CN110700311A - One-step molding construction method for open-cut large-span double-hole broken line arch tunnel large-volume concrete - Google Patents
One-step molding construction method for open-cut large-span double-hole broken line arch tunnel large-volume concrete Download PDFInfo
- Publication number
- CN110700311A CN110700311A CN201910582889.1A CN201910582889A CN110700311A CN 110700311 A CN110700311 A CN 110700311A CN 201910582889 A CN201910582889 A CN 201910582889A CN 110700311 A CN110700311 A CN 110700311A
- Authority
- CN
- China
- Prior art keywords
- broken line
- concrete
- line arch
- tunnel
- arch
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a one-step molding construction method of open cut large-span double-hole broken line arch tunnel large volume concrete, which comprises the following construction steps: (1) construction of tunnel bottom plate and erection of side wall and mid-partition steel reinforcement cage; (2) the double holes are respectively provided with a disk buckle type full framing scaffold along the bottom plate of the tunnel; (3) a plurality of supporting shear braces are horizontally and vertically arranged along the disk-buckled type all-round scaffold; (4) pre-pressing and settlement observation of a support system; (5) installing side walls, a middle partition wall and a broken line arch crown supporting template; (6) arranging a vault reinforcement cage and embedding a cooling water pipe network; (7) sealing the outer layer of the arch crown of the broken line arch tunnel; (8) carrying out overweight prepressing and settlement observation on the formwork support; (9) constructing mass concrete; (10) and (4) dismantling the supporting system and the horizontal jacking. The method can effectively solve the one-step molding construction of the large-volume concrete of the large-span double-hole broken line arch tunnel, and has the construction characteristics of safety, high efficiency, high quality and the like.
Description
Technical Field
The invention belongs to the technical field of open cut tunnel construction in civil engineering, and particularly relates to a one-step forming construction method for large-volume concrete of an open cut large-span double-hole broken line arch tunnel.
Background
Currently, with the rapid development of economy, road traffic becomes more and more crowded, and in order to relieve urban traffic pressure, building a tunnel has become a necessary means for solving problems, wherein open-cut shallow-buried tunnel construction has been widely used, and a large-volume concrete pouring construction technology for key parts of the open-cut shallow-buried tunnel is gradually concerned. In the construction process of the large-volume concrete, if the mix proportion design, the temperature difference control, the pouring method, the maintenance and the like of the concrete are not properly processed, cracks can be formed due to temperature difference stress, shrinkage and the like, and the process quality of the building link of the large-volume concrete formwork structure directly influences the engineering quality. In the past, large-volume concrete has been used in many key parts such as raft foundations or box foundations for high-rise and super high-rise buildings, foundation slabs for civil air defense and underground buildings, foundation caps for pile foundations, and high-rise building transfer floor structures. However, aiming at the characteristics of one-step molding construction of the arch crown large-volume concrete of the large-span double-hole broken line arch tunnel, large span of the broken line arch, large thickness of the arch crown large-volume concrete and the like, the supporting structure at the position of the broken line arch bears bidirectional stress, the construction difficulty is greatly increased, and no systematic, safe and reliable construction technical scheme is formed at present.
Disclosure of Invention
Aiming at the problems, the technical problem to be solved by the invention is to provide a one-step molding construction method for open-cut large-span double-hole broken line arch tunnel large-volume concrete, the safe and efficient construction can be achieved by pouring according to the method, the difficult problem of concrete temperature crack prevention and control can be effectively solved, the integrity, impermeability, earthquake resistance and other performances of a concrete structure can be improved, and the one-step molding construction method also has good waterproof performance.
The above purpose is realized by the following technical scheme: the construction method is mainly characterized in that the construction method is mainly divided into the following construction steps to finish one-step forming construction of the arch crown large-volume concrete of the large-span double-hole broken line arch tunnel: (1) reinforcing the foundation, erecting a tunnel side wall and a partition wall reinforcing frame along the bottom of a bottom plate reinforcing cage, and pouring side wall and partition wall concrete and the bottom plate together to about 1/5 wall height; (2) the double holes are respectively provided with a disk buckle type full framing scaffold along the bottom plate of the tunnel; (3) a plurality of supporting shear braces are horizontally and vertically arranged along the disk buckle type full framing scaffold to form a supporting system of the broken line arch tunnel; a plurality of supporting shear braces are horizontally and vertically arranged on the full framing scaffold to form a supporting system of the broken line arch tunnel; (4) pre-pressing and settlement observation of a support system; (5) installing side walls, a middle partition wall and a broken line arch crown supporting template; (6) arranging a vault reinforcement cage and embedding a cooling water pipe network; (7) sealing the outer layer of the arch crown of the broken line arch tunnel; (8) carrying out overweight prepressing and settlement observation on the formwork support; (9) constructing mass concrete; (10) and (4) dismantling the supporting system and the horizontal jacking.
(1) Before the support frame system is erected, the foundation is reinforced, the requirements of construction on the strength, stability and deformation of the foundation are met, meanwhile, tunnel side walls and partition wall steel bar frames are erected along the bottom of a bottom plate steel bar cage, and the side walls and partition wall concrete and the bottom plate are poured together to the height of about 1/5 walls.
(2) The disk buckle type full framing scaffold is erected: and (4) building a disc buckle type full framing scaffold along the tunnel bottom plate, and calculating and determining the material requirement of the building material of the bracket system according to the actual engineering scale. The scaffold mainly comprises a vertical rod, a cross rod and a diagonal draw bar, and the connection form of the scaffold bodies is locked and fixed with a caliper-type wedge pin through disc-shaped buckling discs; except special requirements, the material of the component parts of the socket type disc buckle type steel pipe bracket is in accordance with the regulations of the current national standards of Low alloy high strength structural Steel GB/T1591, carbon structural Steel GB/T700 and cast carbon Steel for general engineering GB/T11352.
(3) Supporting and installing a shear support: along the knot formula full hall scaffold frame level of dish knot and vertical arrangement multichannel support shear force prop, wherein horizontal shear force props mainly concentrated arrangement in broken line arch upper portion region, and vertical shear force props and separates the even step of striding many and put, forms the support system in broken line arch tunnel to improve performances such as support body stability and bearing capacity.
(4) Pre-pressing and settlement observation of a support system: the pre-pressing load of the supporting system is calculated according to 1.2 times of the sum of the weight of the arch crown reinforcement cage and the self weight of the arch crown large-volume concrete, the pre-pressing load is respectively 60%, 80% and 100% of the pre-pressing load value, the settlement of the supporting system and the foundation is respectively measured after the equal static load is carried out for 12h after each stage of loading, when the average settlement of a monitoring point 12h at the top of the supporting system is less than 2mm, the next stage of loading can be carried out, after all the loading is finished, the unloading can be carried out after the supporting system and the foundation settle stably, the pre-pressing of the supporting system can be carried out at one time, but the pre-pressing load.
(5) Side wall, mid-board and broken line arch crown support template installation: the side wall and the two sides of the middle partition wall are fixedly sleeved by 16-22 mm thick plywood, the secondary corrugated ribs and the vertical main ribs from inside to outside through wall-penetrating bolts, the secondary ribs are made of battens, and the vertical main ribs are composed of two round steel pipes; the adjustable top of dish knot formula full hall scaffold top pole setting installation U type holds in the palm, and the top holds in the palm the upper surface by lower supreme main joist, secondary joist and 16 ~ 22mm thick plywood of putting in proper order, and the main joist adopts the type just transversely to lay, and the secondary joist adopts the flitch, and adds the spacing reinforcing bar of welding in main joist inclined plane department, forms broken line arch crown support template. Because the arch crown part of the tunnel is in a broken line arch form, the inclination angle is large, and large transverse pressure can be generated at the variable cross section of the broken line arch, so that the side movement tendency of the template is generated.
(6) Arranging a vault reinforcement cage and embedding a cooling water pipe network: the broken line arch-shaped reinforcing steel bars are manufactured in a reinforcing steel bar processing area and are lifted to the vault for installation by a tower crane; the invention adopts a cooling circulating water temperature control method to control the concrete temperature, utilizes the physical means of embedding a cooling pipe in the large-volume concrete and forcing temperature control through water circulating cooling, can artificially control the internal temperature of the concrete and the temperature rise and temperature drop rate by adjusting the water flow, ensures that the internal temperature and the temperature rise and temperature drop rate are within an allowable range, and solves the problem of controlling the temperature cracks of the large-volume concrete; the arrangement form of the cooling circulating water pipeline is determined according to the thickness of a concrete lining of a tunnel, generally, the cooling circulating water pipeline is arranged in layers according to the thickness, a water inlet is required to be lower than a water outlet, the distance between the upper part and the lower part or the distance between the upper part and the lower part is about 50cm, the cooling straight pipe and the bent pipe are connected through a joint, the connection is firm, a cold adhesive tape is wound to prevent water leakage, the cooling pipe and a steel bar are firmly fixed to prevent concrete from losing efficacy due to influences during concrete pouring and vibration, after a water pipe network is installed, a water test is required.
(7) And (3) sealing the outer layer of the arch crown of the broken line arch tunnel: after the vault steel reinforcement cage installation and the pre-buried construction of concrete temperature crack control equipment are accomplished, lay 16 ~ 22mm thick plywood, secondary joist and main joist once along the regional steel reinforcement cage surface of broken line, and weld spacing bolt in addition on the main joist lower surface, fix the cover firmly with broken line arch vault braced template and outer template with the bolt of wearing the wall.
(8) And (3) overweight prepressing and settlement observation of a formwork support: the pre-pressing load value of the formwork support is 1.1 times of the weight of the concrete with the large volume of the vault. And (4) keeping the preloading mode, the settlement observation mode and the preloading unloading mode consistent with those in the step (4).
(9) Construction of mass concrete:
1) pouring concrete: the invention adopts a one-step integral concrete pouring method, reduces the intersection among construction processes, reduces construction joints generated by pouring in stages, simplifies the construction processes, is favorable for improving the integrity, impermeability, shock resistance and other performances of the structure, achieves good waterproof effect, is completely and intensively mixed by a stirring station, is transported by a concrete transport vehicle and is pumped to a construction operation area by a concrete pump, the concrete pouring of the side wall, the middle partition wall and the top plate adopts symmetrical layered upward pouring construction, and when the free falling height of the concrete exceeds 2m, the tandem tube blanking is adopted to prevent the concrete from segregation; the large volume concrete adopts low hydration heat cement, and adopts the measures of 'double-doping technology' (namely adding fly ash and additive), reducing the warehousing temperature of the concrete and the like so as to improve the performance of the concrete and reduce the hydration heat of the concrete;
2) vibrating the concrete: the concrete is vibrated by adopting an insertion vibrator, the vibrating rod needs to be inserted quickly and pulled slowly, the inserting depth of the vibrating rod and the concrete are guaranteed to be vibrated compactly, the vibrating time is controlled specifically based on that the concrete does not sink any more and no air bubbles are generated, and the vibrating is carried out uniformly and orderly along with the blanking progress and cannot leak or over-vibrate;
3) and (3) concrete maintenance: after the concrete is poured, plastering and slurry collecting are started, the shrinkage cracks on the surface of the concrete are controlled, the water evaporation is reduced, after the concrete is finally solidified, covering and curing are started, the concrete is cured by adopting a moisture-preserving and heat-storing method, namely, a layer of plastic film and a layer of gunny bag are covered on the periphery and the surface of the large-volume concrete, so that all exposed surfaces are tightly covered, a good heat-insulating layer is formed, and the condensed water in the plastic film is kept; after the concrete pouring is finished and the surface is initially set, water starts to be introduced along the cooling pipe, the water entering from the water inlet is ensured to be cold water (normal temperature water), the flow rate of the circulating water of the cooling pipe is generally controlled to be 1.2-1.5 m3/h, the temperature difference between the water at the inlet and the water at the outlet is not more than 5 ℃, the internal temperature of the large-volume concrete is ensured to be uniform, and the possibility of temperature cracks is reduced; an automatic concrete curing device is adopted for curing in the sun, and the curing time of the concrete is at least 14 days by taking the difference between the internal temperature and the surface temperature of the concrete as the standard and being less than 25 ℃.
(10) Dismantling the supporting system and the horizontal jacking: after concrete pouring is finished for at least 7 days, in order to meet the concrete strength requirement and ensure the engineering quality, the strength of the side wall and the vault concrete is measured by using a resiliometer, when the strength of the vault concrete reaches 100%, a support system and a horizontal jacking can be disassembled, the scaffold disassembling sequence follows the principle of 'disassembling first after erection and disassembling later after erection', the steps are performed from the top layer downwards layer by layer, the vertical and vertical simultaneous disassembly is strictly forbidden, the diagonal rods are disassembled first in each step, the cross rods are then, and the vertical rods are finally disassembled by analogy.
The invention has the following characteristics:
(1) the support frame is simple and efficient to erect, the support shear brace is installed, so that the support system has the characteristics of good stability, light weight, high strength, high bearing capacity and the like, and the support material can be recycled, so that the purposes of low material consumption and the like are achieved;
(2) the side walls, the middle partition wall and the arch crown template are conveniently and firmly installed, and the lateral movement of the template caused by the transverse pressure at the variable cross section of the broken line arch crown is effectively controlled by arranging a plurality of horizontal jacking supports;
(3) the vault large-volume concrete has the advantages of complete structure, high strength, convenient arrangement of the cooling water pipe network and high efficiency in controlling temperature cracks of the large-volume concrete.
Drawings
Fig. 1 is a planing view of a large-span double-hole broken line arch tunnel supporting system structure.
Fig. 2 is a partial schematic view of a support structure at a variable cross section of a broken line arch.
Fig. 3 is a partial schematic view of a broken line arch crown support formwork structure.
Fig. 4 is a schematic plan view of a single arch support shear brace.
FIG. 5 is a partial schematic view of the structure of the side wall and the partition wall form.
Fig. 6 is a schematic view of the direction a-a in fig. 5.
FIG. 7 is a partial view of a cooling water network.
Graphic notation: the steel plate support comprises a main keel 1, a secondary keel 2, a limiting steel bar 3, a plywood 4-18 mm thick, angle steel 5, a steel pipe 6-48, a horizontal jacking 7, a U-shaped adjustable jacking 9, a supporting shear brace 10, a wall penetrating bolt 11, a secondary ridge 12, a main ridge 13, a straight cooling pipe 14 and a bent cooling pipe 14.
Detailed Description
In order to facilitate an understanding of the invention, the invention will be described more fully and in detail below with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below.
Example (b): taking the construction of a certain open-cut large-span double-hole broken line arch tunnel project as an example, the total length of the tunnel project is 246m, the thickness of a tunnel bottom plate is 1.6m, and the thicknesses of side walls, intermediate walls and a top plate are 1.4 m. Considering that the tunnel concrete pouring construction work amount is large, normal sections are 18m each and are divided into 12 sections, and each section is divided into a tunnel bottom plate, a side wall (including a middle partition wall) and a tunnel top plate for three times of construction, the invention takes one section of construction as an example, each broken line arch steel bar mold weighs about 120 tons, and arch crown concrete weighs about 3000 tons.
(1) Tunnel bottom plate construction and side wall and mid-partition steel reinforcement cage erect:
before the support frame system is erected, a bottom plate steel reinforcement cage with the thickness of 1.6m is erected, tunnel side walls and partition wall steel reinforcement cages are erected along the bottom of the bottom plate steel reinforcement cage, and the positions of the heights of about 1/5 walls at the bottoms of the side walls and the partition walls are poured together with bottom plate concrete.
(2) The disk buckle type full framing scaffold is erected:
before the support frame system is erected, the foundation is reinforced, so that the requirements of construction on the strength, stability and deformation of the foundation are met; build the full hall scaffold of dish knot formula along tunnel bottom plate and form the support system in large-span broken line arch tunnel, calculate according to actual engineering scale and confirm that the material requirement that the support system set up the material does, the member pole setting diameter of dish knot formula braced system is by phi 60.2, the wall thickness is Q345B for 3.2mm material, the horizontal pole material is Q235, the pipe diameter is by phi 48.3mm, the pipe wall thickness is 2.5mm, the down tube material is Q195, the pipe diameter is by phi 42mm, the pipe wall thickness is 2.5mm, and all handle through the hot-galvanize, the equal adoption of support body connected form is fastened with disc knot dish and calliper type cotter lock and is fixed.
(3) Supporting and installing a shear support:
support the shear force along the full hall scaffold level of dish knot formula and vertical arrangement and prop 9, prop along highly arranging four layers of horizontal shear force in broken line arch region, and one deck horizontal shear force is arranged at broken line arch below middle part and props, and vertical shear force props vertical every five spans and arranges one, forms large-span broken line arch tunnel construction support system.
(4) Pre-pressing and settlement observation of a support system:
4 monitoring points are uniformly arranged at the variable cross section position and the arch crown of the single-arch broken line arch respectively, a support system is subjected to pre-pressing detection in a mode of combining a woven bag and sand, the total weight of the broken line arch crown formwork and the concrete is about 3120 tons, the pre-pressing load value is 1.2 times of the total weight of the arch crown formwork and the concrete (3744 tons), the pre-pressing loads are respectively 60% (1872 tons), 80% (2496 tons) and 100% (3744 tons) of the pre-pressing load value, after each stage of loading, the settlement of the support system and the foundation is respectively measured and set after 12 hours of even static load, when the average settlement of the monitoring points at the top of the support system is less than 2mm, the next stage of loading can be carried out, after all the loading is finished, the support system and the foundation can be unloaded after settling is stable, the pre-pressing of the support system can be unloaded at one time. The pre-pressing detection result is as follows: after 12 hours, the average value of the sedimentation amount of the support system is less than 2mm, and the prepressing detection is qualified.
(5) Side wall, mid-board and broken line arch crown support template installation:
the side walls and the two sides of the middle partition wall are formed by gluing plates 4 with thickness of 18mm, secondary corrugated ribs 11 and main corrugated ribs 12 from inside to outside, wherein the secondary corrugated ribs 11 are formed by wood with the thickness of 100mm multiplied by 100mm, the vertical main corrugated ribs 12 are formed by two round steel pipes with the thickness of 48 multiplied by 3.0, the distance between the centers of the adjacent secondary corrugated ribs 11 is 300mm, the distance between the main corrugated ribs 12 is 500mm, and the templates on the two sides of the wall are fixedly sleeved with the vertical main corrugated ribs 12 by wall-penetrating bolts 10; dish knot formula full hall scaffold top pole setting installation U type is adjustable holds in palm 8, 8 upper surfaces in the support are held in the palm by lower supreme main joist 1 of putting in proper order in U type is adjustable, secondary joist 2 and 18mm thick plywood 4 form broken line arch crown brace panel, wherein secondary joist 2 adopts 100mm flitch, main joist 1 adopts the just horizontal laying of 150H type, and join in marriage at 1 inclined plane department of main joist and weld spacing reinforcing bar 3, longitudinal separation matches with the vertical interval of support pole setting, adopt wall bolt 10 with the fixed cover jail of broken line department arch crown brace panel and outer template. Eight horizontal jacking supports 7 are arranged along the height of the supporting system, each horizontal jacking support 7 is fastened and locked firmly with a horizontal 48 steel pipe 6 and a fastener, the horizontal jacking support 7 and the U-shaped adjustable jacking support 8 tightly jack the main keel 1 together through an angle steel 5, and the lateral pressure at the variable cross section of the arch crown of the folding line causes the side movement of the template to be controlled.
(6) Arranging a vault reinforcement cage and embedding a cooling water pipe network:
the broken line arch steel bars are all manufactured by steel bar processing areas and are lifted by a tower crane to be delivered to the vault for installation; the concrete temperature is controlled by adopting a cooling circulating water temperature control method, the cooling circulating water pipeline is determined to be arranged in a single layer according to the concrete lining thickness of the tunnel, the cooling circulating water pipeline is arranged in the middle of the concrete layer thickness, the water inlet is ensured to be lower than the water outlet, the vertical or left-right distance is 50cm, the straight cooling pipe 13 and the bent cooling pipe 14 are connected by a joint, the connection is firm, the cold adhesive tape is wound to prevent water leakage, the cooling pipe and the reinforcing steel bar are firmly fixed to prevent the concrete from losing efficacy due to influence during pouring and vibrating, and after the water pipe network is installed, a water test needs to be carried out, and.
(7) And (3) sealing the outer layer of the arch crown of the broken line arch tunnel:
after the vault steel reinforcement cage installation and the pre-buried construction of concrete temperature crack control equipment are accomplished, lay 16 ~ 22mm thick plywood 4, secondary joist 2 and main joist 1 once along the regional steel reinforcement cage surface of broken line, and at 1 lower surface of main joist welded spacing bolt 3, fix the cover firmly with broken line vault crown braced template and outer template with wall bolt 10.
(8) And (3) overweight prepressing and settlement observation of a formwork support:
the pre-pressing load value of the formwork support is 1.1 times of the weight of the concrete with the large volume of the vault. And (4) keeping the preloading mode, the settlement observation mode and the preloading unloading mode consistent with those in the step (4). The pre-pressing detection result is as follows: after 12 hours, the average value of the sedimentation amount of the die carrier is less than 2mm, and the prepressing detection of the die carrier is qualified.
(9) Construction of mass concrete:
1) pouring concrete: all the concrete is intensively mixed by a concrete mixing station, transported by a concrete transport vehicle and pumped to a construction operation area by a concrete pump, the pouring of the concrete on the side wall, the middle partition wall and the top plate of the tunnel adopts symmetrical layered upward pouring construction, the concrete is integrally poured and formed at one time, and when the free falling height of the concrete exceeds 2m, the material is discharged by a tandem tube to prevent the concrete from segregation; the large volume concrete adopts low hydration heat cement, and adopts the measures of 'double-mixing technique' (i.e. adding flyash and additive), reducing concrete warehousing temperature and so on to improve the concrete performance and reduce the hydration heat of the concrete.
2) Vibrating the concrete: the concrete is vibrated by adopting an insertion vibrator, the vibrating rod needs to be inserted quickly and pulled slowly, the inserting depth of the vibrating rod and the concrete are guaranteed to be vibrated compactly, the vibrating time is controlled on the basis that the concrete does not sink any more and no air bubbles are generated, and the vibrating is carried out uniformly and orderly along with the blanking progress and cannot leak or over-vibrate.
3) And (3) concrete maintenance: after the concrete is poured, plastering and slurry collecting are started, after the concrete is finally set, covering and curing are started, the concrete is cured by adopting a moisture-preserving and heat-storing method, cooling water is introduced after the concrete is poured, the surface is initially set, the water entering from a water inlet is ensured to be cold water (normal temperature water), the flow rate of circulating water in a cooling pipe is controlled to be 1.3m3/h, the temperature difference of the water entering and exiting is not more than 5 ℃, and the curing is ensured to be carried out for 14 days when the difference between the internal temperature and the surface temperature of the concrete is less than 25 ℃.
(10) Dismantling the supporting system and the horizontal jacking:
and 7 days after concrete pouring is finished, measuring the strength of the side wall and the vault concrete by using a resiliometer, and when the strength of the vault concrete reaches 100%, removing the disc buckle type full scaffold system layer by layer from the top layer downwards, wherein in each step pitch, firstly, an inclined rod is detached, secondly, a cross rod is attached, and finally, an upright rod is detached, and the like.
Many modifications and other embodiments of the invention will come to mind to one skilled in the art to which this invention pertains having the benefit of the teachings presented in the foregoing descriptions and the associated drawings. Therefore, it is to be understood that the inventions are not to be limited to the specific embodiments disclosed and that modifications and other embodiments are intended to be included within the scope of the appended claims. Although specific terms are employed herein, they are used in a generic and descriptive sense only and not for purposes of limitation.
Claims (8)
1. A one-step molding construction method for open-cut large-span double-hole broken line arch tunnel large volume concrete is characterized by comprising the following construction steps:
(1) reinforcing the foundation, erecting a tunnel side wall and a partition wall reinforcing frame along the bottom of a bottom plate reinforcing cage, and pouring side wall and partition wall concrete and the bottom plate together to about 1/5 wall height;
(2) the double holes are respectively provided with a disk buckle type full framing scaffold along the bottom plate of the tunnel;
(3) a plurality of supporting shear braces are horizontally and vertically arranged along the disk buckle type full framing scaffold to form a supporting system of the broken line arch tunnel;
(4) pre-pressing and settlement observation of a support system;
(5) installing side walls, a middle partition wall and a broken line arch crown supporting template;
(6) arranging a vault reinforcement cage and embedding a cooling water pipe network;
(7) sealing the outer layer of the arch crown of the broken line arch tunnel;
(8) carrying out overweight prepressing and settlement observation on the formwork support;
(9) constructing mass concrete;
(10) and (4) dismantling the supporting system and the horizontal jacking.
2. The one-step forming construction method of open-cut large-span double-hole broken line arch tunnel large volume concrete according to claim 1, characterized in that: the disk buckle type full hall scaffold mainly comprises a vertical rod, a cross rod and a diagonal draw bar, and the connection form of the scaffold body is fixed by locking a disk buckle disk and a caliper type wedge pin.
3. The one-step forming construction method of open-cut large-span double-hole broken line arch tunnel large volume concrete according to claim 1, characterized in that: the supporting shear support comprises a horizontal shear support and a vertical shear support, wherein the horizontal shear support is mainly and intensively arranged in the upper area of the broken line arch, and the vertical shear support is uniformly arranged at intervals in a multi-span manner.
4. The one-step forming construction method of open-cut large-span double-hole broken line arch tunnel large volume concrete according to claim 1, characterized in that: in the step (4), the pre-pressing load of the support system is calculated according to 1.2 times of the sum of the weight of the arch top reinforcement cage and the self weight of the arch top large-volume concrete, the pre-pressing load is respectively 60%, 80% and 100% of the value of the pre-pressing load, the settlement of the support system and the foundation is respectively measured after the equal static load is carried out for 12h after each stage of loading, when the average settlement of a monitoring point 12h at the top of the support system is less than 2mm, the next stage of loading can be carried out, after all the loading is finished, the support system and the foundation can be unloaded after settlement is stable, the pre-pressing of the support system can be unloaded at one time, but the pre-pressing load is.
5. The one-step forming construction method of open-cut large-span double-hole broken line arch tunnel large volume concrete according to claim 1, characterized in that: the side wall and partition wall both sides template from interior to exterior adopt 16 ~ 22mm thick plywood, inferior corrugated and vertical main stupefied through the fixed cover of wall bolt, inferior stupefied adopts the flitch, vertical main stupefied comprises two steel pipes, the adjustable top of dish knot formula full hall scaffold top pole setting installation U type holds in the palm, main joist, inferior keel and 16 ~ 22mm thick plywood are put from bottom to top in proper order to the top surface of holding in the palm, and at main joist inclined plane department increase welding spacing reinforcing bar, form broken line arch crown supporting template, through the fixed cover of wall bolt with broken line department arch crown supporting template and outer template solid sealing mould, broken line arch variable cross section department sets up multichannel horizontal top and holds in the palm, each horizontal top holds in the palm with horizontal steel pipe with fastener, the lock is firm, horizontal top holds in the palm and the U type is together through angle steel top tight main joist, the lateral stress of broken line arch variable cross section department causes the template side to move the trend and controls.
6. The one-step forming construction method of open-cut large-span double-hole broken line arch tunnel large volume concrete according to claim 1, characterized in that: the broken line arch-shaped reinforcing steel bars are manufactured by a reinforcing steel bar processing area and are lifted by a tower crane to be conveyed to the vault for installation.
7. The one-step forming construction method of open-cut large-span double-hole broken line arch tunnel large volume concrete according to claim 1, characterized in that: and (9) the prepressing load value of the formwork support in the step (9) is 1.1 times of the weight of the concrete with the large vault volume.
8. The one-step forming construction method of open-cut large-span double-hole broken line arch tunnel large volume concrete according to claim 1, characterized in that: the mass concrete is cast and formed at one time, the side walls, the middle partition walls and the top plate are cast symmetrically and layer upwards, when the free falling height of the concrete exceeds 2m, the concrete is blanked by a tube string, and the concrete is maintained by a moisture and heat preservation method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910582889.1A CN110700311A (en) | 2019-07-01 | 2019-07-01 | One-step molding construction method for open-cut large-span double-hole broken line arch tunnel large-volume concrete |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910582889.1A CN110700311A (en) | 2019-07-01 | 2019-07-01 | One-step molding construction method for open-cut large-span double-hole broken line arch tunnel large-volume concrete |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110700311A true CN110700311A (en) | 2020-01-17 |
Family
ID=69193114
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910582889.1A Pending CN110700311A (en) | 2019-07-01 | 2019-07-01 | One-step molding construction method for open-cut large-span double-hole broken line arch tunnel large-volume concrete |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110700311A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111456764A (en) * | 2020-05-20 | 2020-07-28 | 中铁隧道集团一处有限公司 | Heavy lining trolley with pushing sliding type disc buckle support and lining formwork construction method |
| CN114294020A (en) * | 2021-12-31 | 2022-04-08 | 北京市政建设集团有限责任公司 | Side guide hole backfill construction method |
| CN115369918A (en) * | 2022-02-25 | 2022-11-22 | 中国华西企业股份有限公司 | Variable-cross-section thick and heavy arc arch slab formwork system and construction method thereof |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07331998A (en) * | 1994-06-13 | 1995-12-19 | Ohbayashi Corp | Constructing method of rock cavern |
| CN102505708A (en) * | 2011-10-21 | 2012-06-20 | 中冶建工集团有限公司 | Construction method of tunnel at oversized cross section open cut area in track traffic |
| CN103967271A (en) * | 2014-05-27 | 2014-08-06 | 安徽华力建设集团有限公司 | Formwork combination reinforcing and supporting structure used in short-leg shear wall construction and construction method thereof |
| CN105649108A (en) * | 2015-12-24 | 2016-06-08 | 中交上海三航科学研究院有限公司 | Control method for cracks in side wall of pipe gallery box type tunnel |
| CN207228617U (en) * | 2017-08-31 | 2018-04-13 | 中铁八局集团建筑工程有限公司 | A kind of concrete-pouring template float Structure for basement barricade single side formwork |
| CN109537626A (en) * | 2018-12-04 | 2019-03-29 | 中交第三航务工程局有限公司 | A kind of control cracking method of subway station concrete |
| CN109811792A (en) * | 2019-03-06 | 2019-05-28 | 福州大学 | A kind of frame mode of Urban Underground pipe gallery |
-
2019
- 2019-07-01 CN CN201910582889.1A patent/CN110700311A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07331998A (en) * | 1994-06-13 | 1995-12-19 | Ohbayashi Corp | Constructing method of rock cavern |
| CN102505708A (en) * | 2011-10-21 | 2012-06-20 | 中冶建工集团有限公司 | Construction method of tunnel at oversized cross section open cut area in track traffic |
| CN103967271A (en) * | 2014-05-27 | 2014-08-06 | 安徽华力建设集团有限公司 | Formwork combination reinforcing and supporting structure used in short-leg shear wall construction and construction method thereof |
| CN105649108A (en) * | 2015-12-24 | 2016-06-08 | 中交上海三航科学研究院有限公司 | Control method for cracks in side wall of pipe gallery box type tunnel |
| CN207228617U (en) * | 2017-08-31 | 2018-04-13 | 中铁八局集团建筑工程有限公司 | A kind of concrete-pouring template float Structure for basement barricade single side formwork |
| CN109537626A (en) * | 2018-12-04 | 2019-03-29 | 中交第三航务工程局有限公司 | A kind of control cracking method of subway station concrete |
| CN109811792A (en) * | 2019-03-06 | 2019-05-28 | 福州大学 | A kind of frame mode of Urban Underground pipe gallery |
Non-Patent Citations (2)
| Title |
|---|
| 尹素花等: "《建筑施工技术》", 31 August 2016, 北京理工大学出版社 * |
| 蒋平江等: "冷却水管在大体积混凝土市政隧道施工中的应用 ", 《铁道标准设计》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111456764A (en) * | 2020-05-20 | 2020-07-28 | 中铁隧道集团一处有限公司 | Heavy lining trolley with pushing sliding type disc buckle support and lining formwork construction method |
| CN111456764B (en) * | 2020-05-20 | 2021-06-25 | 中铁隧道集团一处有限公司 | Heavy lining trolley with pushing sliding type disc buckle support and lining formwork construction method |
| CN114294020A (en) * | 2021-12-31 | 2022-04-08 | 北京市政建设集团有限责任公司 | Side guide hole backfill construction method |
| CN115369918A (en) * | 2022-02-25 | 2022-11-22 | 中国华西企业股份有限公司 | Variable-cross-section thick and heavy arc arch slab formwork system and construction method thereof |
| CN115369918B (en) * | 2022-02-25 | 2023-11-28 | 中国华西企业股份有限公司 | Variable-section thick arc-shaped arch plate formwork system and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| WO2017045223A1 (en) | Prefabricated pier column member with steel-concrete composite structure | |
| CN108265885B (en) | Construction method of high-large non-orthogonal large-inclination-angle special-shaped concrete inclined column | |
| CN110700311A (en) | One-step molding construction method for open-cut large-span double-hole broken line arch tunnel large-volume concrete | |
| CN106437142A (en) | Construction method and double-layer formwork structure for cast-in-situ slope roof | |
| CN106836479A (en) | A kind of prefabricated PC concrete frame structure | |
| CN113513160B (en) | Construction method of basement high and large formwork support system | |
| CN112962663B (en) | Construction method for narrow outer enclosure space of deep foundation | |
| CN106836463A (en) | The constructing device and construction method of cushion cap and ground girder construction | |
| CN108612110A (en) | A kind of Deep Foundation Pit of Metro Stations combined type construction method for supporting | |
| CN112627030A (en) | Gravity type anchorage structure of cable saddle buttress foundation and approach bridge foundation and construction method | |
| CN111997066A (en) | Manufacturing and construction method of assembled prestressed anchor cable frame beam for slope reinforcement | |
| CN113089491A (en) | Construction method of large cantilever prestressed concrete bent cap | |
| CN112227416A (en) | Construction method of assembled steel pipe support and distribution beam combined support | |
| CN111188459B (en) | Construction process for bonding prestressed reinforced concrete beam | |
| CN107386246B (en) | A kind of lock chamber wall Construction Through Form on Traveler method | |
| CN111188268A (en) | Super-large cast-in-situ gravity type anchorage and construction method | |
| CN110409900A (en) | Hybrid connection precast prestressed concrete circle warehouse structure | |
| CN207110214U (en) | A kind of prefabricated interior fill concrete wallboard | |
| CN109184199B (en) | Torsion and shear resisting reinforcing method for ring beam in cast-in-place construction of 3m prestressed arch bar | |
| CN109881699B (en) | Method for molding and installing concrete tire of assembled tongue-and-groove Miller type universal raft foundation | |
| CN103397778A (en) | Method for constructing high-rise commercial and residential building structure transfer floor | |
| CN114277672B (en) | Large-span prestressed concrete bent cap structure and construction method thereof | |
| AU2021105980A4 (en) | Construction method for impervious concrete for mbbr water treatment process structure | |
| CN111364466B (en) | Construction method of dry dock bottom plate | |
| CN113803092A (en) | Support device and method for broken soft rock roadway based on steel pipe concrete support |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20200117 |