CN115126490A - Small-clear-distance triple-arch progressive station tunnel construction method - Google Patents
Small-clear-distance triple-arch progressive station tunnel construction method Download PDFInfo
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- CN115126490A CN115126490A CN202210630972.3A CN202210630972A CN115126490A CN 115126490 A CN115126490 A CN 115126490A CN 202210630972 A CN202210630972 A CN 202210630972A CN 115126490 A CN115126490 A CN 115126490A
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- 238000010276 construction Methods 0.000 title claims abstract description 73
- 230000000750 progressive effect Effects 0.000 title claims abstract description 20
- 239000011435 rock Substances 0.000 claims abstract description 116
- 239000004567 concrete Substances 0.000 claims abstract description 57
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 52
- 239000010959 steel Substances 0.000 claims abstract description 52
- 238000005192 partition Methods 0.000 claims abstract description 10
- 230000002787 reinforcement Effects 0.000 claims description 29
- 238000000034 method Methods 0.000 claims description 20
- 238000005507 spraying Methods 0.000 claims description 18
- 230000010412 perfusion Effects 0.000 claims description 11
- 230000003014 reinforcing effect Effects 0.000 claims description 11
- 230000002093 peripheral effect Effects 0.000 claims description 9
- 238000009434 installation Methods 0.000 abstract 2
- 101150097977 arch-1 gene Proteins 0.000 description 14
- 238000009412 basement excavation Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 5
- 230000000149 penetrating effect Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
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Abstract
The application discloses a small clear distance triple arch progressive station tunnel construction method, which comprises the following steps: step 1: excavating guide tunnels of two side arches; step 2: the two side arches are excavated and expanded, steel frames in the side arches are closed into a ring, and steel frames between a pilot tunnel excavated in advance and a pilot tunnel excavated in the rear arch in the side arches and concrete form a middle partition wall; and 3, step 3: dismantling the middle partition walls in the two side arches, performing secondary lining construction on the inverted arch parts of the two side arches, and backfilling the inverted arches of the side arches; rock pillar prefab in the installation is encircleed to both sides, and well rock pillar prefab is equipped with fills the chamber, it link up to fill the chamber the upper surface and the lower surface of well rock pillar prefab, during the installation of well rock pillar prefab, well rock pillar prefab is close to the top edge of well arch one side and supports the guide hole inner wall that the side was encircleed tightly. The utility model provides a well rock pillar prefab need not to set up the template near one side of well arch, makes the side arch two lining construction comparatively high-efficient.
Description
Technical Field
The application relates to the field of tunnel construction technology, in particular to a small clear distance triple arch progressive station tunnel construction method.
Background
In the construction of subway tunnels, a cross-over section tunnel needs to be excavated into a large section by a mining method so as to meet the requirement that a main line section and a stop line are positioned in the same large-section tunnel, a triple arch tunnel is one of the large-section tunnels, and a small-clear-distance triple arch tunnel refers to a special tunnel arrangement form that the thickness of an intermediate rock pillar between the tunnels is smaller than a suggested value. The large-section excavation generally adopts an intermediate wall method (CD method) or a cross intermediate wall method (CRD method), wherein the CD method is a construction method that one side of a tunnel is excavated in parts in a weak surrounding rock large-span tunnel, an intermediate wall is constructed, and then the other side is excavated in parts. The CRD method is a construction method for excavating one side of a tunnel in a large-span tunnel of weak surrounding rock in a subsection manner, constructing a middle partition wall and a diaphragm plate, excavating the other side of the tunnel in a subsection manner and completing construction of the diaphragm plate, namely, the tunnel is divided into four sections for excavation.
In the circular gradual excavation construction process of the triple arch tunnel, an intermediate arch and side arches on two sides are usually constructed in sequence, an intermediate rock pillar between the intermediate arch and the side arches is usually formed in a secondary lining (called a secondary lining for short) in a tunnel constructed in advance, secondary lining construction is mainly carried out by using a lining trolley, during secondary lining construction, a template needs to be additionally arranged on one side, away from the lining trolley, of the position of the intermediate rock pillar, so that the template and template plates on the lining trolley form a space matched with the surface profile of the intermediate rock pillar together, the template needs to be detached after concrete of the intermediate rock pillar is solidified, but after the intermediate rock pillar is formed, the gap between the template and the inner wall of the tunnel constructed in advance is small, the detachment is inconvenient, and the working efficiency is influenced.
Disclosure of Invention
In order to solve the problem that in the prior art, the template of a rock pillar in the middle of a triple arch tunnel is inconvenient to disassemble and assemble, the application provides a small-clear-distance triple-arch progressive station tunnel construction method.
The small clear distance triple arch progressive station tunnel construction method adopts the following technical scheme:
the small clear distance triple arch progressive station tunnel construction method comprises the following steps:
step 1: excavating two side arch pilot tunnels, spraying concrete on the inner walls of the pilot tunnels, hanging reinforcing mesh, erecting steel frames for supporting the inner walls of the pilot tunnels, performing anchor rod construction, and spraying concrete again;
step 2: expanding arch excavation on two sides, spraying concrete on the inner wall of the newly excavated pilot tunnel, hanging a reinforcing mesh, erecting a steel frame for supporting the inner wall of the newly excavated pilot tunnel, performing anchor rod construction, and spraying concrete again; steel frames in the side arches are sealed into a ring to form primary support of the side arches, and steel frames between the pilot tunnel excavated in the front and the pilot tunnel excavated in the back in the side arches and concrete form a middle partition wall;
and step 3: dismantling the middle partition walls in the two side arches, performing secondary lining construction on the inverted arch parts of the two side arches, and backfilling the inverted arches of the side arches; installing middle rock pillar prefabricated parts in the two side arches, wherein the middle rock pillar prefabricated parts are provided with filling cavities, the filling cavities penetrate through the upper surfaces and the lower surfaces of the middle rock pillar prefabricated parts, and when the middle rock pillar prefabricated parts are installed, the upper edges of the middle rock pillar prefabricated parts close to one side of the middle arch abut against the inner walls of the guide holes of the side arches; performing second lining construction on the arch wall part of the side arch, wherein the center of the outline of the inner wall of the arch wall formed by the second lining construction is deviated to one side of the side arch far away from the middle arch;
and 4, step 4: and (4) excavating the middle arch, spraying concrete on the inner wall of the middle arch, hanging a reinforcing mesh, erecting a steel frame for supporting the inner wall of the middle arch, performing anchor rod construction, and spraying concrete again.
By adopting the technical scheme, in the construction process of the triple arch tunnel, when two-lining construction is carried out on two side arches, firstly constructing an inverted arch, then installing a middle rock pillar prefabricated member on one side of the two side arches close to the middle arch, and then carrying out two-lining construction on an arch wall part by using a lining trolley; in the construction process, the position of the middle rock pillar prefabricated member does not need to be provided with a template, so that the construction of the side arch second lining is more efficient.
Optionally, a reinforcement cage is arranged in the pouring cavity of the middle rock pillar prefabricated member, in the step 3, lining reinforcement is firstly carried out in the second lining construction process of the arch wall part of the side arch, then second lining concrete pouring is carried out, and when the lining reinforcement is arranged, the reinforcement of the lining reinforcement is connected with the reinforcement cage.
By adopting the technical scheme, the reinforcing steel bars of the lining reinforcement in the two-side arch two-lining construction are connected with the reinforcing cage in the pouring cavity, so that the connection between the middle rock pillar and the rest parts of the two-lining construction is enhanced, and the integrity of the side arch two-lining structure is improved.
Optionally, it sets up to first inner wall and second inner wall respectively to fill the chamber and correspond two inner walls of two cross sections of well rock pillar prefab, it is close to down slope each other gradually from the top between the first inner wall in chamber and the second inner wall to fill.
Through adopting above-mentioned technical scheme, when the side arch carries out the second lining construction of hunch wall part, the intracavity is filled in to the concrete injection in the second lining construction, because the first inner wall and the second inner wall that fill the chamber down incline gradually from last near the center that fills the chamber, make the concrete that fills the intracavity and not solidify form decurrent effort to the rock pillar prefab through first inner wall and second inner wall, thereby make the lower surface of well rock pillar prefab paste the invert of tight side arch, make the interior difficult outside seepage of concrete of filling the chamber.
Optionally, the inclination angle of the first inner wall is greater than the inclination angle of the second inner wall, and when the middle rock pillar prefabricated member is installed, the first inner wall of the perfusion cavity is close to another previously installed middle rock pillar prefabricated member.
By adopting the technical scheme, the concrete has component force to the first inner wall and the second inner wall along the horizontal direction, the inclination of the first inner wall is greater than that of the second inner wall, so that the acting force of the concrete to the first inner wall is greater than that of the second inner wall, the horizontal component force applied to the first inner wall is greater than that of the second inner wall, the middle rock pillar prefabricated member integrally generates a moving trend from the second inner wall to the direction close to the first inner wall, when the middle rock pillar prefabricated member is installed, the first inner wall of the filling cavity is close to the middle rock pillar prefabricated member installed in advance, the middle rock pillar prefabricated member installed in the later period is favorably close to the middle rock pillar prefabricated member installed in the earlier period, and the adjacent middle rock pillar prefabricated members are arranged more tightly.
Optionally, the contour shape of the circumferential side of the reinforcement cage is matched with the shape of the inner circumferential wall of the perfusion cavity.
Through adopting above-mentioned technical scheme, the week side profile shape of steel reinforcement cage and the inner wall shape adaptation that fills the chamber, because it is close to slope gradually each other from the top down between the first inner wall that fills the chamber and the second inner wall, make the steel reinforcement cage support the inner wall that fills the chamber as far as possible under the effect of self gravity and concrete pressure to it is inseparabler to make the cooperation between steel reinforcement cage and the precast concrete. On the other hand, the first inner wall and the second inner wall that fill the chamber can form common bearing effect to the steel reinforcement cage to can carry out the complete set with well rock pillar prefab and steel reinforcement cage and transport, and need not to consider the problem that the steel reinforcement cage drops in from the well rock pillar prefab, it is comparatively convenient.
Optionally, in step 3, pre-buried positioning pieces are arranged on the inverted arches of the two side arches close to one side of the middle arch, and the pre-buried positioning pieces are used for partially extending into the perfusion cavity; when the pre-buried positioning piece is positioned in the perfusion cavity, a gap is reserved between the peripheral side of the pre-buried positioning piece and the inner peripheral wall of the perfusion cavity.
Through adopting above-mentioned technical scheme, pre-buried setting element part stretches into the intracavity that fills of rock pillar prefab, and after the concrete that gets into and fill the intracavity solidifies, pre-buried setting element forms along vertical crisscross relation of each other with the concrete that fills the solidification of intracavity, can form the positioning action along the horizontal direction to the rock pillar to the position of rock pillar is more firm in the messenger. A gap is reserved between the peripheral side of the embedded positioning piece and the inner peripheral wall of the perfusion cavity, so that a large adjusting movable space is formed along each horizontal direction when the middle rock pillar prefabricated part is installed.
Optionally, pre-buried setting element is the I-steel, the length direction of I-steel is followed the length direction setting of well rock pillar prefab, two edges of a wing of I-steel are located the inboard of inverted arch inside and well rock pillar prefab respectively.
By adopting the technical scheme, after concrete in the pouring cavity is solidified, two flanges of the I-shaped steel are respectively wrapped in the inverted arch of the side arch and the concrete in the pouring cavity, so that the arch wall of the side arch is connected with the inverted arch through the I-shaped steel, and compared with lining reinforcing steel bars, the connection strength between the arch wall of the side arch and the inverted arch can be greatly improved through the I-shaped steel.
Optionally, a plurality of joint poles are worn to be equipped with by the web of I-steel, the joint pole is used for the joint the inner wall of filling the chamber, each the joint pole arranges in proper order along the length direction of I-steel, the both ends of joint pole are buckled respectively and are formed with the guide section, two be the state of opening down between the guide section, two size between the end of guide section is greater than or equal to fill the chamber and follow the size of the thickness direction of well rock pillar prefab.
By adopting the technical scheme, when the I-shaped steel is positioned in the pouring cavity, the clamping rods clamp two inner side walls of the pouring cavity, and when concrete entering the pouring cavity is solidified, the concrete wraps the clamping rods, so that the clamping rods can reinforce the concrete on two sides of the web plate of the I-shaped steel; two guide sections of joint rod have the guide effect to the inner wall in the chamber that fills of well rock pillar prefab, and when well rock pillar prefab laid and accomplish, the both ends of joint rod supported tightly respectively and filled two inside walls in chamber, and it is comparatively firm to make the cooperation between joint rod and the well rock pillar prefab.
Optionally, a protrusion is arranged on a cross section of one side of the middle rock pillar prefabricated member, a groove matched with the protrusion is arranged on the other cross section of the middle rock pillar prefabricated member, and the protruding height of the protrusion is smaller than or equal to the concave depth of the groove.
Through adopting above-mentioned technical scheme, through protruding and recess cooperation between the rock pillar prefab in two adjacent, be favorable to increasing the joint strength between two adjacent rock pillar prefabs. The convex height is less than or equal to the concave depth of the groove, when the protrusion of one middle rock pillar prefabricated member is matched with the groove of the other middle rock pillar prefabricated member, the edge areas of the matched parts of the two adjacent middle rock pillar prefabricated members are fit as much as possible, and therefore the whole middle rock pillar is more flat.
Optionally, when the anchor rod of the middle arch is constructed in the step 4, the anchor rod of the middle arch and the anchor rods of the two side arches are arranged along the longitudinal direction of the tunnel in a staggered manner, and a middle rock pillar is arranged between the anchor rods of the middle arch and the side arches along the longitudinal direction of the tunnel as a common reference.
By adopting the technical scheme, the anchor rods of the middle arch and the two side arches are longitudinally arranged in a staggered manner along the tunnel, so that the condition that the anchor rods constructed in the side arches are damaged in the anchor rod construction process of the middle arch is avoided. The anchor rods of the middle arch and the side arch are arranged at the longitudinal position of the tunnel by taking the middle rock pillar as a common reference, so that when the anchor rods of the middle arch are constructed, the anchor rods of the middle arch are convenient to effectively avoid the anchor rods of the side arch, and the anchor rods of the middle arch and the anchor rods of the side arch are staggered longitudinally along the tunnel.
In summary, the present application includes at least one of the following beneficial technical effects:
1. in the construction process of the triple arch tunnel, concrete enters a pouring cavity of the middle rock pillar prefabricated member, and after the concrete is solidified, the middle rock pillar prefabricated member and the concrete are connected into a whole, so that the middle rock pillar becomes a part of an arch wall; in the construction process, a template does not need to be arranged at the position of the middle rock pillar prefabricated part, so that the side arch second-lining construction is more efficient;
2. by arranging the embedded positioning piece, the embedded positioning piece partially extends into the pouring cavity of the rock pillar prefabricated piece, and after the concrete entering the pouring cavity is solidified, the embedded positioning piece and the solidified concrete in the pouring cavity form a vertically staggered relation, so that the rock pillar can be positioned in the horizontal direction, and the position of the rock pillar is more stable;
3. the middle rock pillar is arranged between the anchor rods of the middle arch and the side arch along the longitudinal position of the tunnel to serve as a common reference, so that when the anchor rods of the middle arch are constructed, the anchor rods of the middle arch can be conveniently and effectively avoided from the anchor rods of the side arch, and the anchor rods of the middle arch and the anchor rods of the side arch can be staggered along the longitudinal direction of the tunnel.
Drawings
Fig. 1 is a flow chart of a small clear distance triple arch progressive station tunnel construction method.
Fig. 2 is a schematic view of the construction state of step 1.
Fig. 3 is a schematic view of the construction state of step 2.
Fig. 4 is a schematic view of the construction state of step 3.
Fig. 5 is a schematic view of the construction state of step 4.
Fig. 6 is a schematic view of the construction state of step 5.
FIG. 7 is a schematic structural view of the middle rock pillar preform of the present example.
Fig. 8 is a schematic diagram for showing the positional relationship between the rock pillar preform and the reinforcement cage and the embedded positioning element, respectively, in this embodiment.
Fig. 9 is a schematic diagram for showing the connection relationship between the middle rock pillar preform and the embedded positioning piece in the embodiment.
Description of the reference numerals: 1. side arching; 2. a middle arch; 3. guiding a hole; 4. a steel frame; 5. an anchor rod; 6. a middle partition wall; 7. an inverted arch; 8. an arch wall; 9. a middle rock pillar preform; 91. a protrusion; 92. a groove; 93. filling the cavity; 931. a first inner wall; 932. a second inner wall; 94. a reinforcement cage; 10. embedding a positioning piece; 101. a clamping and connecting rod; 102. a guide section.
Detailed Description
The present application is described in further detail below with reference to figures 1-9.
The embodiment of the application discloses a small-clear-distance triple-arch progressive station tunnel construction method. Referring to fig. 1 to 6, the small clear distance triple arch progressive station tunnel construction method includes the following steps:
step 1: excavating pilot tunnels 3 of the two side arches 1, spraying concrete on the inner walls of the pilot tunnels 3, hanging reinforcing mesh, erecting steel frames 4 for supporting the inner walls of the pilot tunnels 3, constructing anchor rods 5, and spraying concrete again;
and 2, step: excavating and expanding the two side arches 1, spraying concrete on the inner wall of the newly excavated pilot tunnel 3, hanging a reinforcing mesh, erecting a steel frame 4 for supporting the inner wall of the newly excavated pilot tunnel 3, constructing an anchor rod 5, and spraying concrete again; steel frames 4 in the side arches 1 are sealed into a ring to form primary support for the side arches 1, and steel frames 4 between the pilot tunnels 3 excavated in the front and the pilot tunnels 3 excavated in the back in the side arches 1 and concrete form a middle partition wall 6;
and step 3: dismantling the middle partition walls 6 in the two side arches 1, performing two-lining construction on the inverted arch 7 parts of the two side arches 1, and backfilling the inverted arches 7 of the side arches 1; middle rock pillar prefabricated parts 9 are installed in the two side arches 1, and when the middle rock pillar prefabricated parts 9 are installed, the upper edges of the middle rock pillar prefabricated parts 9 close to one sides of the middle arches 2 abut against the inner walls of the guide holes 3 of the side arches 1; performing second-lining construction on the arch wall 8 part of the side arch 1, wherein the center of the outline of the inner wall of the arch wall 8 formed by the second-lining construction is deviated to one side of the side arch 1 far away from the middle arch 2;
and 4, step 4: excavating the middle arch 2, spraying concrete on the inner wall of the middle arch 2, hanging a reinforcing mesh, erecting a steel frame 4 for supporting the inner wall of the middle arch 2, constructing anchor rods 5, arranging the anchor rods 5 of the middle arch 2 and the anchor rods 5 of the two side arches 1 in a staggered manner along the longitudinal direction of the tunnel, arranging a middle rock pillar between the middle arch 2 and the anchor rods 5 of the side arches 1 along the longitudinal direction of the tunnel as a common reference, and spraying concrete again after the anchor rods 5 of the middle arch 2 are constructed; the design excavation size specification of the middle arch 2 is the same as that of the side arch 1, and the middle arch 2 and the side arch 1 are partially overlapped in a staggered manner;
and 5: dismantling a steel frame 4 positioned in an overlapping area of the middle arch 2 and the side arch 1 in the primary support of the side arch 1, performing secondary lining construction of an inverted arch 7 part of the middle arch 2, backfilling the inverted arch 7 of the middle arch 2, and performing secondary lining construction of an arch wall 8 part of the middle arch 2; the two-lining construction of the inverted arch 7 and the arch wall 8 of the side arch 1 comprises the working procedures of lining reinforcement and concrete pouring.
Through the steps, the size of the end face of the two side arches 1 formed by the final construction of the triple arch tunnel is smaller than the size of the section of the middle arch 2; in the construction process of the triple arch tunnel, middle rock pillars between the middle arch 2 and the two side arches 1 are formed in the construction process of the two linings of the two side arches 1; when two-lining construction is carried out on the two side arches 1, the inverted arch 7 is constructed firstly, then the middle rock pillar prefabricated part 9 is installed on one side, close to the middle arch 2, of the two side arches 1, then the arch wall 8 of the side arch 1 is constructed, so that the arch wall 8 and the middle rock pillar prefabricated part 9 are connected into a whole, and during the period, the side, close to the middle arch 2, of the middle rock pillar prefabricated part 9 does not need to be provided with a template, so that the two-lining construction of the side arch 1 is more efficient.
Referring to fig. 7 and 8, the rock pillar prefabricated member in the step 3 is provided with a pouring cavity 93, the pouring cavity 93 penetrates through the upper surface and the lower surface of the middle rock pillar prefabricated member 9, a reinforcement cage 94 is arranged in the pouring cavity 93 of the middle rock pillar prefabricated member 9, the outline shape of the periphery of the reinforcement cage 94 is matched with the shape of the inner peripheral wall of the pouring cavity 93, and the side arch 1 is bound and connected with the reinforcement cage 94 in the process of carrying out secondary lining construction on the arch wall 8 part. In the construction of the arch wall 8 with the two linings of the side arch 1, concrete enters the pouring cavity 93 of the middle rock pillar prefabricated member 9, and after the concrete is solidified, the middle rock pillar prefabricated member 9 and the concrete are connected into a whole, so that the middle rock pillar becomes a part of the arch wall 8.
Referring to fig. 8, two inner walls of the pouring cavity 93 corresponding to two cross sections of the middle rock pillar preform 9 are respectively provided as a first inner wall 931 and a second inner wall 932, and the first inner wall 931 and the second inner wall 932 of the pouring cavity 93 are gradually inclined and close to each other from top to bottom; therefore, after the concrete for the second lining construction of the arch wall 8 part of the side arch 1 enters the pouring cavity 93, the unset concrete generates downward acting force on the central rock pillar prefabricated member 9 through the first inner wall 931 and the second inner wall 932, so that the unset concrete is not easy to leak from the pouring cavity 93 outwards.
On the other hand, the first inner wall 931 and the second inner wall 932 are inclined to each other, so that the first inner wall 931 and the second inner wall 932 jointly support the reinforcement cage 94, and the middle rock pillar preform 9 and the reinforcement cage 94 can be transported in a set.
Referring to fig. 8, the first inner wall 931 has a larger inclination angle than the second inner wall 932, and when the middle string preform 9 is installed, the first inner wall 931 of the perfusion chamber 93 is adjacent to another middle string preform 9 that was previously installed. The concrete that gets into pouring cavity 93 has the component force along the horizontal direction to first inner wall 931 and second inner wall 932, because the inclination of first inner wall 931 is greater than the inclination of second inner wall 932, makes the effort of concrete to first inner wall 931 be greater than its effort to second inner wall 932, makes well rock pillar preform 9 wholly produce the trend of moving to being close to first inner wall 931 direction by second inner wall 932, through making the first inner wall 931 of pouring cavity 93 be close to well rock pillar preform 9 of installing earlier, is favorable to making the well rock pillar preform 9 of installing later press close to well rock pillar preform 9 of installing earlier to it is tighter to arrange between the adjacent well rock pillar preform 9.
Referring to fig. 7, a protrusion 91 is arranged on the cross section of one side of the middle rock pillar preform 9, a groove 92 matched with the protrusion 91 is arranged on the other cross section of the middle rock pillar preform 9, the groove 92 penetrates through the upper surface of the middle rock pillar preform 9, and the convex height of the protrusion 91 is smaller than or equal to the concave depth of the groove 92. The two adjacent middle rock pillar prefabricated parts 9 are matched through the protrusion 91 and the groove 92, so that the connection between the two adjacent middle rock pillar prefabricated parts 9 is strengthened.
Referring to fig. 9, pre-buried positioning pieces 10 are arranged on one sides, close to the middle arch 2, of the inverted arches 7 of the arches 1 on the two sides, the pre-buried positioning pieces 10 are specifically i-shaped steel, the length direction of the i-shaped steel is arranged along the length direction of the middle rock pillar prefabricated part 9, two flanges of the i-shaped steel are respectively located in the inverted arches 7 of the arches 1 and the pouring cavity 93, after concrete is poured into the pouring cavity 93, the concrete is solidified to wrap the flange of the i-shaped steel located in the pouring cavity 93, and a gap is reserved between the flange of the i-shaped steel in the pouring cavity 93 and the inner peripheral wall of the pouring cavity 93. Compared with lining reinforcing bars, the inverted arch 7 of the side arch 1 is connected with the arch wall 8 through I-steel, so that the connection between the inverted arch 7 of the side arch 1 and the arch wall 8 can be enhanced.
In other embodiments, the i-steel may be replaced with H-steel, channel steel, or the like.
Referring to fig. 8 and 9, a plurality of clamping rods 101 are arranged in a web plate of an i-beam in a penetrating manner, the web plate of the i-beam is provided with penetrating holes for the clamping rods 101 to penetrate, the clamping rods 101 are in clearance fit with the penetrating holes, the clamping rods 101 are used for clamping the inner wall of the pouring cavity 93, the clamping rods 101 are arranged at equal intervals along the length direction of the i-beam, two ends of each clamping rod 101 are respectively bent to form guide sections 102, a downward opening state is formed between the two guide sections 102, and the size between the tail ends of the two guide sections 102 is larger than or equal to the size of the pouring cavity 93 along the thickness direction of the middle rock pillar prefabricated member 9.
The clamping rods 101 are used for clamping two inner side walls of the pouring cavity 93, and when concrete entering the pouring cavity 93 is solidified, the clamping rods 101 are wrapped by the concrete, so that the clamping rods 101 can reinforce the concrete on two sides of the I-shaped steel web plate; two guide sections 102 of joint pole 101 have the guide effect to the inner wall of filling chamber 93 of well rock pillar prefab 9, and when well rock pillar prefab 9 laid and accomplish, the both ends of joint pole 101 supported tightly respectively and filled two inside walls of chamber 93, and it is comparatively firm to make the cooperation between joint pole 101 and the well rock pillar prefab 9.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. The small clear distance triple arch progressive station tunnel construction method is characterized by comprising the following steps of: the method comprises the following steps:
step 1: excavating pilot tunnels (3) of the two side arches (1), spraying concrete on the inner walls of the pilot tunnels (3), hanging reinforcing mesh, erecting steel frames (4) for supporting the inner walls of the pilot tunnels (3), constructing anchor rods (5), and spraying concrete again;
step 2: excavating and expanding the two side arches (1), spraying concrete on the inner wall of the newly excavated pilot tunnel (3), hanging a reinforcing mesh, erecting a steel frame (4) for supporting the inner wall of the newly excavated pilot tunnel (3), constructing an anchor rod (5), and spraying concrete again; the steel frame (4) in the side arch (1) is sealed into a ring to form a primary support of the side arch (1), and the steel frame (4) between the pilot tunnel (3) excavated in advance and the pilot tunnel (3) excavated in the rear in the side arch (1) and concrete form a middle partition wall (6);
and step 3: dismantling the middle partition walls (6) in the two side arches (1), carrying out second lining construction on the inverted arch (7) parts of the two side arches (1), and backfilling the inverted arch (7) of the side arch (1); the middle rock pillar prefabricated part (9) is installed in the two side arches (1), the middle rock pillar prefabricated part (9) is provided with a filling cavity (93), the filling cavity (93) penetrates through the upper surface and the lower surface of the middle rock pillar prefabricated part (9), and when the middle rock pillar prefabricated part (9) is installed, the upper edge of one side, close to the middle arch (2), of the middle rock pillar prefabricated part (9) abuts against the inner wall of the guide hole (3) of the side arch (1); performing second lining construction on the arch wall (8) part of the side arch (1), wherein the center of the outline of the inner wall of the arch wall (8) formed by the second lining construction is deviated to one side of the side arch (1) far away from the middle arch (2);
and 4, step 4: and (3) excavating the middle arch (2), spraying concrete on the inner wall of the middle arch (2), hanging a reinforcing mesh, erecting a steel frame (4) for supporting the inner wall of the middle arch (2), constructing an anchor rod (5), and spraying concrete again.
2. The small clear distance triple arch progressive station tunnel construction method according to claim 1, characterized in that: and a reinforcement cage (94) is arranged in the pouring cavity (93) of the middle rock pillar prefabricated part (9), in the second lining construction process of the arch wall (8) part of the side arch (1) in the step 3, lining reinforcement is firstly carried out, then second lining concrete pouring is carried out, and when lining reinforcement is carried out, the reinforcement of the lining reinforcement is connected with the reinforcement cage (94).
3. The small clear distance triple arch progressive station tunnel construction method according to claim 2, characterized in that: pouring cavity (93) correspond two inner walls of two horizontal section faces of well rock pillar prefab (9) are set up respectively to first inner wall (931) and second inner wall (932), from last mutual slope of down being close to gradually between first inner wall (931) and the second inner wall (932) of pouring cavity (93).
4. The small clear distance triple arch progressive station tunnel construction method according to claim 3, characterized in that: the inclination angle of the first inner wall (931) is greater than the inclination angle of the second inner wall (932), and when the middle rock pillar preform (9) is installed, the first inner wall (931) of the pouring cavity (93) is close to another previously installed middle rock pillar preform (9).
5. The small clear distance triple arch progressive station tunnel construction method according to claim 3, characterized in that: the contour shape of the periphery of the steel reinforcement cage (94) is matched with the shape of the inner peripheral wall of the perfusion cavity (93).
6. The small clear distance triple arch progressive station tunnel construction method according to claim 1, characterized in that: in the step 3, pre-buried positioning pieces (10) are arranged on one sides, close to the middle arch (2), of the inverted arches (7) of the two side arches (1), and the pre-buried positioning pieces (10) are used for partially extending into the perfusion cavity (93); when the embedded positioning piece (10) is positioned in the perfusion cavity (93), a gap is reserved between the peripheral side of the embedded positioning piece (10) and the inner peripheral wall of the perfusion cavity (93).
7. The small clear distance triple arch progressive station tunnel construction method according to claim 6, characterized in that: the embedded positioning piece (10) is made of I-shaped steel, the length direction of the I-shaped steel is arranged along the length direction of the middle rock pillar prefabricated piece (9), and two flanges of the I-shaped steel are respectively located inside the inverted arch (7) and on the inner side of the middle rock pillar prefabricated piece (9).
8. The small clear distance triple arch progressive station tunnel construction method according to claim 7, characterized in that: the steel pipe is characterized in that a plurality of clamping rods (101) penetrate through a web plate of the I-shaped steel, the clamping rods (101) are sequentially arranged along the length direction of the I-shaped steel, two ends of each clamping rod (101) are respectively bent to form guide sections (102), each guide section (102) is in a downward opening state, and the size between the tail ends of the two guide sections (102) is larger than or equal to the size of the pouring cavity (93) along the thickness direction of the middle rock pillar prefabricated member (9).
9. The small clear distance triple arch progressive station tunnel construction method according to claim 1, characterized in that: the cross section of one side of the middle rock column prefabricated member (9) is provided with a protrusion (91), the other cross section of the middle rock column prefabricated member (9) is provided with a groove (92) matched with the protrusion (91), and the convex height of the protrusion (91) is smaller than or equal to the concave depth of the groove (92).
10. The small clear distance triple arch progressive station tunnel construction method according to claim 1, characterized in that: and 4, when the anchor rods (5) of the middle arch (2) are constructed, the anchor rods (5) of the middle arch (2) and the anchor rods (5) of the two side arches (1) are arranged along the longitudinal direction of the tunnel in a staggered mode, and the middle rock pillar is arranged between the anchor rods (5) of the middle arch (2) and the side arches (1) along the longitudinal direction of the tunnel and serves as a common reference.
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| CN202210630972.3A CN115126490A (en) | 2022-06-06 | 2022-06-06 | Small-clear-distance triple-arch progressive station tunnel construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117780362A (en) * | 2024-02-27 | 2024-03-29 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117780362A (en) * | 2024-02-27 | 2024-03-29 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
| CN117780362B (en) * | 2024-02-27 | 2024-04-30 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
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