CN114457846A - Road station main body structure construction method - Google Patents

Abstract

The invention is suitable for the technical field of station main body structure construction, and provides a road station main body structure construction method, which comprises the following steps: s1, vertically layering the main structure; s2, mounting the bracket in the layered main structure; s3, carrying out supporting construction on the main structure, excavating earthwork around the main structure to be below the layer plate elevation of the station main structure, carrying out cushion layer construction, and carrying out waterproof construction on the enclosure structure at the preset layer plate position; s4, building a main ridge on the bracket, and building a secondary ridge according to the position of the main ridge; s5, reinforcing the main corrugation and the secondary corrugation; s6, installing templates on the main edge and the secondary edge, and measuring, checking and adjusting the templates; s7, installing steel bars on the template; s8, pouring concrete in the template; and S9, after the concrete is poured, when the strength of the concrete reaches the preset requirement, the template and the bracket are removed. The invention can improve the construction efficiency of the main body structure of the station, saves the cost, has high construction safety and wide application.

Description

Road station main body structure construction method

Technical Field

The invention belongs to the technical field of station main body structure construction, and particularly relates to a road station main body structure construction method.

Background

With the increase of population in China and the increasing of traffic pressure, the traffic between cities can still depend on high-speed rails and airplanes, but the travel needs of people cannot be met only by a bus in the cities, so the subways become the choice of more and more cities, and the large-scale construction of the subways brings about the wide use of the shield tunneling machine. The construction of the main body structure follows' clear internal conditions and focuses on the surrounding environment; the segments are independently organized, and the external relations are unified and coordinated; the key process is outstanding, and the resource is matched and applicable; the safety risk is controllable, the quality construction period is ensured, the main structure is divided in sections, after the foundation pit is excavated, the foundation pit enters the bottom plate for construction as soon as possible, after the strength is reached, the construction of the side wall and the top plate is completed as soon as possible, and the safety of the foundation pit is ensured. However, the construction of the existing station main body structure is too long in construction period, low in efficiency and poor in safety.

Disclosure of Invention

The invention provides a road station main body structure construction method, and aims to solve the technical problems.

The invention is realized in this way, a road station main body structure construction method, the method includes the steps:

s1, vertically layering the main structure, horizontally constructing each layer integrally, and vertically constructing from bottom to top from the bottom plate;

s2, mounting through a bracket in the layered main body structure;

s3, carrying out supporting construction on the main structure, excavating earthwork around the main structure to be below the layer plate elevation of the station main structure, carrying out cushion layer construction, and carrying out waterproof construction on the enclosure structure at the preset layer plate position;

s4, building a main ridge on the bracket, and building a secondary ridge according to the position of the main ridge;

s5, reinforcing the main corrugation and the secondary corrugation;

s6, installing templates on the main ridge and the secondary ridge, and measuring, checking and adjusting the templates;

s7, installing steel bars on the template;

s8, pouring concrete in the template;

and S9, after the concrete is poured, when the strength of the concrete reaches the preset requirement, the template and the bracket are removed.

Preferably, the step S2 further includes:

checking and accepting the erected bracket, and entering the next station if the checking and accepting is qualified;

and if the acceptance is not qualified, repeating the steps.

Preferably, the step S3 specifically includes:

firstly, carrying out supporting construction on the main body structure through a steel frame;

excavating earthwork around the main structure to a position below the layer plate elevation of the station main structure through excavating equipment and performing cushion layer construction;

waterproof construction is carried out on the building envelope at the preset laminate position through a waterproof structure;

and removing the excavated soil slag in the construction process.

Preferably, the step S5 includes:

mounting a bottom plate template; installing the centering plate and the top plate template;

installing a side wall template; mounting a column template; and setting the template installation requirement.

Preferably, the step S8 includes:

pouring and vibrating concrete; pouring the bottom plate and the foundation beam;

pouring the upright columns; pouring the side wall; pouring the centering plate, the top plate and the beam;

pouring the joints of the upright columns and the plates and the beams; and (5) pouring stair concrete.

Preferably, the method further comprises the step of performing waterproof construction on the main body structure;

the waterproof construction is carried out according to the preset requirements; self-waterproofing treatment of the concrete structure;

constructing and treating the waterproof layer; carrying out construction treatment on the construction joint;

carrying out construction treatment on the platform plate; constructing and treating a rail top air channel; and (6) backfilling.

Preferably, the step S7 specifically includes:

if the bin checking is qualified, the step is carried out to the step S8;

and if the inspection bin is unqualified, performing rectification, checking and accepting after rectification, and performing the step S8 after the inspection is qualified.

Preferably, before the step S7, the method further includes: manufacturing a main body steel bar;

the main body steel bar is manufactured specifically by:

selecting a raw material of a steel bar;

and processing the reinforcing steel bar raw material to form a main reinforcing steel bar.

Preferably, the step S7 includes:

carrying out construction preparation on the steel bars to be installed; installing and binding the foundation slab steel bars;

binding the wall and column steel bars; binding the beam and the plate steel bars;

and carrying out deviation setting on the installation of the steel bars.

Preferably, the step S8 further includes concrete construction quality assurance measures, where the concrete construction quality assurance measures specifically include:

structural concrete anti-cracking measures; honeycombing; dough milling; rib leakage; a hole;

gaps and interlayers; missing edges and falling corners; deformation and displacement of the member;

and (5) carrying out size deviation and inspection on the concrete structure.

The construction method has the beneficial effects that the embodiment of the invention prepares for construction and measures lofting; erecting a bracket; carrying out supporting construction on the main structure, excavating earthwork around the main structure to be below the layer plate elevation of the station main structure, carrying out cushion layer construction, and carrying out waterproof construction on the enclosing structure at the preset layer plate position; building a main ridge and a secondary ridge; installing a template; measuring, checking and adjusting the template; installing a steel bar; inspecting a bin; pouring concrete; and removing the template and the bracket. The invention can improve the construction efficiency of the road station main body structure, saves the cost, has high construction safety and wide application.

Drawings

Fig. 1 is a flow chart of a road station main body structure construction method provided by the invention.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.

The embodiment of the invention prepares for construction and measures lofting; erecting a bracket; checking and accepting the erected support, and entering the next station if the checking and accepting is qualified; if the acceptance is not qualified, repeating the step S2; building a main ridge and a secondary ridge; installing a template; measuring, checking and adjusting the template; installing a steel bar; inspecting a bin; pouring concrete; and removing the template and the bracket. The invention can improve the construction efficiency of the road station main body structure, saves the cost, has high construction safety and wide application.

Example one

Referring to fig. 1, fig. 1 is a flow chart of a construction method of a road station main body structure according to the present invention. Provided is a road station main body structure construction method, including the steps of:

and S1, vertically layering the main structure, horizontally constructing each layer integrally, and vertically constructing from bottom to top from the bottom plate.

Specifically, (1) the main structure is vertically layered; for example, the station is an underground second layer, layering is carried out according to design drawings and the principle of convenient construction, and concrete of the underground second layer structure is poured for 5 times from bottom to top.

The principle of vertical layering of the main structure is as follows:

1) the construction joint is arranged at a position where the structure is small in shearing force and convenient to construct;

2) the arrangement of the construction joints meets the requirement of steel bar anchoring, meets the requirement of construction procedures and can ensure the working medium application amount;

3) the installation and the removal of the support system are considered in the arrangement of the construction joints, and the safety during construction is ensured.

2 construction joints are arranged in the horizontal direction of the Muhua road station, construction is carried out from bottom to top from the bottom plate, and the construction process is as follows: the bottom plate, the bottom plate beam → the second floor of the negative column, the middle partition wall → the second floor of the negative column, the middle plate beam, the rail top air duct → the first floor of the negative column, the top plate and the top plate beam. The horizontal construction joint is reserved above the axillary angle of the bottom plate by 300mm and above the middle plate by 300mm, and the concrete construction steps are as follows:

the first step is as follows: constructing a bottom plate and a side wall at the upper part of the bottom plate, wherein the side wall is constructed to be 300mm above an axillary angle of the bottom plate;

the second step is that: after the strength of the bottom plate reaches the design strength, constructing a negative two-layer middle partition wall and an upright post, and synchronously constructing a bearing frame and a template for building side walls, a middle plate and a middle longitudinal beam on the negative two layers;

the third step: after the strength of the side walls and the pillars in the second negative layer reaches the designed strength, the side walls and the pillar templates in the second negative layer are dismantled, and then the middle plate, the middle partition wall and the rail top air duct are constructed;

the fourth step: after the middle plate concrete reaches the design strength, constructing a negative layer of upright post;

the fifth step: erecting a bearing frame and a mounting template on the negative layer, and constructing a negative layer of side walls, a top plate and a top beam;

and a sixth step: and (3) after the top plate concrete reaches the designed strength, removing the template and the frame body from top to bottom (the removing sequence is that the first layer is removed, and the second layer is removed).

And S2, mounting the bracket in the layered main body structure.

In this embodiment, the step S2 further includes: checking and accepting the erected bracket, and entering the next station if the checking and accepting is qualified; and if the acceptance is not qualified, repeating the steps.

S3, carrying out supporting construction on the main structure, excavating earthwork around the main structure to be below the layer plate elevation of the station main structure, carrying out cushion layer construction, and carrying out waterproof construction on the enclosure structure at the preset layer plate position.

Specifically, the main body structure is firstly subjected to supporting construction through a steel frame; excavating earthwork around the main body structure to a position below the layer plate elevation of the station main body structure through excavating equipment and performing cushion layer construction; waterproof construction is carried out on the building envelope at the preset laminate position through a waterproof structure; and removing the excavated soil slag in the construction process.

And S4, building a main ridge on the bracket, and building a secondary ridge according to the position of the main ridge. The main edge is a supporting main body, and after the installation position of the main edge is determined, the main edge can be installed according to actual requirements

And S5, reinforcing the main corrugation and the secondary corrugation.

And S6, installing templates on the main edge and the secondary edge, and carrying out measurement, verification and adjustment on the templates.

And S7, installing reinforcing steel bars on the formwork.

And S8, pouring concrete in the template.

And S9, after the concrete is poured, when the strength of the concrete reaches the preset requirement, the template and the bracket are removed.

In specific implementation, the main structure is vertically layered, each horizontal layer is integrally constructed, and the main structure is vertically constructed from bottom to top from the bottom plate; by mounting the bracket in the layered main structure; carrying out supporting construction on the main structure, excavating earthwork around the main structure to be below the layer plate elevation of the station main structure, carrying out cushion layer construction, and carrying out waterproof construction on the enclosing structure at the preset layer plate position; the method comprises the steps that a main ridge is erected on a support, and a secondary ridge is erected according to the position of the main ridge; reinforcing the main corrugation and the secondary corrugation; installing templates on the main ridges and the secondary ridges, and measuring, checking and adjusting the templates; installing reinforcing steel bars on the template; pouring concrete in the template; after the concrete is poured, when the strength of the concrete reaches a preset requirement, the template and the bracket are removed. The invention can improve the construction efficiency of the road station main body structure, saves the cost, has high construction safety and wide application.

In this embodiment, the step S5 includes:

and (5) installing a bottom plate template.

Specifically, (1) axillary angle template, station bottom plate chamfer adopt t 18 mm's clad wood plywood, according to chamfer size field processing preparation, the template adopts 100x 100mm square timber to do the back stupefied, vertical layout, interval 300mm, and main stupefied two-ply pipes that adopt phi 48 x 3.5mm, vertical full length setting. The template is fixed by a phi 20 round steel pull rod @1000, the bottom end of the pull rod is welded and fixed with a bottom plate (side wall) steel bar, and one side of the pull rod is fastened with a double-spliced steel pipe by a butterfly fastener.

(2) The bottom plate and the top plate are upwards turned, wood-rubber plates (T is 18mm) are adopted as side dies of the upwards turned beams of the bottom plate and the top plate, a secondary keel at an axillary corner part is 100 multiplied by 100mm batten @300mm, a main keel is arranged at a position where the distance between phi 48 double steel pipes is less than or equal to 600mm, and a T-shaped steel bar is adopted as a support at the lower part of the template.

Installing the centering plate and the top plate template; the middle plate and the top plate adopt wood templates, and the support system adopts a bowl buckle support system.

And (5) installing a side wall template.

Specifically, (1) a side wall external formwork support system; a customized trapezoidal single-side template support is adopted on the outer side of the side wall, the template is a clad plywood with the thickness of 18mm, the secondary edge is 100x200mm square timber, and the distance is 0.25 m; the main ridges are double-spliced 8-channel steel with the distance of 0.9 m. The distance between the single-side trapezoidal combined brackets is 0.9m, and D20 rag bolts (L is 1.2m) are adopted, and the distance is 0.3 m. The top sets up @900mm reinforcing bar counter-bracing piece counter-pulling template.

Meanwhile, a full fastener type scaffold auxiliary counter-supporting system with the row spacing of 1.8m (the spacing is 1.2-2.2 m, and the step spacing is 1.15-1.75 m) is erected at the open cut side slope, and a phi 48 multiplied by 3.5mm horizontal cross rod is used for counter-supporting the trapezoidal support and the open cut side slope.

The lower part of the template adopts three rows of fastener type scaffold supporting steel pipes with the diameter of 48 multiplied by 3.5mm, the transverse spacing of the platform scaffold pipes is 0.6m, the longitudinal spacing is 0.9m, and the step pitch is 1.2 m. The rest full space of the lower part of the template is used for constructing scaffold tubes with the transverse spacing of 1.2 m-1.5 m, the step spacing of 1.2m and the longitudinal spacing of 0.9 m.

(2) A side wall inner formwork support system; main part structural engineering side wall is considered according to maximum thickness 1100mm, adopts full hall bowl to detain pole setting horizontal distance 900mm (600mm) of formula support system in the major structure, and pole setting vertical distance 600mm, stride 1200mm (every 600mm sets up a ordinary steel pipe). The inner side wall template adopts a wood-rubber plate with the thickness of 18mm, the secondary ridges are erected by square wood with the thickness of 100 multiplied by 100mm and are vertically arranged at the interval of 200 mm; the main ridges are made of double-spliced steel pipes with the diameter of 48mm multiplied by 3.5mm, and the distance between the main ridges is 600 mm.

The main edges of the template are supported in opposite directions with the horizontal steel pipes, the distance between supporting points is 600mm, and the horizontal steel pipes are firmly connected with the vertical rods of the full framing supports through right-angle fasteners. Meanwhile, the side wall is provided with inclined struts by adopting phi 48 multiplied by 3.5mm steel pipes, the upper ends of the inclined struts are fixed on the large ridges by utilizing buckles, and the inclined struts are arranged at angles of 45-60 degrees.

Mounting a column template; the rectangular column template adopts a wood veneer with the thickness of 18mm, the vertical secondary ridges of the column template adopt single steel pipes with the thickness of 48 multiplied by 3.5mm, and the distance is 300 mm; the column template transverse main edges adopt double steel pipes with the diameter of 48 multiplied by 3.5mm, and the spacing is 300 mm.

And setting the template installation requirement.

Specifically, (1) the concrete protective layer must meet the design requirements when the reinforcing steel bars and the templates are installed.

(2) The primary and secondary ridges are assembled strictly according to the calculated and determined intervals, and the sufficient rigidity and strength of the template are ensured.

(3) The surface of the template needs to be smooth, and the seam of the template is tight. The surface of the template is cleaned by coating the release agent, the release agent is uniformly coated, and the joint of the steel bar and the concrete cannot be polluted during coating.

(4) Filling the joints of the templates with transparent adhesive to prevent slurry leakage when the joints of the templates do not leak slurry; the template at the position of the vertical construction joint is grooved according to the distance between the steel bars, the grooving width is ensured to be 1.5 times of the diameter of the steel bars, a dense mesh steel plate net with certain strength is arranged at the vertical joint to prevent concrete loss, and the steel plate net is welded with the steel plate water stop and is firmly fixed. Before concrete is poured, the plywood is watered to be wet, but no water is accumulated in the formwork. Sundries in the template are cleaned up.

(5) The positions of the embedded part, the reserved hole and the hole opening need to be accurately reserved and firmly installed.

(6) The bottom surfaces of the wall and column formworks are leveled, the lower ends of the wall and column formworks are provided with positioning references, and the wall and column formworks are abutted and cushioned. When the template is continuously installed upwards, the template has reliable supporting points to correct the straightness of the template.

(7) The template pillars corresponding to the upper layer and the lower layer are arranged on the same vertical central line.

(8) Before the template is installed, the support can be constructed after being checked and accepted.

(9) In the concrete pouring process, a specially-assigned person is sent to observe the template, the fastening conditions of the fasteners and the split bolts are checked, and the template is timely trimmed and reinforced if phenomena such as deformation and looseness are found.

(10) Before the template is processed and installed, project technical responsible personnel must carry out written safety technical background and perfect signing and filing procedures.

(11) The mechanical equipment used for template processing and installation must have reliable fixing measures and an electric leakage protection device to ensure that the equipment is in a good working state, and the equipment is immediately powered off after being used, so that the equipment cannot be subjected to private connection by non-electricians. The operator must strictly operate according to mechanical operating regulations without performing illegal operations.

(12) When the crane lifting template is installed, whether the rope, the buckle and the lifting ring are complete and effective must be checked, and the crane lifting template must be uniformly commanded by a full-time signal worker during lifting. In the hoisting process, people are prohibited from standing when the template is transferred, and the template is prevented from falling or being scratched. Forbidding to hoist more than two sections of templates and supports at one time; when the wind power exceeds five levels, the operation of hoisting the template and the bracket cannot be carried out.

(13) If the template and the bracket are installed for high-altitude operation, reliable safety measures such as building a protective guard, fastening a safety belt, wearing anti-skid shoes and the like need to be taken. The gangplank on the operation platform must be fully paved, and when concrete is poured, workers must work on the operation platform, pour in layers according to requirements, and the pouring speed of the concrete is strictly controlled.

In this embodiment, the step S8 includes:

and (5) pouring and vibrating concrete.

Specifically, 1) before concrete construction, enough construction tools such as a vibrating rod, a shovel, a 3m scraper, a 6m scraper and the like, as well as a vibrator and a vibrating rod are prepared.

2) The template, the supporting system, the reinforcing steel bars and the embedded parts are subjected to hidden inspection before concrete pouring, and concrete can be poured after the concrete pouring meets the design requirements.

3) Before concrete is poured, equipment used for construction is prepared, personnel are in place, the length of a hose of a tamping bar for pouring concrete on the side wall and the middle wall is not less than 8m, and concrete of all parts is guaranteed to be tamped in place.

4) The free falling height of concrete falling from the guide pipe port of the pump truck is not more than 2 m. When pouring concrete, the pouring is continuously carried out in sections and layers, if the pouring is intermittent, the intermission time is shortened as much as possible, and the pouring of the secondary layer concrete is finished before the solidification of the front layer concrete.

5) The use of the plug-in vibrator needs to be inserted quickly and pulled slowly, the insertion points need to be arranged uniformly and move point by point in sequence, omission is avoided, the concrete surface of the layer is vibrated to be thick, no bubble is generated, and no sinking is caused (attention is paid to the arrangement of the electric cylinder at night for convenient observation), and uniform compaction is achieved. The moving distance is not more than 1.5 times (generally 30-40 cm) of the vibrating radius. When the upper layer is vibrated, the lower layer is inserted into the concrete cavity by not less than 50mm so as to uniformly fuse the concrete at the joint of the two layers.

6) When the concrete is poured, the conditions of movement, deformation or blockage of the template, the steel bars, the reserved holes, the embedded parts, the inserted bars and the like are observed frequently, the problems are found to be treated immediately, and the problems are corrected well before the initial setting of the poured concrete.

7) For the horizontal concrete surface, after being vibrated and compacted, the concrete surface is stricken off by a scraping rule to meet the requirement of top surface elevation. After the surface is drained, a wooden trowel is used for compacting, generally three times of trowelling is carried out, the surface crack is pressed back, and a 2m guiding rule is used for checking and leveling. And leveling construction joints or positions with embedded parts and joint bars by using a wooden trowel.

8) For the part using the compensation shrinkage concrete, reinforcing steel bars, templates and the like should be wetted before the concrete is poured.

And pouring the bottom plate and the foundation beam.

Specifically, 1) the concrete pouring adopts a method of inclined plane layering and one-time top reaching, and the thickness of each layer is controlled to be 30-40 cm.

2) In order to improve the anti-cracking and anti-permeability capability of the structural concrete and shorten the pouring time to prevent cold joints, the time for the upper layer concrete to cover the poured lower layer concrete must not exceed the initial setting time of the concrete. Therefore, two sets of pouring equipment and two teams of operators are put into the construction process of each section of concrete, and the two sets of pouring equipment and the two teams of operators are constructed simultaneously and are respectively folded and poured from two sides to the middle in a framing mode. Each team and group can finish one frame within 1h according to the pouring speed of 30m3/h and the length of each frame is controlled to be 2m, so that the requirement of concrete pouring intermittent time is met, and cold joints are effectively prevented.

3) And simultaneously pouring the bottom plate and the foundation beam concrete. When the foundation beam is a downward-turning beam, the beam is poured firstly, the beam is poured into a step shape according to the height of the beam in a layered mode, and when the beam reaches the bottom position of the slab, the beam and the concrete of the slab are poured together, and the beam is pushed forward in a split manner.

4) When the bottom plate concrete is poured to form the last layer, the virtual pavement thickness of the concrete is slightly higher than the elevation of the top of the plate, and the concrete is stricken off after the surface is vibrated. The surface scraping can be realized by welding steel bar supports (with the distance of 200mm) on the steel bars of the bottom plate, erecting steel pipes, and scraping the concrete surface back and forth along the steel pipes by a scraping ruler, wherein the top surface elevation of the steel pipes is the plate surface elevation.

5) When the bottom plate is poured, the bottom plate and the bottom of the side wall are constructed together, and the side wall is poured to the position 30cm above the axillary corner.

And pouring the upright column.

Specifically, 1) before pouring the column concrete, the bottom of the column concrete is filled with stone reducing mortar which is 5-10 cm thick and has the same mixing ratio with the concrete. The column concrete should be vibrated in layers by using an inserted vibrator, the concrete should be evenly fed strictly according to the layering ruler rods, and the layering thickness should not exceed 50 cm. When vibrating, the vibrating rod cannot vibrate the reinforcing steel bars and the embedded parts.

2) The concrete surface of the column top should be about 5cm higher than the bottom surface of the beam. When the beam slab is poured, after the weak concrete surface is chiseled, 2-3 cm of column concrete still enters the beam body, so that the concrete joint surface is not seen on the column.

3) After concrete pouring is finished, reinforcing steel bars extending out of the top surface of the concrete are required to be arranged in place at any time according to the designed reinforcing steel bar spacing.

And pouring the side wall.

Specifically, 1) before the side wall concrete is poured, a layer of stone-reducing mortar with the thickness of 5-10 cm and the same mixing ratio of wall concrete is paved. The side wall concrete is poured in layers, the side wall concrete is vibrated in layers, the thickness of each layer is not more than 50cm, and a phi 50 vibrating rod is required to be inserted into the lower layer concrete for 5cm so as to eliminate the joint of the two layers of concrete.

2) The concrete is vibrated by a secondary vibration method. After the first vibration, the second vibration is carried out at intervals of 30min, and particularly, the concrete with the upper part within 1m is reinforced. The concrete must not collide reinforcing bar, template and embedded part when vibrating to avoid template deformation or embedded part offset, drop.

3) During the side wall pouring construction, two sides of the side wall should be symmetrically performed, the pouring height should be approximately the same so as to avoid side pressure on the template supporting system, and the pouring speed is not more than 1 m/h.

4) And (3) pouring concrete in a layered manner, and finishing pouring the concrete of the next layer before the initial setting of the concrete of the front layer, wherein the clearance is not more than 2 hours.

And pouring the centering plate, the top plate and the beam.

Specifically, 1) the top (middle) plate and the beam concrete are cast after the side wall concrete is cast for 1-1.5 h, so that the side wall concrete is primarily sunk.

2) The top plate and the beam concrete have the same pouring method as the bottom plate and the beam, and are poured from two sides to the middle part in a layered and amplitude division manner. The middle layer plate is poured without layering, and the pouring is pushed forward in different frames.

Pouring the joint of the upright column, the plate and the beam.

Specifically, when the concrete strength grade of the frame column is higher than that of the plate or the frame beam, the point region and the peripheral part cannot be poured simultaneously during construction, so that great inconvenience is caused. When the design needs to be poured according to the high-strength concrete, a separation measure should be taken between the high-strength concrete and the low-strength concrete, the concrete on two sides of the separation position is poured respectively, and the covering of the concrete on the other side is guaranteed to be completed before the initial setting of the concrete on one side.

Construction measures for mass concrete; the method is characterized in that the layering thickness of large-volume concrete such as a bottom plate and the like is reasonably controlled, good vibration is carried out, and surface treatment is carried out after the pouring is finished to prevent concrete cracks.

And (5) pouring stair concrete.

Specifically, (1) pouring the stair section concrete from top to bottom. Firstly, the concrete is compacted, poured together when the stepping position is reached, continuously pushed upwards, and the upper surface of the concrete is smoothed by using a wooden trowel at any time.

(2) The stair concrete is preferably poured continuously.

(3) The construction joint position can be reserved within the range of a landing or a stair section 1/3 according to the structural condition.

In this embodiment, the method further comprises the step of transporting the concrete.

Specifically, the concrete (1) is transported to a construction site from a commercial mixing station by adopting a transport vehicle, the rotation speed is 2-4 r/min when the concrete is transported, and the concrete is transported to the construction site in the shortest time.

(2) And (3) respectively taking 1/4 samples and 3/4 samples from the concrete transported by the mixing and transporting truck to carry out slump tests, wherein the difference of slump values of the two samples is not more than 30mm, and the structural concrete is transported by a pump truck.

(3) The concrete is transported to the pouring site, and the concrete is required to return to the mixing station according to the specified slump during pouring, such as segregation or layering of concrete mixtures.

(4) The use of pumped concrete should comply with the following regulations:

1) the supply of concrete must ensure that the delivery pump can work continuously;

2) the conveying pipeline is straight, the turning is gentle, the joint is tight, if the pipeline is inclined downwards, the blockage caused by air suction is prevented;

3) before pumping, using a proper amount of cement mortar with the same components as the concrete to lubricate the inner wall of the conveying pipe; when the pumping pause time is estimated to exceed 45min or when the concrete has segregation phenomenon, immediately flushing the residual concrete in the pipe by using pressure water or other methods;

4) during pumping, there is sufficient concrete in the hopper to prevent the intake air from becoming blocked.

In this embodiment, the method further includes curing the concrete.

Specifically, the bottom plate, the middle plate and the top plate concrete are covered by wet gunny bags and watered for maintenance; the side wall concrete adopts a moisture-preserving film which is impermeable to water and air, and is maintained by watering regularly, and the moisture-preserving film is used for tightly covering the whole exposed part of the surface of the concrete, so that the concrete is maintained sufficiently without losing water. Maintenance should comply with the following regulations:

(1) the concrete is watered and cured for not less than 14 days for the waterproof concrete of the bottom plate, the side wall and the top plate. The maintenance of the middle wall and the beam without the impervious requirement is not less than 7 days.

(2) And (4) performing covering watering maintenance within 12 hours after the concrete pouring is finished, and shortening the time to 2-3 hours in summer or immediately performing covering watering maintenance after the concrete is finally set.

(3) The watering times are determined according to the wet state of the concrete. The concrete maintained by the moisture-preserving film is tightly covered by the moisture-preserving film on the whole exposed surface, and condensed water is kept in the moisture-preserving film.

(4) Before the strength of the poured concrete is less than 1.2Mpa, the template and the bracket cannot be treaded or installed on the concrete.

In this embodiment, the construction of the cushion concrete is also included.

Specifically, when the foundation pit is excavated, the clearance size in the underground wall is checked at any time, and collapsed concrete of the underground wall is chiseled off in time so as to ensure the section size of the lining wall in the main structure.

When the foundation pit is excavated to the height 300mm away from the designed pit bottom, stopping mechanical excavation, and cleaning and leveling the pit bottom by using mechanical cooperation manual work so as to avoid over excavation or disturbance of the original soil layer of the foundation. And simultaneously carrying out various constructions on the bottom of the cushion layer. And when the overbreak phenomenon occurs, 6 percent broken stone concrete is adopted for backfilling treatment. After the excavation is finished and the five parties of owner, design, land survey, supervision and construction party quality inspection are accepted, cushion layer construction is carried out in time to prevent the basement from softening. The underground floor slab cushion layer adopts C20 concrete with the thickness of 20cm, and the construction of the corresponding waterproof protective layer is considered according to the drawing (the thickness is reduced by 5 cm).

And constructing the cushion layer by sections according to the excavation of the foundation pit, and finishing one section of construction by excavation. The length of the excavation end close to the earth is 1000-1500 mm during cushion layer construction. The concrete of the cushion layer is poured and compacted by a vibrator, the surface is compacted manually and is polished, the elevation deviation is not more than +/-20 mm, and the operation on the concrete is forbidden before the strength of the concrete does not reach 2.5 Mpa.

In this embodiment, the method further comprises waterproofing the main structure;

and the waterproof construction is carried out according to the preset requirements.

Specifically, (1) the underground structure is waterproof according to the principle of 'mainly defense, rigid-flexible combination, multiple defences, local control and comprehensive treatment'.

(2) The main structure and the auxiliary structure are both one-level in waterproof grade, the structure is not allowed to seep water, and no wet stain is generated on the surface of the structure.

(3) The structure should be mainly characterized by self-waterproofing of the concrete structure, so as to ensure the seepage resistance, crack resistance and durability of the concrete and reinforced concrete structures, and the seepage resistance grade is not less than P8.

(4) Waterproof weak parts such as deformation joints, construction joints, wall penetrating pipes, embedded parts, reserved channel joints, interfaces of various structures, pile heads and the like need to be reinforced with waterproof measures.

(5) Setting principle of construction joints: the construction joints should be located in combination with the construction organization, preferably in combination with the deformation joints and post-cast strip, and care should be taken to maintain the integrity of the internal structure facilities (e.g., pool, hoistway, access, etc.). The position of the top, middle and bottom plates is selected by considering the stress of the combined structure, and the top, middle and bottom plates are not provided with longitudinal construction joints under normal conditions. Referring to the successful experience of similar projects, the setting distance of the annular construction joints is preferably controlled to be 12-16 m and is not preferably larger than 24m (two spans or three spans are one construction section).

(6) Deformation joint setting principle: the main structure is in principle free of deformation joints.

And (5) performing self-waterproofing treatment on the concrete structure.

Specifically, (1) the water-repellent concrete has a permeability resistance rating of P8 and P10. The maximum crack width of the structure and the soil contact surface is not more than 0.2mm, and the cracks are not communicated.

(2) The concrete aggregate is non-alkali active aggregate, and the alkali content of the cement is not more than 0.6 percent of the weight of the cement. The total alkali amount of each material in each cubic meter of concrete is not more than 3 Kg.

(3) The waterproof concrete can be mixed with a certain amount of fly ash and ground slag powder, the grade of the fly ash is not lower than the second grade, and the mixing amount is not more than 30 percent. The mixing amount of the additive, the cement dosage and the addition amount of the fly ash and the ground slag must be subjected to trial test by a test unit meeting the qualification requirement.

And (5) performing construction treatment on the waterproof layer.

Specifically, (1) the waterproof layer structure of the bottom plate adopts: 200mm thick C20 concrete cushion +1.5mm thick non-black non-asphalt base pre-paved polymer self-adhesive film waterproof roll +50mm thick waterproof protective layer.

(2) The side wall waterproof layer structure adopts: the section of the side wall waterproof layer fender pile is made of 1.5mm pre-paved waterproof coiled materials, the slope-releasing section is made of self-adhesive modified asphalt waterproof coiled materials 3mm thick (double-layer arrangement), when the waterproof layer is paved, the waterproof layer faces to the bottom plate or the side wall, and the rubber surface is tightly attached to main concrete, so that the waterproof effect is ensured. When the adhesive tape is laid, a plane is laid firstly, then a vertical surface is laid, and lap areas at the end parts of the coiled materials are staggered and have widths of 1/3 or 1/2. The effective lap width of two adjacent rolls is 10cm and should be tightly bonded. And a waterproof reinforcing layer is arranged, and the reinforcing ranges of the side wall and the bottom plate are both 300 mm.

(3) The roof waterproof layer structure adopts: the top plate waterproof layer is firstly provided with a moisture barrier, and then is coated with high-quality single-component polyurethane waterproof paint with the thickness of 2.5mm in a layering manner, so that the waterproof effect is ensured. A waterproof reinforcing layer is arranged, self-adhesive polymer modified asphalt waterproof coiled materials or self-adhesive polymer waterproof coiled materials are additionally arranged at the corners of the side wall and the top plate of the enclosing pile section, and the reinforcing range is 1700 mm; and (3) adding a self-adhesive polymer modified asphalt waterproof coiled material 4mm thick waterproof reinforcing layer and sealant at the corners of the side wall and the top plate of the slope-making section, wherein the reinforcing range is 500 x 500 mm.

(4) When the waterproof coiled material is laid, the drying degree of the base layer is ensured to meet the design requirement. After the waterproof coiled material is laid, holes are strictly prevented from being formed in the waterproof coiled material so as to avoid water leakage.

(5) The waterproof layer of the coating film cannot have the defects of bottom exposure, cracking, holes and the like, and the phenomena of peeling, bubbling, matrix exposure and wrinkle. The waterproof layer and the base layer of the coating film are firmly bonded without phenomena of hollowing, sand holes, delaminating and the like. The thickness of the formed film is not less than the design requirement.

And (5) carrying out construction treatment on the construction joints.

Specifically, before concrete is poured into the horizontal construction joint, floating slurry and sundries on the surface of a concrete contact surface are removed and subjected to scabbling treatment, when the concrete surface is scabbled, loose stones need to be scabbled completely, then clean slurry is laid or concrete interface treating agents, cement-based permeable crystalline waterproof coatings and other materials are coated, cement mortar with the thickness of 30-50 mm being 1:1 is laid, and concrete is poured in time; before concrete is poured into the vertical construction joint, the surface of the vertical construction joint is cleaned, then a concrete interface treating agent or a cement-based permeable crystallization type waterproof coating is coated, and the concrete is poured in time.

And (5) carrying out construction treatment on the platform plate.

Specifically, after the construction of the bottom plate, the middle plate and the top plate of the main structure is finished, the construction of the auxiliary structure inside the bedplate of the station is started.

The platform plate structure adopts subsection step-by-step construction, construction subsection meets the requirement of structure subsection, the first part is platform plate wall construction, and the second part is plate body construction.

Constructing and treating a rail top air channel;

and (6) backfilling. Specifically, after the concrete of the open cut method underground engineering and the protective layer of the waterproof layer are qualified, the concrete should be backfilled in time, and the following requirements should be met:

(1) before backfilling the gap between the outer wall of the underground structure and the side wall of the foundation pit, accumulated water is removed, and the deficient soil and construction waste are removed.

(2) And (3) standard of filling materials: clay backfill, layered tamping and symmetry are adopted.

(3) When the foundation pit is backfilled, mechanical appliances cannot collide the structure and the waterproof protective layer, and manual matching with small machines and tools should be adopted within the range of 500mm on two sides of the structure for tamping and filling.

(4) The compaction coefficient of the backfill soil is not less than 0.93.

In this embodiment, the step S7 specifically includes:

if the bin checking is qualified, the step is carried out to the step S8;

and if the inspection bin is unqualified, performing rectification, checking and accepting after rectification, and performing the step S8 after the inspection is qualified.

In this embodiment, before the step S7, the method further includes: manufacturing a main body steel bar;

the main body steel bar is manufactured specifically by:

selecting a raw material of the reinforcing steel bar.

Specifically, (1) the HPB300, HRB400 and HRB400E steel bars used by the main structure conform to the regulations of the current national standard.

(2) The steel bars entering the field are provided with factory qualification certificates or test report sheets, are subjected to batch inspection according to furnace tank (batch number) and diameter, are inspected once when the same batch of steel bars are not more than 60t, and are informed to supervise and witness for sampling. The inspection content comprises appearance inspection and mechanical property test, and the product can be used after passing inspection.

(3) When brittle fracture, crack at the bending part, poor welding performance or abnormal mechanical performance (such as overhigh yield point) and the like occur in the processing process of the steel bars, the batch of the steel bars are subjected to chemical composition inspection or other special inspection.

(4) The steel bar is straight and has no damage, and the surface has no crack, oil stain, scar, folding, granular or scaly aging rust.

(5) And classifying and stacking the steel bars in batches when entering the field, and hanging the plate marks to strictly prohibit disordered stacking.

(6) The ratio of the tensile strength measured value to the yield strength measured value of the anti-seismic steel bar is not less than 1.25; the ratio of the measured yield strength value to the standard strength value is not more than 1.3.

And processing the reinforcing steel bar raw material to form a main reinforcing steel bar.

Specifically, (1) straightening the steel bars with bending phenomenon in the transportation process before processing.

(2) The steel bar is processed strictly according to the sample-turning list, and the size meets the design requirement; the surface of the steel bar is clean and has no damage, oil stain and corrosion.

(3) The grade, steel grade and diameter of the steel bar meet the design requirements.

(4) The cutting of the reinforcing steel bars is carried out according to the following steps:

1) the materials are prepared according to the engineering requirement and the length of the steel bar, and are arranged in a coordinated manner, so that the loss is reduced.

2) The position of the sizing plate is adjusted before operation, and after 1-2 pieces of sizing plates are trial cut, batch production can be carried out after the sizes are checked.

3) After the material is cut, the steel bars are stacked according to the type, diameter, size and number of the steel bars written on the material plate.

4) The quality requirement of cutting the steel bars is as follows: in the process of cutting the reinforcing steel bar, if splitting, head shrinking, horseshoe shape and serious elbow are found, cutting off the part; if the hardness of the steel bar is too hard or too soft and is not proper to the grade, the batch of steel bars are further inspected; the deviation of the cutting length of the reinforcing steel bars is not larger than the allowable deviation range of various reinforcing steel bars.

In this embodiment, the step S7 includes:

and (5) preparing the steel bars to be installed.

And (5) installing and binding the steel bars of the foundation slab.

Specifically, 1) a steel bar position line and a wall and column inserting bar position line are popped out on the cushion layer. And calculating the actual required quantity of the reinforcing steel bars of the bottom plate, hoisting the processed and formed reinforcing steel bars into the foundation pit, and connecting the reinforcing steel bars in the foundation pit.

2) When the foundation beam steel bars are bound, beam measure supports are installed firstly (the support method is as follows, the distance is 3m), 3-4 transverse rods are erected at the upper opening of the foundation beam and are firmly supported, stirrups are inserted according to the distance, and then longitudinal bars and construction steel bars are inserted into the lower portion of the foundation beam. And (4) binding the bottom steel bars and the lower structural steel bars of the foundation beam, and then binding the lower steel bars of the bottom plate. The main reinforcement of the bottom plate passes through the longitudinal reinforcement at the upper part of the beam and the structural reinforcement. When a water collecting pit and an equipment foundation exist, the water collecting pit and the lower layer of steel bars of the equipment foundation bottom plate are paved firstly when the lower layer of steel bars of the bottom plate are paved.

3) And after the binding inspection of the bottom plate and the beam bottom layer steel bars is qualified, placing a cushion block for the bottom plate concrete protective layer, wherein the thickness of the cushion block is equal to that of the protective layer.

4) And after the lower layer of steel bars are bound, placing a bottom plate and a foundation girder steel bar split heads or welding positioning frames after the lower layer of steel bars are qualified, then installing longitudinal main bars, and placing the longitudinal main bars on the split heads. The longitudinal bars of the foundation beam are in double rows or three rows, and the space between every two rows of the longitudinal bars meets the maximum grain size of the concrete coarse aggregate. The split heads adopt the steel bars with the same type number as the main bars on the upper layer of the plate, the longitudinal distance is 2m, if the frame reinforcing bars are adopted, the height h of the split heads is equal to the beam and the plate thickness, the diameters of the steel bars on the upper layer and the lower layer and the steel bar protective layer.

5) The rebar junctions must be placed in compliance with code and design requirements. The horizontal main muscle of bottom plate is tied up with the ligature of distribution reinforcing bar except that the whole ligatures of nodical of two lines of reinforcing bars of periphery are firm, but the crisscross ligature of mid portion intersect is firm at interval.

6) After the binding of the bottom plate reinforcing steel bars and the foundation beam reinforcing steel bars is finished, the inserting bars extending into the foundation bottom plate and the beams are bound with the bottom plate or the beam reinforcing steel bars and are firmly welded according to the position lines of the elastic walls, the elastic columns and the elastic platform walls. The depth of the inserted bar extending into the foundation, the throwing length and the staggered length of the throwing head meet the requirements of design and standard anchoring length.

And binding the steel bars of the wall and the column.

Specifically, 1) the wall, column edge line and wall, column edge control line (20 cm line from edge) and hidden column and reserved chamber positions in the wall should be popped out before the steel bars of the wall and the column are bound.

2) Cleaning floating slurry and column reinforcement stains at the joint position, arranging column reserved reinforcements extending out of the bottom layer, and then stacking column hoops on the reserved reinforcements. The number of the stirrups is accurate, and the anti-seismic encrypted stirrups cannot be omitted during construction.

3) Draw the position line of stirrup on the post owner muscle that connects, according to the stirrup position line of drawing up the stirrup that will have been overlapped and move, from top to bottom ligature, the stirrup should avoid telescopic position as far as possible, and the vertical staggered arrangement of post should be followed in crotch overlapping department of stirrup. The stirrups are perpendicular to and closely attached to the main reinforcements, the intersection points of the corners of the stirrups and the main reinforcements are bound, and the intersection points of the main reinforcements and the non-corner parts of the stirrups are bound in a staggered plum-blossom manner. When the post is provided with the lacing wire, the lacing wire should hook the stirrup.

4) And (3) cleaning dirt on the concrete of the wall foundation connecting surface and the vertical reserved steel bars before the vertical main steel bars of the side wall are connected, and arranging and correcting the vertical steel bars of the side wall. After the vertical steel bars are connected, position lines of the reserved cavern are drawn on the vertical steel bars, and the steel bars at the reserved cavern are processed according to design and standard requirements.

5) If hidden columns exist in the wall, hidden column reinforcing steel bars are bound firstly, then outer layer (soil facing surface) reinforcing steel bars are bound, and inner layer reinforcing steel bars are bound after the hidden columns are detected to be qualified. The side wall reinforcing steel bars are bidirectional stressed reinforcing steel bars, and all reinforcing steel bar cross points are bound one by one.

6) And after the two layers of steel bars are bound, binding tie bars to fix the space between the two rows of steel bars. The tie bars are arranged in a quincunx pattern.

And binding the beam and the plate steel bars.

Specifically, 1) stains on the concrete of the joint surface and the reserved steel bars are cleaned before the beams and the plate steel bars are installed.

2) 3 ~ 4 horizontal poles are erect at roof beam upper shed, penetrate the roof beam stirrup according to the interval again, penetrate the vertical atress reinforcing bar of roof beam lower part and partial structure reinforcing bar again to it is firm with the stirrup ligature, set up the cushion. And after the reinforcing steel bars at the lower part of the beam are fixed, the axillary angle reinforcing steel bars are placed and fixed. And then penetrating the lower longitudinal bars and part of the structural steel bars (if the structural steel bars are designed), wherein the stirrups of the secondary beam are sleeved on the lower steel bars and the structural steel bars. And after the binding of the longitudinal steel bars at the lower part of the secondary beam is finished, the plate steel bars are penetrated.

3) And after the binding of the steel bars on the lower layer of the plate is finished, a split heads or a welding positioning frame can be placed at the qualified rear part of the inspection, and then the steel bars on the upper layer are bound. The plate steel bar net is bound with the intersection points of two bars at the periphery, and other points can be bound in a staggered way.

4) The positions of the beam and the plate reinforcing steel bars are placed according to the main reinforcing steel bar protective layer. When the upper layer steel bars of the plate and the upper layer steel bars of the beam collide with each other, the plate steel bars can be bent at the beam position and penetrate through the lower part of the beam steel bars. When the upper and lower positions of the lower layer steel bar of the plate and the lower layer steel bar of the beam conflict, the main steel bar of the plate can be bent at the beam position and penetrates through the upper part of the beam steel bar.

And carrying out deviation setting on the installation of the steel bars.

In this embodiment, the step S8 further includes concrete construction quality assurance measures, where the concrete construction quality assurance measures specifically include:

structural concrete anti-cracking measures;

honeycombing; specifically, (1) cause of occurrence:

1) the concrete is too thick in one-time blanking, and the vibration is not compact or leaks.

2) The template leaks slurry seriously.

3) The concrete slump is too low and the stones are too large.

(2) The preventive measures are as follows:

1) and setting a layering thickness marking ruler rod, strictly controlling the concrete pouring layering thickness, and vibrating the concrete according to the requirement, wherein the vibrating quality meets the requirement.

2) And (5) carrying out slump test when the concrete enters the field, and firmly settling the unqualified concrete.

Dough milling; specifically, (1) cause of occurrence:

1) the release agent is not uniformly coated.

2) The template is not tight, and slurry leakage occurs during vibration.

3) Insufficient vibration, no air bubbles discharged, and poor concrete curing.

(2) The preventive measures are as follows:

1) the mold release agent was carefully inspected for brushing prior to installation of the form.

2) And (4) strictly checking the formwork supporting condition to prevent slurry leakage, sending a specially-assigned person to see the formwork during pouring, and timely processing the abnormal condition.

3) Pouring and vibrating concrete according to requirements, and knocking the outer side of the template in a matching manner.

Rib leakage; specifically, (1) cause of occurrence:

1) when concrete is poured and vibrated, the steel bar cushion blocks are shifted, and the steel bars are tightly attached to the template, so that the thickness of the steel bar protective layer is insufficient.

2) The early demolition of the formwork causes the concrete to drop off the corner and cause rib leakage.

(2) And (4) preventive measures:

1) the cushion blocks are firmly bound, and the cushion blocks cannot collide with the reinforcing steel bars during vibration.

2) And (5) detaching the template according to the standard requirement strictly, and performing concrete maintenance.

A hole; specifically, (1) cause of occurrence: the concrete at the position with dense steel bars is clamped, and the upper concrete layer is continuously poured without being vibrated.

(2) The preventive measures are as follows: the concrete is vibrated strictly according to the requirement, and the corner position of the dense position of the reinforcing steel bar is inserted and beaten by a stick rod.

Gaps and interlayers; specifically, the reason (1) is that the treatment of the concrete construction joint is improper, and impurities exist in the concrete.

(2) The preventive measures are as follows: and (5) chiseling and cleaning concrete joint surfaces before binding reinforcing steel bars. A cleaning opening is reserved in the template, and sundries generated in the template supporting process are cleaned. And (5) checking whether impurities exist in the entering commercial concrete.

Missing edges and falling corners; specifically, (1) the reason is that the mold stripping time is too early, and the protection after mold stripping is not good, so that the corner is damaged.

(2) The preventive measures are as follows: and strictly controlling the time for removing the formwork, and making a 1.8 m-high corner protector by using battens in time after the formwork is removed.

Deformation and displacement of the member; specifically, (1) cause of occurrence:

1) the formwork is not firmly installed and supported, or the strength and rigidity of the formwork are not enough.

2) When the side wall is poured, the two sides are not symmetrically poured.

3) After the template is installed, the template is not carefully pre-checked, so that the section size and the verticality are not in accordance.

4) The template is inaccurately paid out, and the template is not checked and rechecked after being installed.

(2) The preventive measures are as follows:

1) and (4) carrying out design checking calculation on the template, and assembling the template according to the design.

2) The firmness of the template and the support system is strictly checked.

3) The template measurement setups must be rechecked.

And (5) carrying out size deviation and inspection on the concrete structure.

The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.

Claims (10)

1. A road station main body structure construction method is characterized by comprising the following steps:

s1, vertically layering the main structure, horizontally integrally constructing each layer, and vertically constructing from bottom to top from the bottom plate;

s2, mounting through a bracket in the layered main body structure;

s3, carrying out supporting construction on the main structure, excavating earthwork around the main structure to be below the layer plate elevation of the station main structure, carrying out cushion layer construction, and carrying out waterproof construction on the enclosure structure at the preset layer plate position;

s4, building a main ridge on the bracket, and building a secondary ridge according to the position of the main ridge;

s5, reinforcing the main corrugation and the secondary corrugation;

s6, installing templates on the main ridge and the secondary ridge, and measuring, checking and adjusting the templates;

s7, installing steel bars on the formwork;

s8, pouring concrete in the template;

and S9, after the concrete is poured, when the strength of the concrete reaches the preset requirement, the template and the bracket are removed.

2. The method of constructing a road station body structure according to claim 1, wherein the step S2 further includes:

checking and accepting the erected bracket, and entering the next station if the checking and accepting is qualified;

and if the acceptance is not qualified, repeating the steps.

3. The method for constructing a road station main body structure according to claim 1, wherein the step S3 specifically includes:

firstly, carrying out supporting construction on the main body structure through a steel frame;

excavating earthwork around the main structure to a position below the layer plate elevation of the station main structure through excavating equipment and performing cushion layer construction;

waterproof construction is carried out on the building envelope at the preset laminate position through a waterproof structure;

and removing the excavated soil slag in the construction process.

4. The road station main body structure construction method according to claim 1, wherein the step S5 includes:

mounting a bottom plate template; installing the centering plate and the top plate template;

installing a side wall template; mounting a column template; and setting the template installation requirement.

5. The road station body structure construction method according to claim 4, wherein the step S8 includes:

pouring and vibrating concrete; pouring the bottom plate and the foundation beam;

pouring the upright columns; pouring the side wall; pouring the centering plate, the top plate and the beam;

pouring the joints of the upright columns and the plates and the beams; and (5) pouring stair concrete.

6. The method of constructing a road station body structure according to claim 1, further comprising waterproofing the body structure;

the waterproof construction is carried out according to the preset requirements; self-waterproofing treatment of the concrete structure;

constructing and treating the waterproof layer; carrying out construction treatment on the construction joint;

carrying out construction treatment on the platform plate; constructing and processing the rail top air channel; and (6) backfilling.

7. The method for constructing the road station main body structure according to claim 1, wherein the step S7 specifically includes:

if the bin checking is qualified, the step is carried out to the step S8;

and if the inspection bin is unqualified, performing rectification, checking and accepting after rectification, and performing the step S8 after the inspection is qualified.

8. The method for constructing a road station main body structure according to claim 1, further comprising, before the step S7: manufacturing a main body steel bar;

the main body steel bar is manufactured specifically by:

selecting a raw material of a steel bar;

and processing the reinforcing steel bar raw material to form a main reinforcing steel bar.

9. The road station body structure construction method according to claim 8, wherein the step S7 includes:

carrying out construction preparation on the steel bars to be installed; installing and binding the foundation slab steel bars;

binding the wall and column steel bars; binding the beam and the plate steel bars;

and carrying out deviation setting on the installation of the steel bars.

10. The construction method of a road station main body structure according to claim 1, wherein the step S8 further includes concrete construction quality assurance measures, which specifically include:

structural concrete anti-cracking measures; honeycombing; dough milling; rib leakage; a hole;

gaps and interlayers; cutting edges and corners; deformation and displacement of the member;

and (5) carrying out size deviation and inspection on the concrete structure.

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