CN105507157B - Construction method of variable curvature annular stiffening core cast-in-place concrete beam - Google Patents
Construction method of variable curvature annular stiffening core cast-in-place concrete beam Download PDFInfo
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- CN105507157B CN105507157B CN201510970287.5A CN201510970287A CN105507157B CN 105507157 B CN105507157 B CN 105507157B CN 201510970287 A CN201510970287 A CN 201510970287A CN 105507157 B CN105507157 B CN 105507157B
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
Abstract
The invention relates to a construction method of a variable curvature annular stiffening core cast-in-place concrete beam. The construction method is characterized by comprising the steps of controlling the positions of a bottom formwork and side formworks through a bottom support, longitudinal supporting bodies, a slant steel body, lateral displacement adjusting bodies and longitudinal displacement adjusting bodies; limiting the positions of a steel reinforcement cage and a stiffening core steel tube through reinforcing steel bar protective layer thickness adjusting bodies and stiffening core position adjusting bodies respectively; after concrete is poured to reach the thickness of a protective layer, placing reinforcing steel bar supporting steel discs into reinforcing steel bar supporting steel disc connecting grooves in the bottom formwork through reinforcing steel bar position adjusting rods; after concrete is poured to reach the bottom face of the stiffening core steel tube, placing stiffening core limiting plates into stiffening core limiting plate connecting grooves in the bottom formwork or the side formworks through stiffening core position adjusting rods; after concrete pouring in the formworks is completed, pouring concrete into the stiffening core steel tube. By means of the construction method, accurate positioning of the cast-in-place concrete beam and the stiffening core space can be achieved, the thickness of the midspan reinforcing steel bar protective layer can be controlled dynamically, and concrete pouring quality can be improved.
Description
Technical field
The present invention relates to a kind of cast-in-place concrete beam construction method, more particularly to one kind can accurately control cast-in-place concrete
In beam, beam, the annular strength core cast-in-place concrete beam construction method of a kind of variable curvature of strength core locus in steel reinforcement cage, beam, belongs to bridge
Beam engineering field, it is adaptable to which the variable curvature annular cast-in-situ concrete beam that linear required precision is high, quality control on construction difficulty is big is poured
Build engineering.
Background technology
With the quickening of Modern Bridge Engineering pace of construction, and lifting of the resident to bridge aesthetic, occur in that one
The Long-Span Variable-Curvature annular strength core cast-in-situ concrete beam that a little spans are big, curvature is continually changing.In Long-Span Variable-Curvature annular strength
In core cast-in-situ concrete beam work progress, it is commonly encountered that curvature control difficulty is big, protective layer thickness is difficult to ensure that, bridge space is linear
Difference, the engineering problem such as strength core location positioning is inaccurate.
At present, a kind of Large-span girder and floor formwork erecting structure has been it, it is characterised in that beam slab formwork includes plank sheathing, end template
Support, side template support, split bolt and support steel pipe.The plank sheathing adopts plywood, it is outside arrange end template support and
Side template is supported；The side template supports two ends to install multiple rows of split bolt；The end template is supported and side template is supported to use and propped up
Hold the scaffold support of steel pipe composition.Though the Large-span girder and floor formwork erecting structure can utilize template itself bearing capacity, with compared with
Good stability in the large, but the beam slab formwork construction complex process, can not realize to the accurate of cast-in-situ concrete beam locus
Positioning.
Existing a kind of middle beam forms for box beam external mold, it is characterised in that including two symmetrical supports, propping up
Frame is provided with adpting flange, and the bottom of adpting flange is in arc-shaped, and the upper end of described support is provided with shrouding.The structure is more simple
Single, support strength is higher, but structure is equally difficult to the dynamic adjustment linear to structure space, is not directed to protective layer thickness reality
When control.
Meanwhile, in thickness of concrete cover control aspect, generally using the method for arranging concrete pad in engineering, but
Cushion block is easily shifted in concreting, and can be come off after the completion of beam is poured, and affects the flatness of soffit.
In sum, although existing cast-in-place concrete pouring structure and construction method are under suitable conditions of project natural environment
Achieve ideal construction quality, but for complex construction operating mode, such as super-span, variable curvature etc., still have mixed
Solidifying soil beam space alignment control, protective layer thickness need to solve the problems such as adjustment.
In consideration of it, to improve variable curvature annular strength core cast-in-situ concrete beam pouring construction quality, needing invention at present badly a kind of
Construction disturbance is little, structure composition is reasonable, the linear control accuracy in space is high, and can be to steel reinforcement cage, strength core body position precise control
A kind of variable curvature annular strength core cast-in-place concrete beam construction method.
The content of the invention
It is an object of the invention to provide one kind not only can be with dynamic adjustment cast-in-situ concrete beam locus, and can be with
Accurately strength core position and reinforcing bar cage location in control beam, can also provide a kind of variable curvature annular strength core of concrete pouring quality
Cast-in-place concrete beam construction method.
To realize above-mentioned technical purpose, technical scheme below is present invention employs：
A kind of variable curvature annular strength core cast-in-place concrete beam construction method, it is characterised in that including following construction procedure：
（1）Job site cleaning, construction machinery, personnel, materials arrival, to variable curvature beam space are carried out according to design requirement
It is linear accurately to be surveyed and drawn, and Calculation Plane coordinate and facade coordinate, coordinate is checked by three-dimensional finite element model, adopted
Construction mapping emulation is carried out with BIM technology；
（2）It is according to the prefabricated bed die of section dimension requirement of beams of concrete, thick along the longitudinally spaced setting cover to reinforcement of bed die
Degree adjusts body and strength core position adjustments body, is arranging splicing groove with side form joint, is splicing welding auxiliary limit on the outside of groove
Position plate；
（3）According to the prefabricated side form of beams of concrete section dimension requirement and end mould, along side form longitudinal direction, certain intervals arrange strength core
Position adjustments body；
（4）By side form and end mould following insertion bed die splicing groove in, and pass through template connecting screw rod, auxiliary stopper
Plate, oblique fastening rib are connected firmly；
（5）Full framing is laid at beams of concrete plan-position, and carries out pre-pressing bracket and the mapping of top of support coordinate；
（6）Bottom support bracket is set in frame upper, vertical supporting body is welded in bottom support bracket upper surface, in vertical supporting body
Side and upper end are respectively welded cross-brace body and vertical position adjusting rod, weld horizontal position in the other end of cross-brace body
Adjusting rod is put, lateral displacement adjusts body and the other end of vertical displacement regulation body is respectively provided with pressure conversion hinge and contact pressure plate；
（7）Required according to the locus of bed die, carry out the calibration of contact pressure plate center so as to beams of concrete bottom
The space coordinatess in face are mutually coordinated, and the upper surface in contact pressure plate lays oblique steel body；
（8）By the cast-in-place concrete beam template segmental hoisting for assembling to oblique steel body upper surface, and pass through lateral displacement
Adjust body and vertical displacement adjusts body and templatespace position is calibrated；
（9）Carry out steel reinforcement cage and strength core lifting steel pipes, make steel reinforcement cage and strength core steel pipe respectively with reinforced bar support steel disc and strength
Core limiting plate is contacted, and limits steel reinforcement cage and strength core steel respectively by thickness of protection tier regulation body and strength core position adjustments body
The position of pipe；
（10）Concreting is received reinforced bar support steel disc to bed die by reinforcement location adjusting rod to protective layer thickness
Reinforced bar support steel disc link slot in；Concreting to strength core steel pipe basal surface position, by strength core position adjustments bar by strength
Core limiting plate is received to the strength core limiting plate link slot of bed die or side form；
（11）After the completion of template inner concrete is poured, by pumpcrete pipe to pressure injection microlith coagulation in strength core steel pipe
Soil, and it is closely knit to carry out vibrations；
（12）After the completion of strength core steel pipe inner concrete is poured, post jacking is carried out by grouting behind shaft or drift lining pipe, in filling strength core steel pipe
Space；
（13）Concrete curing is carried out, side form and end mould is first removed after concrete strength meets requirement, then is removed bed die,
Full framing is removed finally.
In work progress, protective layer thickness and strength core steel-pipe space position that thickness of protection tier adjusts body are first checked；
Reinforcing bar cage location and strength core steel pipe position are carried out by reinforcing bar altitude mixture control body and strength core position adjustments body in concreting process
Adjustment is put, by management and control hydration heat of concrete of lowering the temperature.
Thickness of protection tier adjusts body includes reinforced bar support steel disc, reinforcement location adjusting rod and mortar leakage prevention band；Strength core position
Putting regulation body includes strength core position adjustments bar, strength core limiting plate and mortar leakage prevention band；Thickness of protection tier adjusts body, strength core position
Adjust body vertical with the template for connecting；Between reinforced bar support steel disc and bed die, between strength core limiting plate and bed die or side form
Closed mortar leakage prevention band is set.
The lateral displacement adjusts body, vertical displacement and adjusts body and adopts small-sized tension and compression jack, with vertical supporting body or
The relevant position of cross-brace body arranges limit body, and is connected firmly.
The bottom support bracket, oblique rigid body are prefabricated using steel plate, in oblique steel body and contact pressure plate joint welding limit
Position groove；Vertical supporting body, cross-brace body are prefabricated using shaped steel；Bottom support bracket is welded to connect with vertical supporting body, vertical supporting
Body is welded to connect with cross-brace body.
Mortar leakage prevention rubber bodies are provided with the inside of splicing groove；Auxiliary stopper plate and oblique fastening are provided with the outside of splicing groove
Muscle；Oblique fastening rib one end is anchored on the outside of bed die, and the other end is anchored in the inner side of end mould；Auxiliary stopper plate is connected with bed die welding
Connect, be connected by template connecting bolt with side form or the end mould template that connects.
Preset on bed die or side form the connection that body or strength core position adjustments body phase are connected is adjusted with thickness of protection tier
Nut.
Cooling pipe is circumferentially located at strength core outer surface of steel tube, arranges grouting behind shaft or drift lining pipe spacing ring in strength core steel pipe internal-surface；Drop
Wen Guan, Grouting Pipe spacing ring are connected with strength core steel-pipe welding.
The characteristics of present invention has following and beneficial effect
（1）The oblique steel body of bed die bottom of the present invention adjusts body, vertical displacement with lateral displacement and adjusts body and contact, can basis
The linear requirement in space, the lateral attitude and horizontal wall inscription to beams of concrete carry out precise control, and templatespace alignment control is substantially improved
Accuracy.
（2）The present invention can adjust body by thickness of protection tier and strength core position adjustments body controls steel reinforcement cage and strength respectively
The position of core steel pipe, realizes to steel reinforcement cage and the precise control of strength core steel-pipe space position.
（3）Bed die of the present invention is connected by splicing groove with side form, end mould, and arranges oblique fastening rib, mortar leakage prevention rubber
Body, auxiliary stopper plate, can greatly improve the reliability of formwork erection, reduce formwork erection difficulty, improve efficiency of construction.
（4）The present invention is by laying cooling pipe, the aquation produced in dissipation course of hardening on the outside of strength core steel pipe
Heat；Grouting behind shaft or drift lining is carried out by the concrete in the normal core steel pipe of grouting behind shaft or drift lining pipe in strength core steel pipe, steel pipe inner concrete can be improved
Degree of compaction.
Description of the drawings
Fig. 1 is a kind of variable curvature annular strength core cast-in-situ concrete beam generalized section of the invention；
Fig. 2 is pouring structure generalized section after the completion of Fig. 1 steel reinforcement cages and strength core steel pipe positioning；
Fig. 3 is pouring structure generalized section after the completion of Fig. 1 formwork erections；
Fig. 4 is Fig. 1 bed dies and end mould connection diagram；
Fig. 5 is construction process block diagram of the present invention.
In figure：1- bed dies, 2- thickness of protection tier adjust body, 3- strength core position adjustments bodies, 4- splicing grooves, 5- auxiliary
Limiting plate, 6- side forms, 7- ends mould, 8- template connecting screw rods, the oblique fastening ribs of 9-, 10- full framings, 11- bottom support brackets, 12-
Vertical supporting body, 13- cross-brace bodies, 14- vertical displacements adjust body, and 15- lateral displacements adjust body, and 16- pressure conversions are cut with scissors,
17- contact pressure plates, the oblique steel bodies of 18-, 19- steel reinforcement cages, 20- reinforcement location adjusting rods, 21- reinforced bar support steel discs, 22- reinforcing bars
Support steel disc link slot, 23- strength core position adjustments bars, 24- strength core limiting plates, 25- strength core limiting plate link slots, 26- grouting behind shaft or drift lining
Pipe, 27- mortar leakage prevention bands, 28- attaching nut, 29- cooling pipes, 30- grouting behind shaft or drift lining pipe spacing rings, 31- mortar leakage prevention rubber bodies, 32- are mixed
Solidifying soil, 33- strength core steel pipes.
Specific embodiment
Embodiments of the invention are described in further detail below in conjunction with description of the drawings, but the present embodiment is not used to limit
The system present invention, every analog structure and its similar change using the present invention, all should list protection scope of the present invention in.
Reinforcing bar colligation construction technical requirement, template assemblies and Hoisting Construction Technology are required, the linear mapping construction of structure space
Technical requirements, steel plate welding procedure technical requirements, concrete pouring construction technical requirements etc., repeat no more in present embodiment,
Emphasis is illustrated the present invention relates to the embodiment of method.
Fig. 1 is a kind of variable curvature annular strength core cast-in-situ concrete beam generalized section of the invention, Fig. 2 be Fig. 1 steel reinforcement cages and
Pouring structure generalized section after the completion of strength core steel pipe positioning, Fig. 3 are pouring structure section signals after the completion of Fig. 1 formwork erections
Figure, Fig. 4 are Fig. 1 bed dies and end mould connection diagram, and Fig. 5 is construction process block diagram of the present invention.
With reference to shown in Fig. 1 ~ Fig. 5, the present invention relates to concrete pouring structure sets oblique steel body 18 in the bottom of bed die 1,
10 top of full framing sets bottom support bracket 11, and vertical supporting body 12, laterally is arranged between bottom support bracket 11 and oblique steel body 18
Supporter 13, vertical displacement adjusts body 14, lateral displacement and adjusts body 15；Thickness of protection tier is set on bed die and adjusts body 2
With strength core position adjustments body 3, the longitudinally disposed auxiliary stopper plate 5 in 1 both sides of bed die；Strength core position adjustments are set on side form 6
Body 3.
Bed die 1, end mould 7, side form 6 adopt thickness 2cm, strength grade for the steel plate of Q235 it is prefabricated in design shape, size.
Thickness of protection tier adjusts body 2 includes reinforced bar support steel disc 21, reinforcement location adjusting rod 20, mortar leakage prevention band 27；
Strength core position adjustments body 3 includes strength core position adjustments bar 23, strength core limiting plate 24, mortar leakage prevention band 27.21 He of reinforced bar support steel disc
Strength core limiting plate 24 adopts thickness 0.5mm, strength grade to form for the steel plate of Q235 is prefabricated, and its length and width is 5cm；Reinforcement location
Adjusting rod 20 and strength core position adjustments bar 23 are respectively adopted the screw rod of a diameter of 10mm and 20mm and prefabricated make；Reinforced bar support steel disc
21 and strength core limiting plate 24 be welded to connect with reinforcement location adjusting rod 20 and strength core position adjustments bar 23 respectively；Mortar leakage prevention band 27 is adopted
With the elastic rubber band of thick 2mm, mortar leakage prevention with 27 two ends respectively with the reinforced bar support steel disc 21 or strength core limiting plate 24 for connecting
Or bed die 1 pastes connection.
Longitudinal direction elongated laying of the splicing groove 4 along bed die 1, wide 3cm arrange mortar leakage prevention rubber bodies 31 in which；Mortar leakage prevention rubber
Colloid 31 adopts artificial rubber material, thick 0.5cm.
Auxiliary stopper plate 5, bottom support bracket 11, oblique steel body 18 adopt thickness 2cm, strength grade prefabricated for the steel plate of Q235
Form, along casting beams longitudinally elongated laying.
Coarse groove screw rod of the template connecting screw rod 8 using a diameter of 10mm, for fastening side form or end mould and auxiliary stopper plate.
9 one end of oblique fastening rib is anchored on the outside of bed die, and the other end is anchored in the inner side of end mould；Oblique fastening rib 9 is adopted
The plain steel-bar of a diameter of 10mm, two ends wire drawing are bolted with bed die 1, end mould 7.
Full framing 10 is formed by design requirement on-site consolidation using the steel pipe scaffold of a diameter of 10cm.
Vertical supporting body 12 adopts strength grade and forms for the H-shaped shaped steel of Q235 is prefabricated, on the top of vertical supporting body 12
It is welded to connect vertical displacement and adjusts body 14, vertical displacement adjusts body 14 and adopts small-sized drawing and pressing type jack.Adjust in vertical displacement
The external part of body 14 arranges pressure conversion hinge 16 and contact pressure plate 17；Pressure conversion hinge 16 adopts ball pivot, with contact on the outside of which
Pressure plare 17 is welded to connect；Contact pressure plate 17 adopts thickness 4cm, strength grade to form for the steel plate of Q235 is prefabricated.
Cross-brace body 13 adopts strength grade and forms for the H-shaped shaped steel of Q235 is prefabricated, and one end is welded with vertical supporting body 12
Connect in succession, the other end adjusts body 15 with lateral displacement and is welded to connect；Lateral displacement adjusts body 15 and adopts small-sized drawing and pressing type jack.
The external part that body 14 is adjusted in vertical displacement arranges pressure conversion hinge 16 and contact pressure plate 17.
According to design requirement, its principal rod adopts three-level reinforcing bar to steel reinforcement cage 19.
Reinforced bar support steel disc link slot 22 and strength core limiting plate link slot 25 are limited with reinforced bar support steel disc 21 and strength core respectively
The position of position plate 24 is corresponding, is pressed into the groove of wide 5cm, high 3mm in template inner surface.
Preset on bed die 1 or side form 6 company that body or strength core position adjustments body phase are connected is adjusted with thickness of protection tier
Connected nut 28,28 internal diameter of attaching nut are 10mm.
Cooling pipe 29 is circumferentially located at 33 outer surface of strength core steel pipe, spacing in 33 inner surface setting grouting behind shaft or drift lining pipe of strength core steel pipe
Ring 30；Cooling pipe 29, Grouting Pipe spacing ring 30 are connected with strength core steel-pipe welding.
The strength grade of beam concrete 32 is C35.
Strength core steel pipe 33 according to design requirement adopt diameter 25cm, thickness 2cm, strength grade for the steel pipe pre-bending of Q235 it is bent into
Design curvature.
With reference to shown in Fig. 5, a kind of variable curvature annular strength core cast-in-place concrete beam construction method, including following construction procedure.
（1）Job site cleaning, construction machinery, personnel, materials arrival, to variable curvature beam space are carried out according to design requirement
It is linear accurately to be surveyed and drawn, and Calculation Plane coordinate and facade coordinate, coordinate is checked by three-dimensional finite element model, adopted
Construction mapping emulation is carried out with BIM technology.
（2）According to the prefabricated bed die 1 of section dimension requirement of beams of concrete, reinforcing bar is set along 1 longitudinal certain intervals of bed die and is protected
Covering thickness adjusts body 2 and strength core position adjustments body 3, is arranging splicing groove 4 with 6 joint of side form, on the outside of splicing groove 4
Welding auxiliary stopper plate 5；
（3）According to the prefabricated side form 6 of beams of concrete section dimension requirement and end mould 7, strength is set along 6 longitudinal certain intervals of side form
Core position adjustments body 3；
（4）By in the splicing groove 4 of side form 6 and the following insertion bed die 1 of end mould 7, and by template connecting screw rod 8, auxiliary
Limiting plate 5, oblique fastening rib 9 is helped to be connected firmly；
（5）Full framing 10 is laid at beams of concrete plan-position, and carries out pre-pressing bracket and the mapping of top of support coordinate；
（6）Bottom support bracket 11 is set in frame upper, in 11 upper surface of bottom support bracket welding vertical supporting body 12, vertical
12 side of supporter and upper end are respectively welded cross-brace body 13 and vertical position adjusting rod 14, in the another of cross-brace body 13
Weld the other end of lateral attitude adjusting rod 15, lateral attitude adjusting rod 15 and vertical position adjusting rod 14 and be respectively provided with pressure in one end
Conversion hinge 16 and contact pressure plate 17；
（7）Required according to the locus of bed die 1, carry out the calibration of 17 center of contact pressure plate so as to concrete
The space coordinatess of soffit are mutually coordinated, and the upper surface in contact pressure plate 17 lays oblique steel body 18；
（8）By the cast-in-place concrete beam template segmental hoisting for assembling to 18 upper surface of oblique steel body, and pass through horizontal position
Transposition section body 15 and vertical displacement adjust body 14 and templatespace position are calibrated；
（9）Carry out steel reinforcement cage 19 and strength core steel pipe 33 lifted, make steel reinforcement cage 19 and strength core steel pipe 33 respectively with reinforced bar support
Steel disc 21 and strength core limiting plate 24 are contacted, and are limited by thickness of protection tier regulation body 2 and strength core position adjustments body 3 respectively
The position of steel reinforcement cage 19 and strength core steel pipe 33；
（10）Concreting to protective layer thickness, by reinforcement location adjusting rod 20 by reinforced bar support steel disc 21 receive to
In the reinforced bar support steel disc link slot 22 of bed die 1；Concreting is adjusted by strength core position to 33 basal surface position of strength core steel pipe
Pole 23 receives strength core limiting plate 24 to the strength core limiting plate link slot 25 of bed die 1 or side form 6；
（11）After the completion of template inner concrete is poured, by pumpcrete pipe to pressure injection microlith coagulation in strength core steel pipe 33
Soil, and it is closely knit to carry out vibrations；
（12）After the completion of strength core steel pipe inner concrete is poured, post jacking is carried out by grouting behind shaft or drift lining pipe 26, fill strength core steel pipe
Space in 33；
（13）Concrete curing is carried out, side form 6 and end mould 7 is first removed after concrete strength meets requirement, then is removed bottom
Mould 1, finally removes full framing 10.
Claims (8)
1. a kind of variable curvature annular strength core cast-in-place concrete beam construction method, it is characterised in that including following construction procedure：
（1）Job site cleaning is carried out according to design requirement, construction machinery, personnel, materials arrival are linear to variable curvature beam space
Accurately surveyed and drawn, and Calculation Plane coordinate and facade coordinate, coordinate is checked by three-dimensional finite element model, adopted
BIM technology carries out construction mapping emulation；
（2）According to the prefabricated bed die of section dimension requirement of beams of concrete, adjust along the longitudinally spaced thickness of protection tier that arranges of bed die
Section body and strength core position adjustments body, are arranging splicing groove with side form joint, are welding auxiliary stopper plate on the outside of splicing groove；
（3）According to the prefabricated side form of beams of concrete section dimension requirement and end mould, along side form longitudinal direction, certain intervals arrange strength core position
Adjust body；
（4）By side form and end mould following insertion bed die splicing groove in, and by template connecting screw rod, auxiliary stopper plate,
Oblique fastening rib is connected firmly；
（5）Full framing is laid at beams of concrete plan-position, and carries out pre-pressing bracket and the mapping of top of support coordinate；
（6）Bottom support bracket is set in frame upper, vertical supporting body is welded in bottom support bracket upper surface, in vertical supporting body side surface
Cross-brace body and vertical position adjusting rod are respectively welded with upper end, are adjusted in the other end welding lateral attitude of cross-brace body
Pole, lateral displacement adjusts body and the other end of vertical displacement regulation body is respectively provided with pressure conversion hinge and contact pressure plate；
（7）Required according to the locus of bed die, carry out the calibration of contact pressure plate center so as to beams of concrete bottom surface
Space coordinatess are mutually coordinated, and the upper surface in contact pressure plate lays oblique steel body；
（8）By the cast-in-place concrete beam template segmental hoisting for assembling to oblique steel body upper surface, and adjusted by lateral displacement
Body and vertical displacement adjust body and templatespace position are calibrated；
（9）Steel reinforcement cage and strength core lifting steel pipes are carried out, steel reinforcement cage and strength core steel pipe is limited with reinforced bar support steel disc and strength core respectively
Position plate contact, and body and strength core position adjustments body are adjusted by thickness of protection tier limit steel reinforcement cage and strength core steel pipe respectively
Position；
（10）Reinforced bar support steel disc is received to the steel of bed die to protective layer thickness by concreting by reinforcement location adjusting rod
Muscle is supported in steel disc link slot；Strength core is limited to strength core steel pipe basal surface position by concreting by strength core position adjustments bar
Position plate is received to the strength core limiting plate link slot of bed die or side form；
（11）After the completion of template inner concrete is poured, by pumpcrete pipe to pressure injection pea gravel concreten in strength core steel pipe, and
Carry out vibrations closely knit；
（12）After the completion of strength core steel pipe inner concrete is poured, post jacking is carried out by grouting behind shaft or drift lining pipe, fill the sky in strength core steel pipe
Gap；
（13）Concrete curing is carried out, side form and end mould is first removed after concrete strength meets requirement, then is removed bed die, finally
Remove full framing.
2. a kind of variable curvature annular strength core cast-in-place concrete beam construction method according to claim 1, it is characterised in that：Apply
During work, protective layer thickness and strength core steel-pipe space position that thickness of protection tier adjusts body are first checked；Concreting
During reinforcing bar cage location and strength core steel pipe position adjustment are carried out by reinforcing bar altitude mixture control body and strength core position adjustments body, pass through
Cooling management and control hydration heat of concrete.
3. a kind of variable curvature annular strength core cast-in-place concrete beam construction method according to claim 1, it is characterised in that：Steel
Tendon protective layer thickness adjusts body includes reinforced bar support steel disc, reinforcement location adjusting rod and mortar leakage prevention band；Strength core position adjustments body bag
Include strength core position adjustments bar, strength core limiting plate and mortar leakage prevention band；Thickness of protection tier adjusts body, strength core position adjustments body and phase
The template for connecing is vertical；It is respectively provided between reinforced bar support steel disc and bed die, between strength core limiting plate and bed die or side form closed
Mortar leakage prevention band.
4. a kind of variable curvature annular strength core cast-in-place concrete beam construction method according to claim 1, it is characterised in that：Institute
State lateral displacement and adjust body, vertical displacement and adjust body using small-sized tension and compression jack, with vertical supporting body or cross-brace body
Relevant position limit body is set, and be connected firmly.
5. a kind of variable curvature annular strength core cast-in-place concrete beam construction method according to claim 1, it is characterised in that：Institute
State bottom support bracket, oblique rigid body prefabricated using steel plate, in oblique steel body and contact pressure plate joint welded limiting groove；Vertical
Support body, cross-brace body are prefabricated using shaped steel；Bottom support bracket is welded to connect with vertical supporting body, vertical supporting body and cross-brace
Body is welded to connect.
6. a kind of variable curvature annular strength core cast-in-place concrete beam construction method according to claim 1, it is characterised in that：Spell
Connect；Auxiliary stopper plate and oblique fastening rib are provided with the outside of splicing groove；Oblique fastening
Muscle one end is anchored on the outside of bed die, and the other end is anchored in the inner side of end mould；Auxiliary stopper plate is welded to connect with bed die, with side form or
The end mould template that connects is connected by template connecting bolt.
7. a kind of variable curvature annular strength core cast-in-place concrete beam construction method according to claim 1, it is characterised in that：
Preset on bed die or side form the attaching nut that body or strength core position adjustments body phase are connected is adjusted with thickness of protection tier.
8. a kind of variable curvature annular strength core cast-in-place concrete beam construction method according to claim 1, it is characterised in that：Drop
Temperature pipe is circumferentially located at strength core outer surface of steel tube, arranges grouting behind shaft or drift lining pipe spacing ring in strength core steel pipe internal-surface；Cooling pipe, Grouting Pipe
Spacing ring is connected with strength core steel-pipe welding.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510970287.5A CN105507157B (en) | 2015-12-22 | 2015-12-22 | Construction method of variable curvature annular stiffening core cast-in-place concrete beam |
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| CN201510970287.5A CN105507157B (en) | 2015-12-22 | 2015-12-22 | Construction method of variable curvature annular stiffening core cast-in-place concrete beam |
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| CN105507157B true CN105507157B (en) | 2017-03-22 |
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| CN112497439A (en) * | 2020-11-27 | 2021-03-16 | 中铁四局集团第二工程有限公司 | Die and method for manufacturing bridge deck auxiliary member |
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