CN105507157A - 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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- CN105507157A CN105507157A CN201510970287.5A CN201510970287A CN105507157A CN 105507157 A CN105507157 A CN 105507157A CN 201510970287 A CN201510970287 A CN 201510970287A CN 105507157 A CN105507157 A CN 105507157A
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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
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- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
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-situ concrete beam construction method, in particular to a kind of a kind of variable curvature annular strength core cast-in-situ concrete beam construction method that accurately can control strength core locus in reinforcing cage, beam in cast-in-situ concrete beam, beam, belong to bridge engineering field,, be applicable to the variable curvature annular cast-in-situ concrete beam that linear required precision is high, quality control on construction difficulty is large and build engineering.
Background technology
Along with the quickening of Modern Bridge Engineering pace of construction, and resident is to the lifting of bridge aesthetic, has occurred the Long-Span Variable-Curvature annular strength core cast-in-situ concrete beam that some spans are large, curvature constantly changes.In Long-Span Variable-Curvature annular strength core cast-in-situ concrete beam work progress, often run into that curvature control difficulty is large, protective layer thickness is difficult to guarantees, the linear difference of bridge space, strength core position locate the engineering problems such as inaccurate.
At present, existing is a kind of Large-span girder and floor formwork erecting structure, it is characterized in that beam slab formwork comprises wooden form, soffit formwork support, side template support, split bolt and support steel pipe.Described wooden form adopts veneer, and outer setting soffit formwork supports and side template supports; Described side template support two ends are installed and are arranged split bolt more; Described soffit formwork supports and the scaffold support that steel pipe is formed is supported in side template support.Though this Large-span girder and floor formwork erecting structure can utilize the bearing capacity of template self, there is good resistance to overturning, this beam slab formwork construction complex process, the accurate location that can not realize cast-in-situ concrete beam locus.
Existing a kind of for beam forms in case beam external mold, it is characterized in that comprising two symmetrical supports, support is provided with adpting flange, and the bottom of adpting flange is arc-shaped, and the upper end of described support is provided with shrouding.This structure is comparatively simple, and support strength is higher, but structure is difficult to realize the dynamic conditioning linear to structure space equally, does not relate to protective layer thickness and controls in real time.
Meanwhile, in thickness of concrete cover control, usually adopt the method that concrete pad is set in engineering, but cushion block is easily shifted when concreting, and can comes off after beam has been built, affect the planeness of soffit.
In sum; although existing cast-in-situ concrete pouring structure and construction method achieve ideal construction quality under suitable conditions of project natural environment; but for comparatively complicated construction operating mode; as super-span, variable curvature etc., the problems such as concrete beam space alignment control, protective layer thickness adjustment are still had to need to solve.
Given this, for improving variable curvature annular strength core cast-in-situ concrete beam pouring construction quality, need badly at present a kind of construction disturbance of invention little, structure composition rationally, the linear control accuracy in space is high, and a kind of variable curvature annular strength core cast-in-situ concrete beam construction method that accurately can control reinforcing cage, strength core body position.
Summary of the invention
The object of the present invention is to provide one not only can dynamic conditioning cast-in-situ concrete beam locus, and accurately can control strength core position and reinforcing cage position in beam, a kind of variable curvature annular strength core cast-in-situ concrete beam construction method of concrete pouring quality can also be provided.
For realizing above-mentioned technical purpose, present invention employs following technical scheme:
A kind of variable curvature annular strength core cast-in-situ concrete beam construction method, is characterized in that comprising following construction sequence:
(1) job site cleaning is carried out according to designing requirement, construction machinery, personnel, materials arrival, accurately survey and draw variable curvature beam space is linear, and Calculation Plane coordinate and facade coordinate, by three-dimensional finite element model, coordinate is checked, adopt BIM technology to carry out construction mapping emulation;
(2) according to the prefabricated bed die of the section dimension requirement of concrete beam, thickness of protection tier control agent and strength core position adjustments body are set along bed die longitudinal separation, splicing groove is being set with side form joint, outside splicing groove, weld auxiliary stopper plate;
(3) according to the prefabricated side form of concrete beam section dimension requirement and end mould, strength core position adjustments body is set along side form longitudinal certain intervals;
(4) by the splicing groove of the following insertion bed die of side form and end mould, and to be connected firmly by template connecting screw rod, auxiliary stopper plate, oblique fastening rib;
(5) lay full framing at concrete beam plan-position place, and carry out pre-pressing bracket and the mapping of support top coordinate;
(6) bottom support bracket is set at frame upper, at bottom support bracket upper surface welding vertical supporting body, cross binding body and vertical position adjusting rod is welded respectively at vertical supporting body side surface and upper end, at the other end welding lateral attitude adjusting rod of cross binding body, the other end of lateral displacement control agent and vertical displacement control agent all arranges pressure conversion hinge and contact plate;
(7) according to the locus requirement of bed die, carry out the calibration of contact plate center, make it coordinate mutually with the space coordinates of concrete beam bottom surface, and lay oblique steel body at the upper surface of contact plate;
(8) by the cast-in-place concrete beam template segmental hoisting that assembles to oblique steel body upper surface, and by lateral displacement control agent and vertical displacement control agent, templatespace position to be calibrated;
(9) carry out reinforcing cage and strength core lifting steel pipes, reinforcing cage is contacted with strength core limiting plate with reinforced bar support steel disc respectively with strength core steel pipe, and limit the position of reinforcing cage and strength core steel pipe respectively by thickness of protection tier control agent and strength core position adjustments body;
(10), after concreting to protective layer thickness, by reinforcement location adjusting rod, reinforced bar support steel disc is received in the reinforced bar support steel disc link slot of bed die; After concreting to strength core steel pipe basal surface position, by strength core position adjustments bar, strength core limiting plate is received in the strength core limiting plate link slot of bed die or side form;
(11), after template inner concrete has been built, by pumpcrete pipe to pressure injection pea gravel concreten in strength core steel pipe, and it is closely knit to carry out vibrations;
(12) after strength core steel pipe inner concrete has been built, carry out post jacking by grouting behind shaft or drift lining pipe, fill the space in strength core steel pipe;
(13) carry out concrete curing, after concrete strength meets the demands, first remove side form and end mould, then remove bed die, finally remove full framing.
In work progress, first check protective layer thickness and the strength core steel-pipe space position of thickness of protection tier control agent; Reinforcing cage position and the adjustment of strength core steel pipe position is carried out by reinforcing bar height control agent and strength core position adjustments body, by cooling management and control hydration heat of concrete in concreting process.
Thickness of protection tier control agent comprises reinforced bar support steel disc, reinforcement location adjusting rod and mortar leakage prevention band; Strength core position adjustments body comprises strength core position adjustments bar, strength core limiting plate and mortar leakage prevention band; Thickness of protection tier control agent, strength core position adjustments body are vertical with the template connected; Between reinforced bar support steel disc and bed die, between strength core limiting plate and bed die or side form, airtight mortar leakage prevention band is all set.
Described lateral displacement control agent, vertical displacement control agent adopt small-sized tension and compression jack, arrange limit body, and be connected firmly in the relevant position with vertical supporting body or cross binding body.
Described bottom support bracket, oblique rigid body adopt steel plate prefabricated, at oblique steel body and contact plate joint welded limiting groove; Vertical supporting body, cross binding body adopt shaped steel prefabricated; Bottom support bracket and vertical supporting body are welded to connect, and vertical supporting body and cross binding body are welded to connect.
Mortar leakage prevention rubber bodies is provided with inside splicing groove; The outside of splicing groove is provided with auxiliary stopper plate and oblique fastening rib; Oblique fastening rib one end is anchored in outside bed die, and the other end is anchored in the inner side of end mould; Auxiliary stopper plate and bed die are welded to connect, with side form or hold the mould template that connects to be connected by template connecting bolt.
Bed die or side form are preset the attaching nut be connected with thickness of protection tier control agent or strength core position adjustments body.
Strength core outer surface of steel tube is circumferentially located at by cooling pipe, arranges grouting behind shaft or drift lining pipe spacing ring at strength core steel pipe internal-surface; Cooling pipe, Grouting Pipe spacing ring are connected with strength core steel-pipe welding.
the present invention has following feature and beneficial effect
(1) the oblique steel body of bed die bottom of the present invention contacts with lateral displacement control agent, vertical displacement control agent, can according to the linear requirement in space, accurately controls, the significantly degree of accuracy of climbing shuttering space alignment control to the lateral attitude of concrete beam and horizontal wall inscription.
(2) the present invention controls the position of reinforcing cage and strength core steel pipe respectively by thickness of protection tier control agent and strength core position adjustments body, realizes the accurate control to reinforcing cage and strength core steel-pipe space position.
(3) bed die of the present invention with side form, hold mould to be connected by splicing groove, and oblique fastening rib, mortar leakage prevention rubber bodies, auxiliary stopper plate are set, significantly can improve the reliability of formwork erection, reduce formwork erection difficulty, improve efficiency of construction.
(4) the present invention by laying cooling pipe, the heat of hydration produced in dissipation course of hardening outside strength core steel pipe; The concrete of being got along well in core steel pipe by the grouting behind shaft or drift lining pipe in strength core steel pipe carries out grouting behind shaft or drift lining, can improve the compactness of steel pipe inner concrete.
Accompanying drawing explanation
Fig. 1 is a kind of variable curvature annular of the present invention strength core cast-in-situ concrete beam generalized section;
Fig. 2 is that after-pouring structural profile schematic diagram located by Fig. 1 reinforcing cage and strength core steel pipe;
Fig. 3 is that Fig. 1 formwork erection completes after-pouring structural profile schematic diagram;
Fig. 4 is Fig. 1 bed die and end mould connection diagram;
Fig. 5 is construction process block diagram of the present invention.
In figure: 1-bed die, 2-thickness of protection tier control agent, 3-strength core position adjustments body, 4-splices groove, 5-auxiliary stopper plate, 6-side form, 7-holds mould, 8-template connecting screw rod, the oblique fastening rib of 9-, 10-full framing, 11-bottom support bracket, 12-vertical supporting body, 13-cross binding body, 14-vertical displacement control agent, 15-lateral displacement control agent, 16-pressure conversion hinge, 17-contact plate, 18-oblique steel body, 19-reinforcing cage, 20-reinforcement location adjusting rod, 21-reinforced bar support steel disc, 22-reinforced bar support steel disc link slot, 23-strength core position adjustments bar, 24-strength core limiting plate, 25-strength core limiting plate link slot, 26-grouting behind shaft or drift lining pipe, 27-mortar leakage prevention band, 28-attaching nut, 29-lowers the temperature pipe, 30-grouting behind shaft or drift lining pipe spacing ring, 31-mortar leakage prevention rubber bodies, 32-concrete, 33-strength core steel pipe.
Specific embodiment
Illustrate below in conjunction with accompanying drawing and be described in further detail embodiments of the invention, but the present embodiment is not limited to the present invention, every employing analog structure of the present invention and similar change thereof, all should list protection scope of the present invention in.
The requirement of reinforcing bar binding construction technical requirement, template assemblies and Hoisting Construction Technology, the linear mapping construction technical requirement of structure space, Plate Welding construction technical requirement, concrete pouring construction technical requirements etc., repeat no more in present embodiment, emphasis sets forth the embodiment of the method that the present invention relates to.
Fig. 1 is a kind of variable curvature annular of the present invention strength core cast-in-situ concrete beam generalized section, Fig. 2 is that after-pouring structural profile schematic diagram located by Fig. 1 reinforcing cage and strength core steel pipe, Fig. 3 is that Fig. 1 formwork erection completes after-pouring structural profile schematic diagram, Fig. 4 is Fig. 1 bed die 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 and establish oblique steel body 18 in the bottom of bed die 1, establish bottom support bracket 11 on full framing 10 top, vertical supporting body 12, cross binding body 13, vertical displacement control agent 14, lateral displacement control agent 15 are set between bottom support bracket 11 and oblique steel body 18; Bed die arranges thickness of protection tier control agent 2 and strength core position adjustments body 3, auxiliary stopper plate 5 is longitudinally set in bed die 1 both sides; Side form 6 arranges strength core position adjustments body 3.
Bed die 1, end mould 7, side form 6 all adopt thick 2cm, strength grade to be that the steel plate of Q235 is prefabricated in design shape, size.
Thickness of protection tier control agent 2 comprises reinforced bar support steel disc 21, reinforcement location adjusting rod 20, mortar leakage prevention band 27; Strength core position adjustments body 3 comprises strength core position adjustments bar 23, strength core limiting plate 24, mortar leakage prevention band 27.Reinforced bar support steel disc 21 and strength core limiting plate 24 all adopt thick 0.5mm, strength grade to be that the steel plate of Q235 is prefabricated and form, and its length and width are 5cm; Reinforcement location adjusting rod 20 and strength core position adjustments bar 23 adopt diameter to be that the screw rod of 10mm and 20mm is prefabricated respectively and make; Reinforced bar support steel disc 21 and strength core limiting plate 24 are welded to connect with reinforcement location adjusting rod 20 and strength core position adjustments bar 23 respectively; Mortar leakage prevention band 27 adopts the elastic rubber band of thick 2mm, and the two ends of mortar leakage prevention band 27 are pasted with the reinforced bar support steel disc 21 connected or strength core limiting plate 24 or bed die 1 respectively and are connected.
Splicing groove 4 is along the elongated laying of longitudinal direction of bed die 1, and wide 3cm, arranges mortar leakage prevention rubber bodies 31 in it; Mortar leakage prevention rubber bodies 31 adopts artificial rubber material, thick 0.5cm.
Auxiliary stopper plate 5, bottom support bracket 11, oblique steel body 18 all adopt thick 2cm, strength grade to be that the steel plate of Q235 is prefabricated and form, along casting beams longitudinally elongated laying.
Template connecting screw rod 8 adopts diameter to be the coarse groove screw rod of 10mm, for fastening side form or end mould and auxiliary stopper plate.
Oblique fastening rib 9 one end is anchored in outside bed die, and the other end is anchored in the inner side of end mould; Oblique fastening rib 9 adopts diameter to be the plain steel-bar of 10mm, and two ends wire drawing, with bed die 1, holds mould 7 to be bolted.
Full framing 10 adopts diameter to be that the steel pipe scaffold of 10cm forms by designing requirement on-site consolidation.
Vertical supporting body 12 adopts strength grade to be that the H-shaped shaped steel of Q235 is prefabricated and forms, and connect vertical displacement control agent 14 at the upper weld of vertical supporting body 12, vertical displacement control agent 14 adopts small-sized drawing and pressing type jack.At the external part of vertical displacement control agent 14, pressure conversion hinge 16 and contact plate 17 are set; Pressure conversion hinge 16 adopts ball pivot, is welded to connect outside it with contact plate 17; Contact plate 17 adopts thick 4cm, strength grade to be that the steel plate of Q235 is prefabricated and forms.
Cross binding body 13 adopts strength grade to be that the H-shaped shaped steel of Q235 is prefabricated and forms, and one end and vertical supporting body 12 are welded to connect, and the other end and lateral displacement control agent 15 are welded to connect; Lateral displacement control agent 15 adopts small-sized drawing and pressing type jack.At the external part of vertical displacement control agent 14, pressure conversion hinge 16 and contact plate 17 are set.
Reinforcing cage 19 adopts grade III steel muscle according to its principal rod of designing requirement.
Reinforced bar support steel disc link slot 22 and strength core limiting plate link slot 25 are corresponding with the position of reinforced bar support steel disc 21 and strength core limiting plate 24 respectively, are pressed into the groove of wide 5cm, high 3mm at template inner surface.
Bed die 1 or side form 6 are preset the attaching nut 28 be connected with thickness of protection tier control agent or strength core position adjustments body, and attaching nut 28 internal diameter is 10mm.
Strength core steel pipe 33 external surface is circumferentially located at by cooling pipe 29, arranges grouting behind shaft or drift lining pipe spacing ring 30 at strength core steel pipe 33 inner surface; 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 adopts diameter 25cm, thick 2cm, strength grade to be that the steel pipe pre-bending song of Q235 becomes design curvature according to designing requirement.
With reference to shown in Fig. 5, a kind of variable curvature annular strength core cast-in-situ concrete beam construction method, comprises following construction sequence.
(1) job site cleaning is carried out according to designing requirement, construction machinery, personnel, materials arrival, accurately survey and draw variable curvature beam space is linear, and Calculation Plane coordinate and facade coordinate, by three-dimensional finite element model, coordinate is checked, adopt BIM technology to carry out construction mapping emulation.
(2) according to the prefabricated bed die 1 of the section dimension requirement of concrete beam, along bed die 1 longitudinal certain intervals, thickness of protection tier control agent 2 and strength core position adjustments body 3 are set, splice groove 4 arranging with side form 6 joint, outside splicing groove 4, weld auxiliary stopper plate 5;
(3) according to the prefabricated side form 6 of concrete beam section dimension requirement and end mould 7, strength core position adjustments body 3 is set along side form 6 longitudinal certain intervals;
(4) by the splicing groove 4 of the following insertion bed die 1 of side form 6 and end mould 7, and be connected firmly by template connecting screw rod 8, auxiliary stopper plate 5, oblique fastening rib 9;
(5) lay full framing 10 at concrete beam plan-position place, and carry out pre-pressing bracket and the mapping of support top coordinate;
(6) bottom support bracket 11 is set at frame upper, at bottom support bracket 11 upper surface welding vertical supporting body 12, cross binding body 13 and vertical position adjusting rod 14 is welded respectively in vertical supporting body 12 side and upper end, at the other end welding lateral attitude adjusting rod 15 of cross binding body 13, the other end of lateral attitude adjusting rod 15 and vertical position adjusting rod 14 all arranges pressure conversion hinge 16 and contact plate 17;
(7) according to the locus requirement of bed die 1, carry out the calibration of contact plate 17 center, make it coordinate mutually with the space coordinates of concrete beam bottom surface, and lay oblique steel body 18 at the upper surface of contact plate 17;
(8) by the cast-in-place concrete beam template segmental hoisting that assembles to oblique steel body 18 upper surface, and to be calibrated by lateral displacement control agent 15 and vertical displacement control agent 14 pairs of templatespace positions;
(9) reinforcing cage 19 is carried out and strength core steel pipe 33 lifts, reinforcing cage 19 is contacted with strength core limiting plate 24 with reinforced bar support steel disc 21 respectively with strength core steel pipe 33, and limits the position of reinforcing cage 19 and strength core steel pipe 33 respectively by thickness of protection tier control agent 2 and strength core position adjustments body 3;
(10), after concreting to protective layer thickness, by reinforcement location adjusting rod 20, reinforced bar support steel disc 21 is received in the reinforced bar support steel disc link slot 22 of bed die 1; After concreting to strength core steel pipe 33 basal surface position, strength core limiting plate 24 received in the strength core limiting plate link slot 25 of bed die 1 or side form 6 by strength core position adjustments bar 23;
(11), after template inner concrete has been built, by pumpcrete pipe to pressure injection pea gravel concreten in strength core steel pipe 33, and it is closely knit to carry out vibrations;
(12) after strength core steel pipe inner concrete has been built, carry out post jacking by grouting behind shaft or drift lining pipe 26, fill the space in strength core steel pipe 33;
(13) carry out concrete curing, after concrete strength meets the demands, first remove side form 6 and end mould 7, then remove bed die 1, finally remove full framing 10.
Claims (8)
1. a variable curvature annular strength core cast-in-situ concrete beam construction method, is characterized in that comprising following construction sequence:
(1) job site cleaning is carried out according to designing requirement, construction machinery, personnel, materials arrival, accurately survey and draw variable curvature beam space is linear, and Calculation Plane coordinate and facade coordinate, by three-dimensional finite element model, coordinate is checked, adopt BIM technology to carry out construction mapping emulation;
(2) according to the prefabricated bed die of the section dimension requirement of concrete beam, thickness of protection tier control agent and strength core position adjustments body are set along bed die longitudinal separation, splicing groove is being set with side form joint, outside splicing groove, weld auxiliary stopper plate;
(3) according to the prefabricated side form of concrete beam section dimension requirement and end mould, strength core position adjustments body is set along side form longitudinal certain intervals;
(4) by the splicing groove of the following insertion bed die of side form and end mould, and to be connected firmly by template connecting screw rod, auxiliary stopper plate, oblique fastening rib;
(5) lay full framing at concrete beam plan-position place, and carry out pre-pressing bracket and the mapping of support top coordinate;
(6) bottom support bracket is set at frame upper, at bottom support bracket upper surface welding vertical supporting body, cross binding body and vertical position adjusting rod is welded respectively at vertical supporting body side surface and upper end, at the other end welding lateral attitude adjusting rod of cross binding body, the other end of lateral displacement control agent and vertical displacement control agent all arranges pressure conversion hinge and contact plate;
(7) according to the locus requirement of bed die, carry out the calibration of contact plate center, make it coordinate mutually with the space coordinates of concrete beam bottom surface, and lay oblique steel body at the upper surface of contact plate;
(8) by the cast-in-place concrete beam template segmental hoisting that assembles to oblique steel body upper surface, and by lateral displacement control agent and vertical displacement control agent, templatespace position to be calibrated;
(9) carry out reinforcing cage and strength core lifting steel pipes, reinforcing cage is contacted with strength core limiting plate with reinforced bar support steel disc respectively with strength core steel pipe, and limit the position of reinforcing cage and strength core steel pipe respectively by thickness of protection tier control agent and strength core position adjustments body;
(10), after concreting to protective layer thickness, by reinforcement location adjusting rod, reinforced bar support steel disc is received in the reinforced bar support steel disc link slot of bed die; After concreting to strength core steel pipe basal surface position, by strength core position adjustments bar, strength core limiting plate is received in the strength core limiting plate link slot of bed die or side form;
(11), after template inner concrete has been built, by pumpcrete pipe to pressure injection pea gravel concreten in strength core steel pipe, and it is closely knit to carry out vibrations;
(12) after strength core steel pipe inner concrete has been built, carry out post jacking by grouting behind shaft or drift lining pipe, fill the space in strength core steel pipe;
(13) carry out concrete curing, after concrete strength meets the demands, first remove side form and end mould, then remove bed die, finally remove full framing.
2. a kind of variable curvature annular strength core cast-in-situ concrete beam construction method according to claim 1, is characterized in that: in work progress, first checks protective layer thickness and the strength core steel-pipe space position of thickness of protection tier control agent; Reinforcing cage position and the adjustment of strength core steel pipe position is carried out by reinforcing bar height control agent and strength core position adjustments body, by cooling management and control hydration heat of concrete in concreting process.
3. a kind of variable curvature annular strength core cast-in-situ concrete beam construction method according to claim 1, is characterized in that: thickness of protection tier control agent comprises reinforced bar support steel disc, reinforcement location adjusting rod and mortar leakage prevention band; Strength core position adjustments body comprises strength core position adjustments bar, strength core limiting plate and mortar leakage prevention band; Thickness of protection tier control agent, strength core position adjustments body are vertical with the template connected; Between reinforced bar support steel disc and bed die, between strength core limiting plate and bed die or side form, airtight mortar leakage prevention band is all set.
4. a kind of variable curvature annular strength core cast-in-situ concrete beam construction method according to claim 1, it is characterized in that: described lateral displacement control agent, vertical displacement control agent adopt small-sized tension and compression jack, limit body is set in the relevant position with vertical supporting body or cross binding body, and is connected firmly.
5. a kind of variable curvature annular strength core cast-in-situ concrete beam construction method according to claim 1, is characterized in that: described bottom support bracket, oblique rigid body adopt steel plate prefabricated, at oblique steel body and contact plate joint welded limiting groove; Vertical supporting body, cross binding body adopt shaped steel prefabricated; Bottom support bracket and vertical supporting body are welded to connect, and vertical supporting body and cross binding body are welded to connect.
6. a kind of variable curvature annular strength core cast-in-situ concrete beam construction method according to claim 1, is characterized in that: be provided with mortar leakage prevention rubber bodies inside splicing groove and be located at; The outside of splicing groove is provided with auxiliary stopper plate and oblique fastening rib; Oblique fastening rib one end is anchored in outside bed die, and the other end is anchored in the inner side of end mould; Auxiliary stopper plate and bed die are welded to connect, with side form or hold the mould template that connects to be connected by template connecting bolt.
7. a kind of variable curvature annular strength core cast-in-situ concrete beam construction method according to claim 1, is characterized in that: on bed die or side form, preset the attaching nut be connected with thickness of protection tier control agent or strength core position adjustments body.
8. a kind of variable curvature annular strength core cast-in-situ concrete beam construction method according to claim 1, is characterized in that: strength core outer surface of steel tube is circumferentially located at by cooling pipe, arranges grouting behind shaft or drift lining pipe spacing ring at strength core steel pipe internal-surface; Cooling pipe, Grouting Pipe spacing ring are connected with strength core steel-pipe welding.
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| CN107524089A (en) * | 2017-08-28 | 2017-12-29 | 上海公路投资建设发展有限公司 | Lighting Fast Installation and detachable small box girder steel form and construction method |
| CN108596466A (en) * | 2018-04-18 | 2018-09-28 | 河海大学 | Concrete dam storehouse surface is vibrated method for allocating tasks |
| CN109056535A (en) * | 2018-08-09 | 2018-12-21 | 杭州江润科技有限公司 | Based on adjustable regularization template variable curvature construction of cast-in-situ box-beam method |
| 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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