CN109235448A - A kind of horizontal arch shell foundation pit supporting method - Google Patents
A kind of horizontal arch shell foundation pit supporting method Download PDFInfo
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- CN109235448A CN109235448A CN201811183517.3A CN201811183517A CN109235448A CN 109235448 A CN109235448 A CN 109235448A CN 201811183517 A CN201811183517 A CN 201811183517A CN 109235448 A CN109235448 A CN 109235448A
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- foundation pit
- buttress
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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 invention discloses a kind of horizontal arch shell foundation pit supporting methods, it is related to pattern foundation pit supporting structure field, this method includes along the construction orthographic projection of the top of foundation pit side-wall into curve, continuous pilaster stake, and the curve is made of the arc that multiple centers of circle are in the same side, two neighboring arc abutting end is connected with each other, and after corresponding stake top crown beam is constructed at the top of pilaster stake, it excavates multilayer and excavates layer, and it constructs corresponding arch beam or protection slab in each excavation layer, buttress of constructing at the corresponding both ends of each arc simultaneously is whole, two arc adjacent both ends share a buttress entirety, construction and the whole corresponding support component of each buttress again, and then effective support of the realization to it, and every layer of excavation layer is constructed advanced vertical anchor tube and horizontal anchor tube；The drawbacks of intensively supporting the invention avoids traditional campshed wall, improves the span between support component, reduces excavation difficulty.
Description
Technical field
The present invention relates to Geotechnical Engineering fields, a kind of transverse arch shell and support specially in construction pit method for protecting support
In conjunction with method for protecting support.
Background technique
The campshed inner supporting type pattern foundation pit supporting structure that the country uses at present is arranges fender post along foundation pit linear peripheral, between almost waiting
Inner support rod piece is laid away from ground, fulcrum is formed to fender post.The horizontal space of reinforced concrete support is generally 7~12 meters, steel
The horizontal space of support is generally 3~9 meters, and there are the following problems for technology at present:
1. earth excavation difficulty is big.Since branch tie distance is closeer, large scale equipment can not be used when excavation, it can only be by small-sized
Excavator is excavated, and work efficiency is low, is all significantly affected to duration and shoveling expense.
2. cost is high.For the stability for guaranteeing support, every horizontally-supported all need to set up across a certain distance column, stand column pile,
Joist, bracket, diagonal brace then needs setting support, support stake, as also needed to set up column when length is longer.Because branch tie distance is closeer, column
And the number of components such as joist are more, cause inner supporting structure cost higher.
3. increasing basement structure construction difficulty.Supporting rod, column are numerous so that material is transported when basement structure construction
Defeated, formwork, waterproof construction encounter obstacle, while the moment also being wanted to pay attention to the protection to support construction, so that work efficiency substantially reduces, give
Basement structure construction brings great difficulty.In addition, the abolishing, remove of supporting rod, recovery operation are also generated with structure construction
Intersect and interfere, work efficiency is very slow, significantly affects to the duration.
Summary of the invention
It is an object of the invention to overcome the deficiencies of the prior art and provide a kind of horizontal arch shell foundation pit supporting method, with
Solve the close the technical issues of leading to excavation low efficiency of branch tie distance in the prior art.
The present invention is achieved by the following technical solutions: a kind of horizontal arch shell foundation pit supporting method, this method include with
Lower step:
Foundation pit is divided into multiple sequences excavation layers according to foundation depth by step 1 from top to bottom；
Step 2, pilaster stake of constructing at equal intervals along foundation pit side-wall, wherein the orthographic projection of whole pilaster stakes in the horizontal plane is suitable
Sequence is in the curve being made of multiple arcs after having connected, and both ends adjacent between two adjacent arcs are connected with each other, each arc
The center of circle of shape is towards inside foundation pit；
Step 3, at the top of foundation pit the inside of the curve in the horizontal plane uniformly construct advanced vertical anchor tube；
Step 4, corresponding with pilaster stake stake top for connecting each pilaster stake of constructing at the top of foundation pit are preced with
Beam；
The bottom that the earthwork excavates layer to first in step 5, excavation pit；
Step 6 corresponds to horizontal plane in the excavation layer bottom and the inside of curve orthographic projection intersection is uniformly applied again
Work vertical anchor tube and horizontal anchor tube in advance；
Step 7 is distinguished in the inside of the corresponding horizontal plane in excavation layer bottom and each arc orthographic projection intersection
The arch beam constructed for connecting the corresponding all pilaster stakes of each arc；
Step 8 is constructed buttress at the both ends of each arc, and adjacent both ends share a branch between two neighboring arc
Pier, and the buttress connection corresponding with the arc both ends respectively of the both ends of the corresponding all arch beams of each arc；
Step, 9, the earthwork and repeats construction procedure 6,7 and 8, and the excavation to next bottom for excavating layer in excavation pit
Each buttress excavates corresponding buttress interconnection in layer with upper one and constitutes a buttress entirety in layer；
Step 10 repeats step 9 until digging to design of foundation pit depth, and the excavation layer of the bottom need to only be excavated native in foundation pit
Side, is not repeated construction 6,7 and 8, and need to only construct corresponding buttress, and the bottom end of each buttress entirety is arranged at foundation pit bottom end
The soil body in；
This method further includes each buttress of construction integrally corresponding support component, the quantity of the buttress entirety and institute
The quantity for stating bracket group is identical.
Further, this method further includes the mask constructed for carrying out supporting to inter-pile soil exposed between adjacent wall stanchion
Plate, the protection slab be reinforced concrete cast-in-situ or injection, the protection slab on vertical plane respectively reinforcing bar anchor into it is corresponding
Stake top crown beam, in arch beam or in buttress entirety, then reinforcing bar anchors on the outside of foundation pit in the soil body in the horizontal direction.
Further, the arch beam is specially to use reinforced concrete cast-in-situ beam or assembled fashioned iron.
Further, the advanced vertical anchor tube and horizontal anchor tube are made of hollow steel pipe, the advanced vertical anchor tube
Head and the head of horizontal anchor tube anchor into corresponding stake top crown beam or arch beam.
Further, the armored concrete that the arch beam replaces with placement layer by layer from top to bottom is hung upside down into arch bar substitution, institute
It states the advanced vertical head of anchor tube and the head of horizontal anchor tube anchors into corresponding projecting arch bar.
Further, the support component is specially diagonal brace or the flat support of underground water, and the support component is specifically by multiple
Support is constituted, and the support frame in each support component is at least one, and the support component is specifically by reinforced concrete cast-in-situ
Or combined steel is made.
Further, when the support component is diagonal brace, one end of all support frames in each support component
It is connected with buttress corresponding with its, other end collective effect is in same fulcrum.
Further, also construction has longitudinal rib stake, the top of the pilaster stake and the longitudinal rib stake between two neighboring pilaster stake
It is connect with the stake top crown beam, the absolute altitude of the horizontal plane where the bottom end of the two is below water where the design of foundation pit bottom
The absolute altitude of plane, and horizontal plane absolute altitude where the bottom end of the pilaster stake is lower than horizontal plane absolute altitude where longitudinal rib stake bottom end.
Further, the pilaster stake and the longitudinal rib stake are that armored concrete perfusion is made.
Further, adjacent excavate is connected between mutual corresponding two buttresses constructed in layer by lower extension anchor connection muscle
It connects, the lower extension anchor connection muscle is embedded on the buttress in upper layer, and the buttress is specifically poured by armored concrete
It records into.
The present invention has the advantage that compared with prior art
1, the present invention is by being set as continuous arc for pilaster stake cloth, and passes through arch between the corresponding pilaster stake of each arc
It sets a roof beam in place connection, forms horizontal arch shell structure, corresponding " arching " is produced to the soil body around foundation pit, by each arc
The both ends setting buttress and supporting element of shape, realize the purpose of large span support, dramatically increase building enclosure without fulcrum span,
To considerably increase branch tie distance, reduce supported amount, reduce earth excavation difficulty, to save cost, shortens
Duration.
2, the present invention is set a roof beam in place by multiple tracks transverse arch, is made traditional with the " perpendicular of the vertical retaining structure main member such as piling wall
To building enclosure " it is changed into " lateral building enclosure ".Transverse structure can be such that " arching " is utmostly played, at this point, horizontal
Become main stress component to component, is equivalent to " girder ", and indulging (perpendicular) then becomes time primary structure member to component, is equivalent to " secondary
Beam ".To which traditional fender post is changed into the biggish longitudinal rib stake of spacing in this structural system, to greatly reduce fender post
Quantity and length.
3, horizontal arch shell structure of the invention carries out branch module and cast-in-situ with earthwork stage excavation or assembly is constructed, compared to tradition
Go along with sb. to guard him piling wall what earth's surface pore-forming poured, concealed work is changed into non-concealed work, quality is more easily controlled and supervises, has
Conducive to the safety for improving foundation pit supporting project.
Detailed description of the invention
Fig. 1 is step-by-step construction schematic diagram in embodiment one；
Fig. 2 is cross-sectional view at A-A in embodiment one；
Fig. 3 is step-by-step construction schematic diagram in embodiment two；
Fig. 4 is cross-sectional view at B-B in embodiment two.
In figure: 1, pilaster stake；2, stake top crown beam；3, arch beam；4, buttress is whole；5, support component；6, protection slab；7, it falls
Hang arch bar；8, lower extension anchor connection muscle；9, advanced vertical anchor tube；10, horizontal anchor tube.
Specific embodiment
The technical scheme in the embodiments of the invention will be clearly and completely described below, and described embodiment is only
It is a part of the embodiment of the present invention, it is obtained by those of ordinary skill in the art without making creative efforts all
Other embodiments shall fall within the protection scope of the present invention.
A kind of embodiment of the invention is described below:
With reference to Fig. 1 and Fig. 2, a kind of horizontal arch shell foundation pit supporting method, method includes the following steps:
Foundation pit is divided into multiple sequences excavation layers according to foundation depth by step 1 from top to bottom, excavates layer in the present embodiment
It is set as 3 layers；
Step 2, pilaster stake 1 of constructing at equal intervals along foundation pit side-wall, wherein the orthographic projection of whole pilaster stakes 1 in the horizontal plane
Sequence is in the curve being made of multiple arcs after having connected, and both ends adjacent between two adjacent arcs are connected with each other, each
The center of circle of arc is towards inside foundation pit；
Curve is set as being made of three arcs, so by the size for needing bearing edge according to foundation pit in the present embodiment
It is needed to draw song in foundation pit surface pulverized limestone etc. according to the size of design at bearing edge in foundation pit according to the size of division afterwards
The profile of line, the then equally spaced position for irising out pilaster stake 1 on curve are constructed wall in each mark position after the completion of label
Stanchion 1, controlling can construct after construction distance multiple simultaneously, carry out next construction procedure after the completion of the construction of pilaster stake 1；
Step 3, at the top of foundation pit the inside of curve in the horizontal plane uniformly construct advanced vertical anchor tube 9；
Uniformly the advanced vertical anchor tube 9 of construction, construction carry out down after the completion in inter-pile soil i.e. between adjacent two pilaster stake 1
One construction procedure；
Step 4, stake top crown beam 2 corresponding with pilaster stake 1, for connecting each pilaster stake 1 of constructing at the top of foundation pit；
Construction is for connecting the stake top crown beam 2 of all pilaster stakes 1 i.e. on foundation pit, so that effectively connecting between pilaster stake 1
As an overall structure, its integer support intensity is improved, its top view is also curve shape after the completion of stake top crown beam 2 is constructed,
Then next construction procedure is carried out；
The bottom that the earthwork excavates layer to first in step 5, excavation pit；
In the process, the advanced vertical anchor tube 9 of abovementioned steps construction can be effectively between the stake between adjacent wall stanchion 1
Soil is supported, it is therefore prevented that inter-pile soil excavates layer bottom to the earthwork is dug to first the drawbacks of inclination, collapsing, in foundation pit on the inside of foundation pit
Afterwards, next construction procedure is carried out；
Step 6, corresponding to the inside of horizontal plane and curve orthographic projection intersection in the excavation layer bottom, uniformly construction is super again
Preceding vertical anchor tube 9 and horizontal anchor tube 10；
I.e. in the excavation layer bottom, construction is advanced vertical again on the inter-pile soil on the inside of foundation pit with 1 intersection of pilaster stake
Anchor tube 9, and construction level anchor tube 10 simultaneously, the construction of horizontal anchor tube 10 make when excavating next excavation layer, the soil in top
Body can be supported by horizontal anchor tube 10, so that reducing the soil body in top in next excavation layer realizes its pressure
Effective support of the upper layer soil body carries out next construction procedure convenient for next construction for excavating layer after the completion of construction；
Step 7 is constructed respectively in the corresponding horizontal plane in excavation layer bottom and the inside of each arc orthographic projection intersection
For connecting the arch beam 3 of the corresponding all pilaster stakes 1 of each arc；
That is the excavation layer is after the completion of vertical anchor tube 9 and horizontal anchor tube 10 are constructed in advance, and arch beam 3 of constructing, arch beam 3 is just
Projection is also arc, and all pilaster stakes 1 in the corresponding arc of each arch beam 3 effectively connect, so that each arc
The horizontal force that mesospore stanchion 1 is subject to can effectively pass to corresponding arch beam 3, effectively realize the transmitting of power, constructed
At rear construction next step；
Step 8 is constructed buttress at the both ends of each arc, and adjacent both ends share a branch between two neighboring arc
Pier, and the buttress connection corresponding with the arc both ends respectively of the both ends of the corresponding all arch beams 3 of each arc；
The corresponding buttress in each arc both ends whole 4 can effectively support the two of the corresponding all arch beams 3 of the arc
End, i.e. power suffered by the corresponding arch beam 3 of the arc have been effectively transferred to the buttress whole 4 at both ends, in this way can be effective
Ground saves the drawback that supporting construction is closeer in traditional supporting construction, so that support construction span effectively increases, saves branch
Cost is protected, excavation difficulty is reduced, after the completion of the buttress construction of the excavation layer, next step of constructing；
Step, 9, the earthwork and repeats construction procedure 6,7 and 8, and the excavation to next bottom for excavating layer in excavation pit
Each buttress excavates corresponding buttress interconnection in layer with upper one and constitutes buttress whole 4 in layer；
The first construction procedure for excavating layer is repeated after completing the first excavation layer, it should be noted that being that the layer is constructed
The buttress of buttress and the upper excavation layer right above it connect and compose an entirety, to guarantee the integral strength of buttress；
Step 10 repeats step 9 until digging to design of foundation pit depth, the excavation layer of the bottom need to only excavate the earthwork in foundation pit
With construction buttress, construction 6,7 and 8 is not repeated；
I.e. when i.e. the last one excavates layer to the projected depth of digging to foundation pit, excavation pit bottom cubic metre of earth is only needed, no
It constructs again corresponding arch beam 3 etc., need to only construct and complete buttress, its bottom end of the buttress of this layer can construct to design of foundation pit depth
Degree down, so that the surface of bottom of foundation ditch is arranged in its bottom end, enables the bottom of foundation ditch soil body to apply one to buttress bottom
Fixed power, to improve the integral strength of buttress, and this layer of buttress constitutes complete buttress entirety with the buttress right above it
4；
This method further includes the whole 4 corresponding support components 5 of each buttress of constructing, the quantity and bracket group of buttress whole 4
Quantity it is identical；
The construction of support component 5 can intert construction during constructing each excavation layer, it is only necessary to can reach branch
Support its corresponding buttress whole 4；
Preferably, in order to the support effect being optimal, each support component 5 is in corresponding buttress whole 4
On fulcrum at be in same level with the arch beam 3 nearest with its；
Further, it although inter-pile soil can be effectively prevented to the tilted collapsing of foundation pit in advanced vertical anchor tube 9, erects in advance
To between anchor tube 9, there are still certain gaps, in order to effectively improve earth-retaining quality, in the present embodiment also construction have for pair
Exposed inter-pile soil carries out the protection slab 6 of supporting between adjacent wall stanchion 1, and protection slab 6 is reinforced concrete cast-in-situ or injection, shield
Reinforcing bar anchors into corresponding stake top crown beam 2, in arch beam 3 or in buttress whole 4 to panel 6 respectively on vertical plane, in level
Then reinforcing bar anchors on the outside of foundation pit in the soil body on direction.
I.e. by the construction of protection slab 6 so that the inter-pile soil between pilaster stake 1 be exposed to outer one side effectively seal with
Supporting, in order to improve the intensity of protection slab 6, thickness can covering wall stanchion 1 be exposed to the outer wall of foundation pit side so that in same
The multiple pilaster stakes 1 marked off in arc by two buttresses entirety 4, multiple arch beams 3, bottom of foundation ditch and stake top crown beams 2 are exposed
Region is all covered with protection slab 6, and is anchored into its corresponding edge frame body respectively on 6 vertical plane of each protection slab by reinforcing bar,
Such as arch beam 3, stake top crown beam 2, bottom of foundation ditch etc., it is anchored into the soil body of foundation pit periphery by reinforcing bar in the horizontal direction, in turn
The supporting intensity of protection slab 6 can be effectively improved；
Further, being made for arch beam 3 can be main to have using reinforced concrete cast-in-situ beam or assembly there are many form
Formula fashioned iron is poured using armored concrete be made in the present embodiment；
Further, advanced vertical anchor tube 9 and horizontal anchor tube 10 can there are many forms, it is main to have hollow anchor tube or anchor pole
Deng, in the present embodiment in order not to destroying the soil body, improve the stability of the soil body, advanced vertical anchor tube 9 and horizontal anchor tube 10 by
Hollow steel pipe is made, while for the intensity of the supporting both improved, the head of vertical anchor tube 9 advanced in the present embodiment and
The head of horizontal anchor tube 10 anchors into corresponding stake top crown beam 2 or arch beam 3, in this way by by corresponding arch beam
3 or the supporting intensity that both can effectively improve of stake top crown beam 2；
Further, support component 5 is specially diagonal brace or the flat support of underground water, and need to only reach can be to each buttress whole 4
The purpose effectively supported, support component 5 is specifically by multiple supporting frameworks at and the support frame in each support component 5 is extremely
It is less one, support component 5 is specifically made of reinforced concrete cast-in-situ or combined steel.
In the present embodiment, support component 5 is diagonal brace, one end of all support frames in each support component 5 with
Buttress corresponding with its whole 4 connects, and the other end is common end, i.e., composition is by buttress entirety 4, support component 5 and foundation pit bottom
The triangle stable support structure of portion's composition, improves the stability of support；
Further, support frame is specially 1 in the present embodiment, branch of the support frame on corresponding buttress whole 4
Point be in same level with the immediate arch beam 3 of the point, and when construct the arch beam 3 when can the synchronous construction branch
Support improves the integral strength of supporting construction so that support effect is optimal；
Further, when the corresponding support frame of each support component 5 is no less than two, during this of Specific construction,
Fulcrum of each support frame on corresponding buttress whole 4 and same water surface face is in the immediate arch beam 3 of the point
When, the support effect of entire supporting construction is optimal；
Further, pilaster stake 1 and longitudinal rib stake are that armored concrete perfusion is made.
Further, adjacent excavate is connected between mutual corresponding two buttresses constructed in layer by lower extension anchor connection muscle 8
It connects, lower extension anchor connection muscle 8 is embedded on the buttress in upper layer, and buttress is specifically made of steel bar concrete water.
That is pre-buried corresponding lower extension anchor connection muscle 8, lower layer's buttress of then constructing during constructing upper one layer of buttress
When by the lower extension anchor connection muscle 8 of upper layer construction be cast in it is interior after, can effectively connect two neighboring buttress, it is whole to constitute buttress
Body 4 improves its intensity.
Further, in order to reduce the manufacturing cost of supporting, in the present embodiment, between two neighboring pilaster stake 1
Away from increasing, longitudinal rib stake of then constructing between two neighboring pilaster stake 1, the top of pilaster stake 1 and longitudinal rib stake with stake top crown beam 2
Connection, the absolute altitude of horizontal plane where the absolute altitude of the horizontal plane where the bottom end of the two is below design of foundation pit bottom, and pilaster stake 1
Bottom end where horizontal plane absolute altitude lower than horizontal plane absolute altitude where longitudinal rib stake bottom end.
In this way, passing through the setting of longitudinal rib stake, construction cost high problem when all constructing unified pilaster stake 1 is avoided,
And such setting does not reduce supporting intensity, can effectively save construction cost.
There was only one layer in three column as shown in figure 1 is the first state for excavating supporting construction after the completion of layer construction, is had in three column
Two layers is the second state for excavating supporting construction after the completion of layer construction, and three layers in three column then excavate layer construction for third and complete
And it constructs and completes the state of the supporting construction of protection slab.
Embodiment two
With reference to Fig. 3 and Fig. 4, method for protecting support is similar in embodiment one in the present embodiment, main difference is that
The armored concrete that arch beam 3 in embodiment one replaces with placement layer by layer from top to bottom is hung upside down into arch bar 7, advanced vertical anchor tube
9 head and the head of horizontal anchor tube 10 anchor into corresponding projecting arch bar 7.
The arch beam 3 that every layer is constructed is being replaced with into projecting arch bar 7, can no longer construct protection slab 6 in this way, meanwhile,
7 layers of projecting arch bar of the thickness for being connected with each other between two projecting arch bars 7 of adjacent two excavations layer, and being below is all larger than place
In the thickness of upper one layer of projecting arch bar 7, the step type extended downwardly is constituted in this way, helps to construct, while being equivalent to offer
One Gravity Wall can effectively improve the intensity of pattern foundation pit supporting structure, the whole both ends that each all projecting arch bars 7 of arc are constituted
After equally connecting corresponding two buttresses whole 4, the power being subject to equally passes to corresponding buttress, with the skill in embodiment one
Art effect is identical, compared to the construction procedure that embodiment one has been effectively saved protection slab 6.
It is shown in Fig. 3 with it is shown in Fig. 2 similar, difference be to replace with arch beam 3 into projecting arch bar 7.
Embodiment three
In the present embodiment, construction procedure is similar to embodiment one, main difference is that support component 5 is had originally
Diagonal brace replace with symmetrically, i.e., only need to be when foundation pit entire scope is not too big, while foundation pit opposite sides is required to construction
The two sides of foundation pit are about the same supporting construction of mirror image construction at the center of foundation pit, and the buttress whole 4 of two sides shares together
One support component 5 in this way, can have the cost for greatly reducing supporting, and can synchronize after the completion of each excavation layer construction buttress
Support for construction, the both ends of each support frame are connected with two buttresses corresponding with its respectively, and then the abundant benefit of sustainable frame
With, and the expense of supporting can be reduced.
As can be seen from the above-described embodiment, horizontal arch shell foundation pit supporting method provided by the invention, changes traditional campshed
The drawbacks of in wall supporting using intensive support, support span, and the supporting construction of arch shell type are effectively raised, can greatly be mentioned
Traditional distributing stress supporting construction is become multipoint mode supporting construction, so that only needing in the construction process by high supporting intensity
The intensity of hard point supporting can realize the purpose of integer support, reduce construction and maintenance difficulties.
Claims (10)
1. a kind of horizontal arch shell foundation pit supporting method, which is characterized in that method includes the following steps:
Foundation pit is divided into multiple sequences excavation layers according to foundation depth by step 1 from top to bottom；
Step 2, pilaster stake of constructing at equal intervals along foundation pit side-wall, wherein the orthographic projection sequence of whole pilaster stakes in the horizontal plane connects
In the curve being made of multiple arcs after rising, and both ends adjacent between two adjacent arcs are connected with each other, each arc
The center of circle is towards inside foundation pit；
Step 3, at the top of foundation pit the inside of the curve in the horizontal plane uniformly construct advanced vertical anchor tube；
Step 4, stake top crown beam corresponding with the pilaster stake, for connecting each pilaster stake of constructing at the top of foundation pit；
The bottom that the earthwork excavates layer to first in step 5, excavation pit；
Step 6, corresponding to the inside of horizontal plane and curve orthographic projection intersection in the excavation layer bottom, uniformly construction is super again
Preceding vertical anchor tube and horizontal anchor tube；
Step 7 is constructed respectively in the corresponding horizontal plane in excavation layer bottom and the inside of each arc orthographic projection intersection
For connecting the arch beam of the corresponding all pilaster stakes of each arc；
Step 8 is constructed buttress at the both ends of each arc, and adjacent both ends share a buttress between two neighboring arc,
And the both ends of the corresponding all arch beams of each arc buttress connection corresponding with the arc both ends respectively；
Step, 9, the earthwork and repeats construction procedure 6,7 and 8, and in the excavation layer to next bottom for excavating layer in excavation pit
Each buttress excavates corresponding buttress interconnection in layer with upper one and constitutes a buttress entirety；
Step 10 repeats step 9 until digging to design of foundation pit depth, the excavation layer of the bottom need to only excavate the earthwork in foundation pit, no
Construction 6,7 and 8 is repeated, need to only construct corresponding buttress, and the bottom end of each buttress entirety is arranged at the soil of foundation pit bottom end
In vivo；
This method further includes each buttress of construction integrally corresponding support component, the quantity and the branch of the buttress entirety
The quantity of frame group is identical.
2. a kind of horizontal foundation pit supporting method according to claim 1, which is characterized in that this method further includes that construction is used for
The protection slab of supporting is carried out to inter-pile soil exposed between adjacent wall stanchion, the protection slab is reinforced concrete cast-in-situ or spray
It penetrates, reinforcing bar anchors into corresponding stake top crown beam, in arch beam or in buttress entirety to the protection slab respectively on vertical plane,
Then reinforcing bar anchors on the outside of foundation pit in the soil body in horizontal direction.
3. a kind of horizontal foundation pit supporting method according to claim 2, which is characterized in that the arch beam is specially to use
Reinforced concrete cast-in-situ beam or assembled fashioned iron.
4. horizontal foundation pit supporting method according to claim 3 one, which is characterized in that the advanced vertical anchor tube and water
Flat anchor tube is made of hollow steel pipe, and the advanced vertically head of anchor tube and the head of horizontal anchor tube anchor into corresponding
Stake top crown beam or arch beam in.
5. a kind of horizontal foundation pit supporting method according to claim 1, which is characterized in that replace with certainly the arch beam
Armored concrete upper and that lower leaf pours hangs upside down arch bar substitution, the advanced vertical head of anchor tube and the head of horizontal anchor tube
It anchors into corresponding projecting arch bar.
6. -5 any horizontal foundation pit supporting method according to claim 1, which is characterized in that the support component is specific
For the flat support of diagonal brace or underground water, the support component is specifically by multiple supporting frameworks at and the support in each support component
Frame is at least one, and the support component is specifically made of reinforced concrete cast-in-situ or combined steel.
7. a kind of horizontal foundation pit supporting method according to claim 6, which is characterized in that when the support component is diagonal brace
When, one end of all support frames in each support component is connected with buttress corresponding with its, another
Hold collective effect in same fulcrum.
8. a kind of horizontal foundation pit supporting method according to claim 8, which is characterized in that between two neighboring pilaster stake also
Constructing has longitudinal rib stake, and the top of the pilaster stake and the longitudinal rib stake is connect with the stake top crown beam, where the bottom end of the two
Horizontal plane absolute altitude be below the design of foundation pit bottom where horizontal plane absolute altitude, and water where the bottom end of the pilaster stake
Plane absolute altitude is lower than horizontal plane absolute altitude where longitudinal rib stake bottom end.
9. a kind of horizontal foundation pit supporting method according to claim 8, which is characterized in that the pilaster stake and the longitudinal rib
Stake is that armored concrete perfusion is made.
10. a kind of horizontal foundation pit supporting method according to claim 9, which is characterized in that construct in adjacent excavation layer
It is connected between mutual corresponding two buttresses by lower extension anchor connection muscle, the lower extension anchor connection muscle is embedded in upper layer
The buttress on, and the buttress is specifically made of steel bar concrete water.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111576447A (en) * | 2020-05-11 | 2020-08-25 | 北京诺和兴建设工程有限公司 | Assembled pipe-jacking working pit supporting structure and construction process thereof |
| CN111648371A (en) * | 2020-06-17 | 2020-09-11 | 王冰璇 | Pier-row type enclosure wall with deformation control frame |
| CN115162349A (en) * | 2022-06-30 | 2022-10-11 | 江西省城建集团有限公司 | Method for excavation supporting and water drop stopping of near-river sinking tunnel foundation pit |
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| CN111576447A (en) * | 2020-05-11 | 2020-08-25 | 北京诺和兴建设工程有限公司 | Assembled pipe-jacking working pit supporting structure and construction process thereof |
| CN111576447B (en) * | 2020-05-11 | 2021-06-29 | 北京诺和兴建设工程有限公司 | Assembled pipe-jacking working pit supporting structure and construction process thereof |
| CN111648371A (en) * | 2020-06-17 | 2020-09-11 | 王冰璇 | Pier-row type enclosure wall with deformation control frame |
| CN115162349A (en) * | 2022-06-30 | 2022-10-11 | 江西省城建集团有限公司 | Method for excavation supporting and water drop stopping of near-river sinking tunnel foundation pit |
| CN115162349B (en) * | 2022-06-30 | 2023-09-19 | 江西省城建集团有限公司 | Foundation pit excavation supporting structure of tunnel sinking towards river and water stopping method |
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