CN109162204A - A kind of construction method of the quick spelling of bridge substructure transverse direction piecemeal - Google Patents
A kind of construction method of the quick spelling of bridge substructure transverse direction piecemeal Download PDFInfo
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- CN109162204A CN109162204A CN201811162301.9A CN201811162301A CN109162204A CN 109162204 A CN109162204 A CN 109162204A CN 201811162301 A CN201811162301 A CN 201811162301A CN 109162204 A CN109162204 A CN 109162204A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
A kind of construction method of the quick spelling of bridge substructure transverse direction piecemeal, comprises the following steps that the integrated construction Step 1: Precast Pier Columns bent cap；Wherein, the pier stud lower part of Precast Pier Columns bent cap is provided with steel plate hoop, is welded with WELDING STUDS in the outer surface of steel plate hoop；Step 2: carrying out excavation of foundation pit, and gib is carried out to foundation pit；Step 3, in the bottom of foundation pit construction concrete cushion；Step 4, the construction on pier stud basis: pier stud basis uses cast-in-place Extended chemotherapy, and rim of a cup is provided at the top of Extended chemotherapy, a circle anchor slab is embedded with around the top of rim of a cup.The lifting of step 5, Precast Pier Columns bent cap is in place；Step 6, the backfill of foundation pit；The lifting of step 7, girder is in place.The present invention solves traditional precast bridge substructure lifting elevation and axis deviation is difficult to control, precision in place low the technical issues of intensity is slow on filler material and long construction period Extended chemotherapy between.
Description
Technical field
The invention belongs to science of bridge building field, in particular to a kind of construction of the quick spelling of bridge substructure transverse direction piecemeal
Method.
Background technique
As the in-depth of Urbanization Process In China promotes, Urban traffic demand rapidly increases, urban transportation construction project number
Amount increases year by year, and the transportation network construction of large size city enters the speed-raising stage.In huge highway bridge group, there are about 1/
4 bridge is weathered out-of-date or afunction；That is, there is thousands of bridge to need repairing, reinforce or replace.
The transformation and upgrade of bridge, undoubtedly part of taking a long view is meddlesome, is necessary；But consider from instantly, it can be to daily traffic band
Carry out the deuce to pay, break off a friendship, detouring not only will cause traffic disturbance, but also will cause user's delay time at stop and unnecessary fuel
Consumption, economic loss are huge.Therefore, it during bridge strengthening is reconstructed, should shorten the construction period as far as possible, minimal interference is handed over
It is logical.The bridge of this project is a part of national highway, also important arterial highway, road overall length 45.6km；Original structure is slab culvert,
Across footpath is 7m, and river is narrowed in bridges and culverts position, is unsatisfactory for planning river cross-section of river requirement, therefore carries out removing weight to former culvert
It builds.To reduce the influence to traffic and shortening the construction period of bridge, bridge girder, bent cap, pier stud are all made of precast construction；And it passes
When the precast bridge substructure construction of system, there is lifting elevation and axis deviation is difficult to control, precision in place is low and expands base
Intensity slowly and the shortcomings that long construction period on filler material between plinth.
Summary of the invention
The object of the present invention is to provide a kind of construction methods of quick spelling of bridge substructure transverse direction piecemeal, to solve to pass
System precast bridge substructure lifting elevation and axis deviation be difficult to control, the low filler material between Extended chemotherapy of precision in place
Upper intensity is slowly and the technical issues of long construction period.
To achieve the above object, the present invention adopts the following technical scheme that.
A kind of construction method of the quick spelling of bridge substructure transverse direction piecemeal, including steps are as follows.
Step 1: the integrated construction of Precast Pier Columns bent cap；Wherein, the pier stud lower part of Precast Pier Columns bent cap is provided with steel plate
Hoop, is welded with WELDING STUDS in the outer surface of steel plate hoop.
Step 2: carrying out excavation of foundation pit, and gib is carried out to foundation pit.
Step 3, in the bottom of foundation pit construction concrete cushion.
Step 4, the construction on pier stud basis: pier stud basis uses cast-in-place Extended chemotherapy, is provided at the top of Extended chemotherapy
Rim of a cup is embedded with a circle anchor slab around the top of rim of a cup.
The lifting of step 5, Precast Pier Columns bent cap is in place；The Precast Pier Columns bent cap is provided with along vertical bridge to parallel interval more
Row, wherein every row's Precast Pier Columns bent cap is continuously arranged along direction across bridge；It lifts sequence in place are as follows: in direction across bridge according to by bridge
Central axes are successively lifted to the sequence of two sides, are successively lifted in vertical bridge to according to the sequence from bridge central axes to two sides；Lifting
Method include the following steps.
Step I releases the center axis in length and breadth of Precast Pier Columns bent cap, the good cross of bullet on the anchor slab at the top of pier stud basis
Line；The elevation of bottom of the rim of a cup on repetition measurement pier stud basis, and carry out the adjustment of rim of a cup elevation of bottom.
Step II pops up vertical bridge to axis, direction across bridge axis and high control line respectively on Precast Pier Columns bent cap；Wherein,
Vertical bridge forms cross hairs mark to axis, direction across bridge axis.
Step III, the elevation of bottom of repetition measurement rim of a cup adds cushion block according to repetition measurement result, then Precast Pier Columns bent cap is hung in cup
In mouthful.
Step IV, the position of Precast Pier Columns bent cap is adjusted: total station is respectively set in vertical direction across bridge, measures prefabricated
The axis offset of pier stud bent cap, and the horizontal position of Precast Pier Columns bent cap is adjusted, make the cross hairs mark pair on Precast Pier Columns bent cap
Cross hairs at the top of positive rim of a cup；Make Precast Pier Columns bent cap to design altitude by adjusting the vertical position of Precast Pier Columns bent cap.
Step V, card sets bquster in the gap between rim of a cup top and Precast Pier Columns bent cap, pre- with bquster clamping
Pier stud bent cap processed.
Step VI, jack is set in the surrounding of Precast Pier Columns bent cap, Precast Pier Columns bent cap is fixed temporarily, jack
One end is fixed on Precast Pier Columns bent cap, and the other end is fixed on the basis of pier stud, and Precast Pier Columns lid is further adjusted using jack
The verticality of beam.
Step VII, the welding of fixing steel plate: welding fixing steel plate between anchor slab and Precast Pier Columns bent cap, by Precast Pier Columns
Bent cap is fixedly connected with pier stud basis.
Step VIII, it breaks off relations and removes bquster.
Step Ⅸ, high-strength grout is filled to the gap between rim of a cup and Precast Pier Columns bent cap, and be perfused to designed elevation.
Step Ⅹ, jack is removed after grouting material intensity reaches design strength.
Step 6, the backfill of foundation pit.
The lifting of step 7, girder is in place.
Preferably, in step 1, the bent cap size of the Precast Pier Columns bent cap are as follows: length≤3.5m, wide≤2.5m, high≤
5m；The pier stud diameter of Precast Pier Columns bent cap is not more than 1.5m, and the height of the steel plate hoop of pier stud lower part is not more than 2.5m.
Preferably, in step 1, the integrated construction of Precast Pier Columns bent cap, the specific method is as follows.
Step 1, the selection of Precast Pier Columns bent cap die form: horizontal concrete is selected to pour mold according to design requirement.
Step 2, the design and production of Precast Pier Columns bent cap mold；The Precast Pier Columns bent cap mold includes Pier Formwork knot
Structure, capping beam template structure and the mold chassis for being supported on Pier Formwork structure and capping beam template structural base；
The mold chassis is T-shaped, includes horizontal edge and longitudinal edge；The capping beam template structure along mold chassis horizontal edge arrange,
Pier Formwork structure is arranged along the longitudinal edge of mold chassis, and is connected between Pier Formwork structure and capping beam template structure；
The capping beam template structure is rectangle stereochemical structure, includes bent cap bed die, sets respectively along bent cap bed die two sides horizontal edge
The bent cap transverse direction side form set, the bent cap longitudinal direction side form and split bolt that are arranged respectively along bent cap bed die two sides longitudinal edge；It is covering
Slurry mouth was offered on the bent cap transverse direction side form of beam forms structure, at the corresponding position connecting with Pier Formwork structure；At two
It is respectively separated between the bottom of two bent cap transverse direction side forms between the top of bent cap transverse direction side form and is connected with split bolt；Two
Locating sleeve is provided between the top of a bent cap transverse direction side form, at corresponding two side position of Pier Formwork structure；In locating sleeve
In be equipped with the split bolt；
The Pier Formwork structure is cylindrical, includes pier stud bed die, pier stud backform and plugging plate；The cross of the pier stud bed die
Section is in semicircular arc, and is welded to connect on the side form of capping beam template structure；It is equipped between pier stud bed die and mold chassis
Vertical supporting；The cross section of the pier stud backform is in semicircular arc, the top of pier stud bed die is connected to, at the top of pier stud backform
Offer hole of vibrating；The pier stud backform is formed by one group of pier stud backform unit spliced, wherein close to beam forms structure side
Pier stud backform unit is connect with beam forms structure；In seam between pier stud backform and pier stud bed die, pier stud backform unit with
Sealing material is equipped in seam between beam forms structure；The plugging plate is blocked in the end of pier stud bed die and pier stud backform
Between；The process includes the following steps.
Step 1., production mold chassis: mold chassis is T-shaped, is welded to connect vertical supporting on mold chassis.
Step 2., production capping beam template structure: include the system of bent cap bed die, bent cap transverse direction side form and bent cap longitudinal direction side form
Make, and opened up slurry mouth in the middle part of the bent cap transverse direction side form for being located at Pier Formwork structure side；In two bent cap cross sides
Drawknot split bolt is distinguished between the top of mould between the bottom of two bent cap transverse direction side forms.
Step 3., production Pier Formwork structure: include the production of pier stud bed die, pier stud backform and plugging plate；Wherein, pier
Capital mould is formed by one group of pier stud backform unit spliced；Control concrete is respectively provided on the inside of pier stud bed die and pier stud backform to protect
The cushion block of covering thickness.
4., by pier stud bed die and capping beam template structure, vertical supporting step is welded into an entirety, and will be innermost
Pier stud backform unit is connect with capping beam template structure.
Step 3, the concrete proportioning design of Precast Pier Columns bent cap；Wherein, the concrete of Precast Pier Columns bent cap uses
The concrete of C40F250W6, match ratio are as follows:
The concrete mix of Precast Pier Columns bent cap
Wherein, W/B-water-cement ratio, SP-sand coarse aggregate ratio, W-water weight, C-cement weight, S-sand weight, G-stone weight,
FA-flyash weight, AD-additive.
Step 4, the construction of Precast Pier Columns bent cap；The process includes the following steps.
Step a, framework of steel reinforcement enter mould: to the uniform brushing interleaving agent of mould inner surface before reinforcing bar enters mould, by framework of steel reinforcement
It is arranged on the cushion block inside pier stud bed die.
Pier stud backform unit is connect with pier stud bed die by step b respectively after framework of steel reinforcement enters mould, will be located at pier stud end
Pier stud backform unit at portion position is substituted for steel plate hoop, and injected hole, the seam areas setting of mold are offered on the steel plate hoop
Sealing material.
Step c, concrete pour: first pouring in capping beam template structure, positioned at slurry mouth excessively with the bent cap coagulation of lower portion
Soil, then the concrete in Pier Formwork structure is poured, allow the concrete in Pier Formwork structure to flow to capping beam template from slurry mouth is crossed
In structure.
Step d, concrete vibrate.
Step e, after concrete formation, clears up concrete slag, carries out press polish processing to bent cap concrete surface.
Step f, the maintenance of concrete, concrete use steam curing.
Step 5, concrete depanning, so far construction finishes.
Preferably, main lifting lug and auxiliary lifting lug are provided on the Precast Pier Columns bent cap in step 1；Master's lifting lug
The top two sides of bent cap are set, at the position apart from bent cap two sides sideline 1m~1.5m, auxiliary lifting lug is arranged under pier stud
At portion, the position apart from pier stud bottom surface 1.5m~2m；Before the concreting of Precast Pier Columns bent cap, master is hung in design position
The framework of steel reinforcement of ear and auxiliary lifting lug and Precast Pier Columns bent cap links into an integrated entity.
Preferably, in step 2, while excavation of foundation pit, the girder of superstructure is transported into Bridge position to be onstructed
Place, carries out the splicing of girder；Wherein, girder uses girder steel.
Preferably, the spacing between the rim of a cup top edge in step 5 and Precast Pier Columns bent cap is not less than 130mm, Precast Pier Columns lid
Spacing between beam lower end and rim of a cup side wall is not less than 80mm, and the side wall of rim of a cup is hair side.
Preferably, in step 5, when the lifting of Precast Pier Columns bent cap is in place, it is as follows that pier stud erects process: major-minor suspension hook
Hook up, when Precast Pier Columns bent cap leaves the distance of car body not less than 500mm, transport vehicle withdrawn simultaneously, then main hook with
0.5m/min is hooked up, is assisted suspension hook motionless；When Precast Pier Columns bent cap away from ground be less than 1m when, Precast Pier Columns of trackslipping bent cap erect to
Ground is in 70 ° of angles, and then auxiliary suspension hook cooperation main hook with the speed off the hook no more than 2m/min and keeps even speed；It is prefabricated
Pier stud bent cap remains less than at a distance from 1m with ground always during erectting, until Precast Pier Columns bent cap is completed with ground to be in 90 °
The setting of angle.
Preferably, in the step of step 5 III, Precast Pier Columns bent cap is directed at the cross hairs at the top of rim of a cup with crane, and hang down
It is put into rim of a cup under straight；When decline, hand fit is declined with the speed less than 2m/min, and sets wood in the top surrounding pad of rim of a cup
Plate or rubber pad.
Preferably, in step 7, the lifting of girder is in place first using the hybrid lifting for turning double-machine lifting crane after single machine lifting
Method；Wherein, the lifting sequence of girder are as follows: direction across bridge lifts paragraph by paragraph from bridge center line to two sides；Hybrid hanging method tool
Body are as follows: girder is temporarily placed on Precast Pier Columns bent cap using a crane, the suspension hook of the crane is then hooked in girder
On two suspension centres of front end, and the suspension hook of another crane is hooked on two suspension centres at girder rear portion；Two cranes lift
Girder keeps main cable and girder in place.
Compared with prior art the invention has the characteristics that and beneficial effect.
1, during integrated prefabricated pier stud Coping Construction of the invention, capping beam template structure, circular-sectioned pier formwork structure
With mold welding of underframe at an entirety, guarantee the requirement of the verticality and precision between pier stud and bent cap；Pass through locating sleeve
After positioning, guarantee the accurate of structure size.
2, the present invention fell the integral prefabricated rear level of mold, using lying type pouring technique, designed reasonable concrete matched
Composition and division in a proportion pours sequence using at the top of-pier stud-bent cap middle part-the bent cap of bent cap bottom, symmetrically pours, be conducive to concrete
Middle bubble excludes to greatest extent, more effectively improves the construction quality of Precast Pier Columns bent cap.
3, during setting, main crane hooks up Precast Pier Columns bent cap in the present invention, and whipline cooperates off the hook, passes through
The speed of related movement of major-minor hoist lifting hook is adjusted, the oblique pull situation of auxiliary easing out line rope can be improved, the control of oblique pull angle is made to exist
In safe range.
4, after Precast Pier Columns bent cap enters rim of a cup in the present invention, the accurate adjustment of verticality and elevation is carried out by jack, then is passed through
The precision in place and stability of prefabricated components can be improved in fixing steel plate, can effectively improve construction efficiency.
5, Precast Pier Columns bent cap of the present invention is connect by the way of grouting with rim of a cup, the heat-resistance high-strength grouting being perfused at rim of a cup
Material, have microdilatancy, Self-leveling, not bleeding, do not isolate, the characteristics such as morning is strong, high-strength, durability is good.It is mixed that 4h is counted when self-watering
Solidifying soil intensity can meet the requirement come into operation, and (compression strength is greater than 30MPa, and flexural strength is greater than 4.5MPa.) can reduce
To upper strength time, shorten construction period.
Detailed description of the invention
The present invention will be further described in detail with reference to the accompanying drawing.
Fig. 1 is that Precast Pier Columns bent cap is mounted on the structural schematic diagram in rim of a cup in the present invention.
Fig. 2 is the planar structure schematic diagram for connecting fixing steel plate in the present invention between Precast Pier Columns bent cap and anchor slab.
Fig. 3 is the structural schematic diagram of Precast Pier Columns bent cap mold in the present invention.
Fig. 4 is the cross-sectional structure schematic diagram of Pier Formwork structure in Precast Pier Columns bent cap mold of the invention.
Fig. 5 is that the pier stud backform unit being located in Precast Pier Columns bent cap mold at pier stud end position in the present invention is substituted for
The structural schematic diagram of steel plate hoop.
Fig. 6 is the structural schematic diagram that main lifting lug is arranged in the present invention on Precast Pier Columns bent cap and assists lifting lug.
Fig. 7 is the state diagram in method of the invention after the excavation of foundation pit of step 2.
Fig. 8 is the state diagram after the concrete cushion construction of step 3 in method of the invention.
Fig. 9 is the state diagram after the pier stud foundation construction of step 4 in method of the invention.
Figure 10 is the state diagram after the lifting of the Precast Pier Columns bent cap of step 5 in method of the invention is in place.
Figure 11 is state diagram of the step 5 after jack is arranged in the surrounding of Precast Pier Columns bent cap in method of the invention.
Figure 12 is the state diagram after the lifting of the girder of step 7 in method of the invention is in place.
Figure 13 is the state diagram after the bridge deck construction of step 9 in the present embodiment.
Appended drawing reference: 1- mold chassis, 2- cross slurry mouth, 3- pier stud bed die, 4- pier stud backform, 5- plugging plate, 6-
Vertical supporting, 7- vibrate hole, 8- bent cap bed die, 9- bent cap transverse direction side form, 10- bent cap longitudinal direction side form, 11- split bolt,
12- locating sleeve, 13- Precast Pier Columns bent cap, 14- WELDING STUDS, 15- foundation pit, 16- concrete cushion, 17- pier stud base
Plinth, 18- steel plate hoop, 19- injected hole, 20- rim of a cup, 21- anchor slab, 22- girder, 23- bquster, 24- jack, 25-
Fixing steel plate, 26- master's lifting lug, 27- assist lifting lug.
Specific embodiment
In the present embodiment, Precast Pier Columns bent cap 13 be it is integral prefabricated, the form of cylinder pier is connect using bent cap；Pier stud basis 17
It is all made of cast-in-place Extended chemotherapy form, rim of a cup 20 is set at the top of Extended chemotherapy, the pier stud of Precast Pier Columns bent cap 13 protrudes into rim of a cup 20
Internal 1.6m is attached between Precast Pier Columns bent cap 13 and pier stud basis 17 using rim of a cup form setting wet joint.
As shown in figures 1-13, the construction method of this quick spelling of bridge substructure transverse direction piecemeal, including steps are as follows.
Step 1: the integrated construction of Precast Pier Columns bent cap 13；Wherein, the pier stud lower part of Precast Pier Columns bent cap 13 is provided with
Steel plate hoop 18 is welded with WELDING STUDS 14 in the outer surface of steel plate hoop 18.
It is excavated Step 2: carrying out foundation pit 15, and gib is carried out to foundation pit 15.
Step 3, in the bottom of foundation pit 15 construction concrete cushion 16.
Step 4, the construction on pier stud basis 17: pier stud basis 17 uses cast-in-place Extended chemotherapy, sets at the top of Extended chemotherapy
It is equipped with rim of a cup 20, a circle anchor slab 21 is embedded with around the top of rim of a cup 20.
The lifting of step 5, Precast Pier Columns bent cap 13 is in place；The Precast Pier Columns bent cap 13 is arranged along vertical bridge to parallel interval
Have it is multiple rows of, wherein every row's Precast Pier Columns bent cap 13 is continuously arranged along direction across bridge；It lifts sequence in place are as follows: direction across bridge according to
Sequence from from bridge central axes to two sides successively lifts, and successively hangs in vertical bridge to according to the sequence from bridge central axes to two sides
Dress；The method of lifting includes the following steps.
Step I, axis, bullet are good in length and breadth at the center of releasing Precast Pier Columns bent cap 13 on the anchor slab 21 at 17 top of pier stud basis
Cross hairs；The elevation of bottom of the rim of a cup 20 on repetition measurement pier stud basis 17, and the adjustment of 20 elevation of bottom of rim of a cup is carried out, the raised area is answered
Finishing is cut, elevation of bottom is made to reach design requirement；Check 20 diameter of rim of a cup, height dimension, it is undesirable to installation gap
(gap suitable for reading be not less than 13mm, the gap Xia Kou be not less than 80mm) qualification should be modified；The inner wall and Precast Pier Columns lid of rim of a cup 20
The part of 13 contact surface of beam answers dabbing to handle, and should derust to built-in fitting and check its position, install after qualified.
Step II pops up vertical bridge to axis, direction across bridge axis and high control line respectively on Precast Pier Columns bent cap 13；Its
In, indulge bridge to axis, direction across bridge axis and form cross hairs mark, so as to it is in place when control its position, Precast Pier Columns bent cap 13 is installed
It is preceding that dimensional inspection is carried out to each spot size of component, guarantee that the elevation on cushion block top after Precast Pier Columns bent cap 13 is installed meets design and wants
It asks.
Step III, the elevation of bottom of repetition measurement rim of a cup 20 adds cushion block according to repetition measurement result, with crane by Precast Pier Columns bent cap
The cross hairs at 13 alignment rims of a cup 20 tops, and it is vertical under be put into rim of a cup 20；When decline, hand fit is with the speed less than 2m/min
Degree decline, and plank or rubber pad are set in the top surrounding damageable zone pad of rim of a cup 20.
Step IV, the position of Precast Pier Columns bent cap 13 is adjusted: total station is respectively set in vertical direction across bridge, with 2
Theodolite is monitored from axis direction in length and breadth keeps pier stud vertical, measures the axis offset of Precast Pier Columns bent cap 13, and adjusts pre-
The horizontal position of pier stud bent cap 13 processed makes the cross hairs mark on Precast Pier Columns bent cap 13 to the cross hairs at positive 20 top of rim of a cup；It is logical
The vertical position for crossing adjustment Precast Pier Columns bent cap 13 makes Precast Pier Columns bent cap 13 to design altitude.
Step V, card sets bquster 23 in the gap between 20 top of rim of a cup and Precast Pier Columns bent cap 13, uses bquster
23 clamping Precast Pier Columns bent caps 13.
Step VI, jack 24 is set in the surrounding of Precast Pier Columns bent cap 13, Precast Pier Columns bent cap 13 is fixed temporarily,
One end of jack 24 is fixed on Precast Pier Columns bent cap 13, and the other end is fixed on pier stud basis 17, further using jack 24
Adjust the verticality of Precast Pier Columns bent cap 13.
Step VII, the welding of fixing steel plate 25: welding fixing steel plate 25 between anchor slab 21 and Precast Pier Columns bent cap 13, will
Precast Pier Columns bent cap 13 is fixedly connected with pier stud basis 17.
Step VIII, it breaks off relations and removes bquster 23.
Step Ⅸ, high-strength grout is filled to the gap between rim of a cup 20 and Precast Pier Columns bent cap 13, and be perfused to design
Absolute altitude；The heat-resistance high-strength grouting material being perfused at rim of a cup 20, have microdilatancy, Self-leveling, not bleeding, do not isolate, it is early it is strong, high-strength,
The characteristics such as durability is good, when self-watering, which counts 4h concrete strength and can meet the requirement compression strength to come into operation, to be greater than
30MPa, flexural strength are greater than 4.5MPa；When construction, high-strength grout is added from 20 side of rim of a cup, flows through Precast Pier Columns lid
The pier stud bottom of beam 13, until other side slurry spill-over goes out.
Step Ⅹ, jack 24 is removed after grouting material intensity reaches design strength.
Step 6, the backfill of foundation pit 15.
The lifting of step 7, girder 22 is in place.
Step 8, epoxy resin asphalt concrete are mated formation.
Step 9, bridge deck construction.
Step 10, road surface is restored and open to traffic.
In the present embodiment, in step 1, the bent cap size of the Precast Pier Columns bent cap 13 are as follows: length≤3.5m, wide≤2.5m,
Height≤5m；The pier stud diameter of Precast Pier Columns bent cap 13 is not more than 1.5m, and the height of the steel plate hoop 18 of pier stud lower part is not more than 2.5m.
In the present embodiment, in step 1, the integrated construction of Precast Pier Columns bent cap 13, the specific method is as follows.
Step 1, the selection of Precast Pier Columns bent cap die form: horizontal concrete is selected to pour mold according to design requirement.
Step 2, the design and production of Precast Pier Columns bent cap mold；The Precast Pier Columns bent cap mold includes Pier Formwork knot
Structure, capping beam template structure and the mold chassis 1 for being supported on Pier Formwork structure and capping beam template structural base；
The mold chassis 1 is T-shaped, includes horizontal edge and longitudinal edge；Horizontal edge cloth of the capping beam template structure along mold chassis 1
It sets, Pier Formwork structure is arranged along the longitudinal edge of mold chassis 1, and is connected between Pier Formwork structure and capping beam template structure
It is logical；
The capping beam template structure is rectangle stereochemical structure, includes bent cap bed die 8, respectively along 8 two sides horizontal edge of bent cap bed die
The bent cap transverse direction side form 9 of setting, the bent cap longitudinal direction side form 10 and split bolt being arranged respectively along 8 two sides longitudinal edge of bent cap bed die
11；Slurry mouth was offered on the bent cap transverse direction side form 9 of capping beam template structure, at the corresponding position connecting with Pier Formwork structure
2；It is respectively separated and is connected with pair between the bottom of two bent cap transverse direction side forms 9 between the top of two bent cap transverse direction side forms 9
Draw bolt 11；Positioning sleeve is provided between the top of two bent cap transverse direction side forms 9, at corresponding two side position of Pier Formwork structure
Pipe 12；The split bolt 11 is equipped in locating sleeve 12；
The Pier Formwork structure is cylindrical, includes pier stud bed die 3, pier stud backform 4 and plugging plate 5；The pier stud bed die 3
Cross section be in semicircular arc, and be welded to connect on the side form of capping beam template structure；Pier stud bed die 3 and mold chassis 1 it
Between be equipped with vertical supporting 6；The cross section of the pier stud backform 4 is in semicircular arc, the top of pier stud bed die 3 is connected to, in pier stud
The top of backform 4 offers hole 7 of vibrating；The pier stud backform 4 is formed by one group of pier stud backform unit spliced, wherein close to beam
The pier stud backform unit of formwork structure side is connect with beam forms structure；Seam between pier stud backform 4 and pier stud bed die 3
In, in the seam between pier stud backform unit and beam forms structure be equipped with sealing material；The plugging plate 5 blocks at pier stud bottom
Between mould 3 and the end of pier stud backform 4；The process includes the following steps.
Step 1., production mold chassis 1: mold chassis 1 is T-shaped, on mold chassis 1 be welded to connect vertical supporting 6.
Step 2., production capping beam template structure: include bent cap bed die 8, bent cap transverse direction side form 9 and bent cap longitudinal direction side form 10
Production, and opened up slurry mouth 2 at the middle part of bent cap transverse direction side form 9 for being located at Pier Formwork structure side；In two bent caps
Drawknot split bolt 11 is distinguished between the top of lateral side form 9 between the bottom of two bent cap transverse direction side forms 9.
Step 3., production Pier Formwork structure: include the production of pier stud bed die 3, pier stud backform 4 and plugging plate 5；Its
In, pier stud backform 4 is formed by one group of pier stud backform unit spliced；Control is respectively provided in the inside of pier stud bed die 3 and pier stud backform 4
The cushion block of thickness of concrete cover.
4., by pier stud bed die 3 and capping beam template structure, vertical supporting 6 step is welded into an entirety, and by most inner side
Pier stud backform unit connect with capping beam template structure.
Step 3, the concrete proportioning design of Precast Pier Columns bent cap 13；Wherein, the concrete of Precast Pier Columns bent cap 13 uses
Intensity is the concrete of C40, the C40F250W6 that freeze proof grade is F250, seepage-resistant grade is W6, and match ratio is as follows:
The concrete mix of Precast Pier Columns bent cap
Wherein, W/B-water-cement ratio, SP-sand coarse aggregate ratio, W-water weight, C-cement weight, S-sand weight, G-stone weight,
FA-flyash weight, AD-additive.
Step 4, the construction of Precast Pier Columns bent cap 13；The process includes the following steps.
Step a, framework of steel reinforcement enter mould: to the uniform brushing interleaving agent of mould inner surface before reinforcing bar enters mould, by framework of steel reinforcement
It is arranged on the cushion block inside pier stud bed die 3.
Pier stud backform unit is connect with pier stud bed die 3 by step b respectively after framework of steel reinforcement enters mould, will be located at pier stud end
Pier stud backform unit at portion position is substituted for steel plate hoop 18, and injected hole 19, the seam of mold are offered on the steel plate hoop 18
Position setting sealing material.
Step c, concrete pour: pouring sequence using at the top of-pier stud-bent cap middle part-the bent cap of bent cap bottom, first pour
It builds in capping beam template structure, positioned at slurry mouth 2 excessively with the bent cap concrete of lower portion, then pours the coagulation in Pier Formwork structure
Soil allows the concrete in Pier Formwork structure to flow in capping beam template structure from slurry mouth 2 is crossed.
Step d, concrete vibrate.
Step e, after concrete formation, clears up concrete slag, carries out press polish processing to bent cap concrete surface.
Step f, the maintenance of concrete, concrete use steam curing.
Step 5, concrete depanning, so far construction finishes.
In the present embodiment, main lifting lug 26 and auxiliary lifting lug 27 are provided on the Precast Pier Columns bent cap 13 in step 1；Institute
It states main lifting lug 26 and the top two sides of bent cap is set, at the position apart from bent cap two sides sideline 1m~1.5m, assist lifting lug 27
The lower part of pier stud is set, at the position apart from pier stud bottom surface 1.5m~2m；Before the concreting of Precast Pier Columns bent cap 13,
Design position links into an integrated entity main lifting lug 26, auxiliary lifting lug 27 and the framework of steel reinforcement of Precast Pier Columns bent cap 13.
Before lifting, to Precast Pier Columns bent cap 13, major-minor load distribution of hanging is calculated when standing upright in the air: by analyzing entire erect
The major-minor stress condition hung of process, auxiliary be in horizontality for pier capping beam when hanging stress maximum, main and auxiliary at this time hang is slipped in cooperating
Shape of tail state；The major-minor carrying hung and main lifting lug 26 are related with the auxiliary relative position of lifting lug 27: according to the whole bent cap pier stud of system
Planform and combined gravity distribution, analysis is main hang stress it is auxiliary hang it is essentially identical in addition it is auxiliary hang carrying hung than master it is smaller；This
Mechanical selection, the operating condition check of lifting operation are the distribution systems that respective loads are calculated according to the relative positional relationship of major-minor lifting lug
Number.
In the present embodiment, in step 2, while foundation pit 15 excavates, the girder 22 of superstructure is transported to be onstructed
At Bridge position, the splicing of girder 22 is carried out；Wherein, girder 22 uses girder steel.
In the present embodiment, before step 5 lifting, examination is carried out to Precast Pier Columns bent cap 13 and is hung, the specific method is as follows.
1, preceding inspection is hung in examination: examination carries out detailed inspection, including each running part to each component of crane before hanging, and such as starts
The positions such as machine, gearbox, bearing, whether there is or not fever, noise and the abnormalities such as vibration and oil leak, and such as find the problem to locate in time
Reason；The lubrication circumstances for checking each transmission portion, pay attention to oil temperature and oil mass；Check the sensitivity and reliability, accuracy of each meter；
Wirerope situation, fail-safe condition etc. must do conscientious inspection, it is ensured that can carry out further work after meeting use.
2, unloaded test run: it is required that carrying out no load test to the lifting of truck crane large arm, stretching, extension, revolution etc., observing each component is
It is no normal, and check whether each instrument, pointer are normal simultaneously.
3, examination lifting: when starting examination lifting, stop lifting by crane after component is first hung ground 200-300mm, and check lifting
The stability of machine, the reliability of brake apparatus, the balance of component, the fastness etc. of binding check that Current Collector Sleave has feelings without exception
Condition；It is to be confirmed it is errorless after, can continue to lift by crane；The component sling can not be stranded in the air for a long time.
In the present embodiment, 20 top edge of rim of a cup in step 5 and the spacing between Precast Pier Columns bent cap 13 are not less than
130mm, the spacing between 20 side wall of 13 lower end of Precast Pier Columns bent cap and rim of a cup is not less than 80mm, and the side wall of rim of a cup 20 is hair
Face.
In the present embodiment, in step 5, when the lifting of Precast Pier Columns bent cap 13 is in place, it is as follows that pier stud erects process: main
Auxiliary suspension hook hooks up simultaneously, when Precast Pier Columns bent cap 13 leaves the distance of car body not less than 500mm, transport vehicle is withdrawn, then
Main hook is hooked up with 0.5m/min, assists suspension hook motionless；When Precast Pier Columns bent cap 13 is less than 1m away from ground, Precast Pier Columns of trackslipping bent cap
13 erect to being in 70 ° of angles with ground, and then auxiliary suspension hook cooperation main hook with the speed off the hook no more than 2m/min and keeps uniform
Speed；Precast Pier Columns bent cap 13 remains less than at a distance from 1m with ground always during erectting, until Precast Pier Columns bent cap 13 is complete
At the setting for ground being in 90 ° of angles；During setting, main crane is hooked up, and whipline cooperates off the hook, is hung by adjusting major-minor
The speed of related movement of vehicle suspension hook can improve the oblique pull situation of auxiliary easing out line rope, make the control of oblique pull angle in safe range；
The barriers such as Standing position of a crane, revolution, lifting operation are influenced in operating area to be removed in advance.
In the present embodiment, in step 7, the lifting of girder 22 is in place first using the mixing for turning double-machine lifting crane after single machine lifting
Formula hanging method；Wherein, the lifting sequence of girder 22 are as follows: direction across bridge lifts paragraph by paragraph from bridge center line to two sides；It is hybrid to hang
Dress method specifically: girder 22 is temporarily placed on Precast Pier Columns bent cap 13 using a crane, then hanging the crane
Hook is hooked on two suspension centres of 22 front end of girder, and the suspension hook of another crane is hooked in two suspension centres at 22 rear portion of girder
On；Two cranes lift girder 22, lift girder 22 in place.
Above-described embodiment is not the exhaustion of specific embodiment, can also there is other embodiments, and above-described embodiment purpose exists
In illustrating the present invention, the protection scope being not intended to limit the present invention, all applications from simple change of the present invention all fall within this
In the protection scope of invention.
Claims (9)
1. a kind of construction method of the quick spelling of bridge substructure transverse direction piecemeal, which is characterized in that comprise the following steps that
Step 1: the integrated construction of Precast Pier Columns bent cap (13)；Wherein, the pier stud lower part of Precast Pier Columns bent cap (13) is provided with
Steel plate hoop (18) is welded with WELDING STUDS (14) in the outer surface of steel plate hoop (18)；
It is excavated Step 2: carrying out foundation pit (15), and gib is carried out to foundation pit (15)；
Step 3 constructs concrete cushion (16) in the bottom of foundation pit (15)；
Step 4, the construction on pier stud basis (17): pier stud basis (17) uses cast-in-place Extended chemotherapy, sets at the top of Extended chemotherapy
It is equipped with rim of a cup (20), a circle anchor slab (21) is embedded with around the top of rim of a cup (20)；
The lifting of step 5, Precast Pier Columns bent cap (13) is in place；The Precast Pier Columns bent cap (13) is arranged along vertical bridge to parallel interval
Have it is multiple rows of, wherein every row's Precast Pier Columns bent cap (13) is continuously arranged along direction across bridge；It lifts sequence in place are as follows: presses in direction across bridge
It successively lifts according to the sequence from bridge central axes to two sides, is successively hung in vertical bridge to according to the sequence from bridge central axes to two sides
Dress；The method of lifting includes the following steps:
Step I releases the center of Precast Pier Columns bent cap (13) axis in length and breadth, bullet on the anchor slab (21) at the top of pier stud basic (17)
Good cross hairs；The elevation of bottom of the rim of a cup (20) of repetition measurement pier stud basic (17), and carry out the adjustment of rim of a cup (20) elevation of bottom；
Step II pops up vertical bridge to axis, direction across bridge axis and high control line respectively on Precast Pier Columns bent cap (13)；Wherein,
Vertical bridge forms cross hairs mark to axis, direction across bridge axis；
Step III, the elevation of bottom of repetition measurement rim of a cup (20) adds cushion block according to repetition measurement result, then Precast Pier Columns bent cap (13) is hung
Enter in rim of a cup (20)；
Step IV, the position of Precast Pier Columns bent cap (13) is adjusted: total station is respectively set in vertical direction across bridge, measures prefabricated
The axis offset of pier stud bent cap (13), and the horizontal position of Precast Pier Columns bent cap (13) is adjusted, make on Precast Pier Columns bent cap (13)
Cross hairs mark to the cross hairs at the top of positive rim of a cup (20)；Vertical position by adjusting Precast Pier Columns bent cap (13) makes prefabricated pier
Column bent cap (13) is to design altitude；
Step V, card sets bquster (23) in the gap between rim of a cup (20) top and Precast Pier Columns bent cap (13), uses gad
Sub (23) clamping Precast Pier Columns bent cap (13)；
Step VI, jack (24) are set in the surrounding of Precast Pier Columns bent cap (13), Precast Pier Columns bent cap (13) are carried out temporarily solid
Fixed, one end of jack (24) is fixed on Precast Pier Columns bent cap (13), and the other end is fixed on pier stud basic (17), utilizes jack
(24) verticality of Precast Pier Columns bent cap (13) is further adjusted；
Step VII, the welding of fixing steel plate (25): fixing steel plate is welded between anchor slab (21) and Precast Pier Columns bent cap (13)
(25), Precast Pier Columns bent cap (13) is fixedly connected with pier stud basic (17)；
Step VIII, it breaks off relations and removes bquster (23)；
Step Ⅸ, high-strength grout is filled to the gap between rim of a cup (20) and Precast Pier Columns bent cap (13), and be perfused to design
Absolute altitude；
Step Ⅹ, jack (24) are removed after grouting material intensity reaches design strength；
Step 6, the backfill of foundation pit (15)；
The lifting of step 7, girder (22) is in place.
2. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 1, it is characterised in that: step
In rapid one, the bent cap size of the Precast Pier Columns bent cap (13) are as follows: length≤3.5m, wide≤2.5m, height≤5m；Precast Pier Columns bent cap
(13) pier stud diameter is not more than 1.5m, and the height of the steel plate hoop (18) of pier stud lower part is not more than 2.5m.
3. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 2, it is characterised in that: step
In rapid one, the integrated construction of Precast Pier Columns bent cap (13), the specific method is as follows:
Step 1, the selection of Precast Pier Columns bent cap die form: horizontal concrete is selected to pour mold according to design requirement；
Step 2, the design and production of Precast Pier Columns bent cap mold；The Precast Pier Columns bent cap mold includes Pier Formwork structure,
Capping beam template structure and the mold chassis (1) for being supported on Pier Formwork structure and capping beam template structural base；
The mold chassis (1) is T-shaped, includes horizontal edge and longitudinal edge；Horizontal edge of the capping beam template structure along mold chassis (1)
Arrangement, Pier Formwork structure is arranged along the longitudinal edge of mold chassis (1), and phase between Pier Formwork structure and capping beam template structure
Connection；
The capping beam template structure is rectangle stereochemical structure, includes bent cap bed die (8), respectively along bent cap bed die (8) two sides
Horizontal edge setting bent cap transverse direction side form (9), respectively along bent cap bed die (8) two sides longitudinal edge setting bent cap longitudinal direction side form (10) with
And split bolt (11)；On the bent cap transverse direction side form (9) of capping beam template structure, the corresponding position being connect with Pier Formwork structure
Place offered slurry mouth (2)；Between the top of two bent cap transverse direction side forms (9) and the bottom of two bent cap transverse direction side forms (9)
Between be respectively separated and be connected with split bolt (11)；Between the top of two bent cap transverse direction side forms (9), corresponding Pier Formwork knot
Locating sleeve (12) are provided at two side position of structure；The split bolt (11) is equipped in locating sleeve (12)；
The Pier Formwork structure is cylindrical, includes pier stud bed die (3), pier stud backform (4) and plugging plate (5)；The pier
The cross section of column bed die (3) is in semicircular arc, and is welded to connect on the side form of capping beam template structure；Pier stud bed die (3) with
Vertical supporting (6) are equipped between mold chassis (1)；The cross section of the pier stud backform (4) is in semicircular arc, is connected to pier stud bottom
The top of mould (3) offers hole of vibrating (7) at the top of pier stud backform (4)；The pier stud backform (4) is by one group of pier stud backform
Unit spliced forms, wherein the pier stud backform unit close to beam forms structure side is connect with beam forms structure；In pier stud backform
(4) sealing material is equipped in the seam in the seam between pier stud bed die (3), between pier stud backform unit and beam forms structure
Material；The plugging plate (5) blocks between pier stud bed die (3) and the end of pier stud backform (4)；The process includes the following steps:
Step 1., production mold chassis (1): mold chassis (1) is T-shaped, is welded to connect vertical supporting on mold chassis (1)
(6)；
Step 2., production capping beam template structure: include bent cap bed die (8), bent cap transverse direction side form (9) and bent cap longitudinal direction side form
(10) production, and slurry mouth (2) were opened up in the middle part of the bent cap transverse direction side form (9) for being located at Pier Formwork structure side；?
Drawknot split bolt is distinguished between the top of two bent cap transverse direction side forms (9) between the bottom of two bent cap transverse direction side forms (9)
(11)；
Step 3., production Pier Formwork structure: include the production of pier stud bed die (3), pier stud backform (4) and plugging plate (5)；Its
In, pier stud backform (4) is formed by one group of pier stud backform unit spliced；It is all provided on the inside of pier stud bed die (3) and pier stud backform (4)
Set the cushion block of control thickness of concrete cover；
4., by pier stud bed die (3) and capping beam template structure, vertical supporting (6) step is welded into an entirety, and by most inner side
Pier stud backform unit connect with capping beam template structure；
Step 3, the concrete proportioning design of Precast Pier Columns bent cap (13)；Wherein, the concrete of Precast Pier Columns bent cap (13) uses
The concrete of C40F250W6, match ratio are as follows:
The concrete mix of Precast Pier Columns bent cap
Wherein, W/B-water-cement ratio, SP-sand coarse aggregate ratio, W-water weight, C-cement weight, S-sand weight, G-stone weight,
FA-flyash weight, AD-additive；
Step 4, the construction of Precast Pier Columns bent cap (13)；The process includes the following steps:
Step a, framework of steel reinforcement enter mould: to the uniform brushing interleaving agent of mould inner surface before reinforcing bar enters mould, framework of steel reinforcement being arranged
On the internal cushion block of pier stud bed die (3)；
Pier stud backform unit is connect with pier stud bed die (3) by step b respectively after framework of steel reinforcement enters mould, will be located at pier stud end
Pier stud backform unit at position is substituted for steel plate hoop (18), injected hole (19) is offered on the steel plate hoop (18), in mold
Sealing material is arranged in seam areas；
Step c, concrete pour: first pouring in capping beam template structure, were located at slurry mouth (2) with the bent cap coagulation of lower portion
Soil, then the concrete in Pier Formwork structure is poured, allow the concrete in Pier Formwork structure to flow to bent cap mould from slurry mouth (2) are crossed
In hardened structure；
Step d, concrete vibrate；
Step e, after concrete formation, clears up concrete slag, carries out press polish processing to bent cap concrete surface；
Step f, the maintenance of concrete, concrete use steam curing；
Step 5, concrete depanning, so far construction finishes.
4. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 3, it is characterised in that: step
Main lifting lug (26) and auxiliary lifting lug (27) are provided on Precast Pier Columns bent cap (13) in rapid one；Master's lifting lug (26) sets
It sets at the top two sides, the position apart from bent cap two sides sideline 1m~1.5m of bent cap, pier stud is arranged in auxiliary lifting lug (27)
At lower part, the position apart from pier stud bottom surface 1.5m~2m；Before the concreting of Precast Pier Columns bent cap (13), incited somebody to action in design position
Main lifting lug (26) and auxiliary lifting lug (27) and the framework of steel reinforcement of Precast Pier Columns bent cap (13) link into an integrated entity.
5. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 1, it is characterised in that: step
In rapid two, while foundation pit (15) are excavated, the girder (22) of superstructure is transported at Bridge position to be onstructed, is led
The splicing of beam (22)；Wherein, girder (22) uses girder steel.
6. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 1, it is characterised in that: step
Spacing between rim of a cup (20) top edge in rapid five and Precast Pier Columns bent cap (13) is not less than 130mm, Precast Pier Columns bent cap
(13) spacing between lower end and rim of a cup (20) side wall is not less than 80mm, and the side wall of rim of a cup (20) is hair side.
7. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 1, it is characterised in that: step
In rapid five, when the lifting of Precast Pier Columns bent cap (13) is in place, it is as follows that pier stud erects process: major-minor suspension hook hooks up simultaneously, when pre-
When pier stud bent cap (13) processed leaves the distance of car body not less than 500mm, transport vehicle is withdrawn, then main hook is risen with 0.5m/min
Hook, auxiliary suspension hook are motionless；When Precast Pier Columns bent cap (13) away from ground be less than 1m when, Precast Pier Columns of trackslipping bent cap (13) erect to ground
Face is in 70 ° of angles, and then auxiliary suspension hook cooperation main hook with the speed off the hook no more than 2m/min and keeps even speed；Prefabricated pier
Column bent cap (13) remains less than at a distance from 1m with ground always during erectting, until Precast Pier Columns bent cap (13) completion and ground
In the setting of 90 ° of angles.
8. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 7, it is characterised in that: step
In rapid five the step of III, Precast Pier Columns bent cap (13) are directed at the cross hairs at the top of rim of a cup (20) with crane, and it is vertical under be put into
In rim of a cup (20)；When decline, hand fit is declined with the speed less than 2m/min, and sets wood in the top surrounding pad of rim of a cup (20)
Plate or rubber pad.
9. the construction method of the quick spelling of bridge substructure transverse direction piecemeal according to claim 5, it is characterised in that: step
In rapid seven, the lifting of girder (22) is in place first using the hybrid hanging method for turning double-machine lifting crane after single machine lifting；Wherein, girder
(22) lifting sequence are as follows: direction across bridge lifts paragraph by paragraph from bridge center line to two sides；Hybrid hanging method specifically: utilize one
Girder (22) is temporarily placed on Precast Pier Columns bent cap (13) by platform crane, and the suspension hook of the crane is then hooked in girder (22)
On two suspension centres of front end, and the suspension hook of another crane is hooked on two suspension centres at girder (22) rear portion；Two cranes
Girder (22) are lifted, keep girder (22) lifting in place.
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| CN201811162301.9A CN109162204B (en) | 2018-09-30 | 2018-09-30 | Construction method for transverse block rapid assembling of bridge substructure |
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| CN201811162301.9A CN109162204B (en) | 2018-09-30 | 2018-09-30 | Construction method for transverse block rapid assembling of bridge substructure |
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| CN112458905A (en) * | 2020-11-09 | 2021-03-09 | 中铁大桥局上海工程有限公司 | Splicing adjustment method for prefabricated capping beam and prefabricated stand column |
| CN113404080A (en) * | 2021-07-26 | 2021-09-17 | 中冶建工集团有限公司 | Method for fixing base steel column of bearing platform cup opening |
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| CN109162204B (en) | 2020-03-31 |
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