are h (k), kth layer bracing element
It is h (k) at a distance from the bottom end of -1 layer of bracing element component in the bottom end of component and kth；
It repeats the above steps, until k=n.
H1 takes (0.1~0.3) H, h (k) that (0.2~0.4) H, h0 is taken to take (0.1~0.3) H；
Three layers of bracing element component are such as set, k can value 2,3, h2 takes (0.2~0.3) H, h3 to take (0.2~0.3) H at this time.
Note: bracing element 3 can use in the materials such as soil cement, fashioned iron, steel strand wires, armored concrete extremely according to actual needs
It is few a kind of built-up.
S4, by excavation of foundation pit to hole bottom, i.e., the depth excavated downwards by ground 7 is the foundation pit of H.
It tests 1, according to 1 the method for embodiment, is tested as follows:
Excavation pit depth H=6m in soft soil layer 5；
3 layers of bracing element component are set:
The top of first layer bracing element component and the top of vertical body II 2 distance are h1=1m, second layer bracing element component
Top is h2=2m, third layer bracing element component top and second layer bracing element group at a distance from first layer bracing element component top
Part top distance is h3=2m；
The distance in the bottom end of first layer bracing element component to excavation of foundation pit face 6 is h0=1m.
Horizontal space s2=1.5m between bracing element 3.
The angle of every bracing element 3 and horizontal plane is 40 °.
One, the vertical I 1 length L of body in side is excavated1=2.5H=15m.
Two, II 2 length L of body elevationally outward2=L1=15m.
Three, the horizontal distance s1=0.8H=4.8m of vertical body I 1 and vertical body II 2.
Four, 4 width b=1.5H=9m of buttress.
Five, 4 height h=0.8H=4.8m of buttress.
Six, the top of first layer bracing element component and the top of vertical body II 2 distance are h1=1m, first layer bracing element group
The distance in the bottom end of part to excavation of foundation pit face 6 is h0=1m.
Seven, second layer bracing element component top and first layer bracing element component top distance are h2=2m,
Eight, third layer bracing element component top and second layer bracing element component top distance are h3=2m,
Nine, the horizontal space s2=1.5m between bracing element 3.
Ten, it is excavated to from 6m (that is, Foundation Pit bottom) downwards from ground 7.
It is monitored according to GB50497-2009 " architecture Foundation Pit Engineering Specifications of Monitoring Technology ", the supporting that this experiment is established
Structure meets the deformation and stability requirement of foundation pit.
It tests 2, according to 1 the method for embodiment, is tested as follows:
Excavation pit depth H=8m in soft soil layer 5；
3 layers of bracing element component are set:
The top of first layer bracing element component and the top of vertical body II 2 distance are h1=1m, second layer bracing element component
Top and first layer bracing element component top distance are h2=3m, third layer bracing element component top and second layer bracing element component
Top distance is h3=3m, and the distance in bottom end to the excavation of foundation pit face 6 of first layer bracing element component is h0=1m.
Horizontal space s2=1.5m between bracing element 3.
The angle of every bracing element 3 and horizontal plane is 43 °.
One, the vertical I 1 length L of body in side is excavated1=2.5H=20m.
Two, II 2 length L of body elevationally outward2=L1=20m.
Three, the horizontal distance s1=0.8H=6.4m of vertical body I 1 and vertical body II 2.
Four, 4 width b=1.5H=12m of buttress.
Five, 4 height h=0.8H=6.4m of buttress.
Six, the top of first layer bracing element component and the top of vertical body II 2 distance are h1=1m, first layer bracing element group
The distance in the bottom end of part to excavation of foundation pit face 6 is h0=1m.
Seven, second layer bracing element component top and first layer bracing element component top distance are h2=3m,
Eight, third layer bracing element component top and first layer bracing element component top distance are h3=3m,
Nine, the horizontal space s2=1.5m between bracing element 3.
Ten, it is excavated to from 8m (that is, Foundation Pit bottom) downwards from ground 7.
It is monitored according to GB50497-2009 " architecture Foundation Pit Engineering Specifications of Monitoring Technology ", the supporting that this experiment is established
Structure meets the deformation and stability requirement of foundation pit.
It tests 3, according to 1 the method for embodiment, is tested as follows:
Excavation pit depth H=10m in soft soil layer 5；
4 layers of bracing element component are set
The top of first layer bracing element component and the top of vertical body II 2 distance are h1=1m, second layer bracing element component
Top and first layer bracing element component top distance are h2=2m, third layer bracing element component top and second layer bracing element component
Top distance is h3=3m, and the 4th layer of bracing element component top and third layer bracing element component top distance are h4=3m, first
The distance in the bottom end of layer bracing element component to excavation of foundation pit face 6 is h0=1m.
Horizontal space s2=1.5m between bracing element 3.
The angle of every bracing element 3 and horizontal plane is 45 °.
One, the vertical I 1 length L of body in side is excavated1=2.5H=25m.
Two, II 2 length L of body elevationally outward2=L1=25m.
Three, the horizontal distance s1=0.8H=8m of vertical body I 1 and vertical body II 2.
Four, 5 width b=1.8H=18m of buttress.
Five, 5 height h=0.8H=8m of buttress.
Six, the top of first layer bracing element component and the top of vertical body II 2 distance are h1=1m, first layer bracing element group
The distance in the bottom end of part to excavation of foundation pit face 6 is h0=1m.
Seven, second layer bracing element component top and first layer bracing element component top distance are h2=2m,
Eight, third layer bracing element component top and second layer bracing element component top distance are h3=3m,
Nine, the 4th layer of bracing element component top and third layer bracing element component top distance are h4=3m,
Ten, the horizontal space s2=1.5m between bracing element 3.
11, it is excavated to from 10m (that is, Foundation Pit bottom) downwards from ground 7.
It is monitored according to GB50497-2009 " architecture Foundation Pit Engineering Specifications of Monitoring Technology ", the supporting that this experiment is established
Structure meets the deformation and stability requirement of foundation pit.
The above list is only a few specific embodiments of the present invention for finally, it should also be noted that.Obviously, this hair
It is bright to be not limited to above embodiments, it can also also can be used in the pattern foundation pit supporting structure of non-soft clay area there are many deformation.This field
All deformations that those of ordinary skill directly can export or associate from present disclosure, are considered as of the invention
Protection scope.
Claims (8)
1. formula foundation pit supporting method is supportted outside, it is characterized in that the following steps are included:
S1, the vertical body I (1) of setting and vertical body II (2):
Vertical body I (1) is set in quasi- side of excavating, the length of vertical body I (1) is L1, vertical body II (2) is set on the outside of foundation pit, is erected
It is L to the length of body II (2)2；
The vertical body I (1) and vertical body II (2) top are concordant with ground (7), and L2Less than or equal to L1
S2, setting buttress (4)；
The buttress (4) is located at vertical body I (1) side, and top is flat with excavation of foundation pit face (6)；
The buttress (4) is continuously arranged along foundation pit length direction；
S3, setting n-layer bracing element component, 2≤n:
From apart from ground (7) h1 depth, n-layer bracing element component is set gradually from top to bottom；
The top of every layer of bracing element component connects with vertical body II (2), and bottom end connects with vertical body II (2)；
The angle of every layer of bracing element component and horizontal plane is 40 °~45 °；
S4, the foundation pit for being H by the depth that ground (7) are excavated downwards.
2. outer support formula foundation pit supporting method according to claim 1, it is characterized in that:
The step of step S3 setting n-layer bracing element component, is as follows:
3.1, first layer bracing element component is set:
The top of the first layer bracing element component is located at h1 depth below vertical body II (2) top, and bottom end is opened positioned at foundation pit
Above digging face (6), and its bottom end is h0 at a distance from excavation of foundation pit face (6).
3.2, kth layer bracing element component is set, 2≤k≤n:
The top of the kth layer bracing element component and the top distance of -1 layer of bracing element component of kth are h (k), kth layer bracing element
It is h (k) at a distance from the bottom end of -1 layer of bracing element component in the bottom end of component and kth；
It repeats the above steps, until k=n；
The h1 takes (0.1~0.3) H, h (k) that (0.2~0.4) H, h0 is taken to take (0.1~0.3) H.
3. outer support formula foundation pit supporting method according to claim 2, it is characterized in that:
The bracing element (3) that every layer of bracing element component is set gradually by least two along foundation pit length direction is constituted, bracing element (3) it
Between horizontal space be s2；
The s2 takes 1.0m~2.0m.
4. any outer support formula foundation pit supporting method according to claim 1~3, it is characterized in that:
Vertical body I (1) is parallel with vertical body II (2) in the step S1, and horizontal distance s1, s1 are (0.5~1.0) H；
The length L1 of the vertical body I (1) is (2~3) H；
The length L2 of the vertical body II (2) is 1.5H~L1；
The width of buttress (4) is b in the step S2, is highly h；
The b is (0.8~2) H, and h takes (0.6~1) H.
5. outer support formula foundation pit supporting method according to claim 4, it is characterized in that:
The vertical body I (1) and vertical body II (2) are by soil cement, Earthworking reinforced bar material, fashioned iron, steel strand wires or reinforced concrete
At least one of soil material is built-up；
The vertical body I (1) is continuous wall or isolated pile body；
The vertical body II (2) is continuous wall or isolated pile body.
6. outer support formula foundation pit supporting method according to claim 5, it is characterized in that:
The vertical body I (1) and vertical body II (2) are cross-section or the vertical body structure of variable cross-section.
7. outer support formula foundation pit supporting method according to claim 6, it is characterized in that:
The bracing element (3) is built-up by least one of soil cement, fashioned iron, steel strand wires or armored concrete material.
8. outer support formula foundation pit supporting method according to claim 7, it is characterized in that:
The buttress (4) is the continuous wall built-up by soil cement.
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| CN201811440919.7A CN109577343B (en) | 2018-11-29 | 2018-11-29 | External-bracing type foundation pit supporting method |
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| CN201811440919.7A CN109577343B (en) | 2018-11-29 | 2018-11-29 | External-bracing type foundation pit supporting method |
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Citations (4)
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| CN102071693A (en) * | 2011-01-13 | 2011-05-25 | 广州市城市规划勘测设计研究院 | Variable section cement-soil gravity type retaining wall and construction method thereof |
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- 2018-11-29 CN CN201811440919.7A patent/CN109577343B/en active Active
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| CN102071693A (en) * | 2011-01-13 | 2011-05-25 | 广州市城市规划勘测设计研究院 | Variable section cement-soil gravity type retaining wall and construction method thereof |
| CN102383417A (en) * | 2011-09-28 | 2012-03-21 | 马文旭 | Combined framework pile |
| CN105133624A (en) * | 2015-09-30 | 2015-12-09 | 贵州正业工程技术投资有限公司 | Double-row pile support structure |
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