CN110607805A - Cable tunnel construction method - Google Patents
Cable tunnel construction method Download PDFInfo
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- CN110607805A CN110607805A CN201910754743.0A CN201910754743A CN110607805A CN 110607805 A CN110607805 A CN 110607805A CN 201910754743 A CN201910754743 A CN 201910754743A CN 110607805 A CN110607805 A CN 110607805A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective 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 ground humidity or ground water
- E02D31/025—Draining membranes, sheets or fabric specially adapted therefor, e.g. with dimples
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- H—ELECTRICITY
- H02—GENERATION; CONVERSION OR DISTRIBUTION OF ELECTRIC POWER
- H02G—INSTALLATION OF ELECTRIC CABLES OR LINES, OR OF COMBINED OPTICAL AND ELECTRIC CABLES OR LINES
- H02G9/00—Installations of electric cables or lines in or on the ground or water
- H02G9/02—Installations of electric cables or lines in or on the ground or water laid directly in or on the ground, river-bed or sea-bottom; Coverings therefor, e.g. tile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2450/00—Gaskets
- E02D2450/10—Membranes
- E02D2450/105—Membranes impermeable
- E02D2450/106—Membranes impermeable for liquids
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- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
Abstract
The invention discloses a cable tunnel construction method, which relates to the field of urban tunnel construction, and comprises the following construction steps of bottom plate construction, side wall plate construction, top plate construction, side wall waterproofing and top plate waterproofing; before the bottom plate construction, a plurality of reinforcing steel bars need to be uniformly distributed and embedded in the transverse direction and the longitudinal direction of an excavated cushion foundation pit, and after the cushion concrete is poured, an axis, a side line and a control line are measured and arranged on a cushion layer surface; after the bottom plate concrete has certain strength, the side wall plate construction starts to erect a template support, then the side wall plate is subjected to reinforcement construction, and a sleeve and an embedded part are installed in time; before the roof construction, a socket type disc buckle full supporting frame is adopted to support the roof structure; the side wall waterproof and roof waterproof construction comprises the steps of laying an upper waterproof coiled material and a lower waterproof coiled material, and then laying a layer of grid cloth on the upper waterproof coiled material. The construction method is relatively cheap, relatively reliable in construction and high in safety, and can ensure the quality of the main structure.
Description
Technical Field
The invention relates to the field of urban tunnel construction, in particular to a cable tunnel construction method.
Background
With the accelerated progress of urban development in China, more and more economy is put into the urban development. While cities are rapidly developing nowadays, some construction methods of cities are increasingly required to be improved. In the process of urban tunnel construction, open excavation construction and underground excavation construction are the most common. The open cut method is to use the enclosing structure which is constructed in advance to dig from the ground to the place where the structure needs to be constructed, and then backfill the structure and restore to the original ground. The underground excavation method is to directly excavate the soil body without excavating all the time from the ground (however, vertical shafts and working wells still need open excavation). In short, the open cut method is a construction method in which excavation can be seen on the ground, and the closed cut method is a construction method in which excavation cannot be seen below the ground. However, the underground excavation method is relatively high in cost and high in construction risk, and is particularly suitable for city centers and structures with deep burial depth. Therefore, a construction method for solving the difficulties encountered in the construction by the underground excavation method is required.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a cable tunnel construction method which is relatively cheap, relatively reliable in construction and high in safety and can ensure the quality of a main structure.
The purpose of the invention is realized by the following technical scheme: a cable tunnel construction method is characterized in that the construction steps comprise bottom plate construction, side wall plate construction, top plate construction, side wall waterproofing and top plate waterproofing; before the bottom plate construction, a plurality of reinforcing steel bars are uniformly distributed and embedded in the transverse direction and the longitudinal direction of an excavated cushion foundation pit, then cushion concrete is poured, and after the cushion concrete is poured, an axis, a side line and a control line are measured and arranged on the surface of the cushion concrete; after the bottom plate construction is finished, side wall plate construction is carried out, after the bottom plate concrete has certain strength, a template support is erected, then side wall plate steel bar binding construction is carried out, and after steel bar binding is finished, sleeves and embedded parts are installed in time; carrying out top plate construction after the construction of the side wall plate is finished, wherein a socket type disc buckle full supporting frame is adopted to support a top plate structure before the top plate construction; waterproof and roof waterproof construction of lateral wall is carried out after the roof construction is accomplished, waterproof and roof waterproof construction of lateral wall needs earlier to lay two waterproofing membrane of lower floor, two waterproofing membrane's the overlap joint length of pasting is 100mm, then lays two waterproofing membrane of upper strata, the seam of two waterproofing membrane of upper strata and the seam of two waterproofing membrane of lower floor should stagger 1/3 width, two waterproofing membrane of upper strata with two waterproofing membrane of lower floor avoid mutually perpendicular to lay and paste, treat after two waterproofing membrane of upper strata laid the completion, lay one deck net cloth above two waterproofing membrane of upper strata.
By adopting the technical scheme, the construction method realizes the construction of the urban tunnel through bottom plate construction, side plate wall construction, top plate construction, side wall waterproofing and top plate waterproofing, is cheaper than other common underground excavation construction methods, is relatively reliable in construction and high in safety, and can ensure the quality of a main structure.
Further, bottom plate steel bar construction is required in the bottom plate construction process, side wall plate steel bar concrete construction is required in the side wall plate construction process, top plate steel bar construction is required in the top plate construction process, all transverse main bar joints of the bottom plate steel bar construction, the side wall plate steel bar concrete construction and the top plate steel bar construction are prevented from being arranged in the range of frame nodes, and inner transverse main bar joints are prevented from being arranged in the span; the longitudinal stressed steel bar joint adopts a mechanical connection or a welding joint, and the longitudinal stressed steel bar of the small eccentric stressed rod piece with the axis under tension avoids adopting binding and lapping; when the reinforcing steel bars in other components are in binding and overlapping, the diameter of the tensioned reinforcing steel bar is not more than 25mm, and the diameter of the compressed reinforcing steel bar is not more than 28 mm.
By adopting the technical scheme, the transverse reinforcing steel bars avoid the nodes as much as possible and the transverse main reinforcing steel bars avoid the nodes as much as possible, the requirement of ensuring the stress of the nodes and the cross-center of the reinforcing steel bars is avoided, and the integrity of the structure at the nodes and the cross-center is ensured; the longitudinal steel bars are mechanically connected or welded with the joints, and the longitudinal stressed steel bars of the axial tension and small eccentric tension-bearing rod piece cannot be bound and overlapped, so that the longitudinal stress requirement is ensured, and the influence on the use of the structure due to the fact that the quality requirement cannot be met due to the imprecise connection of the structure is prevented.
Further, the steel bars are straightened before the steel bars of the bottom plate steel bar construction, the side wall plate reinforced concrete construction and the top plate steel bar construction are processed, the positions of the steel bar joints are prevented from being arranged on the same section, and the steel bar joints are staggered mutually.
Through adopting above-mentioned technical scheme, avoid establishing on same section reinforcing bar joint setting when straightening reinforcing bar and overlap joint before the reinforcing bar processing, guarantee the reinforcing bar in the less department of atress, stagger the joint, guaranteed the bearing capacity and the rigidity of structure.
Further, the construction of the side wall plate further comprises the construction of a side wall plate vertical mold and a support, a template is erected at the axillary angle of the bottom plate at the side wall position of the side wall plate vertical mold and the support construction, a chamfering mold of the bottom plate adopts a wood template, and blocks are fixed by battens.
By adopting the technical scheme, the bottom plate chamfering die is provided with the wood template, so that chamfering is facilitated, and the blocks are fixed by battens, so that construction of the side wall can be facilitated, and time and cost are saved.
The top plate construction also comprises top plate concrete construction, and commercial concrete is adopted for the top plate concrete construction; the commercial concrete is firstly transported to the site by a concrete transport vehicle; then a pump truck enters a die, pouring and stirring are carried out for forming, and an insertion type vibrator is adopted for tamping and compacting during pouring, stirring and forming; after the commercial concrete is poured, curing the concrete; before the commercial concrete is poured, special connecting parts are inspected and finished according to the standard requirements, and especially, the phenomenon of mold running cannot occur on the seam of a head plate of a template.
By adopting the technical scheme, the commercial concrete can ensure the quantity of the concrete, the one-time pouring forming of the structure is ensured, and the construction joints are reduced; the inspection of the template and other components can find the problems of the installation of the template and other components, and prevent the influence on the casting quality caused by the sliding film or the die running when the concrete is cast due to poor overlapping of the template.
And the internal and external corner parts of the side wall waterproof construction and the top plate waterproof construction need to be chamfered by using mortar.
By adopting the technical scheme, the internal and external corners are made into the chamfers by using mortar, so that waterproof construction can be facilitated, and the waterproof effect is better.
The invention has the beneficial effects that: 1. the construction method realizes the construction of the urban tunnel through bottom plate construction, side plate wall construction, top plate construction, side wall waterproofing and top plate waterproofing, is cheaper than other common underground excavation construction methods, has reliable construction and high safety, and can ensure the quality of the main structure.
2. The transverse steel bars avoid the nodes as much as possible and the transverse main bars avoid the nodes as much as possible in the span, so that the requirement of ensuring the stress of the cross-center and the nodes of the steel bars is avoided, and the integrity of the structure in the span-center and the nodes is ensured; the longitudinal steel bars are mechanically connected or welded with the joints, and the longitudinal stressed steel bars of the axial tension and small eccentric tension-bearing rod piece cannot be bound and overlapped, so that the longitudinal stress requirement is ensured, and the influence on the use of the structure due to the fact that the quality requirement cannot be met due to the imprecise connection of the structure is prevented.
3. The reinforcing bar is straightened and the setting of reinforcing bar joint is avoided establishing on same section when the overlap joint to reinforcing bar alignment before the reinforcing bar processing, guarantees that the reinforcing bar is in the less department of atress, staggers the joint, has guaranteed the bearing capacity and the rigidity of structure.
4. The bottom plate chamfering mold adopts a wood template, so that chamfering is facilitated, and the blocks are fixed by battens, so that construction of the side wall can be facilitated, and time and cost are saved.
5. The commercial concrete can ensure the quantity of the concrete, ensure the one-time pouring forming of the structure and reduce construction joints; the inspection of the template and other components can find the problems of the installation of the template and other components, and prevent the influence on the casting quality caused by the sliding film or the die running when the concrete is cast due to poor overlapping of the template.
6. The internal and external corners are made into chamfers by mortar, so that waterproof construction can be facilitated, and a better waterproof effect is ensured.
Drawings
FIG. 1 is a schematic view of a construction process flow of a cable tunnel construction method of the present invention;
fig. 2 is a schematic view of a full framing support in the cable tunnel construction method of the present invention;
FIG. 3 is a schematic view of the connection of the bottom plate axillary angle template of the cable tunnel construction method of the present invention;
fig. 4 is a schematic connection diagram of a bottom plate axillary angle template structure of the cable tunnel construction method.
In the figure, 1-top plate steel bar, 2-support steel pipe, 3-M14 split screw, 4-secondary ridge, 5-main ridge and 6-bottom plate main bar.
Detailed Description
The technical solutions of the present invention are further described in detail below with reference to the accompanying drawings, but the scope of the present invention is not limited to the following.
As shown in fig. 1 to 4, a cable tunnel construction method includes reinforcement engineering construction, formwork support engineering construction, concrete engineering construction and waterproof engineering construction, and includes the following specific steps:
s1: constructing a bottom plate;
before the construction of the bottom plate, firstly, preparation of construction is needed, the requirements of a site needing construction and a working face needing construction are met, tee joints needed by construction are flat, and materials needed by construction are in place; secondly, carrying out measurement and paying-off and excavation of a foundation pit, wherein the measurement and paying-off needs a construction measurement group consisting of professional technicians, and is responsible for positioning, measurement and paying-off, so that the accuracy of an axis and an elevation are ensured, the design requirements of a drawing are met, the axis is measured and positioned according to an overall plane layout drawing and an axis reference control point and a square grid control point provided by a design institute, a total station and a theodolite are used for setting an axis elevation control point, the foundation pit is positioned after the control point is set, then excavation of earthwork of the foundation pit is carried out, when the foundation pit is excavated to 300mm away from the designed elevation of the pit bottom, mechanical excavation is stopped, and manual bottom cleaning is carried out instead, so that the foundation soil;
the embedded steel bars are uniformly distributed in the transverse direction and the longitudinal direction of the foundation pit, so that the transverse steel bars and the longitudinal steel bars of the embedded steel bars can be conveniently connected at a certain height position when the bottom plate steel bars are constructed, the bottom plate steel bars are bound between the embedded steel bars, cushion blocks do not need to be repeatedly placed on the bottom plate cushion layer, the bottom plate steel bars can be better separated from the cushion layer, on one hand, the bottom plate steel bars are prevented from being contacted with the cushion layer, on the other hand, a certain fixing effect can be realized on the bottom plate steel bars, and the construction quality of the bottom;
and then, carrying out cushion layer construction in time to prevent the base from softening, then carrying out bottom plate cushion layer construction, finishing cushion layer pouring within 24 hours after earthwork excavation is finished, carrying out subsection construction on the cushion layer according to construction sections, adding 2m ~ 3m to each of two ends of the length of the construction section of the main body structure, compacting and polishing the surface of the concrete cushion layer, wherein the elevation deviation is +/-20 mm, the operation on the concrete cushion layer is forbidden before the strength of the concrete cushion layer reaches 2.5Mpa, and the cushion layer is made of 15cm C20 concrete.
After the concrete pouring of the cushion layer is finished, the axis, the sideline and the control line are measured and arranged on the cushion layer surface, the construction of the steel bars of the bottom plate is carried out after the experience is received without errors, the specification, the number, the shape, the position, the lap joint length and the like of the checked steel bars all meet the requirements of construction acceptance standards and construction drawings, the binding is firm, and the double-layer steel bars are provided with the supporting iron between the two layers so as to fix the vertical distance of the steel bars. The supporting iron is manufactured according to the steel bar required by the design drawing, the distance is 1000mm, the supporting iron and the steel bar are aligned, and the bottom plate is provided with the steel bar HRB400E14@150 in a double-layer bidirectional mode.
After the construction of the bottom plate steel bars, a bottom plate vertical mold is immediately carried out, the template is made of plywood with the thickness of 18mm, the template is installed according to side lines, and the template is made of a combined template and supported by 100 multiplied by 50mm square timber and phi 48 steel pipes. The bottom plate side die is reinforced by firstly vertical square timbers and then transverse steel tubes, and the outer side die is supported by inclined struts.
And after the bottom die construction bottom plate steel bars are qualified by inspection, bottom plate concrete can be poured. Concrete vibration is operated by professional personnel, and the operation of the vibrator is strictly operated according to safety and technical requirements; the vibrator adopts an insertion type vibrating bar, and the operation of the vibrator is to realize 'fast insertion and slow pull' fast insertion so as to prevent the surface concrete and the lower layer concrete from layering and segregation; the slow drawing is to fill the cavity caused by the drawing of the vibrating rod with concrete; during the vibrating process, the vibrating rod is preferably slightly drawn up and down to uniformly vibrate up and down.
S2: constructing a side wall plate;
after the bottom plate construction is finished and has certain strength, the template support frame is erected, the construction of side wall plate steel bar binding is started, and after the steel bar binding is finished, the embedded parts are installed in time according to design drawings;
the side wall board adopts a wood template and double-spliced channel steel split system, adopts a wood template with the thickness of 15mm, and adopts 50mm multiplied by 100mm square timbers with the spacing of 250mm for secondary ridges so as to ensure that the templates are flat and tightly attached. The main edge adopts 25b type double-spliced channel steel, and the vertical distance is 600 mm. The bracket adopts 20 b-shaped double-spliced channel steel, C28 deformed steel bars are respectively used for oppositely pulling the double-spliced channel steel at the top and the bottom of the template, and the double-spliced channel steel is fixed by using a sleeve; the side wall board is mainly provided with a reinforcing bar HRB400E14@150 in a double-layer bidirectional arrangement; hot galvanizing is carried out before the embedded part is placed, the position of the embedded part is marked on a template, and the embedded part is directly fixed on the template by adopting an iron nail; and after the side wall plate steel bars are qualified, pouring the side wall plate concrete. The concrete grade of the side wall plate is C30, the natural blanking height is not more than 2m, and the side wall plate should be poured uniformly and continuously in a sectional and layered mode by using the string cylinders with the layered thickness of 30-50 cm and larger than 2 m. And (3) adopting inserted vibration, wherein the vibration distance is not more than 50cm, the quincunx vibration is carried out until the plane flashing has no air bubbles, and the formwork can be detached when the concrete strength of the side wall plate reaches 100%.
S3: constructing a top plate;
a socket type disc buckle full-space supporting frame is adopted below the top plate, as shown in fig. 2, the template is a wood template with the thickness of 15mm, the secondary stupefied bone is 100 multiplied by 100mm @200mm wood square column, the main stupefied 14# I-steel, and the space between the lower frame bodies of the top plate is 900 (horizontal maximum) × 1200 (longitudinal maximum) × 1500 (vertical maximum) mm. When the roof construction, adopt the dish to detain full hall support, it is safer than current scaffold frame support like this, detain full hall support with the dish simultaneously, provide better construction face, convenient construction.
Further, erecting a template at a special position;
1) erecting an axillary corner template of a bottom plate at the side wall: as shown in figure 3 and figure 4, in order to facilitate chamfering, the bottom plate chamfering die adopts a wood template, and blocks are fixed by battens. The axillary angle inclined plane template is positioned through the M14 counter-pulling screw rods, and the M14 counter-pulling screw rods are connected with the main ribs of the bottom plate in a welding mode. The axillary corner vertical face template is also positioned through the M14 split screw rods, and the M14 split screw rods are welded with the side wall main ribs and the tie bars. Set up the template like this, can let the gap between the template littleer, pulling force between template and the template is also more firm, prevents to leak thick liquid and takes place to explode mould or synovial membrane when concreting, influences the quality of pouring. For better control of the steel bar protective layer, before the chamfering formwork is installed, 14 steel bar welding positioning formwork supports are adopted on the bottom plate and the side wall, the distance is 600mm, and the composite design requirement of the chamfering formwork protective layer is ensured.
2) The axillary corner template at the middle partition wall is erected: the axillary corner template of the bottom plate of the intermediate wall is a wood template with the thickness of 15 mm. The secondary ridges are supported by square wood with the thickness of 50mm multiplied by 100mm, the inner distance is 250mm, the main ridges are oppositely pulled by double-spliced phi 48 mm multiplied by 3mm steel pipes @400 and phi 14 oppositely-pulled screw rods @500mm through sleeves. By adopting the formwork erecting mode, firmness between the formworks can be guaranteed, displacement is prevented, construction can be facilitated, and time and cost are saved. The top plate steel bars are in double-layer and two-way by adopting reinforcing bars HRB400E14@150, the top plate concrete grade is C30, uniform and continuous pouring is carried out, and the vibration mode is the same as that of the side wall plate.
S4: performing side wall waterproof and top plate waterproof construction;
and after the top plate concrete meets the design requirements, the top plate template is dismantled and waterproof construction is carried out. The waterproof construction needs the pasting and lapping length of two coiled materials to be 100 mm; seams of the upper layer, the lower layer and two adjacent coiled materials are staggered by 1/3 breadth, and the upper layer coiled material and the lower layer coiled material cannot be mutually vertically paved; in order to prevent the water-proof coiled materials from being bonded loosely, after the water-proof coiled materials are laid, a layer of grid cloth is laid on the water-proof coiled materials, so that the joints between the water-proof coiled materials can be bonded more compactly, the water-proof effect is better, and the water-proof quality of the tunnel is improved.
In order to ensure the waterproof effect, the chamfer angle needs to be made by mortar, and the internal angle is made into 50 multiplied by 50mm, 1: 2.5 chamfering cement mortar, wherein the internal corner is made into a circular arc with the radius of 50 mm; the waterproof protective layer is C20 fine-stone concrete with the thickness of 500 mm. The internal and external corners are made into chamfers by mortar, so that waterproof construction can be facilitated, and a better waterproof effect is ensured.
And after the waterproof project is finished and the strength of the top plate concrete reaches 100%, earth backfilling can be carried out. Non-corrosive plain soil is symmetrically backfilled around the tunnel layer by layer, the thickness of each layer is not more than 300mm, the compaction coefficient is not less than 0.95, and the dry bulk density is not less than 15.5kN/m3And constructing according to the road once after reaching the road elevation.
S5: the construction method has the advantages that:
1. compared with other common underground excavation construction methods, the construction method is cheaper, more reliable in construction and high in safety, and the quality of the main structure can be guaranteed;
2. the transverse steel bars avoid the nodes as much as possible and the transverse main bars avoid the nodes as much as possible in the span, so that the requirement of ensuring the stress of the cross-center and the nodes of the steel bars is avoided, and the integrity of the structure in the span-center and the nodes is ensured; the longitudinal steel bars are mechanically connected or welded with the joints, and the longitudinal stressed steel bars of the axial tension and small eccentric tension-bearing rod piece cannot be bound and lapped, so that the longitudinal stress requirement is ensured, and the influence on the use of the structure due to the fact that the quality requirement cannot be met due to the imprecise connection of the structure is prevented;
3. before the reinforcing steel bar is processed, the reinforcing steel bar joints are arranged at the positions with smaller stress when the reinforcing steel bar is straightened and lapped, and the joints are staggered, so that the reinforcing steel bar joints are not arranged at the same section and are larger when stressed, and the bearing capacity and the rigidity of the structure are ensured;
4. the bottom plate chamfering die adopts a wood template, and blocks are fixed by battens, so that the construction of the side wall is facilitated, and the time and the cost are saved;
5. the commercial concrete can ensure the quantity of the concrete, ensure the one-time pouring forming of the structure and reduce construction joints; the inspection of the template and other components can find the problems of the installation of the template and other components, and prevent the sliding film or the die running from occurring when the concrete is poured due to poor overlapping of the template, so that the pouring quality is not influenced;
6. the internal and external corners are made into chamfers by mortar, so that waterproof construction can be facilitated, and a better waterproof effect is ensured.
The foregoing is illustrative of the preferred embodiments of this invention, and it is to be understood that the invention is not limited to the precise form disclosed herein and that various other combinations, modifications, and environments may be resorted to, falling within the scope of the concept as disclosed herein, either as described above or as apparent to those skilled in the relevant art. And that modifications and variations may be effected by those skilled in the art without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (6)
1. A cable tunnel construction method is characterized in that the construction steps comprise bottom plate construction, side wall plate construction, top plate construction, side wall waterproofing and top plate waterproofing;
before the bottom plate construction, a plurality of reinforcing steel bars are uniformly distributed and embedded in the transverse direction and the longitudinal direction of an excavated cushion foundation pit, then cushion concrete is poured, and after the cushion concrete is poured, an axis, a side line and a control line are measured and arranged on the surface of the cushion concrete;
after the bottom plate construction is finished, side wall plate construction is carried out, after the bottom plate concrete has certain strength, a template support is erected, then side wall plate steel bar binding construction is carried out, and after steel bar binding is finished, sleeves and embedded parts are installed in time;
carrying out top plate construction after the construction of the side wall plate is finished, wherein a socket type disc buckle full supporting frame is adopted to support a top plate structure before the top plate construction;
waterproof and roof waterproof construction of lateral wall is carried out after the roof construction is accomplished, waterproof and roof waterproof construction of lateral wall needs earlier to lay two waterproofing membrane of lower floor, two waterproofing membrane's the overlap joint length of pasting is 100mm, then lays two waterproofing membrane of upper strata, the seam of two waterproofing membrane of upper strata and the seam of two waterproofing membrane of lower floor should stagger 1/3 width, two waterproofing membrane of upper strata with two waterproofing membrane of lower floor avoid mutually perpendicular to lay and paste, treat after two waterproofing membrane of upper strata laid the completion, lay one deck net cloth above two waterproofing membrane of upper strata.
2. The cable tunnel construction method according to claim 1, wherein bottom plate rebar construction is required in the bottom plate construction process, side wall plate rebar concrete construction is required in the side wall plate construction process, top plate rebar construction is required in the top plate construction process, all transverse main rebar joints of the bottom plate rebar construction, the side wall plate rebar concrete construction and the top plate rebar construction are avoided being arranged within a frame node range, and inner transverse main rebar joints are avoided being arranged in a span; the longitudinal stressed steel bar joint adopts a mechanical connection or a welding joint, and the longitudinal stressed steel bar of the small eccentric stressed rod piece with the axis under tension avoids adopting binding and lapping; when the reinforcing steel bars in other components are in binding and overlapping, the diameter of the tensioned reinforcing steel bar is not more than 25mm, and the diameter of the compressed reinforcing steel bar is not more than 28 mm.
3. The cable tunnel construction method according to claim 3, wherein the reinforcement is straightened before the reinforcement is processed in the bottom plate reinforcement construction, the side wall plate reinforced concrete construction and the top plate reinforcement construction, the positions of the reinforcement joints are prevented from being arranged on the same cross section, and the reinforcement joints are staggered with each other.
4. The cable tunnel construction method according to claim 1, wherein the side wall plate construction further comprises side wall plate erecting formwork and support construction, formwork is erected at the axillary corners of the bottom plate at the side wall of the side wall plate erecting formwork and support construction, the chamfering formwork of the bottom plate is made of wood formwork, and blocks are fixed by battens.
5. The cable tunnel construction method according to claim 1, wherein the roof construction further comprises roof concrete construction, the roof concrete construction using commercial concrete;
the commercial concrete is firstly transported to the site by a concrete transport vehicle;
then a pump truck enters a die, pouring and stirring are carried out for forming, and an insertion type vibrator is adopted for tamping and compacting during pouring, stirring and forming;
after the commercial concrete is poured, curing the concrete;
before the commercial concrete is poured, special connecting parts are inspected and finished according to the standard requirements, and especially, the phenomenon of mold running cannot occur on the seam of a head plate of a template.
6. The cable tunnel construction method according to claim 1, wherein the chamfer angle of the inside and outside corner of the side wall waterproof and roof waterproof construction needs to be chamfered by mortar.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111364508A (en) * | 2020-03-24 | 2020-07-03 | 中国十七冶集团有限公司 | Method for reinforcing inner support of large underground comprehensive pipe gallery without external formwork wall plate |
| CN111851576A (en) * | 2020-05-29 | 2020-10-30 | 中铁二十二局集团轨道工程有限公司 | A formwork support system for tunnel construction |
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| CN111364508A (en) * | 2020-03-24 | 2020-07-03 | 中国十七冶集团有限公司 | Method for reinforcing inner support of large underground comprehensive pipe gallery without external formwork wall plate |
| CN111851576A (en) * | 2020-05-29 | 2020-10-30 | 中铁二十二局集团轨道工程有限公司 | A formwork support system for tunnel construction |
| CN111984909A (en) * | 2020-08-11 | 2020-11-24 | 合肥电力规划设计院 | Method for rapidly calculating civil engineering quantity in power distribution network cable engineering |
| CN113106994A (en) * | 2021-03-24 | 2021-07-13 | 中铁一局集团有限公司 | Wide waterproof plate laying method for cover-excavation top-down subway station |
| CN115929040A (en) * | 2022-12-19 | 2023-04-07 | 中铁四局集团第三建设有限公司 | Side wall construction method for improving horizontal construction joint |
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