CN110777850A - Existing pipe gallery underground space, supporting structure thereof and construction method of supporting structure - Google Patents

Existing pipe gallery underground space, supporting structure thereof and construction method of supporting structure Download PDF

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Publication number
CN110777850A
CN110777850A CN201911202434.9A CN201911202434A CN110777850A CN 110777850 A CN110777850 A CN 110777850A CN 201911202434 A CN201911202434 A CN 201911202434A CN 110777850 A CN110777850 A CN 110777850A
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China
Prior art keywords
pipe gallery
supporting
underground space
support
soil
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CN201911202434.9A
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Chinese (zh)
Inventor
林统
徐俊
汪业青
洪哲明
俞峰
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Zhejiang Communications Construction Group Co Ltd
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Zhejiang Communications Construction Group Co Ltd
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Priority to CN201911202434.9A priority Critical patent/CN110777850A/en
Publication of CN110777850A publication Critical patent/CN110777850A/en
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00Independent underground or underwater structures; Retaining walls
    • E02D29/045Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E02D29/05Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
    • E02D29/055Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench further excavation of the cross-section proceeding underneath an already installed part of the structure, e.g. the roof of a tunnel
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/08Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil

Abstract

The invention provides a construction method of an existing pipe gallery underground space, a supporting structure of the existing pipe gallery underground space and the supporting structure of the existing pipe gallery underground space, wherein the construction method comprises the following steps: pre-reinforcing soil around the pipe gallery, and arranging support walls along two sides of the pipe gallery; excavating a soil body to the elevation position of the bottom of the pipe gallery, excavating soil below the pipe gallery along the length direction of the pipe gallery to form a plurality of dispersed accommodating spaces below the pipe gallery, and arranging a first supporting structure in each accommodating space; excavating a soil body to the lower part of the pipe gallery, sequentially removing the first support structures, laying plate-shaped second support structures below the pipe gallery to replace the first support structures, and splicing the second support structures into a support plate to support below the pipe gallery; excavating an underground space, and arranging a support pile according to the position of a structural column in a design drawing of the newly-added underground space; and pouring a bottom plate at the bottom of the underground space to enable the bottom plate, the support piles and the support wall to be connected into a whole. The construction foundation of a reverse construction method is provided for excavation of the underground space, and the underground space is built on the premise that the existing pipe gallery is not affected.

Description

Existing pipe gallery underground space, supporting structure thereof and construction method of supporting structure
Technical Field
The invention relates to the field of constructional engineering, in particular to an underground space of an existing pipe gallery, a supporting structure of the underground space and a construction method of the supporting structure of the underground space.
Background
With the further development of urbanization, better arrangement positions need to be sought for underground pipelines, water transmission lines, power transmission lines and the like originally, so that the utility tunnel is produced at the same time. Some cities face the problem of the protection of the existing pipe gallery above the soil layer when constructing the underground space, so how to construct the underground space below the soil layer better is a new problem on the premise of ensuring the existing pipe gallery. Traditional piping lane protection mode adopts to set up the bailey roof beam and suspends in midair, and this can lead to ground area occupied too big to a certain extent, influences urban ground traffic.
Disclosure of Invention
In order to solve the technical problems, a first object of the present invention is to provide a construction method for an underground space supporting structure of an existing pipe gallery, which provides a construction foundation of a reverse method for excavation of an underground space, and builds the underground space on the premise of ensuring that the existing pipe gallery is not affected, and the construction occupied area is small.
The second purpose of the invention is to provide an underground space supporting structure of the existing pipe gallery, which is built by adopting the construction method.
The third purpose of the invention is to provide an underground space of the existing pipe gallery, and the underground space adopts the supporting structure to support the existing pipe gallery.
In view of the above objects, an aspect of the present invention provides a construction method of an existing pipe gallery underground space supporting structure, including the steps of:
pre-reinforcing soil around the existing pipe gallery, and arranging support walls along two sides of the pipe gallery;
excavating a soil body to the elevation position of the bottom of the pipe gallery, excavating soil below the pipe gallery along the length direction of the pipe gallery to form a plurality of dispersed accommodating spaces below the pipe gallery, and arranging a first supporting structure in the accommodating spaces to prop against the bottom of the pipe gallery;
excavating a soil body to the lower part of the pipe gallery, sequentially removing the first support structures, laying plate-shaped second support structures below the pipe gallery to replace the first support structures, and splicing the second support structures into a support plate to support below the pipe gallery;
excavating an underground space, and arranging a support pile according to the position of a structural column in a design drawing of the newly-added underground space;
and paving a cushion layer at the bottom of the underground space, and pouring a bottom plate to enable the bottom plate, the support piles and the support wall to be connected into a whole.
Preferably, the concrete method for pre-reinforcing the soil body around the existing pipe gallery comprises the following steps: and pre-reinforcing the soil body around the pipe gallery by adopting a high-pressure grouting injection method.
Preferably, the supporting structure setting method comprises the following steps: and (3) slotting the cement-soil wall by using a canal type cement-soil wall cutting machine or a bored pile machine, putting a prefabricated concrete wallboard into the slotted cement-soil wall to serve as a supporting wall in an excavation range after slotting is finished, wherein the bottom of the supporting wall is not higher than the bottom of the underground space.
As preferred, digging soil so that its below forms a plurality of dispersed accommodation space along piping lane length direction in the piping lane below, set up first bearing structure in this accommodation space to the concrete method who withstands the piping lane bottom is: digging partial soil body at the corners of the pipe gallery to form an accommodating space, placing a first supporting structure in the accommodating space, digging partial soil body again at intervals along the length direction, regarding the distance as a span, and continuously arranging the first supporting structure to complete the supporting of all pipe galleries in the underground space plane range.
Preferably, the first supporting structure comprises a jack, a steel plate is laid below the jack, and the contact surface between the jack and the foundation soil is increased through the steel plate, so that the foundation damage caused by the fact that the contact area of the jack is too small is avoided.
Preferably, the specific method of laying the second support structure below the pipe gallery instead of the first support structure is: starting from the boundary of the foundation pit, immediately inserting a second supporting component into the position when a first supporting component in a span is removed, wherein the load of the position is born by the second supporting component and is transmitted to the foundation soil of the lower layer; and (5) sequentially removing the jacks of each span along the length direction of the pipe gallery, and sequentially inserting the second supporting parts and splicing.
Preferably, the specific method for arranging the supporting pile comprises the following steps: adopt interim steel structure post earlier to support as bearing structure and biography power structure in backup pad below, later according to the structure post position of newly-increased underground space, set up the support column to consolidate the upper end of support column and the junction of backup pad.
In another aspect of the present invention, there is provided an existing pipe gallery underground space supporting structure, including:
the supporting walls are arranged on two sides of the pipe gallery, the bottom of each supporting wall extends to the bottom of the underground space, and the supporting walls are used for blocking soil bodies around the pipe gallery and used as side supports of the underground space;
the supporting plate is laid at the bottom of the pipe gallery, two ends of the supporting plate are respectively connected to the supporting walls on two sides of the pipe gallery, and the supporting plate is used for supporting the bottom of the pipe gallery and is used as a top plate of an underground space;
the supporting piles are dispersedly arranged in the underground space, the bottoms of the supporting piles are connected with the bottom plate, and the tops of the supporting piles abut against the bottoms of the supporting plates and are used for assisting the supporting plates to support the pipe gallery;
the bottom plate, its both sides edge along piping lane length direction is connected with a retaining wall respectively, underground space is enclosed into jointly to retaining wall, backup pad and bottom plate.
Preferably, the supporting wall comprises a cement wall into which precast concrete wall panels or sheet piles with joints at the sides are inserted.
Preferably, the supporting wall is joggled with the end part of the supporting plate, and the interface of the supporting wall and the end part of the supporting plate is sealed by adopting a sealing material.
In yet another aspect of the present invention, there is provided an existing pipe gallery underground space which supports an existing pipe gallery using the above-described support structure.
Compared with the prior art, the invention has the beneficial effects that:
the construction foundation of reverse construction method is provided for the excavation of underground space, and under the prerequisite of guaranteeing that existing piping lane is not influenced, the underground space is built, and the construction area occupied is little.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
Fig. 1 is a sectional view of a foundation pit excavated to a floor of a pipe gallery in the embodiment of the present invention.
Fig. 2 is a plan view of a jack according to an embodiment of the present invention.
FIG. 3 is a cross-sectional view taken along line A-A of an embodiment of the present invention after the jack is used.
Fig. 4 is a cross-sectional view taken along the line a-a after excavation is completed in the embodiment of the present invention.
Fig. 5 is a plan view showing the replacement of the prefabricated panels with the jacks removed according to the embodiment of the present invention.
FIG. 6 is a plan view of the present invention after completion of construction.
FIG. 7 is a sectional view taken along the line A-A after the completion of the construction in the embodiment of the present invention.
Fig. 8 is a schematic structural diagram of an interface between a supporting wall and a supporting plate according to an embodiment of the present invention.
Fig. 9 is a sectional view of a newly added underground space of a pipe gallery in an embodiment of the present invention.
In the figure: 1. supporting a protecting wall; 2. a pipe gallery; 3. foundation soil; 4. a jack; 5. a steel plate; 6. prefabricating a concrete slab; 7. reserving holes; 8. a support pillar; 9. a base plate.
Detailed Description
The invention is further described with reference to the following figures and examples.
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
Further, in the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "clockwise", "counterclockwise", and the like, indicate orientations and positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be considered as limiting the present invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, unless otherwise specified, "a plurality" means two or more unless explicitly defined otherwise.
In the present invention, unless otherwise expressly specified or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, "above" or "below" a first feature means that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact with each other via another feature therebetween. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
The embodiment provides a construction method of an existing pipe gallery underground space supporting structure, and the construction method comprises the following steps:
pre-reinforcing soil around the existing pipe gallery, and arranging support walls along two sides of the pipe gallery;
excavating a soil body to the elevation position of the bottom of the pipe gallery, excavating soil below the pipe gallery along the length direction of the pipe gallery to form a plurality of dispersed accommodating spaces below the pipe gallery, and arranging a first supporting structure in the accommodating spaces to prop against the bottom of the pipe gallery;
excavating a soil body to the lower part of the pipe gallery, sequentially removing the first support structures, laying plate-shaped second support structures below the pipe gallery to replace the first support structures, and splicing the second support structures into a support plate to support below the pipe gallery;
excavating an underground space, and arranging a support pile according to the position of a structural column in a design drawing of the newly-added underground space;
and paving a cushion layer at the bottom of the underground space, and pouring a bottom plate to enable the bottom plate, the support piles and the support wall to be connected into a whole.
In a preferred embodiment, the construction process is realized by the following technical scheme:
firstly, pre-reinforcing soil around a pipe gallery by using a high-pressure grouting injection method, and constructing cement soil walls on two sides of the length direction of the pipe gallery after the soil is pre-reinforced; inserting a precast concrete wall board or a sheet pile with an interface on the side surface into the cement wall to form a supporting wall serving as a side support, and then excavating a soil body to the elevation of the bottom plate of the pipe gallery; here, adopt prefabricated wallboard as the retaining wall, not only can play the effect of retaining soil, atress as the supporting construction of foundation ditch, can regard as stagnant water structure moreover, have higher economic value in comparatively abundant area of groundwater, play the effect of two wall unifications.
The second step the pipe gallery below is drawn soil along length direction, evenly arranges first bearing structure (preferably for the jack in this embodiment) at every certain length, the jack is in pipe gallery length direction bilateral symmetry arranges, and the steel sheet is arranged in order to enlarge area of contact in the jack below simultaneously, avoids jack to cause irreversible damage to the foundation soil simultaneously. The jack is used as jacking force equipment, so that the situation that the maximum deflection value of the comprehensive pipe gallery is larger than the specified maximum deflection value under the action of self weight can be avoided; after the jack is in place, the unloading resilience of the lower soil body caused by the excavation of the upper soil body can be avoided when the excavation is continued, and the construction of the lower bottom plate is facilitated; the prefabricated bottom plate can greatly improve the construction efficiency, reduce the discharge of slurry and noise and has small influence on the environment.
Thirdly, after the jacks are arranged, continuously excavating the soil body to a certain depth below the bottom plate of the pipe gallery, wherein the depth depends on the design thickness of the top plate below the bottom plate; when a certain number (6 in this embodiment) of jacks are removed under the pipe gallery, laying a second support structure (a precast concrete slab is selected in this embodiment, and other rigid plate-shaped structures such as steel plates and the like can be adopted) in the corresponding span range, repeating the steps in the length direction of the pipe gallery, and splicing the adjacent second support structures to form a support plate (the distance between 2 adjacent jacks in the length direction is set as a span);
simultaneously connecting the precast concrete plates with interfaces on the side walls of the supporting walls, and injecting sealing materials such as epoxy grouting materials and the like at the splicing positions of the precast concrete plates and the splicing joints of the precast concrete plates and the supporting walls; after the supporting plate is in place, the supporting plate and the supporting wall are connected into a whole, so that the rigidity of the whole structure is increased, the acting force transmitted by the upper structure and the soil body can be better borne, and the whole stability is further improved.
The fourth step, can carry out reverse construction method construction under the backup pad, this bottom plate can be regarded as the roof in newly-increased underground space, and is specific:
when a newly-increased underground space is excavated, firstly, a temporary steel structural column is used as a supporting structure and a force transmission structure, then, a supporting column (preferably a reinforced concrete column is used) is arranged according to the position of the structural column of the newly-increased underground space, construction is carried out by adopting a cast-in-place method, and the upper end head of the reinforced concrete column needs to be intensively sprayed, mixed and reinforced; after the reinforced concrete column generates 70% strength, the temporary steel structure column is gradually removed, so that the upper load is taken as a main bearing structure by the concrete column.
And fifthly, laying a cushion layer, pouring a bottom plate of the newly added underground space, and connecting the bottom plate of the newly added underground space, the reinforced concrete column and the foundation pit support structure into a whole to increase the rigidity and stability of the whole newly added structure.
Finally, backfilling all soil above the soil body, and finishing construction.
It should be noted that at least one pre-drilled hole is provided in the support plate to facilitate access and construction by the constructors and machines.
Preferably, in the first step, all soil around the existing pipe gallery is pre-reinforced by using a high-pressure jet grouting method, so that the pipe gallery has high strength, good water-stopping and seepage-proofing performance and durability, and the method comprises but is not limited to the high-pressure jet grouting method and other soil reinforcing forms.
Preferably, after the first step is completed, a trench cutting cement soil wall (TRD) machine or a bored pile machine is used for grooving the cement soil wall, a prefabricated concrete wallboard is placed in the groove after the grooving is completed, so that a support wall within an excavation range is formed, the size of the support wall is designed according to a design method for providing a foundation pit supporting structure, and the support wall is only characterized in that the support wall is provided with a connector at a certain depth, the depth range of the connector is approximately between 4 and 7m, the specific depth is determined by attaching the actual pipe gallery elevation near the pipe gallery floor elevation, the connector is in a joggle joint, the connector is a groove which is prefabricated on the prefabricated wallboard of the enclosure structure, and the specific section view is shown in fig. 8. The interface is sealed by using a sealing material at the initial stage, and the interface is exposed when the subsequent excavation process is carried out to the target depth; in addition, use prefabricated construction to pollute little to all ring edge borders, the efficiency of construction is high, and is littleer to the influence effect of piping lane. Where the opening of a concrete wall includes, but is not limited to, a TRD machine, the supporting wall includes, but is not limited to, prefabricated wall panels.
Preferably, the pipe gallery is excavated to the elevation of the bottom plate of the pipe gallery, and the pipe gallery is in an exposed state; at this moment, it is worth noting that the soil body that needs to be excavated includes the soil body that coats of existing pipe gallery and the soil body of pipe gallery both sides, and the relation between soil body excavation width (H) and pipe gallery width (d) of pipe gallery both sides should guarantee that equality H is no less than 1.1d or H ═ d +1.0m holds, gets the small value.
Preferably, in the second step, after the excavation is finished, excavating partial soil bodies at the boundary of the foundation pit and the edge of the pipe gallery, placing the jack in the excavated neutral position, excavating partial soil bodies again at intervals along the length direction, regarding the distance as a span, continuously arranging the jack, and the like. The span can be 4-6m, and prefabricated bottom plate needs to contact prefabricated producer customization simultaneously, and the length of prefabricated bottom plate (along pipe gallery length direction) can be 4-6m, and the width of prefabricated bottom plate (parallel pipe gallery width direction) can be 6-12m, and specific width can be the same with the width of actual existing pipe gallery.
Preferably, a steel plate with a slightly larger area needs to be placed below the jack and is used as a contact surface of the jack and the foundation soil, so that the foundation damage caused by the excessively small contact area of the jack is prevented; here, the steel plate can be replaced by other materials, and only the material itself is guaranteed not to be damaged by bearing acting force.
Preferably, in the second step, in order to prevent the eccentric load, jacks are arranged on both sides of the pipe gallery in the length direction, and each section is provided with 2 jacks; and (3) setting the distance between 2 adjacent jacks in the length direction as a span, wherein the span can be 4-6m as described in the third step, and when the soil body within a span range and the soil body at the periphery of the pipe gallery are excavated, the dead weight of the part of the pipe gallery is born by the jacks, and the later part of the soil body is excavated in sequence until the existing pipe gallery within the range of the foundation pit is completely exposed, and the dead weight of the pipe gallery is born by the soil bodies at two ends and the jacks. The excavation depth of the part can be 600mm, and can be determined by the thickness of a newly built base plate in a subsequent design scheme.
Preferably, in the third step, starting from the boundary of the foundation pit, each jack in a span is removed, a precast concrete slab is immediately inserted into the position, the load of the position is borne by the precast concrete slab and is transferred to the foundation soil of the lower layer, and the jacks of each span are sequentially removed along the arrangement direction of the jacks, and the precast slabs are sequentially inserted and spliced.
Preferably, in the fourth step, the sealing material at the position with the joint on the supporting wall is cleaned, the precast concrete plate is spliced with the supporting wall, and epoxy grouting material is injected into the gap, so that the newly-built precast concrete plate and the supporting wall form a whole.
Preferably, in the fifth step, after the bottom plate below the newly-built pipe gallery is completed, the overlying soil body is backfilled, and in the subsequent construction, the newly-built bottom plate is also a top plate of the newly-built underground space and is regarded as a two-plate-in-one structure, and the excavation can be continued by adopting a reverse method in the construction process of the newly-built underground space.
Based on the aforesaid, an existing piping lane underground space supporting construction, this space supporting construction includes:
the supporting walls are arranged on two sides of the pipe gallery, the bottom of each supporting wall extends to the bottom of the underground space, and the supporting walls are used for blocking soil bodies around the pipe gallery and used as side supports of the underground space;
the supporting plate is laid at the bottom of the pipe gallery, two ends of the supporting plate are respectively connected to the supporting walls on two sides of the pipe gallery, and the supporting plate is used for supporting the bottom of the pipe gallery and is used as a top plate of an underground space;
the supporting piles are dispersedly arranged in the underground space, the bottoms of the supporting piles are connected with the bottom plate, and the tops of the supporting piles abut against the bottoms of the supporting plates and are used for assisting the supporting plates to support the pipe gallery;
the bottom plate, its both sides edge along piping lane length direction is connected with a retaining wall respectively, underground space is enclosed into jointly to retaining wall, backup pad and bottom plate.
In a preferred embodiment, the retaining wall comprises a cemented earth wall into which prefabricated concrete wall panels or sheet piles with joints on the sides are inserted.
In a preferred embodiment, the supporting wall is joggled with the end part of the supporting plate, and the interface of the supporting wall and the end part of the supporting plate is sealed by a sealing material.
In a preferred embodiment, the distance between the support wall and the side wall of the pipe gallery on the adjacent side is not less than the width of the pipe gallery.
As a preferred embodiment, the sealing material includes epoxy grouting material, after the sealing material at the position with the interface on the supporting structure is cleaned, the supporting plate is spliced with the supporting wall, and the epoxy grouting material is injected into the gap, so that the supporting plate and the supporting wall form a fixed connection, the overall structural rigidity of the supporting structure is increased, the acting force transmitted by the upper structure and the soil body can be better borne, and the overall stability is further improved.
In a preferred embodiment, the support plate is provided with at least one reserved hole for the access and construction of constructors and machines.
As a preferred embodiment, the support column comprises a reinforced concrete column, the upper end of which is subjected to a spray-mix reinforcement treatment.
As a preferred embodiment, the support plate comprises several adjacently arranged precast concrete plates.
Of course, this embodiment can also provide an underground space for supporting an existing pipe gallery by using the above supporting structure, which is not enumerated here one by one.
A preferred embodiment of the present invention will be described in more detail below with reference to the accompanying drawings:
firstly, soil around the pipe gallery 2 is reinforced, and the soil is primarily reinforced by a high-pressure jet grouting method and the like, so that the strength of the soil is improved, and soil disturbance caused by grooving work of the underground continuous wall and the whole displacement of the pipe gallery 2 are reduced; then, the periphery of the pipe gallery 2 is grooved, and precast concrete wallboards and the like are put into the grooves to serve as supporting walls 1. After the work is finished, as shown in fig. 1, open excavation is performed on the periphery of the pipe gallery 2, the excavation depth is up to the height of the bottom plate 9 of the existing pipe gallery 2, the excavation width is determined by the width of the main structure of the pipe gallery 2, in the example, the width of the main body of the pipe gallery 2 is set to be 8m, the width of the excavated soil body on the left side and the right side of the pipe gallery 2 is 8.8m, and the excavation widths on the two sides are slightly larger than the width of the main body of the pipe gallery 2; the width range is set here in order to take into account that the prefabricated panels need to be placed and laid under the pipe gallery 2 in the subsequent operating conditions, and therefore sufficient space is required.
Secondly, arranging a jack 4, wherein the specific method for arranging the jack 4 comprises the following steps: a small section of pot hole is dug in advance at a position which is below the pipe gallery 2 and close to the outer side of the pipe gallery 2, a steel plate 5 is placed in the hole, the area of the steel plate 5 is slightly larger than that of the bottom of the jack 4, and 1.2m can be taken out in the example so as to better transmit the counter force of the upper jack 4 to the foundation soil 3; then, the jacks 4 are arranged on the steel plate 5, and a specific plan view is shown in fig. 2, so that the jacks 4 designed in the invention are uniformly arranged along the length direction of the existing pipe gallery 2, and the length of each span is 5m in the example, and the length of each span is one span of the pipe gallery 2 of each jacking section of each 4 of the jacks 4. Fig. 3 is a sectional view of the position a-a, and the jacks 4 are arranged on both sides of the pipe gallery 2 to prevent the pipe gallery 2 from being twisted due to eccentric load, etc., and only the self weight of the pipe gallery 2 is shared by the jacks 4 and the soil body below.
After the jacks 4 below the pipe gallery 2 in the range of the foundation pit are completely arranged, excavating the last layer of soil body, wherein the excavating depth of the last layer of soil body depends on the design height of the supporting plate, and the excavating depth of the last layer in the example is 600 mm; in the process of gradually excavating the soil body, the dead load of the existing pipe gallery 2 is gradually changed from being shared by the soil and the jack 4 to being shared by only the jack 4, as shown in fig. 4.
Next, as shown in fig. 5, from the side close to the foundation pit supporting wall 1, the jacks 4 and the steel plates 5 (6 jacks 4 are set to be removed in the present invention) within a span of the area closest to the supporting wall 1 are removed, the precast concrete plate 6 is lifted by steam from above the ground surface to the excavated surface immediately after the jacks 4 are removed, then the precast concrete plate 6 is placed in the area below the pipe gallery 2 from which the jacks 4 have been removed and overlapped with the supporting wall 1, the supporting plate depth of the pipe gallery 2 is set to 5m in this example, so that the joint portion is 5.3m and 0.3m is one half of the final excavated depth of 600mm, since the overlapping joint would produce an overlap joint, and therefore, it is necessary to pour epoxy grout at the overlap joint, at this time, the jacks 4 in the second span are removed, the precast concrete plate 6 is lifted by steam again to the excavated surface, and then the precast concrete plate 6 is continuously placed in the area of the pipe gallery 2 from which the jacks 4 have been removed, and splicing other adjacent precast concrete plates 6 below the existing pipe gallery 2, and repeating the process until all the construction is finished to form the support plate.
Fig. 6 is a plan view of the completed concrete slab, and it can be seen that the lower part of the pipe gallery 2 has been replaced with a precast concrete slab 6, and the splice is checked again for the presence of the epoxy grout. And finally, completely paving a layer of concrete on the precast concrete plate 6, and connecting the existing pipe gallery 2 and the newly-built precast concrete plate 6 into a whole to increase the integral rigidity. In this example, the longitudinal length (one span) of the pipe gallery 2 is 5m, the height of the pipe gallery 2 is 5m, the width is 8m, the soil is covered by 2m, the gravity of the soil is 18kN/m3, and the conservative estimation shows that the common bearing load of the concrete precast slabs in the one span range is as follows:
8 × 5 × (5+2) × 18 × (5 × 8) ═ 201600kN, i.e. 20160 t.
The bottom plate 9 is subjected to stresses of:
8×5×(5+2)×18=5040kPa。
fig. 7 is a cross-sectional view after construction is completed, at this time, the newly-built supporting plate is completed and is regarded as a top plate of a newly-added underground space, and a reserved hole 7 is arranged near the middle position of the foundation pit supporting structure so as to facilitate the access and construction of constructors and machines. When a newly-increased underground space is excavated, a temporary steel structural column is firstly adopted as a supporting structure and a force transmission structure, then a supporting column (a reinforced concrete column) 8 is arranged according to the position of the structural column of the newly-increased underground space, construction is carried out by adopting a cast-in-place method, and the upper end head of the reinforced concrete column needs to be intensively sprayed, mixed and reinforced.
Fig. 9 shows that after the reinforced concrete column has a strength of 70%, the temporary steel column is gradually removed, so that the upper load is mainly supported by the concrete column. Laying a cushion layer and pouring a bottom plate 9 of the newly added underground space, and connecting the bottom plate 9 of the newly added underground space, the reinforced concrete column and the foundation pit support structure into a whole, so that the rigidity and the stability of the whole newly added structure are improved.
And finally, backfilling the soil above the soil body, and finishing construction.
Fig. 8 is a rough view of the interface between the precast concrete slab 6 and the building envelope where the precast slab can be inserted and the splice joint needs to be filled with epoxy grout as well.
According to the embodiment, the soil body is pre-reinforced before the foundation pit is excavated, so that the surrounding soil property condition is better, and the stability of the foundation pit is facilitated; the precast concrete slab is used as a supporting wall, not only can be used as a supporting structure of a foundation pit to play roles of retaining soil and bearing force, but also can be used as a water stop structure, has higher economic value in regions with abundant underground water, and plays a role of combining two walls into one. In addition, the precast concrete plate is used as the support plate, so that the construction efficiency can be greatly improved, the slurry discharge can be reduced, the noise is reduced, and the environmental influence is small.
And finally, the bottom plate below the newly-built pipe gallery can be regarded as a top plate of a newly-built underground space, so that a construction foundation of a reverse construction method is provided for excavation of the underground space at the lower part, and the construction flow is simplified.
Further, it should be noted that:
in the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
Although the embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and not to be construed as limiting the present invention, and those skilled in the art can make changes, modifications, substitutions and alterations to the above embodiments without departing from the principle and spirit of the present invention, and any simple modification, equivalent change and modification made to the above embodiments according to the technical spirit of the present invention still fall within the technical scope of the present invention.

Claims (10)

1. A construction method of an existing pipe gallery underground space supporting structure is characterized by comprising the following steps:
pre-reinforcing soil around the existing pipe gallery, and arranging support walls along two sides of the pipe gallery;
excavating a soil body to the elevation position of the bottom of the pipe gallery, excavating soil below the pipe gallery along the length direction of the pipe gallery to form a plurality of dispersed accommodating spaces below the pipe gallery, and arranging a first supporting structure in the accommodating spaces to prop against the bottom of the pipe gallery;
excavating a soil body to the lower part of the pipe gallery, sequentially removing the first support structures, laying plate-shaped second support structures below the pipe gallery to replace the first support structures, and splicing the second support structures into a support plate to support below the pipe gallery;
excavating an underground space, and arranging a support pile according to the position of a structural column in a design drawing of the newly-added underground space;
and paving a cushion layer at the bottom of the underground space, and pouring a bottom plate to enable the bottom plate, the support piles and the support wall to be connected into a whole.
2. The construction method of the supporting structure of the underground space of the existing pipe gallery according to claim 1, wherein the concrete method for pre-reinforcing the soil body around the existing pipe gallery comprises the following steps: and pre-reinforcing the soil body around the pipe gallery by adopting a high-pressure grouting injection method.
3. The construction method of the existing pipe gallery underground space supporting structure according to claim 1, characterized in that the supporting structure setting method is: and (3) slotting the cement-soil wall by using a canal type cement-soil wall cutting machine or a bored pile machine, putting a prefabricated concrete wallboard into the slotted cement-soil wall to serve as a supporting wall in an excavation range after slotting is finished, wherein the bottom of the supporting wall is not higher than the bottom of the underground space.
4. The construction method of an existing pipe rack underground space supporting structure according to claim 1, characterized in that, digging soil along the length direction of the pipe rack below the pipe rack to form a plurality of scattered containing spaces below the pipe rack, arranging a first supporting structure in the containing spaces to support the specific method of the bottom of the pipe rack is: digging partial soil body at the corners of the pipe gallery to form an accommodating space, placing a first supporting structure in the accommodating space, digging partial soil body again at intervals along the length direction, regarding the distance as a span, and continuously arranging the first supporting structure to complete the supporting of all pipe galleries in the underground space plane range.
5. The construction method of an existing pipe gallery underground space supporting structure according to claim 4, wherein the first supporting structure comprises a jack, a steel plate is laid below the jack, and the contact surface of the jack and the foundation soil is enlarged through the steel plate, so that foundation damage caused by the fact that the contact area of the jack is too small is avoided.
6. The construction method of an existing pipe gallery underground space supporting structure according to claim 1, wherein the specific method of laying the second supporting structure under the pipe gallery to replace the first supporting structure is as follows: starting from the boundary of the foundation pit, immediately inserting a second supporting component into the position when a first supporting component in a span is removed, wherein the load of the position is born by the second supporting component and is transmitted to the foundation soil of the lower layer; and (5) sequentially removing the jacks of each span along the length direction of the pipe gallery, and sequentially inserting the second supporting parts and splicing.
7. The construction method of the existing pipe gallery underground space supporting structure according to claim 1, characterized in that the specific method for arranging the supporting pile is as follows: adopt interim steel structure post earlier to support as bearing structure and biography power structure in backup pad below, later according to the structure post position of newly-increased underground space, set up the support column to consolidate the upper end of support column and the junction of backup pad.
8. The utility model provides an existing piping lane underground space supporting construction, its characterized in that includes:
the supporting walls are arranged on two sides of the pipe gallery, the bottom of each supporting wall extends to the bottom of the underground space, and the supporting walls are used for blocking soil bodies around the pipe gallery and used as side supports of the underground space;
the supporting plate is laid at the bottom of the pipe gallery, two ends of the supporting plate are respectively connected to the supporting walls on two sides of the pipe gallery, and the supporting plate is used for supporting the bottom of the pipe gallery and is used as a top plate of an underground space;
the supporting piles are dispersedly arranged in the underground space, the bottoms of the supporting piles are connected with the bottom plate, and the tops of the supporting piles abut against the bottoms of the supporting plates and are used for assisting the supporting plates to support the pipe gallery;
the bottom plate, its both sides edge along piping lane length direction is connected with a retaining wall respectively, underground space is enclosed into jointly to retaining wall, backup pad and bottom plate.
9. An existing pipe gallery underground space supporting construction as claimed in claim 8, wherein the supporting wall includes a cement wall into which precast concrete wall panels or sheet piles with joints on the side are inserted.
10. An existing pipe gallery underground space, characterized in that an existing pipe gallery is braced with a supporting construction according to claim 8 or 9.
CN201911202434.9A 2019-11-29 2019-11-29 Existing pipe gallery underground space, supporting structure thereof and construction method of supporting structure Pending CN110777850A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111622268A (en) * 2020-05-29 2020-09-04 中国电建集团福建省电力勘测设计院有限公司 Protection construction method based on large rigid box culvert penetrating under power pipe gallery
CN112443335A (en) * 2020-10-27 2021-03-05 南昌轨道交通集团有限公司地铁项目管理分公司 Support system for automatically controlling deformation of tunnel underpass pipeline and construction method thereof
CN113216294A (en) * 2021-05-14 2021-08-06 南京工业大学 Narrow area soil body excavation equipment for reverse construction and construction method
CN113585275A (en) * 2020-04-30 2021-11-02 中国建筑第四工程局有限公司 Construction method for protecting horizontal branch pipe of thermal spring well in foundation pit

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104453274A (en) * 2014-11-25 2015-03-25 山东建筑大学 Method for supporting underground layer increasing of existing building by supporting structure and underpinning structure
CN104674863A (en) * 2015-02-26 2015-06-03 济南轨道交通集团有限公司 Method for reinforcing existing municipal pipe gallery within deep foundation pit excavation range
CN106050245A (en) * 2016-08-03 2016-10-26 中铁第勘察设计院集团有限公司 Supporting structure for zero distance underneath pass of existing station of rectangular tunnel section and construction method
CN106884433A (en) * 2017-03-02 2017-06-23 中交二航局第四工程有限公司 Control vibrations pile pulling causes the structure of underground structure depression and control depression method
CN109137998A (en) * 2018-10-18 2019-01-04 中铁隧道股份有限公司 Cross the existing electric power piping lane protection structure and its construction method of tunnel foundation pit
CN209457038U (en) * 2018-12-14 2019-10-01 中建七局安装工程有限公司 A kind of piping lane mounting device
CN211421179U (en) * 2019-11-29 2020-09-04 浙江交工集团股份有限公司 Existing pipe gallery underground space and supporting construction thereof

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104453274A (en) * 2014-11-25 2015-03-25 山东建筑大学 Method for supporting underground layer increasing of existing building by supporting structure and underpinning structure
CN104674863A (en) * 2015-02-26 2015-06-03 济南轨道交通集团有限公司 Method for reinforcing existing municipal pipe gallery within deep foundation pit excavation range
CN106050245A (en) * 2016-08-03 2016-10-26 中铁第勘察设计院集团有限公司 Supporting structure for zero distance underneath pass of existing station of rectangular tunnel section and construction method
CN106884433A (en) * 2017-03-02 2017-06-23 中交二航局第四工程有限公司 Control vibrations pile pulling causes the structure of underground structure depression and control depression method
CN109137998A (en) * 2018-10-18 2019-01-04 中铁隧道股份有限公司 Cross the existing electric power piping lane protection structure and its construction method of tunnel foundation pit
CN209457038U (en) * 2018-12-14 2019-10-01 中建七局安装工程有限公司 A kind of piping lane mounting device
CN211421179U (en) * 2019-11-29 2020-09-04 浙江交工集团股份有限公司 Existing pipe gallery underground space and supporting construction thereof

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113585275A (en) * 2020-04-30 2021-11-02 中国建筑第四工程局有限公司 Construction method for protecting horizontal branch pipe of thermal spring well in foundation pit
CN113585275B (en) * 2020-04-30 2022-07-22 中国建筑第四工程局有限公司 Construction method for protecting horizontal branch pipe of thermal spring well in foundation pit
CN111622268A (en) * 2020-05-29 2020-09-04 中国电建集团福建省电力勘测设计院有限公司 Protection construction method based on large rigid box culvert penetrating under power pipe gallery
CN111622268B (en) * 2020-05-29 2021-07-02 中国电建集团福建省电力勘测设计院有限公司 Protection construction method based on large rigid box culvert penetrating under power pipe gallery
CN112443335A (en) * 2020-10-27 2021-03-05 南昌轨道交通集团有限公司地铁项目管理分公司 Support system for automatically controlling deformation of tunnel underpass pipeline and construction method thereof
CN113216294A (en) * 2021-05-14 2021-08-06 南京工业大学 Narrow area soil body excavation equipment for reverse construction and construction method

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