CN109113075A - Slope without inner support method for protecting support at the top of soft soil foundation pit - Google Patents
Slope without inner support method for protecting support at the top of soft soil foundation pit Download PDFInfo
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- CN109113075A CN109113075A CN201811147124.7A CN201811147124A CN109113075A CN 109113075 A CN109113075 A CN 109113075A CN 201811147124 A CN201811147124 A CN 201811147124A CN 109113075 A CN109113075 A CN 109113075A
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- foundation pit
- vertical body
- slope
- horizontal
- oblique pull
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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
Abstract
The present invention propose slope at the top of a kind of soft soil foundation pit without inner support method for protecting support, comprising the following steps: S1, the vertical body I of setting and vertical body II, the top of vertical body I are located at a6 depth below ground；The top of vertical body II is concordant with ground；S2, setting buttress；S3, setting bracing element component, bracing element component are constituted by least two along the bracing element that foundation pit length direction is set gradually；In ground, bottom end connects with vertical body I for the top of bracing element and the top of vertical body II；S4, setting oblique pull part component, oblique pull part component with the one-to-one oblique pull part of bracing element by constituting；The top of oblique pull part connects with the top of vertical body I, and oblique pull part intersects with vertical body II in A point；Bracing element and oblique pull part intersect at B point；S5, setting horizontal element component: from ground, the foundation pit that cutting depth is H downwards, from apart from ground a4+a6 depth, sets gradually n-layer horizontal element component while excavating from top to bottom.
Description
Technical field
The present invention relates to foundation pit supporting methods in field of civil engineering, and in particular to a kind of supporting of the soft soil foundation pit without inner support
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.
Summary of the invention
The technical problem to be solved by the present invention is to propose to be carried out on a kind of soft soil foundation without slope at the top of inner support and foundation pit
The foundation pit supporting method of supporting；
In order to solve the above technical problems, the present invention propose slope at the top of a kind of soft soil foundation pit without inner support method for protecting support, packet
Include 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, it is deep that the top of vertical body I is located at a6 below ground
At degree；
Vertical body II is set on the outside, and the length of vertical body II is L2, vertical II top of body is concordant with ground, and L2It is less than
Equal to L1+a6；
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.Vertical body I
It is parallel with vertical body II.
S2, setting buttress；
The buttress is located at vertical I side of body (vertical I other side of body be bracing element, oblique pull part, horizontal element), top with
Excavation of foundation pit face is flat (i.e. flat with Foundation Pit bottom)；
The buttress is continuously arranged along foundation pit length direction；
S3, setting bracing element component:
The bracing element component is constituted by least two along the bracing element that foundation pit length direction is set gradually；
In ground, the bottom end of bracing element connects with vertical body I for the top of the bracing element and the top of vertical body II,
And the bottom end of bracing element is located at the lower section in excavation of foundation pit face；
S4, setting oblique pull part component:
The oblique pull part component with the one-to-one oblique pull part of bracing element in step S3 by constituting；
The top of the oblique pull part connects with the top of vertical body I in bottom of slope, and oblique pull part intersects with vertical body II, crosspoint
For A；
The crosspoint A is located at below excavation of foundation pit face；
The length that the oblique pull part stretches out its crosspoint A is a3；
The bracing element and oblique pull part intersect at B point；
S5, setting n-layer horizontal element component:
From the ground foundation pit that cutting depth is H downwards, while excavating, from apart from ground a6+a4 depth, from up to
Under set gradually n-layer horizontal element component；
N-th layer horizontal element component is located above excavation of foundation pit face, is a5 at a distance from excavation of foundation pit face.
The improvement without inner support method for protecting support as slope at the top of soft soil foundation pit of the present invention:
Specific step is as follows for the step S5 setting horizontal element component:
5.1, first layer soil is excavated, slight slope is formed:
First layer soil is excavated downwards in ground, and cutting depth a6, forming slight slope, (bottom of slope is a6 depth below ground
Place)；
Vertical centerline of the slope slope foot c of the slight slope apart from vertical body I is s5；
The s5 is (0.2~0.4) H；
The sloping coefficient of the slight slope slope surface is 0.5~1；
5.2, first layer horizontal element component is set:
Excavate second layer soil, cutting depth a4+0.5m downwards on the basis of step 5.1；On ground, a6+a4 is deep downwards
At degree, first layer horizontal element component is set；
5.2, kth layer horizontal element component is set, n >=k >=2:
+ 1 layer of soil of kth, cutting depth s2 are excavated still further below in the cutting depth of kth layer soil；In ground a6+a4+ downwards
(k-1) kth layer horizontal element component is arranged in s2 depth；
It repeats the above steps, until k=n (that is, n-layer horizontal element component is provided with)；
5.3, a5-0.5m depth is excavated still further below in the cutting depth of n-th layer, excavation of foundation pit finishes.
The further improvement without inner support method for protecting support as slope at the top of soft soil foundation pit of the present invention:
Every layer of horizontal element component is constituted by least two along the horizontal element that foundation pit length direction is set gradually, between horizontal element
Horizontal space be s3；
The horizontal element and the bracing element and oblique pull part that intersect at point B on horizontal plane in being staggered；
Horizontal space between the bracing element is s3, and the horizontal space between oblique pull part is s3；
Horizontal space between horizontal element bracing element adjacent thereto is s4；
The s4 is 0.5s3；
The s3 is 1.0m~2.0m.
The further improvement without inner support method for protecting support as slope at the top of soft soil foundation pit of 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 L of the vertical body I1For 2.5H-a6；
The length L of the vertical body II2For (1.5-2.5) H；
The width of buttress is b in the step S2, is highly h；
The b is (0.8~1) H, and h takes (0.6~0.8) H.
The further improvement without inner support method for protecting support as slope at the top of soft soil foundation pit of the present invention:
The bracing element is a1 at a distance from excavation of foundation pit face；
It is a2 that the crosspoint A, which is at a distance from a1, with vertical II bottom end of body at a distance from excavation of foundation pit face,；
When (0.2~0.3) H is less than 2m, a1 takes 2m；When (0.2~0.3) H is more than or equal to 2m, a1 takes (0.2~0.3)
H；
The a2 is not less than 2.0m, and a3 is not less than 5.0m.
The further improvement without inner support method for protecting support as slope at the top of soft soil foundation pit of the present invention:
The a6 is 1~2.5m, and a4 is 1.0~1.5m, and s2 is 1.0~2.0m.
The further improvement without inner support method for protecting support as slope at the top of soft soil foundation pit of the present invention:
A5=(H-a6)-a4- (the n-1) × s2, n are the numbers of plies of horizontal element component, and 1.0m≤a5≤1.5m.
The further improvement without inner support method for protecting support as slope at the top of soft soil foundation pit of the present invention:
The vertical body I, vertical body II, oblique pull part and horizontal element are twisted by soil cement, Earthworking reinforced bar material, fashioned iron, steel
At least one of line or armored concrete material are built-up；
The vertical body I is continuous wall or isolated pile body；
The vertical body II is continuous wall or isolated pile body；
The bracing element is built-up by least one of soil cement, fashioned iron, steel strand wires or armored concrete material；
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 the foundation pit supporting methods without inner support carried out when carrying out slope excavation on soft soil foundation, solve
Deep basal pit in weak soil needs the technical issues of inner support is arranged, and also solves sloping timbering problem at the top of foundation pit；
Present invention eliminates the inner support parts of traditional method for protecting support, reduce project cost, improve construction efficiency, also to ring
Border influences the interference smaller, elimination 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 vertical view signal without structure constructed by inner support method for protecting support using slope at the top of soft soil foundation pit of the present invention
Figure.
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, at the top of soft soil foundation pit slope without inner support method for protecting support, as illustrated in fig. 1 and 2, in soft soil layer 7,
Cutting depth is the foundation pit of H, 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 construction:
Vertical body I 1 is set in the quasi- excavation side of soft soil foundation pit, the length of vertical body I 1 is L1, the top position of vertical body I 1
In 9 lower section a6 depth of ground；
Vertical body II 2 is set on the outside, and the length of vertical body II 2 is L2；The top of vertical body II 2 is concordant with ground 9, and
L2Less than or equal to L1+ a6, vertical body I 1 is parallel with vertical body II 2, horizontal distance s1.
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.
L1Take 2.5H-a6, L2Length can use (1.2-2.5) H, and s1 can use (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；
S2, setting buttress 5:
Buttress 5 is located at vertical I 1 side of body (vertical I 1 other side of body is bracing element 3, oblique pull part 4, horizontal element 6), top
Flat with Foundation Pit bottom, i.e., it is highly h that flat with excavation of foundation pit face 8, buttress 5 is continuously arranged along foundation pit length direction, width b, long
It spends identical as foundation pit length；
Buttress 5 generallys use the continuous wall that soil cement is built-up, and buttress 5 is made of soil cement in the present embodiment
Body.
B takes (0.8-1) H, h to take (0.6-0.8) H.
S3, setting bracing element component:
Bracing element component is constituted by least two along the bracing element 3 that foundation pit length direction is set gradually；
The top of each bracing element 3 connects with the top of vertical body II 2 on ground 9, and bottom end connects with vertical body I 1, and tiltedly
The bottom end of support member 3 is located at the lower section of excavation of foundation pit face 8, with excavation of foundation pit face 8 apart from for a1；
When (0.2~0.3) H is less than 2m, a1 takes 2m；When (0.2~0.3) H is more than or equal to 2m, a1 takes (0.2~0.3)
H。
Horizontal space between bracing element 3 is s3.
S3 can use 1.0m-2.0m；
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, setting oblique pull part component:
Oblique pull part component with the one-to-one oblique pull part 4 of above-mentioned bracing element 3 by constituting；
The top of each oblique pull part 4 connects with the top of vertical body I 1 in bottom of slope 10；Each oblique pull part 4 and vertical body II 2
Intersect in A point, and it is a3 that oblique pull part 4, which stretches out the length of its crosspoint A,；Crosspoint A is in excavation of foundation pit face 8 hereinafter, opening with foundation pit
The distance in digging face 8 be a2 (that is, vertically body II 2 in the following length of intersection point A be a2) at a distance from a1, with vertical II 2 bottom end of body；
The bracing element 3 of each oblique pull part 4 corresponding thereto intersects in B point simultaneously；Horizontal space between oblique pull part 4 is
s3；
A2 is not less than 2.0m, and a3 is not less than 5.0m.
Note: oblique pull part 4 can use soil cement, Earthworking reinforced bar material, fashioned iron, steel strand wires, reinforced concrete according to actual needs
At least one of the materials such as soil are built-up.
S5, setting n-layer horizontal element component:
Every layer of horizontal element component is constituted by least two along the horizontal element 6 that foundation pit length direction is set gradually, and horizontal element 6
Between horizontal space be s3；S3 can use 1.0m-2.0m；
Horizontal space between horizontal element 6 and adjacent oblique pull part 4 is s4, s4 take 0.5s3 (horizontal element 6 with it is adjacent oblique
The horizontal space of support member 3 is also s4).
Horizontal element 6 can use soil cement, Earthworking reinforced bar material, fashioned iron, steel strand wires, armored concrete etc. according to actual needs
At least one of material is built-up.
The step of n-layer horizontal element component is arranged from top to bottom is as follows:
5.1, first layer soil is excavated downwards in ground 9, cutting depth a6, forming slight slope, (bottom of slope 10 is 9 lower section of ground
A6 depth)；
Vertical centerline of the slope slope foot c of the slight slope apart from vertical body I 1 is s5, and s5 can use (0.2-0.4) H, slope surface
Sloping coefficient desirable 0.5~1.
A6 takes 1~2.5m；
5.2, second layer soil, cutting depth a4+0.5m are excavated downwards on the basis of step 5.1.In the downward a6 in ground 9
First layer horizontal element component is arranged in+a4 depth；
A4 is 1.0~1.5m；
5.3, third layer soil, cutting depth s2 are excavated downwards on the basis of step 5.2.In the downward a6+a4+ in ground 9
Second layer horizontal element component is arranged in s2 depth；
S2 can use (1.0-2.0) m；
5.4, third layer soil, cutting depth s2 are excavated downwards on the basis of step 5.3.In the downward a6+a4+ in ground 9
Third layer horizontal element component is arranged in s2+s2 depth；
5.5, it successively excavates according to above-mentioned steps at 0.5m under n-th layer horizontal element component, in the downward a6+a4+ in ground 9
(n-1) n-th layer horizontal element component is set at s2；
From the foregoing, it will be observed that setting kth (k >=2) layer horizontal element component method are as follows: in kth layer soil cutting depth still further below
Excavate+1 layer of soil of kth, cutting depth s2；In a6+a4+ (k-1) s2 depth, kth layer horizontal element component is set；
Until k=n, n is the horizontal element number of plies, i.e., all horizontal element components are respectively provided with completion.
5.6, a5-0.5m depth is excavated still further below, and excavation of foundation pit finishes, and n-th layer horizontal element component is opened apart from foundation pit at this time
The distance in digging face 8 is a5.
A5=(H-a6)-a4- (n-1) × s2, n are the number of plies of horizontal element component, a5 range 1.0m-1.5m.
It tests 1, according to 1 the method for embodiment, is tested as follows:
Excavation pit depth H=7m in soft soil layer 7；
The bottom end of bracing element 3 and excavation of foundation pit identity distance are from a1=2m, that is, the crosspoint A of oblique pull part 4 and vertical body II 2 away from
From 8 distance a1=2m of excavation of foundation pit face；
Length a3=5m of the oblique pull part 4 other than crosspoint A；
The distance s5=0.4H=2.8m of vertical centerline of the slope slope foot c of slight slope apart from vertical body I 1, slope surface are put
Slope coefficient is 0.5.
Depth a4=1m of the first layer horizontal element component apart from ground 9；
Continue the depth a5=1.2m excavated after basecoat horizontal element component is set；
Excavate the cutting depth a6=1.2m of first layer soil downwards in ground 9；
The distance between every layer of horizontal element component (vertical distance) s2=1.2m；
Horizontal space s3=1.5m between bracing element 3, that is, the horizontal space s3=1.5m between oblique pull part 4, same layer water
Horizontal space s3=1.5m between horizontal member component；
Horizontal space s4=0.75m between bracing element 3 and adjacent level part 6, that is, oblique pull part 4 and adjacent level part 6 it
Between horizontal space s4=0.75m.
One, the vertical I 1 length L of body in side is excavated1=2.5H-a6=16.3m.
Two, II 2 length L of body elevationally outward2=1.8H=12.6m.
Three, the horizontal distance s1=0.8H=5.6m of vertical body I 1 and vertical body II 2.
Four, 5 width b=0.8H=5.6m of buttress.
Five, 5 height h=0.8H=5.6m of buttress.
Six, 3 bottom end of bracing element is to 8 distance a1=2m of excavation of foundation pit face.
Seven, vertical body II 2 is in the following length a2=L of intersection point A2- H-a1=12.6-7-2=3.6m is greater than 2m.
Eight, length a3=5m of the oblique pull part 4 outside intersection point A.
Nine, first layer horizontal element component is to 9 distance a6+a4=1.2+1=2.2m of ground.
Ten, vertical distance s2=1.2m between horizontal element 6.
11, basecoat horizontal element component is to 8 distance a5=1.2m of excavation of foundation pit face.
12, the number of plies n=(H-a6-a4-a5) of horizontal element component/s2+1=(7-1.2-1-1.2)/1.2+1=4.
13, horizontal distance s3=1.5m between horizontal element 6.
Horizontal distance s4=0.5s3=0.5*1.5=0.75m between horizontal element 6 and adjacent bracing element 3.
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 7；
The bottom end of bracing element 3 and excavation of foundation pit identity distance are from a1=2m, that is, the crosspoint A of oblique pull part 4 and vertical body II 2 away from
From 8 distance a1=2m of excavation of foundation pit face；
Length a3=5m of the oblique pull part 4 other than crosspoint A；
The distance s5=0.4H=3.2m of vertical centerline of the slope slope foot c of slight slope apart from vertical body I 1, slope surface are put
Slope coefficient is 0.5.
Depth a4=1m of the first layer horizontal element component apart from ground 9；
Continue the depth a5=1m excavated after basecoat horizontal element component is set；
Excavate the cutting depth a6=1.2m of first layer soil downwards in ground 9；
The distance between every layer of horizontal element component (vertical distance) s2=1.2m；
Horizontal space s3=1.5m between bracing element 3, that is, the horizontal space s3=1.5m between oblique pull part 4, same layer water
Horizontal space s3=1.5m between horizontal member component；
Horizontal space s4=0.75m between bracing element 3 and adjacent level part 6, that is, oblique pull part 4 and adjacent level part 6 it
Between horizontal space s4=0.75m.
One, the vertical I 1 length L of body in side is excavated1=2.5H-a6=18.8m.
Two, II 2 length L of body elevationally outward2=1.6H=12.8m.
Three, the horizontal distance s1=0.8H=6.4m of vertical body I 1 and vertical body II 2.
Four, 5 width b=0.8H=6.4m of buttress.
Five, 5 height h=0.8H=6.4m of buttress.
Six, 3 bottom end of hound is to 8 distance a1=2m of excavation of foundation pit face.
Seven, vertical body II 2 is in the following length a2=L of intersection point A2- H-a1=12.8-8-2=2.8m is greater than 2m.
Eight, length a3=5m of the hound 4 outside intersection point A.
Nine, first layer horizontal element component is to 9 distance a6+a4=1.2+1=2.2m of ground.
Ten, vertical distance s2=1.2m between horizontal element 6.
11, basecoat horizontal element component is to 8 distance a5=1m of excavation of foundation pit face.
12, the number of plies n=(H-a6-a4-a5) of horizontal element component/s2+1=(8-1.2-1-1)/1.2+1=5.
13, horizontal distance s3=1.5m between horizontal element 6.
Horizontal distance s4=0.5s3=0.5*1.5=0.75m between horizontal element 6 and adjacent bracing element 3.
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 7；
The bottom end of bracing element 3 and excavation of foundation pit identity distance are from a1=2m, that is, the crosspoint A of oblique pull part 4 and vertical body II 2 away from
From 8 distance a1=2m of excavation of foundation pit face；
Length a3=8m of the oblique pull part 4 other than crosspoint A；
The distance s5=0.4H=4m of vertical centerline of the slope slope foot c of the slight slope apart from vertical body I 1, slope surface are put
Slope coefficient is 0.5.
Depth a4=1m of the first layer horizontal element component apart from ground 9；
Continue the depth a5=1.3m excavated after basecoat horizontal element component is set；
Excavate the cutting depth a6=2.2m of first layer soil downwards in ground 9；
The distance between every layer of horizontal element component (vertical distance) s2=1.1m；
Horizontal space s3=1.5m between bracing element 3, that is, the horizontal space s3=1.5m between oblique pull part 4, same layer water
Horizontal space s3=1.5m between horizontal member component；
Horizontal space s4=0.75m between bracing element 3 and adjacent level part 6, that is, oblique pull part 4 and adjacent level part 6 it
Between horizontal space s4=0.75m.
One, the vertical I 1 length L of body in side is excavated1=2.5H-a6=22.8m.
Two, II 2 length L of body elevationally outward2=2.5H=25m.
Three, the horizontal distance s1=0.8H=8m of vertical body I 1 and vertical body II 2.
Four, 5 width b=0.8H=8m of buttress.
Five, 5 height h=0.8H=8m of buttress.
Six, 3 bottom end of hound is to 8 distance a1=2m of excavation of foundation pit face.
Seven, vertical body II 2 is in the following length a2=L of intersection point A2- H-a1=25-10-2=13m is greater than 2m.
Eight, length a3=8m of the hound 4 outside intersection point A.
Nine, first layer horizontal element component is to 9 distance a6+a4=2.2+1=3.2m of ground.
Ten, vertical distance s2=1.1m between horizontal element 6.
11, basecoat horizontal element component is to 8 distance a5=1.3m of excavation of foundation pit face.
12, the number of plies n=(H-a6-a4-a5) of horizontal element component/s2+1=(10-2.2-1-1.3)/1.1+1=6.
13, horizontal distance s3=1.5m between horizontal element 6.
Horizontal distance s4=0.5s3=0.5*1.5=0.75m between horizontal element 6 and adjacent bracing element 3.
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
Bright to be not limited to above embodiments, acceptable there are many deformations.Those skilled in the art can be from present disclosure
All deformations for directly exporting or associating, are considered as protection scope of the present invention.
Claims (8)
1. at the top of soft soil foundation pit slope without inner support method for protecting support, 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, the top of vertical body I (1) is located at ground (9)
Lower section a6 depth；
Vertical body II (2) is set on the outside, and the length of vertical body II (2) is L2, vertical body II (2) top is concordant with ground (9),
And L2Less than or equal to L1+a6；
S2, setting buttress (5)；
The buttress (5) is located at vertical body I (1) side, and top is flat with excavation of foundation pit face (8)；
The buttress (5) is continuously arranged along foundation pit length direction；
S3, setting bracing element component:
The bracing element (3) that the bracing element component is set gradually by least two along foundation pit length direction is constituted；
The top of the bracing element (3) connects with the top of vertical body II (2) in ground (9), the bottom end of bracing element (3) and vertical
Body I (1) connects, and the bottom end of bracing element (3) is located at the lower section in excavation of foundation pit face (8)；
S4, setting oblique pull part component:
The oblique pull part component with the one-to-one oblique pull part (4) of bracing element (3) in step S3 by constituting；
The top of the oblique pull part (4) connects with the top of vertical body I (1) in bottom of slope (10), oblique pull part (4) and vertical body II
(2) intersect, crosspoint A；
The crosspoint A is located at below excavation of foundation pit face (8)；
The length that the oblique pull part (4) stretches out its crosspoint A is a3；
The bracing element (3) and oblique pull part (4) intersect at B point；
S5, setting n-layer horizontal element component:
From ground (9) foundation pit that cutting depth is H downwards, while excavating, from apart from ground (9) a6+a4 depth, from upper
N-layer horizontal element component is set gradually under；
N-th layer horizontal element component is located above excavation of foundation pit face (8), is a5 at a distance from excavation of foundation pit face (8).
2. at the top of soft soil foundation pit according to claim 1 slope without inner support method for protecting support, it is characterized in that:
Specific step is as follows for the step S5 setting horizontal element component:
5.1, first layer soil is excavated, slight slope is formed:
First layer soil is excavated downwards in ground (9), and cutting depth a6, forming slight slope, (bottom of slope (10) is a6 below ground (9)
Depth)；
Vertical centerline of the slope slope foot c of the slight slope apart from vertical body I (1) is s5；
The s5 is (0.2~0.4) H；
The sloping coefficient of the slight slope slope surface is 0.5~1；
5.2, first layer horizontal element component is set:
Excavate second layer soil, cutting depth a4+0.5m downwards on the basis of step 5.1；In ground (9), a6+a4 is deep downwards
At degree, first layer horizontal element component is set；
5.2, kth layer horizontal element component is set, n >=k >=2:
+ 1 layer of soil of kth, cutting depth s2 are excavated still further below in the cutting depth of kth layer soil；In ground (9) downward a6+a4+
(k-1) kth layer horizontal element component is arranged in s2 depth；
It repeats the above steps, until k=n；
5.3, a5-0.5m depth is excavated still further below in the cutting depth of n-th layer, excavation of foundation pit finishes.
3. at the top of soft soil foundation pit according to claim 1 or 2 slope without inner support method for protecting support, it is characterized in that:
The horizontal element (6) that every layer of horizontal element component is set gradually by least two along foundation pit length direction is constituted, horizontal element (6) it
Between horizontal space be s3；
The horizontal element (6) and the bracing element (3) and oblique pull part (4) that intersect at point B on horizontal plane in being staggered；
Horizontal space between the bracing element (3) is s3, and the horizontal space between oblique pull part (4) is s3；
Horizontal space between the horizontal element (6) bracing element (3) adjacent thereto is s4；
The s4 is 0.5s3；
The s3 is 1.0m~2.0m.
4. at the top of soft soil foundation pit according to claim 3 slope without inner support method for protecting support, 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 L of the vertical body I (1)1For 2.5H-a6；
The length L of the vertical body II (2)2For (1.5-2.5) H；
The width of buttress (5) is b in the step S2, is highly h；
The b is (0.8~1) H, and h takes (0.6~0.8) H.
5. at the top of soft soil foundation pit according to claim 4 slope without inner support method for protecting support, it is characterized in that:
The bracing element (3) is a1 at a distance from excavation of foundation pit face (8)；
It is a2 that the crosspoint A, which is at a distance from a1, with vertical body II (2) bottom end at a distance from excavation of foundation pit face (8),；
When (0.2~0.3) H is less than 2m, a1 takes 2m；When (0.2~0.3) H is more than or equal to 2m, a1 takes (0.2~0.3) H；
The a2 is not less than 2.0m, and a3 is not less than 5.0m.
6. at the top of soft soil foundation pit according to claim 5 slope without inner support method for protecting support, it is characterized in that:
The a6 is 1~2.5m, and a4 is 1.0~1.5m, and s2 is 1.0~2.0m.
7. at the top of soft soil foundation pit according to claim 6 slope without inner support method for protecting support, it is characterized in that:
A5=(H-a6)-a4- (the n-1) × s2, n are the numbers of plies of horizontal element component, and 1.0m≤a5≤1.5m.
8. at the top of soft soil foundation pit according to claim 7 slope without inner support method for protecting support, it is characterized in that:
The vertical body I (1), vertical body II (2), oblique pull part (4) and horizontal element (6) are by soil cement, Earthworking reinforced bar material, type
At least one of steel, steel strand wires or armored concrete 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；
The bracing element (3) is built-up by least one of soil cement, fashioned iron, steel strand wires or armored concrete material；
The buttress (5) is the continuous wall built-up by soil cement.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN205116185U (en) * | 2015-11-17 | 2016-03-30 | 苏州市民用建筑设计院有限责任公司 | A supporting construction for weak soil foundation ditch |
| CN205369265U (en) * | 2016-01-08 | 2016-07-06 | 上海岩土工程勘察设计研究院有限公司 | Accessible internal stay draws formula supporting construction that stands vertically outward in hole |
| CN205369268U (en) * | 2016-01-08 | 2016-07-06 | 上海岩土工程勘察设计研究院有限公司 | Accessible vertical type underground structure in hole |
| CN107083774A (en) * | 2017-04-17 | 2017-08-22 | 浙江中成建工集团有限公司 | Multiple-layer horizontal connects double steel sheet piling pit supporting construction and its construction method |
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2018
- 2018-09-29 CN CN201811147124.7A patent/CN109113075A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN205116185U (en) * | 2015-11-17 | 2016-03-30 | 苏州市民用建筑设计院有限责任公司 | A supporting construction for weak soil foundation ditch |
| CN205369265U (en) * | 2016-01-08 | 2016-07-06 | 上海岩土工程勘察设计研究院有限公司 | Accessible internal stay draws formula supporting construction that stands vertically outward in hole |
| CN205369268U (en) * | 2016-01-08 | 2016-07-06 | 上海岩土工程勘察设计研究院有限公司 | Accessible vertical type underground structure in hole |
| CN107083774A (en) * | 2017-04-17 | 2017-08-22 | 浙江中成建工集团有限公司 | Multiple-layer horizontal connects double steel sheet piling pit supporting construction and its construction method |
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Application publication date: 20190101 |