CN109235447A - A kind of horizontal arch shell foundation pit support device - Google Patents
A kind of horizontal arch shell foundation pit support device Download PDFInfo
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- CN109235447A CN109235447A CN201811183497.XA CN201811183497A CN109235447A CN 109235447 A CN109235447 A CN 109235447A CN 201811183497 A CN201811183497 A CN 201811183497A CN 109235447 A CN109235447 A CN 109235447A
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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 invention discloses a kind of horizontal arch shell foundation pit support devices, it is related to pattern foundation pit supporting structure field, including the pilaster piling wall being made of pilaster stake, the orthographic projection of the pilaster piling wall in the horizontal plane is in the curve being made of multiple arcs, and adjacent both ends are connected with each other between two adjacent arcs, the pilaster stake coping is provided with stake top crown beam, buttress entirety is respectively set in the both ends of each arc, and the adjacent both ends between two neighboring arc share the buttress entirety, the multilayer arch beam of genesis analysis is evenly arranged between two neighboring buttress entirety, every stringcourse is set a roof beam in place equal to be fixedly connected with the pilaster piling wall, the both ends of each arch beam are integrally fixedly connected with buttress corresponding with its respectively, each buttress entirety is corresponding to be connected with one group of support component, each support component is arranged in foundation pit Side；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 supporting construction.
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 support device, 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 support device, including by main part
Set up separately set in foundation pit, foundation pit top outer is arranged in tip portion, bottom end is arranged in the bottom of foundation ditch soil body, is uniformly arranged
The pilaster piling wall that pilaster stake is constituted, the orthographic projection of the pilaster piling wall in the horizontal plane are in the curve being made of multiple arcs, and
Adjacent both ends are connected with each other between two adjacent arcs, and the center of circle of each arc is towards inside foundation pit, the pilaster stake
Coping is provided with stake top crown beam, and buttress entirety, and the phase between two neighboring arc is respectively set in the both ends of each arc
Adjacent both ends share the buttress entirety, and the multilayer arch of genesis analysis is evenly arranged between two neighboring buttress entirety
Beam, every layer of arch beam are fixedly connected with the pilaster piling wall, and the both ends of each arch beam are corresponding with its respectively
The buttress is integrally fixedly connected, and each buttress entirety is corresponding to be connected with one group of support component, each support
Component is arranged on the inside of foundation pit.
Further, it is respectively connected on every layer of arch beam towards and the intracorporal advanced vertical anchor of soil is set on the outside of foundation pit
Tube layer and advanced levels anchor tube layer.
Further, it is not hidden integrally by stake top crown beam, arch beam, buttress on the side wall that the pilaster piling wall is on the inside of foundation pit
The part of lid is provided with protection slab, the protection slab by reinforcing bar with and its corresponding stake top crown beam, arch beam, buttress entirety
Connection.
Further, the protection slab is specifically made of reinforced concrete cast-in-situ or injection.
Further, the arch beam is specially to use reinforced concrete cast-in-situ beam or assembled fashioned iron.
Further, the multilayer that the multilayer arch beam between adjacent two buttresses entirety replaces with genesis analysis is hung upside down into arch bar,
Adjacent two layers, which hang upside down to be connected with each other between arch bar, becomes an entirety, and every layer of advanced vertical anchor tube layer and advanced levels anchor
Tube layer is connected with projecting arch bar corresponding with its.
Further, support component described in every group is specifically made of multiple support rods, and the support rod is horizontally disposed.
Further, the horizontally disposed of the support rod in support component described in every group is changed to be obliquely installed, described in every group
One end of each support rod in support component is connected with buttress corresponding with its respectively, each support rod it is another
End acts on same point.
Further, longitudinal rib stake, the top of the pilaster stake and the longitudinal rib stake are additionally provided between two neighboring pilaster stake
In same level, the bottom end of the bottom end of the pilaster stake and the longitudinal rib stake is arranged in the soil body of bottom of foundation ditch,
And the horizontal absolute altitude of the wall post bottom is lower than the horizontal absolute altitude of longitudinal rib stake bottom end.
Further, the pilaster stake, longitudinal rib stake, support rod are that armored concrete perfusion is made.
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 entirety and support component of shape, realize the purpose of large span support, keep building enclosure aobvious without fulcrum span
It writes and increases, to considerably increase branch tie distance, reduce supported amount, reduce earth excavation difficulty, made to save
Valence shortens the 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 the structural schematic diagram of supporting construction after the completion of constructing in embodiment one；
Fig. 2 is step-by-step construction schematic diagram in embodiment one；
Fig. 3 is cross-sectional view at A-A in embodiment one；
Fig. 4 is step-by-step construction schematic diagram in embodiment two；
Fig. 5 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, advanced vertical anchor tube layer；9, advanced levels anchor tube layer；10, lower extension anchor connection muscle.
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, Fig. 2 and Fig. 3, a kind of horizontal arch shell foundation pit support device, including by main part setting in foundation pit,
The wall that the pilaster stake 1 that foundation pit top outer is arranged in tip portion, bottom end is arranged in the bottom of foundation ditch soil body, is uniformly arranged is constituted
Stanchion wall, the orthographic projection of pilaster piling wall in the horizontal plane are in the curve being made of multiple arcs, and between two adjacent arcs
Adjacent both ends are connected with each other, and towards inside foundation pit, pilaster stake coping is provided with stake top crown beam in the center of circle of each arc
2, buttress whole 4 is respectively set in the both ends of each arc, and the shared buttress of the adjacent both ends between two neighboring arc is whole
Body 4, is evenly arranged with the multilayer arch beam 3 of genesis analysis between two neighboring buttress whole 4, and every stringcourse sets a roof beam in place 3 and pilaster
Piling wall is fixedly connected, and the both ends of each arch beam 3 are fixedly connected with buttress corresponding with its whole 4 respectively, and each buttress is whole
Body 4 is corresponding to be connected with one group of support component 5, and each support component 5 is arranged on the inside of foundation pit.
Steps are as follows for the Specific construction of the present embodiment:
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 constitute pilaster piling wall, wherein pilaster piling wall is in the horizontal plane
Orthographic projection sequence connected after be in the curve that is made of multiple arcs, and both ends adjacent between two adjacent arcs mutually interconnect
It connects, the center of circle of each 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 layer 8, in advance
Vertical anchor tube layer 8 is specifically made of multiple advanced vertical anchor tubes, and one end of each advanced vertical anchor tube is arranged in corresponding
(one end of the advanced vertical anchor tube in advanced vertical anchor tube layer 8 at the top of foundation pit is arranged in arch beam 3 or stake top crown beam 2
In stake top crown beam 2, one end of the advanced vertical anchor tube in other advanced vertical anchor tube layers 8 for excavating layer is arranged in correspondence
Arch beam 3 in), the other end is arranged in the inter-pile soil between pilaster stake 1；
Uniformly the advanced vertical anchor tube 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 layer 8 of abovementioned steps construction can be effectively to the stake between adjacent wall stanchion 1
Between soil be supported, it is therefore prevented that inter-pile soil to inclination on the inside of foundation pit, collapse the drawbacks of, the earthwork, which is dug to first, in foundation pit excavates layer bottom
Behind portion, 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 layer 8 and advanced levels anchor tube layer 9；
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 layer 8, and (advanced levels anchor tube layer 9 is made of advanced levels anchor tube layer 9 of constructing simultaneously multiple advanced levels anchor tubes, is in
Can not have to construction advanced levels anchor tube layer 9 at stake top crown beam 2 at the top of foundation pit), the construction of advanced levels anchor tube layer 9 makes when excavation
When next excavation layer, the soil body in top can be supported by advanced levels anchor tube layer 9, to reduce in next excavation layer
In top the soil body to its pressure, realize effective support of the upper layer soil body, convenient for next construction for excavating layer, construction is completed
After carry out next construction procedure；
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 layer 8 and advanced levels anchor tube layer 9 are constructed in advance, arch beam 3 of constructing, arch
The orthographic projection of beam 3 is also arc, and all pilaster stakes 1 in the corresponding arc of each arch beam 3 effectively connect, so that often
The horizontal force that a arc mesospore stanchion 1 is subject to can effectively pass to corresponding arch beam 3, effectively realize the transmitting of power,
Construction next step after the completion of construction；
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, although inter-pile soil can be effectively prevented to the tilted collapsing of foundation pit, in advance in advanced vertical anchor tube layer 8
There are still certain gaps between vertical anchor tube layer 8, in order to effectively improve earth-retaining quality, also construct in the present embodiment useful
In the protection slab 6 for carrying out supporting to inter-pile soil exposed between adjacent wall stanchion 1, protection slab 6 is reinforced concrete cast-in-situ or spray
It penetrates, reinforcing bar anchors into corresponding stake top crown beam 2, in arch beam 3 or in buttress whole 4 to protection slab 6 respectively on vertical plane,
Then reinforcing bar anchors on the outside of foundation pit in the soil body in horizontal 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, in the present embodiment arch beam 3 and support rod be made can there are many forms, it is main to have using steel
Reinforced concrete Cast-in-situ Beam or assembled fashioned iron are poured using armored concrete be made in the present embodiment；
Further, advanced vertical anchor tube layer 8 and advanced levels anchor tube layer 9 can there are many forms, it is main to have hollow anchor tube
Or anchor pole etc. improves the stability of the soil body, advanced vertical anchor tube layer 8 and advanced water in the present embodiment in order not to destroy the soil body
Flat anchor tube layer 9 is made of hollow steel pipe, while in order to improve the intensity of the supporting of the two, advanced in the present embodiment vertical
The head of anchor tube layer 8 and the head of advanced levels anchor tube layer 9 anchor into corresponding stake top crown beam 2 or arch beam 3, in this way
By the supporting intensity that can effectively improve the two by corresponding arch beam 3 or 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, adjacent excavate is connected between mutual corresponding two buttresses constructed in layer by lower extension anchor connection muscle 10
It connects, lower extension anchor connection muscle 10 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 10, lower layer's buttress of then constructing during constructing upper one layer of buttress
When by the lower extension anchor connection muscle 10 of upper layer construction be cast in it is interior after, can effectively connect two neighboring buttress, constitute buttress
Whole 4, improve 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.
It is the first state for excavating supporting construction after the completion of layer construction as there was only one layer in Fig. 2 in three column, has 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. 4 and Fig. 5, 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
The head of layer 8 and the head of advanced levels anchor tube layer 9 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. 4 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 construction 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 support device, including be arranged in foundation pit by main part, tip portion setting is in foundation pit
The pilaster piling wall that the pilaster stake (1) that top outer, bottom end be arranged in the bottom of foundation ditch soil body, is uniformly arranged is constituted, feature exist
In the orthographic projection of the pilaster piling wall in the horizontal plane is in the curve being made of multiple arcs, and between two adjacent arcs
Adjacent both ends are connected with each other, and towards inside foundation pit, the pilaster stake coping is provided with stake top in the center of circle of each arc
Buttress entirety (4) is respectively set in crown beam (2), the both ends of each arc, and the adjacent both ends between two neighboring arc share one
A buttress is whole (4), the multilayer arch beam (3) of genesis analysis is evenly arranged between two neighboring buttress whole (4), often
The layer arch beam (3) is fixedly connected with the pilaster piling wall, and the both ends of each arch beam (3) are corresponding with its respectively
The buttress whole (4) is fixedly connected, and each buttress is whole, and (4) are corresponding is connected with one group of support component (5), each
The support component (5) is arranged on the inside of foundation pit.
2. the horizontal arch shell foundation pit support device of one kind according to claim 1, which is characterized in that every layer of arch beam
(3) it is respectively connected on towards and the intracorporal advanced vertical anchor tube layer (8) of soil and advanced levels anchor tube layer is set on the outside of foundation pit
(9)。
3. a kind of horizontal foundation pit supporting construction according to claim 1 or 2, which is characterized in that the pilaster piling wall is in
Protection slab is not provided with by the part that stake top crown beam (2), arch beam (3), buttress whole (4) cover on side wall on the inside of foundation pit
(6), the protection slab (6) by reinforcing bar with and its corresponding stake top crown beam (2), arch beam (3), buttress integrally (4) connection.
4. a kind of horizontal foundation pit supporting construction according to claim 3, which is characterized in that the protection slab (6) specifically by
Reinforced concrete cast-in-situ or injection are made.
5. a kind of horizontal foundation pit supporting construction according to claim 4, which is characterized in that the arch beam (3) is specially
Using reinforced concrete cast-in-situ beam or assembled fashioned iron.
6. the horizontal arch shell foundation pit support device of one kind according to claim 2, which is characterized in that adjacent two buttress is whole
(4) multilayer that the multilayer arch beam (3) between replaces with genesis analysis hangs upside down arch bar (7), and adjacent two layers are hung upside down between arch bar (7)
Being connected with each other becomes an entirety, and every layer of advanced vertical anchor tube layer (8) and advanced levels anchor tube layer (9) with it is right with its
Projecting arch bar (7) connection answered.
7. the horizontal arch shell foundation pit support device of one kind according to claim 4 or 6, which is characterized in that supported described in every group
Component (5) is specifically made of multiple support rods, and the support rod is horizontally disposed.
8. the horizontal arch shell foundation pit support device of one kind according to claim 7, which is characterized in that by support group described in every group
Support rod in part (5) is changed to by horizontally disposed to be obliquely installed, each support rod in support component described in every group (5)
One end is connected with buttress corresponding with its whole (4) respectively, and the other end of each support rod acts on same point.
9. the horizontal arch shell foundation pit support device of one kind according to claim 7, which is characterized in that two neighboring pilaster stake
(1) it is additionally provided with longitudinal rib stake between, the top of the pilaster stake (1) and the longitudinal rib stake is in same level, the wall
The bottom end of stanchion (1) and the bottom end of the longitudinal rib stake are arranged in the soil body of bottom of foundation ditch, and the pilaster stake (1) bottom end
Horizontal absolute altitude is lower than the horizontal absolute altitude of longitudinal rib stake bottom end.
10. the horizontal arch shell foundation pit support device of one kind according to claim 9, which is characterized in that the pilaster stake (1),
Longitudinal rib stake, support rod are that armored concrete perfusion is made.
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| CN201811183497.XA CN109235447A (en) | 2018-10-11 | 2018-10-11 | A kind of horizontal arch shell foundation pit support device |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114837217A (en) * | 2022-04-02 | 2022-08-02 | 三峡大学 | Arch pier-arranging type retaining wall |
| CN115199038A (en) * | 2022-08-15 | 2022-10-18 | 中国建筑第八工程局有限公司 | Multidirectional multi-curvature large-span curved surface reticulated shell system |
| CN115262973A (en) * | 2022-08-15 | 2022-11-01 | 中国建筑第八工程局有限公司 | Construction method of multidirectional multi-curvature large-span curved surface latticed shell system |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN202577308U (en) * | 2011-10-25 | 2012-12-05 | 广东永基建筑基础有限公司 | Foundation trench supporting device |
| CN102888848A (en) * | 2012-10-18 | 2013-01-23 | 上海强劲地基工程股份有限公司 | Supporting structure for controlling stability of foundation ditch |
| CN103290850A (en) * | 2013-06-20 | 2013-09-11 | 江苏城市职业学院 | Arch combination foundation pit retaining and protection system and construction method thereof |
| JP2015175183A (en) * | 2014-03-17 | 2015-10-05 | 日新総合建材株式会社 | Earth retaining wall structure and earth retaining method |
| 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 |
| CN205776249U (en) * | 2016-05-27 | 2016-12-07 | 中国建筑西南勘察设计研究院有限公司 | A kind of combined inner supporting structure |
| CN107059882A (en) * | 2017-04-17 | 2017-08-18 | 燕山大学 | Arch anchor net and Anchor-Pile Retaining Structure structure |
-
2018
- 2018-10-11 CN CN201811183497.XA patent/CN109235447A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN202577308U (en) * | 2011-10-25 | 2012-12-05 | 广东永基建筑基础有限公司 | Foundation trench supporting device |
| CN102888848A (en) * | 2012-10-18 | 2013-01-23 | 上海强劲地基工程股份有限公司 | Supporting structure for controlling stability of foundation ditch |
| CN103290850A (en) * | 2013-06-20 | 2013-09-11 | 江苏城市职业学院 | Arch combination foundation pit retaining and protection system and construction method thereof |
| JP2015175183A (en) * | 2014-03-17 | 2015-10-05 | 日新総合建材株式会社 | Earth retaining wall structure and earth retaining method |
| 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 |
| CN205776249U (en) * | 2016-05-27 | 2016-12-07 | 中国建筑西南勘察设计研究院有限公司 | A kind of combined inner supporting structure |
| CN107059882A (en) * | 2017-04-17 | 2017-08-18 | 燕山大学 | Arch anchor net and Anchor-Pile Retaining Structure structure |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114837217A (en) * | 2022-04-02 | 2022-08-02 | 三峡大学 | Arch pier-arranging type retaining wall |
| CN115199038A (en) * | 2022-08-15 | 2022-10-18 | 中国建筑第八工程局有限公司 | Multidirectional multi-curvature large-span curved surface reticulated shell system |
| CN115262973A (en) * | 2022-08-15 | 2022-11-01 | 中国建筑第八工程局有限公司 | Construction method of multidirectional multi-curvature large-span curved surface latticed shell system |
| CN115199038B (en) * | 2022-08-15 | 2023-07-21 | 中国建筑第八工程局有限公司 | Multidirectional multi-curvature large-span curved surface net shell system |
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Application publication date: 20190118 |