CN112663516A - Construction method of bridge thin-wall hollow pier column - Google Patents
Construction method of bridge thin-wall hollow pier column Download PDFInfo
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Abstract
The invention discloses a construction method of a bridge thin-wall hollow pier column, which relates to the technical field of bridge pier column construction and comprises the following steps: the construction method comprises the steps of construction preparation, pouring of the bottom of the pier stud, installation of a turnover and sliding combination system, wherein the turnover and sliding combination system comprises a template system, an operation platform, a lifting system, a construction precision control system and a water and electricity matching system, lifting of a truss, positioning of a template structure, dismantling of the template structure, positioning and pouring of the template structure, sequentially upward entering of the next cycle, and continuous pouring until pouring of the pier stud is completed. The invention has the advantages that: the characteristics and advantages of each construction method are integrated on the basis of the existing construction method, the construction method which is combined in a turnover and sliding mode and improved is adopted, a turnover and sliding combined system comprises a template system, an operation platform, a lifting system, a construction precision control system and a water and electricity matching system, the defects of sliding mode and turnover construction are overcome, and the purposes of high construction speed, high safety, guaranteed concrete quality and less investment are achieved.
Description
Technical Field
The invention relates to the technical field of bridge pier stud construction, in particular to a bridge thin-wall hollow pier stud construction method.
Background
The method is characterized in that the hills sandwich inter-mountain valley landform areas, the topography fluctuation is large, when the bridge is built in the inter-mountain valley landform areas, the lower part of the bridge is designed to be high usually, and when the bridge pier exceeds 40 meters, the bridge pier is designed to be a thin-wall hollow pier generally. The pier column construction positioning control difficulty is large, for a high pier, the pier height, the gravity center and the pier body flexibility are high, the construction precision requirement is high, and the pier column construction positioning control method is remarkable in the characteristic that the pier is high in height, the treatment requirement for the high pier construction joint is high, so that the requirement for the construction quality of the high pier is high, and if the construction joint of the high pier is not treated in place, the construction joint of the high pier becomes a weak part of the pier body stress.
In the prior art, a construction method for a thin-wall hollow pier with a higher height mainly comprises a hydraulic climbing formwork method, a turnover formwork method and a sliding formwork method, wherein the hydraulic climbing formwork method can realize inclined climbing, is used for various high piers with equal sections and variable sections, has good entity and appearance quality and higher safety, but has larger investment, the turnover formwork method is suitable for solid or hollow piers with equal sections or variable sections, special-shaped piers and the like, has wider range, good entity and appearance quality and less investment, but has lower safety, the sliding formwork moves upwards along poured concrete, the appearance quality is poor, and a shoulder beam in the prior art has a simple structure, an operation platform is independently built, more consumables and no more convenience for construction.
The patent with the application number of CN202010876207.0 discloses a template system of a hollow high pier and an installation construction method thereof, which comprises a poured pier stud, a climbing system, an inner template and an outer template, wherein the climbing system comprises an inner cross beam arranged on the inner wall of the poured pier stud, an outer cross beam arranged on the outer wall of the poured pier stud, a horizontal truss, a plurality of moving seats arranged on the inner cross beam and the outer cross beam, a load monitoring device fixedly connected with a buried device and a plurality of supporting devices arranged on the horizontal truss, the inner cross beam and the outer cross beam are both provided with backward moving devices, the inner template and the outer template are arranged on the backward moving devices, the template system of the hollow high pier and the installation construction method thereof are provided, the template system of the hollow high pier has stable structure, simple, convenient and efficient construction and convenient climbing, are provided, the climbing is driven by a hydraulic cylinder and a crawler, the climbing is unstable, the building and the operation are complicated, the material consumption is, the template structure is unstable; the patent with application number 201920868367.3 discloses a formwork system for high pier construction, which lifts a formwork through a formwork lifting system, lifts an inner operating platform and an outer operating platform through a lifting device, lifts the formwork and the operating platforms through different lifting systems, is complex to operate, troublesome to install and remove the formwork, low in construction efficiency and low in safety.
The construction method for the thin-wall hollow pier column of the bridge is needed to be provided, the characteristics and the advantages of each construction method are integrated on the basis of the existing construction method, the construction method of combining overturning and sliding and improving is adopted, the defects of slip form construction and overturning construction are overcome, the purposes of high construction speed, high safety, guaranteed concrete quality and less investment are achieved, and more convenience is provided for actual construction.
Disclosure of Invention
The invention aims to solve the technical problems of unstable climbing, unstable template structure, easy deformation during concrete pouring, more consumables, higher input cost, troublesome template installation and removal, low construction efficiency and low safety in the prior art.
In order to solve the technical problems, the technical scheme of the invention is as follows: the method comprises the following steps:
s1, construction preparation: processing, manufacturing, checking and accepting each component;
s2, pouring the bottom of the pier column: installing a first section of template structure at the bottom of the pier stud, performing primary concrete pouring, and pre-burying a plurality of supporting upright rods after the primary concrete pouring is finished;
s3, installing a turnover and sliding combination system, wherein the turnover and sliding combination system comprises a template system, an operation platform, a lifting system, a construction precision control system and a water and electricity matching system:
s3.1, installing the template system: the template system comprises a template structure and a surrounding ring, the template structure comprises an inner mold and an outer mold, the inner mold and the outer mold are reinforced by finish rolling deformed steel bars in a counter-pulling mode, a plurality of surrounding rings are arranged on one side, away from the inner mold, of the outer mold, the surrounding rings are adjusted and installed according to the plane position of an entity pier, the plurality of surrounding rings on the side edge of the outer mold are connected to form a truss, a distance of 30-50cm is reserved between each surrounding ring and the outer mold, the distance between the template structure and the surrounding rings in the lifting process of the truss is guaranteed, lateral deviation is prevented, reinforcing steel bars are bound before the template structure is installed, one end of an adjusting screw rod is installed on each;
s3.2, installing an operation platform: the truss integrated by fixedly welding and connecting the enclosure rings forms a base of the operation platform, steel plates are laid on the tops of the enclosure rings to form the operation platform, and a lower hanging platform is arranged below the enclosure rings;
s3.3, installing a lifting system: the lifting system comprises a plurality of through jacks and a carrying pole beam, the carrying pole beam is arranged above the truss, the through jacks are arranged above the carrying pole beam, the upper end of a pre-embedded supporting vertical rod penetrates through a through hole of the through jack and the carrying pole beam, the lifting system climbs upwards along the supporting vertical rod to drive the carrying pole beam and the truss to lift, a positioning snap ring is fixed on the supporting vertical rod, and the positioning snap ring limits the climbing height of the through jacks;
s3.4, installation of a construction precision control system: a support seat extends from the outer side of the truss, the support seat and the truss are arranged at the same height, and a precision control system is arranged on the support seat;
s3.5, installing a water and electricity matching system: an electric power circuit and an electric power brake box are installed on the operating platform and the supporting seat, a water pipe is installed on the lower hanging platform, a water outlet of the water pipe is arranged right opposite to the pier stud, and a water outlet of the water pipe is positioned below the template structure;
s3.6, after installation, system correction and debugging are carried out, a template system is corrected and a pipeline is positioned and fixed, and then the system is started to debug;
s4, truss lifting: before the truss is lifted, the positioning snap rings on the supporting vertical rods are accurately positioned, the control system is started, the penetrating jack circularly works through the two inner tooth snap rings to climb upwards along the supporting vertical rods at a constant speed, the carrying pole beam, the truss and the operation platform are driven to lift, and then the template structure is moved upwards;
s5, carrying out concrete construction of the next section by positioning the template structure: after lifting, adjusting through an adjusting screw rod, sliding the template structure forwards, mounting in a closed manner, placing the template structure in place, pouring concrete of the next section, and watering and maintaining through a water pipe after casting;
s6, dismantling the template structure: after the concrete is solidified, the template structure is dismantled by adjusting the adjusting screw rods, and then the concrete climbs upwards along the supporting vertical rods at a constant speed through the penetrating jacks to drive the carrying pole beams, the trusses, the template structure and the operation platform to be lifted;
s7, casting the template structure in place: and binding steel bars before the installation of the template structure, installing the template structure through an adjusting screw rod, pouring concrete of the next section, sequentially and upwards entering the next circulation, and continuously pouring until the pouring of the pier stud is completed.
Further, in the step S3.1, the outer mold is a turnover mold, the inner mold is a sliding mold, the inner mold and the outer mold are formed by shaped integral steel templates, the template structures are hung on the truss, the height of the template is 2.35m along with the lifting of the truss, and in order to facilitate the detachment and installation of the outer mold, an opening is formed at a position 10cm below a top opening of the template, exposed reinforcing steel bars are embedded, and the template can be detached in advance.
Further, in the step S3.2, guardrails are arranged on the outer side and the inner side of a steel plate of the operation platform, skirting boards are arranged at the bottoms of the guardrails, the trusses include first trusses and second trusses, the first trusses arranged in parallel are connected through the second trusses to form a square-shaped whole, and the end portions of the first trusses extend along the length direction of the first trusses to extend out of the square-shaped whole structure, so that the two end portions of the first trusses form an extension area for temporarily placing equipment; the inboard and the outside of hanging down the platform all through the bottom welded fastening of support and enclosure, the height of hanging down the platform sets up to 2m, adopt angle steel 100 x 100 to connect the truss, interval 1.5m, the passageway adopts 3mm decorative pattern steel sheet full-spread, the outside and the inboard of hanging down the platform set up the guardrail, it is interior, the outside sets up 2 guardrails and leads to long the connection, the bottom of guardrail is enclosed through the fly leaf, the fly leaf passes through bolted connection with the guardrail and fixes, prevent that scattered material from dropping, hang down and be equipped with the slope passageway between the extension region of platform and truss, the slope passageway will hang down platform and operation platform intercommunication.
Further, in the step S3.3, the carrying pole beam is vertically welded and fixed into a whole by a plurality of parallel main carrying pole beams and a plurality of parallel secondary carrying pole beams, the bottom of the carrying pole beam is connected with the truss through a channel steel, and the channel steel is welded and fixed with the carrying pole beam and the truss; the main carrying pole beams and the secondary carrying pole beams are arranged at intervals, the main carrying pole beams and the secondary carrying pole beams which are positioned at the side sides are respectively and correspondingly arranged on binding reinforcing steel bars at the edge of a concrete pouring area, the binding reinforcing steel bars are linearly arranged along the main carrying pole beams and the secondary carrying pole beams, the main carrying pole beams and the secondary carrying pole beams are respectively connected with lifting chains, the main carrying pole beams and the secondary carrying pole beams are connected with a template structure at the bottom through the lifting chains, and the template structure is subjected to position adjustment through the lifting chains; the supporting upright rods are made of steel pipes with the diameter of 48mm and the wall thickness of 3.5mm, and are supported in concrete, the carrying pole beams are made of 25a I-steel and 22a I-steel, and the 10 channel steel is used for oblique supporting.
Further, in the steps S3.3 and S3.4, 14 penetrating jacks are adopted, 3 external molds are arranged along each side of the bridge at an interval of 1.65m, 4 external transverse bridges are arranged along each side of the bridge at an interval of 1.5m, the construction precision control system is mainly driven by a motor and is internally provided with a warning bell, an ammeter, a voltmeter and a pressure gauge are arranged on an operation surface, the precision control system respectively controls 7 oil pipes connected with the penetrating jacks through two oil pipes, and meanwhile, the lifting speed and the oil return speed of the truss are adjusted.
Further, in the step S3.3, the carrying pole beam plays a role of bearing, and transmits the construction load of the operation platform, the template structure and the personnel tool to the embedded support vertical pole through the center-penetrating jack, the main carrying pole beam is formed by welding 8 double-spliced I25a I-steels in parallel, each end is connected with the truss through two 12# channel steels, the secondary carrying pole beam is formed by welding 3I 22a I-steels in parallel, is positioned above the main carrying pole beam and is welded with the main carrying pole beam into a whole, the connection mode of the secondary carrying pole beam and the truss is the same as that of the main carrying pole beam, 4 longitudinal bridges of the main carrying pole beam are arranged, and 3 transverse bridges of the secondary carrying pole beam are arranged.
Further, the upper end of the supporting vertical rod pre-embedded in the step S2 penetrates through the through hole of the through jack, the through jack bears the whole sliding lifting load, a seamless steel tube with the diameter of 48 × 3.5mm is selected as the supporting vertical rod, the length of the supporting vertical rod is 6m, when the through jack climbs to the position less than 350mm away from the top end of the supporting vertical rod, the supporting vertical rod needs to be lengthened in time by welding, the supporting vertical rod needs to be polished smoothly by a grinder after welding, and the flatness of the supporting vertical rod is consistent with that of the original steel tube surface.
The invention has the advantages that: the characteristics and advantages of each construction method are integrated on the basis of the existing construction method, the construction method which is combined in a turnover and sliding mode and improved is adopted, a turnover and sliding combined system comprises a template system, an operation platform, a lifting system, a construction precision control system and a water and electricity matching system, the defects of sliding mode and turnover construction are overcome, and the purposes of high construction speed, high safety, guaranteed concrete quality and less investment are achieved;
the template system is improved, the template structure is supported on the enclosure through the adjusting screw rod, a distance is reserved between the enclosure and the template structure, the template structure is separated from the enclosure, the distance between the template and the enclosure in the truss lifting process is ensured, so that the lateral deviation is prevented, the template overturning operation is convenient, the adjusting screw rod is convenient for the removal and installation of the template structure, the construction efficiency is high, and the safety is high;
the top of the template structure is fixed on the shoulder pole beam and can be supported and fixed, the inner mold and the outer mold of the template structure are oppositely pulled and reinforced by finish-rolled deformed steel screws, the template structure is more stable, the deformation of a surrounding ring during concrete pouring can be prevented, the position of the template structure can be finely adjusted through a connected lifting chain, the construction quality is ensured, binding steel bars can be linearly arranged along the main shoulder pole beam and the secondary shoulder pole beam, the steel bars can be roughly positioned through the shoulder pole beam in linear distribution, the deflection generated during the arrangement of the steel bars is avoided, the connection of the supporting vertical rods can be carried out on the shoulder pole beam, and the shoulder pole beam can provide more convenience for construction;
the center-penetrating jack climbs upwards along the supporting upright rod to drive the carrying pole beam and the truss to be lifted, and then the template structure is moved upwards, so that the whole template system realizes climbing, the lifting operation is convenient, and the climbing is stable;
the truss that the enclosure that forms outside the template forms builds operation platform as the basis, the truss is spatial structure, the light and atress of quality is better, small-size machines, equipment is like the electric welding, can place the extension region at the truss such as block terminal, leave unblocked construction passageway for the truss, the reinforcing bar also can be kept flat along truss length direction is balanced, high durability and convenient use, set up down and hang the platform in operation platform's bottom, be used for the supplementary of material to place, directly hang the material when needing to use and get can, hang down the platform as the auxiliary platform that concrete maintenance was maintained, the maintenance is convenient, guarantee the quality of watering.
Drawings
FIG. 1 is a concrete construction flow chart of the construction method of the thin-wall hollow pier stud of the bridge of the invention;
FIG. 2 is a schematic structural diagram of a rollover and sliding combination system of the construction method of the thin-wall hollow pier column of the bridge;
FIG. 3 is a schematic view of the connection between the carrying pole beam and the truss in the construction method of the thin-wall hollow pier stud of the bridge of the invention;
FIG. 4 is a schematic perspective view of a truss and an extension area of the construction method of the thin-wall hollow pier stud of the bridge of the invention;
FIG. 5 is a schematic top view of a truss of the construction method of the thin-wall hollow pier stud of the bridge of the present invention;
fig. 6 is a schematic top view structure view of the shoulder pole beam of the construction method of the bridge thin-wall hollow pier stud of the present 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 detail with reference to the accompanying drawings and the detailed description. The following examples are presented to enable one of ordinary skill in the art to more fully understand the present invention and are not intended to limit the scope of the embodiments described herein.
The specific embodiment takes a lake-head bridge as an example for specific description, the central pile number of the left bridge of the lake-head bridge is K24+501.0, the bridge span is 9 × 30+60+110+60+5 × 30, and the length of a T beam, a special-shaped beam and a single-line (width) bridge made of PC continuous steel is 657 m; the number of the right bridge center pile is + K24+520.75, the bridge span is 7 x 30+53+90 x 2+53+5 x 30, the single-line (width) bridge length is 657.5m, the PC continuous steel T beam and the special-shaped beam are adopted, and the bridge width is 2 x 12.75 m. The main beam straight beam of the upper structure is arranged, the curve form is adjusted through a wing plate, the abutment is arranged according to the diameter, and the longitudinal and transverse slopes of the bridge deck are adjusted through the capping beam, the cross slope of the abutment cap and the thickness of the bridge deck pavement together.
The pier adopts column pier, box pier, and the foundation adopts cast-in-place pile foundation. The abutment adopts column type platform, pile foundation U platform, and the basis adopts the bored concrete pile basis, and two abutment departments set up D-80 telescoping device, and the pier department of hookup sets up D-160 telescoping device, and two abutment departments set up L =8m attachment strap. The information of the left bridge thin-wall hollow pier is shown in a table 1, and the information of the right bridge thin-wall hollow pier is shown in a table 2.
Table 1: left bridge thin wall hollow pier information table
Table 2: right bridge thin wall hollow pier information meter
The engineering bridge site area is mainly located in a mountain valley landform area between hills in an denudation area, the relief of the landform is large, the slope of a hillside is 20-40 degrees, the vegetation on the ground is developed, and the natural slope is stable. The topographic conditions were as follows: (1) poor terrain conditions: the bridge site area is mainly located in a valley landform area between hills in an denudation area, the relief is large, the high-temperature time in summer is long, the rainfall is large, a lake-head bridge spans across the Jiulongjiang, the construction pavement is difficult to lay, the construction site is few, and the construction condition is poor; (2) the safety risk is large: the high-altitude operation points are multiple, uncertain risk factors are multiple, and the construction risk is large; (3) the construction organization difficulty is large: the method is limited by natural conditions, has a plurality of working faces, is difficult to enter a field for transportation of equipment, materials and the like, and has large difficulty in reasonable resource allocation and organization; (4) the construction control difficulty is large: the difficulty of pier body construction positioning control is high; (5) the construction period is short: the lake head bridge is a full-line control project, the construction period pressure is large, the high pier construction must ensure that the overturning and sliding construction provides more construction time for the suspension casting of the upper box girder, and the influence of the high pier construction period on the whole construction period is large.
The basic intensity of the field earthquake is 7 degrees, the designed earthquake peak acceleration is 0.1g, the class II field soil is adopted, and the characteristic period of the earthquake motion response spectrum is 0.4 s; the site has no saturated and liquefied sand layer and soft soil distribution, and the landforms of the abutment at two sides have large fluctuation, so that the site is an unfavorable earthquake-resistant section.
Hydrogeology: the surface water of the field is developed, the bridge spans the Hanjiang, the river valley is 50-80m wide, and the water flow is larger; the underground water and underground water in the field area have micro-corrosiveness to the concrete structure and the steel bars in the concrete structure.
The overall construction scheme is as follows: the left 10#, 11#, right 8#, 9# and 10# of the engineering are main piers, the left 8#, 9#, 12# right 7# and 11# of the engineering are transition piers which are thin-walled hollow piers, 5 sets of equipment and corresponding personnel such as a sliding template, a tower crane, an elevator and the like are planned to be put into construction during construction, the sliding template and the corresponding construction personnel are turned to the transition piers and the bridge piers after the construction of the pier bodies of the left 10#, 11# piers, the right 8#, 9# and 10# is finished, and the 5 pier columns are constructed simultaneously, and the various personnel are required to be arranged reasonably to form flow operation.
Construction arrangement: the site operation place is narrow and small, and the discrepancy in elevation is big, needs rationally to plan to arrange, considers steel construction, template etc. during the construction and processes in the processing place of back field, and the reinforcing bar transports to each pier position department after the processing of back field. A QT63 (6010) type tower crane and a pedestrian elevator are arranged at each pier column, and concrete pouring is planned to be carried out by adopting a 49m pump truck and a tower crane lifting funnel.
Technical preparation: the technical preparation work before construction mainly comprises the following contents:
(1) before construction, organization measurement, test, field personnel and technical personnel recheck drawings, carry out geological survey on the field and timely solve the existing problem connection design;
(2) checking whether engineering geology and hydrogeology data meet the actual situation of the site;
(3) all technicians are organized to learn the technical specification of bridge and culvert construction, know the main contents and technical requirements of hollow thin-wall pier construction, carry out technical and safety bottom crossing, and carry out on-site training and trial operation particularly on slip-turn combined construction;
(4) the test room needs to make the matching proportion trial work of the pier column concrete in advance and provide an effective report through relevant units. Various steel bars, cement, aggregate, additives, sleeves, welding joints and the like required by construction are detected in advance, the detection is qualified, and a detection report is obtained;
(5) the measurement and control part rechecks the control points to ensure that the control precision of the pier column elevation and the plane position reaches the requirement. The measuring instrument needs to use a total station with the precision of 0.5' and obtain a verification certificate. And calculating the coordinates and elevations of all sections of pier column construction, and rechecking to ensure accurate lofting.
Preparation of construction team and labor: the construction of the thin-wall hollow pier is carried out according to the overall construction deployment, and management personnel, concrete, steel bar workers and the like are constructed under the unified coordination and resource allocation of the project. According to the characteristics of the construction process of combination of turnover and sliding, a template worker, a reinforcement worker, a tower crane driver, a tank car driver and a mechanical manipulator must be provided with 2 shifts to carry out shift operation, thereby avoiding overlong continuous operation time and fatigue operation, ensuring the basic labor protection right of workers and ensuring the construction safety. The human resources allocation for each team is shown in table 3.
Table 3: constructor allocation quantity schedule
| Classes of people | Number of personsMeasurement of | Remarks for note |
| Person in charge on site | 1 | Is responsible for the general coordination of construction technology, machinery and personnel |
| On-site technician | 3 | Is responsible for technical guidance, supervision, intermediate inspection and foreground and background scheduling of the site |
| Measuring staff | 2 | Is responsible for the accurate determination and guidance of the position in the construction process of construction lofting and reinforcing steel bars and templates |
| Testing personnel | 2 | Is responsible for the quality control of front and back stage concrete |
| Personnel for setting up materials | 2 | Is responsible for field material and equipment management |
| Full-time security personnel | 2 | Is responsible for site safety supervision and guidance |
| Reinforcing bar and concrete | 20 | Is responsible for the on-site installation, binding, concrete pouring and the like of the reinforcing steel bars |
| Template worker | 16 | Is responsible for template installation and reinforcement, template demolition, template remodeling, hydraulic climbing and the like |
| Steel structure tool | 6 | Is responsible for manufacturing and installing the beam bracket and the like |
| Tower crane manipulator | 5 | Is responsible for tower crane driving and operation |
| Lifting worker | 5 | Is responsible for hoisting and hoisting command |
| Construction elevator manipulator | 5 | Is responsible for driving and operating the construction elevator |
| Driver of flat car | 1 | Is responsible for the driving of the material transfer flat car |
| Electrician's electric engineering | 1 | Is responsible for the temporary electricity utilization on site |
Preparing materials: various materials required by construction enter a field in advance, the materials are sampled and detected to be qualified by a laboratory, materials such as sand and stone must be prepared in advance to meet the requirements of site construction, materials such as reinforcing steel bars must be guaranteed to be stored above 1 month required amount according to a construction plan, the pier column template must enter the field in advance 1 month before planned operation, the template must be processed according to a design drawing to guarantee enough rigidity, the thickness of the template panel is not less than 6mm, reinforcing supports are processed according to the design drawing, concrete and reinforcing steel bars are processed in a centralized mode in a processing field, and semi-finished products are transported to the site for installation.
Preparing mechanical equipment:
(1) main measurement test instrument configuration
a measuring instrument configuration
The configuration of the measuring instruments mainly used according to the construction needs of the pier stud is shown in table 4.
Table 4: input primary measurement instrument
| Serial number | Device name | Specification and model | Number of | Manufacturer of the product |
| 1 | Total station | TC802（0.5″） | 1 table | Card for |
| 2 | Level gauge | DSZ2 | 4 tables | Suzhou Yiguang |
b, test instrument configuration: set up the needs of building site laboratory in order to satisfy pier shaft construction, in time carry out resilience to pier shaft concrete intensity and detect and the reinforcing bar protective layer detects, as shown in table 5.
Table 5: the main test instruments used.
| Serial number | Name of instrument and equipment | Model specification | Unit of | Number of |
| 1 | Concrete standard curing room equipment | BYZ-80 cold and hot spray | Sleeve | 1 |
| 2 | Concrete shaking table | 1.0m2 | Table (Ref. Table) | 1 |
| 3 | Concrete setting time tester | Table (Ref. Table) | 1 | |
| 4 | Multifunctional drilling sampler | Sleeve | 1 | |
| 5 | Concrete slump bucket and bar (with funnel) | |
2 | |
| 6 | Concrete cube test mould] | 150×150×150 | Group of | 30 |
| 7 | Concrete resiliometer | HT225 | An | 1 |
| 8 | Pressure testing machine | Table (Ref. Table) | 1 |
(2) The main construction machinery configuration: the construction machines mainly used according to the need of pier construction are shown in table 6.
Table 6: configuration meter for main construction equipment
| Serial number | Machine name | Specification and model | Number of | |
| 1 | Concrete mixing station | 120 |
2 | |
| 2 | | 10m³ | 6 | |
| 3 | Loading machine | ZL50 | 1 | |
| 4 | Truck crane | 25T | 2 | |
| 5 | Automatic bending machine for reinforcing steel bar | GW-40 | 2 | |
| 6 | Steel bar cutting machine | J3G-400-1 | 2 | |
| 7 | Steel bar bender | GW40-1 | 1 | |
| 8 | Electric welding machine | BX1-400 | 12 | |
| 9 | Vibrating rod | ZN-50 | 16 | |
| 10 | Tower crane | QT63（5610） | 6 | |
| 11 | Construction elevator | SC90 (double cage) | 6 | |
| 12 | | 400KVA | 2 | |
| 13 | Generator | 200KW | 1 | |
| 14 | Flat plate transport vehicle | 9m | 1 | |
| 15 | Roll-over binding system | Each |
4 |
As shown in fig. 1 to fig. 6, the specific implementation technical scheme is as follows: the method comprises the following steps:
s1, construction preparation: and processing, manufacturing, checking, accepting and transporting each component to a construction area.
S2, pouring the bottom of the pier column: the first section template structure of pier stud bottom is installed to carry out the first concrete placement, a plurality of support pole settings 10 are pre-buried after the first concrete placement is finished, the pre-buried support pole settings 10, the upper end passes through the through hole of the through jack 5, bear the whole load of slipping and lifting through the through jack 5, choose phi 48 x 3.5mm seamless steel pipe as the support pole setting 10, the length is 6m, when the through jack 5 climbs to the distance to be less than 350mm from the top of the support pole setting 10, the support pole setting 10 is lengthened in time by welding, the support pole setting 10 is lengthened by a grinder after welding, and the flatness is consistent with the original steel pipe surface.
S3, installing a turnover and sliding combination system, wherein the turnover and sliding combination system comprises a template system, an operation platform, a lifting system, a construction precision control system and a water and electricity matching system:
s3.1, installing the template system: the formwork system comprises a formwork structure 1 and a surrounding ring 2, the formwork structure 1 comprises an inner mold 11 and an outer mold 12, the inner mold 11 and the outer mold 12 are oppositely pulled and reinforced by phi 25 finish rolled deformed steel bar, one side of the outer mold 12, far away from the inner mold 11, is provided with a plurality of surrounding rings 2, the surrounding rings 2 are adjusted and installed according to the plane position of an entity pier, the plurality of surrounding rings 2 on the side edges of the outer mold 12 are connected to form a whole truss, a distance of 30-50cm is reserved between the surrounding rings 2 and the outer mold 12, the distance between the formwork structure 1 and the surrounding rings 2 in the truss lifting process is ensured to prevent lateral deviation, reinforcing steel bars are firstly bound before the formwork structure 1 is installed, one end of an adjusting screw rod 4 is installed on the surrounding rings 2, then the formwork structure 1 is;
the outer mold 12 is a turnover mold, the inner mold 11 is a sliding mold, the inner mold 11 and the outer mold 12 are formed by shaping integral steel templates and are assembled on site, the template structure 1 is hung on a truss, the height of the template is 2.35m along with the lifting of the truss, in order to facilitate the dismounting and mounting of the outer mold, a hole is formed in the position 10cm below a top opening of the template, exposed steel bars are embedded, the template can be fallen off in advance, after the template structure 1 is mounted, perpendicularity correction inspection is carried out, and a coordinate method is mainly adopted and is controlled by a total station and a level.
Selecting the height of the template: the template structure 1 of the slip-turn template mainly comprises a panel, longitudinal and transverse ribs and the like, the slip-turn template is a whole steel plate according to the actual engineering situation, the purposes of comprehensively considering the segment construction time, reinforcing steel bar batching and reducing the number of concrete construction joints due to the fact that the pier body is higher and the pier column is larger are comprehensively considered, and the height of the template is selected to be 2.4 m.
Because the mound height, the number of times is used to the template many times, and steel form panel uses 6mm thick steel plate preparation, and the template is equipped with 10 channel-section steel vertical ribs and 2I25a I-steel back of the body frame, and vertical ribs and back of the body frame all assembly welding form, and the multilayer back of the body frame passes through bolted connection back constitution space truss simultaneously, has guaranteed the space rigidity of template, improves the appearance quality of pier shaft concrete.
Improve the template system, template structure 1 supports on enclosure 2 through accommodate the lead screw 4, and leave the distance between enclosure 2 and template structure 1, template structure 1 separates with enclosure 2, guarantee truss lift process template and enclosure 2's distance, in order to prevent the lateral deviation, the mould operation is convenient, accommodate the lead screw 4 is convenient for demolising and installing of template structure 1, the efficiency of construction is high, the security is high, template structure 1's top is fixed in on carrying pole roof beam 3, template structure 1's centre form 11 and external mold 12 adopt finish rolling screw thread steel to reinforcement, template structure 1 is more stable, enclosure warp when can preventing concrete placement.
S3.2, installing an operation platform: the truss 7 integrally formed by fixedly welding the plurality of enclosure rings 2 is an operation platform base, a 3mm pattern steel plate is laid on the top of the plurality of enclosure rings 2 to form an operation platform 6, and a lower hanging platform 8 is arranged below the enclosure rings 2.
Guardrails are arranged on the outer side and the inner side of a steel plate of the operating platform 6, skirting boards are arranged at the bottoms of the guardrails, the trusses 7 comprise first trusses 71 and second trusses 72, a pair of first trusses 71 which are arranged in parallel are connected through the pair of second trusses 72 to form a square whole, and the end parts of the first trusses 71 extend along the length direction of the first trusses to extend out of the square whole structure, so that two end parts of the two first trusses 71 form an extending area 73 for temporarily placing equipment; the inner side and the outer side of the lower hanging platform 8 are welded and fixed with the bottom of the enclosure 2 through a bracket, the height of the lower hanging platform 8 is set to be 2m, the width is 1.2m, the distance from the pier body is 0.5m, the lower hanging platform 8 is hung and the tray bottom is made of L10 multiplied by 5 angle iron, an angle steel 100 multiplied by 100 is adopted to connect a truss, the distance is 1.5m, a 3mm pattern steel plate is adopted to fully lay the passageway, guardrails are arranged on the outer side and the inner side of the lower hanging platform 8, guardrail handrails are arranged at 1.2m positions away from the bottom of the lower hanging platform 8 and are made of channel steel 8, the inner side and the outer side are provided with 2 guardrail through long connections, the bottom of each guardrail is surrounded by a movable plate, the movable plates are fixedly connected with the guardrails through bolts, scattered materials are prevented from falling off, an inclined channel is arranged between the lower hanging platform 8 and an extension area 73 of the truss 7, and the inclined channel is used for communicating the lower hanging platform 8 with an operation platform 6.
The enclosure 2 formed by welding angle steels forms a truss, in order to ensure that the truss system is adaptive to the size of a pier body, a rectangular truss beam with the length of 1m multiplied by 1.2m is used as the truss system, the rectangular truss beam is processed on site, a main truss is made of L100 multiplied by 10 angle steels, a main rib is made of L75 multiplied by 5 angle steels, a connecting rod is made of L75 multiplied by 5 angle steels, the angle steels are welded, and the welding is carried out according to the relevant standard requirement.
An operation platform is built on the basis of a truss 7 formed by a surrounding ring outside a template, the truss 7 is of a three-dimensional structure, the weight is light, the stress is better, small tools and equipment such as an electric welding machine, a distribution box and the like can be placed in an extension area 73 of the truss 7, a smooth construction channel is reserved for the truss 7, and reinforcing steel bars can be evenly placed along the length direction of the truss 7, so that the operation platform is convenient to use; set up down at operation platform 6's bottom and hang platform 8 for the supplementary of material is placed, directly when needing the use hang the material get can, hang platform 8 down and regard as the auxiliary platform that concrete maintenance was maintained, and the maintenance is convenient, guarantees the quality of watering.
S3.3, installing a lifting system: the lifting system comprises a plurality of through jacks 5 and a carrying pole beam 3, the carrying pole beam 3 is installed above the truss, the through jacks 5 are installed above the carrying pole beam 3, the upper end of a pre-embedded supporting vertical rod 10 penetrates through holes of the through jacks 5 and the carrying pole beam 3, the lifting system climbs upwards along the supporting vertical rod 10 and drives the carrying pole beam 3 and the truss to be lifted, a positioning snap ring is fixed on the supporting vertical rod 10, and the positioning snap ring limits the climbing height of the through jacks 5.
The center-penetrating jack 5 is 14, the outer dies are arranged 3 along the bridge to each side, the distance is 1.65m, the outer transverse bridges are arranged 4 along each side, the distance is 1.5m, the center-penetrating jack 5 adopts QYD-100 type wedge type hydraulic jacks, the theoretical lifting capacity is 100KN, the working lifting capacity is 50KN, the stroke is 25mm, the center-penetrating jack 5 internally crawls upwards along the supporting rod through the circulating work of the two inner tooth snap rings, the center-penetrating jack 5 climbs upwards along the supporting vertical rod 10, the shoulder pole beam 3 is driven, the truss is lifted, and the template structure 1 is moved upwards again, so that the whole template system is lifted, the lifting operation is convenient, and the lifting is stable.
The carrying pole beam 3 is vertically welded and fixed into a whole by a plurality of parallel main carrying pole beams 31 and a plurality of parallel secondary carrying pole beams 32, the bottom of the carrying pole beam 3 is connected with the truss 7 through channel steel, and the channel steel is welded and fixed with the carrying pole beam 3 and the truss 7; the main carrying pole beams 31 and the secondary carrying pole beams 32 are arranged at intervals, the main carrying pole beams 31 and the secondary carrying pole beams 32 which are positioned at the side edges are respectively and correspondingly arranged on binding steel bars at the edges of a concrete pouring area, the binding steel bars are linearly arranged along the main carrying pole beams 31 and the secondary carrying pole beams 32, lifting chains are respectively connected to the main carrying pole beams 31 and the secondary carrying pole beams 32, the main carrying pole beams 31 and the secondary carrying pole beams 32 are connected with the template structure 1 at the bottom through the lifting chains, and the position of the template structure 1 is adjusted through the lifting chains; the supporting upright stanchions 10 are made of steel pipes with the diameter of 48mm and the wall thickness of 3.5mm, and are supported in concrete, the carrying pole beams 3 are made of 25a I-steel and 22a I-steel, and 10 channel steel is used for oblique supporting; the carrying pole beam 3 plays a bearing role, construction loads of an operation platform 6, a template structure 1 and personnel machines are transmitted to the embedded supporting upright stanchions 10 through the center-penetrating jack 5, the main carrying pole beam is formed by welding 8 double-spliced I25a I-steel in parallel, each end is connected with a truss through two No. 12 channel steel, the secondary carrying pole beam is formed by welding 3I 22a I-steel in parallel, is positioned above the main carrying pole beam and is welded with the main carrying pole beam into a whole, the connection mode of the secondary carrying pole beam and the truss is the same as that of the main carrying pole beam, 4 longitudinal bridges of the main carrying pole beam are arranged, and 3 transverse bridges of the secondary carrying pole beam are arranged.
The top of the template structure is fixed on the shoulder pole beam, the top of the template structure 1 can be supported and fixed, an inner mold and an outer mold of the template structure are oppositely pulled and reinforced by finish-rolled deformed steel screws, the template structure is more stable, the deformation of a surrounding ring during concrete pouring can be prevented, the position of the template structure 1 can be finely adjusted through a connected lifting chain, the construction quality is ensured, binding steel bars can be linearly arranged along the main shoulder pole beam 31 and the secondary shoulder pole beam 32, the steel bars can be roughly positioned through the shoulder pole beam 3 in linear distribution, the deflection generated during steel bar arrangement is avoided, the connection of the supporting upright poles 10 can be carried out on the shoulder pole beam 3 for a long time, and the shoulder pole beam 3 can provide more convenience for construction;
s3.4, installation of a construction precision control system: the supporting seat is extended out of the outer side of the truss, the supporting seat and the truss are arranged at the same height, the precision control system is installed on the supporting seat, the construction precision control system is mainly driven by a motor, a warning bell is arranged in the construction precision control system, an ammeter, a voltmeter and a pressure gauge are arranged on an operation surface, the precision control system respectively controls 7 oil pipes connected with the center penetrating jack through two oil pipes, and meanwhile, the lifting speed and the oil return speed of the truss are simultaneously improved and simultaneously returned, and the climbing speed of the truss is.
The hydraulic operation system consists of YKT-36 type hydraulic control console, QYD-100 type hydraulic jack, oil pipe and other accessories, before assembly, whether the pipeline is smooth or not and whether the pressure resistance meets the requirement or not are checked, and oil leakage or not are caused.
S3.5, installing a water and electricity matching system: install power line and electric power floodgate case on operation platform 6 and supporting seat, hang under and install water pipe 9 on platform 8, the delivery port of water pipe 9 is just facing the pier stud setting, and the delivery port of water pipe 9 is located the below of template structure 1, hangs under and installs water pipe 9 on platform 8, and the delivery port of water pipe 9 is just facing the pier setting, and water pipe 9 forms spray system, can directly spray the maintenance to the pier of pouring, and the maintenance is convenient.
And S3.6, correcting and debugging the system after installation, positioning and fixing the correction template system and the pipeline, and then starting up and debugging the system.
S4, truss lifting: before the truss is lifted, the positioning snap rings on the supporting upright rods 10 are accurately positioned, the control system is started, the center penetrating jacks 5 internally climb upwards at uniform speed along the supporting upright rods 10 through the circulating work of the two inner tooth snap rings, the carrying pole beams 3, the truss and the operating platform 6 are driven to be lifted, and then the template structure 1 is moved upwards.
S5, carrying out concrete construction of the next section by positioning the template structure: after the lifting, the adjustment is carried out through the adjusting screw rod 4, the template structure 1 slides forwards and is installed in a closed mode, the template structure 1 is in place, the next section of concrete is poured, and watering maintenance is carried out through the water pipe 9 after the pouring.
S6, dismantling the template structure: after the concrete is solidified, the adjusting screw rod 4 is adjusted to remove the formwork structure 1, and then the formwork structure climbs upwards at a constant speed along the supporting upright rod 10 through the center-penetrating jack 5 to drive the carrying pole beam 3, the truss, the formwork structure 1 and the operation platform 6 to be lifted.
S7, casting the template structure in place: and (3) binding steel bars before the template structure 1 is installed, installing the template structure through an adjusting screw rod, pouring concrete of the next section, sequentially upwards entering the next circulation, and continuously pouring until the pouring of the pier stud is completed.
The concrete embodiment integrates the characteristics and advantages of each construction method on the basis of the existing construction method, adopts the construction method of slip combination and improvement, and the slip combination system comprises a template system, an operation platform, a lifting system, a construction precision control system and a water and electricity matching system, overcomes the defects of slip form and slip form construction, achieves the purposes of high construction speed, high safety, guaranteed concrete quality and less investment, and has short construction period and no influence on the whole construction period.
The foregoing shows and describes the general principles and features of the present invention, together with the advantages thereof. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (7)
1. A construction method of a bridge thin-wall hollow pier column is characterized by comprising the following steps: the method comprises the following steps: s1, construction preparation: processing, manufacturing, checking and accepting each component;
s2, pouring the bottom of the pier column: installing a first section of template structure at the bottom of the pier stud, performing primary concrete pouring, and pre-burying a plurality of supporting upright rods after the primary concrete pouring is finished;
s3, installing a turnover and sliding combination system, wherein the turnover and sliding combination system comprises a template system, an operation platform, a lifting system, a construction precision control system and a water and electricity matching system:
s3.1, installing the template system: the template system comprises a template structure and a surrounding ring, the template structure comprises an inner mold and an outer mold, the inner mold and the outer mold are reinforced by finish rolling deformed steel bars in a counter-pulling mode, a plurality of surrounding rings are arranged on one side, away from the inner mold, of the outer mold, the surrounding rings are adjusted and installed according to the plane position of an entity pier, the plurality of surrounding rings on the side edge of the outer mold are connected to form a truss, a distance of 30-50cm is reserved between each surrounding ring and the outer mold, the distance between the template structure and the surrounding rings in the lifting process of the truss is guaranteed, lateral deviation is prevented, reinforcing steel bars are bound before the template structure is installed, one end of an adjusting screw rod is installed on each;
s3.2, installing an operation platform: the truss integrated by fixedly welding and connecting the enclosure rings forms a base of the operation platform, steel plates are laid on the tops of the enclosure rings to form the operation platform, and a lower hanging platform is arranged below the enclosure rings;
s3.3, installing a lifting system: the lifting system comprises a plurality of through jacks and a carrying pole beam, the carrying pole beam is arranged above the truss, the through jacks are arranged above the carrying pole beam, the upper end of a pre-embedded supporting vertical rod penetrates through a through hole of the through jack and the carrying pole beam, the lifting system climbs upwards along the supporting vertical rod to drive the carrying pole beam and the truss to lift, a positioning snap ring is fixed on the supporting vertical rod, and the positioning snap ring limits the climbing height of the through jacks;
s3.4, installation of a construction precision control system: a support seat extends from the outer side of the truss, the support seat and the truss are arranged at the same height, and a precision control system is arranged on the support seat;
s3.5, installing a water and electricity matching system: an electric power circuit and an electric power brake box are installed on the operating platform and the supporting seat, a water pipe is installed on the lower hanging platform, a water outlet of the water pipe is arranged right opposite to the pier stud, and a water outlet of the water pipe is positioned below the template structure;
s3.6, after installation, system correction and debugging are carried out, a template system is corrected and a pipeline is positioned and fixed, and then the system is started to debug;
s4, truss lifting: before the truss is lifted, the positioning snap rings on the supporting vertical rods are accurately positioned, the control system is started, the penetrating jack circularly works through the two inner tooth snap rings to climb upwards along the supporting vertical rods at a constant speed, the carrying pole beam, the truss and the operation platform are driven to lift, and then the template structure is moved upwards;
s5, carrying out concrete construction of the next section by positioning the template structure: after lifting, adjusting through an adjusting screw rod, sliding the template structure forwards, mounting in a closed manner, placing the template structure in place, pouring concrete of the next section, and watering and maintaining through a water pipe after casting;
s6, dismantling the template structure: after the concrete is solidified, the template structure is dismantled by adjusting the adjusting screw rods, and then the concrete climbs upwards along the supporting vertical rods at a constant speed through the penetrating jacks to drive the carrying pole beams, the trusses, the template structure and the operation platform to be lifted;
s7, casting the template structure in place: and binding steel bars before the installation of the template structure, installing the template structure through an adjusting screw rod, pouring concrete of the next section, sequentially and upwards entering the next circulation, and continuously pouring until the pouring of the pier stud is completed.
2. The construction method of the bridge thin-wall hollow pier column according to claim 1, characterized in that: in the step S3.1, the outer mold is a turnover mold, the inner mold is a sliding mold, the inner mold and the outer mold are made of shaped integral steel templates and are assembled on site, the template structure is hung on the truss, the height of the template is 2.35m along with the lifting of the truss, and in order to facilitate the disassembly and installation of the outer mold, a hole is formed in the position 10cm below the top opening of the template, exposed reinforcing steel bars are embedded, and the template can be detached in advance.
3. The construction method of the bridge thin-wall hollow pier column according to claim 1, characterized in that: in the step S3.2, guardrails are arranged on the outer side and the inner side of a steel plate of the operation platform, skirting boards are arranged at the bottoms of the guardrails, the trusses comprise first trusses and second trusses, the first trusses which are arranged in parallel are connected through the second trusses to form a square-shaped whole, and the end parts of the first trusses extend along the length direction of the first trusses to extend out of the square-shaped whole structure, so that two end parts of the two first trusses form an extension area for temporarily placing equipment; the inboard and the outside of hanging down the platform all through the bottom welded fastening of support and enclosure, the height of hanging down the platform sets up to 2m, adopt angle steel 100 x 100 to connect the truss, interval 1.5m, the passageway adopts 3mm decorative pattern steel sheet full-spread, the outside and the inboard of hanging down the platform set up the guardrail, it is interior, the outside sets up 2 guardrails and leads to long the connection, the bottom of guardrail is enclosed through the fly leaf, the fly leaf passes through bolted connection with the guardrail and fixes, prevent that scattered material from dropping, hang down and be equipped with the slope passageway between the extension region of platform and truss, the slope passageway will hang down platform and operation platform intercommunication.
4. The construction method of the bridge thin-wall hollow pier column according to claim 1, characterized in that: in the step S3.3, the carrying pole beam is vertically welded and fixed into a whole by a plurality of parallel main carrying pole beams and a plurality of parallel secondary carrying pole beams, the bottom of the carrying pole beam is connected with the truss through a channel steel, and the channel steel is welded and fixed with the carrying pole beam and the truss; the main carrying pole beams and the secondary carrying pole beams are arranged at intervals, the main carrying pole beams and the secondary carrying pole beams which are positioned at the side sides are respectively and correspondingly arranged on binding reinforcing steel bars at the edge of a concrete pouring area, the binding reinforcing steel bars are linearly arranged along the main carrying pole beams and the secondary carrying pole beams, the main carrying pole beams and the secondary carrying pole beams are respectively connected with lifting chains, the main carrying pole beams and the secondary carrying pole beams are connected with a template structure at the bottom through the lifting chains, and the template structure is subjected to position adjustment through the lifting chains; the supporting upright rods are made of steel pipes with the diameter of 48mm and the wall thickness of 3.5mm, and are supported in concrete, the carrying pole beams are made of 25a I-steel and 22a I-steel, and the 10 channel steel is used for oblique supporting.
5. The construction method of the bridge thin-wall hollow pier column according to claim 1, characterized in that: in the steps S3.3 and S3.4, 14 penetrating jacks are adopted, 3 external molds are arranged along each side of the bridge at an interval of 1.65m, 4 external transverse bridges are arranged along each side of the bridge at an interval of 1.5m, the construction precision control system is mainly driven by a motor and internally provided with a warning bell, an ammeter, a voltmeter and a pressure gauge are arranged on an operation surface, the precision control system respectively controls 7 oil pipes connected with the penetrating jacks through two oil pipes, and the oil pipes are lifted and returned simultaneously to adjust the climbing speed of the truss.
6. The construction method of the bridge thin-wall hollow pier column according to claim 1, characterized in that: in the step S3.3, the carrying pole beam plays a role in bearing, and transmits the construction load of the operation platform, the template structure and the personnel tool to the embedded support upright stanchion through the center-penetrating jack, the main carrying pole beam is formed by welding 8 double-spliced I25a I-steels in parallel, each end is connected with the truss through two 12# channel steels, the secondary carrying pole beam is formed by welding 3I 22a I-steels in parallel, is positioned above the main carrying pole beam and is welded with the main carrying pole beam into a whole, the connection mode of the secondary carrying pole beam and the truss is the same as that of the main carrying pole beam, 4 longitudinal bridges of the main carrying pole beam are arranged, and 3 transverse bridges of the secondary carrying pole beam are arranged.
7. The construction method of the bridge thin-wall hollow pier column according to claim 1, characterized in that: and S2, the upper end of the pre-buried supporting upright rod penetrates through a through hole of the through jack, the whole sliding and lifting load is borne by the through jack, a phi 48 multiplied by 3.5mm seamless steel pipe is selected as the supporting upright rod, the length of the supporting upright rod is 6m, when the through jack climbs to a distance less than 350mm from the top end of the supporting upright rod, the supporting upright rod needs to be lengthened in time, the supporting upright rod is lengthened by welding, a grinder is needed to polish the supporting upright rod after welding, and the flatness of the supporting upright rod is consistent with that of the original steel pipe surface.
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| CN114892528B (en) * | 2022-05-23 | 2024-03-05 | 云南交投集团云岭建设有限公司 | Construction method of double-layer template of uniform-section thin-wall hollow pier |
| CN115058982A (en) * | 2022-07-14 | 2022-09-16 | 云南云岭桥隧科技有限公司 | Self-elevating high pier formwork system |
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