CN203684108U - Fully-precast assembly type reinforced concrete bridge assembling structure - Google Patents
Fully-precast assembly type reinforced concrete bridge assembling structure Download PDFInfo
- Publication number
- CN203684108U CN203684108U CN201420038064.6U CN201420038064U CN203684108U CN 203684108 U CN203684108 U CN 203684108U CN 201420038064 U CN201420038064 U CN 201420038064U CN 203684108 U CN203684108 U CN 203684108U
- Authority
- CN
- China
- Prior art keywords
- prefabricated
- precast
- bridge
- binder
- reserved
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a fully-precast assembly type reinforced concrete bridge assembling structure which is characterized in that the assembling structure comprises precast files, precast bottom collar beams, precast pier studs, precast cover beams, precast longitudinal beams, a precast laminated bottom slab and precast crash barriers; the tops of the precast piles are connected with the bottoms of the precast bottom collar beams, the precast bottom collar beams are upwards connected to the precast pier studs which are upwards connected with the precast cover beams, the precast longitudinal beams are erected on the precast cover beams through bridge supports or fixing end supports, the precast laminated bottom slab is supported by the precast longitudinal beams, a bridge deck slab is formed through concrete overall cast-in-situ after bridge deck slab steel bars are bound on the precast laminated bottom slab, and the precast crash barriers are mounted on the bridge deck slab. The bridge deck slab is made in a cast-in-situ mode, other structures are all precast structures, and bridge assembling efficiency is greatly improved; common construction workers can be reduced to the largest extent, and labor productivity is improved; the fully-precast structure can greatly shorten construction period, lower bridge manufacturing cost and improve bridge construction quality.
Description
Technical field
The utility model relates to unit construction bridge girder construction field, be specifically related to a kind of assembled system being formed by members such as preformed pile, binder of the prefabricated end, Precast Pier Columns, prefabricated bent cap, prefabricated longitudinal beam, prefabricated superimposed base plate, prefabricated crash barrier, bridge deck (cast-in-place) and be connected structure, by this assembled system and the Reinforced Concrete Bridge and the assembled method of attachment thereof that are connected structure construction.
Background technology
The prior art of unit construction bridge girder construction only limit to application more prefabricated simply supported beam sheet (comprising hollow slab beam, tee girder etc.) and install, the pier of few application is prefabricated and install, it is civilian that full precast reinforced mixed earth bridge construction be made up of prefabricated units such as preformed pile, binder of the prefabricated end, Precast Pier Columns, prefabricated bent cap, prefabricated longitudinal beam, bridge deck (cast-in-place), prefabricated crash barriers there is not yet work.Existing large bridge piling Technology scheme mostly is castinplace pile; owing to being underwater concreting; therefore pile defect is more; reinforcing bar is perishable causes the pile foundation life-span to be reduced; preformed pile can ensure thickness of protection tier and pouring concrete quality, can solve the problem that in situ pile exists.Existing binder, bridge pier, Coping Construction technology are all also to adopt a module and cast-in-situ scheme, long construction period, and template use amount causes greatly the problems such as cost rises, and thickness of protection tier is wayward.Existing Bridge Beam sheet (comprising hollow slab beam, tee girder) has all adopted precast construction method, but has certain limitation, and precast hollow slab is only applicable to the bridge that span is less, and tee girder exists wet seam construction often to cause mass defect problem.
Summary of the invention
The purpose of this utility model is to be to provide a kind of Totally-prefabricated assembling type reinforced concrete bridge splicing structure, split assembled system and attaching method thereof by rationally effective member, reduce to greatest extent cast-in-place concrete workload, improve bridge assembling rate, realize energy-saving and emission-reduction, reduce the common recruitment of building, raise labour productivity, reduction of erection time, reduce bridge construction cost, improve bridge construction quality.
The technical solution of the utility model: Totally-prefabricated assembling type reinforced concrete bridge splicing structure described in the utility model, comprise stake, end binder, pier stud, bent cap, longitudinal beam, superimposed base plate and crash barrier, it is characterized in that: described stake, end binder, pier stud, bent cap, longitudinal beam, superimposed base plate and crash barrier sequentially adopt preformed pile, binder of the prefabricated end, Precast Pier Columns, prefabricated bent cap, prefabricated longitudinal beam, prefabricated superimposed base plate and prefabricated crash barrier, the stake top of described preformed pile is connected with the bottom of binder of the prefabricated end; Binder of the prefabricated end is upwards connected with Precast Pier Columns; Precast Pier Columns is upwards connected with prefabricated bent cap; Prefabricated longitudinal beam stands on prefabricated bent cap by bridge pad or fixed end frame; Prefabricated superimposed base plate is located on prefabricated longitudinal beam, on prefabricated superimposed base plate, after colligation bridge deck reinforcing bar, makes bridge deck by concrete integral cast-in-situ; Prefabricated crash barrier is arranged on bridge deck.
Described preformed pile is the stake of bamboo joint type cylinder type hollow, and Precast Pier Columns is bamboo joint type cylinder type hollow post.
Between the stake top of described preformed pile and binder of the prefabricated end, use the direct puncture reinforcing bar cementation of fissures to connect between the capital of Precast Pier Columns and prefabricated bent cap, the described direct puncture reinforcing bar cementation of fissures connects and comprises the stake top of the preformed pile connecting up and down and capital and these two bridge members of prefabricated bent cap of these two bridge members of binder of the prefabricated end or Precast Pier Columns, projection reinforcing bar is reserved in one of them bridge member one end, another one bridge member is reserved through hole, and projection reinforcing bar carries out cementation of fissures construction joint filling to connecting space after penetrating through hole connection from bottom to top; Between the capital of described Precast Pier Columns and prefabricated bent cap, use direct puncture reinforcing bar cementation of fissures connected mode to install, the set prefabricated bent cap reserved through hole having is penetrated along the reserved projection reinforcing bar of the capital of Precast Pier Columns from top to bottom, and the processing of the mortar cementation of fissures is carried out in the gap between the gap between the capital to Precast Pier Columns and prefabricated bent cap and reserved through hole.
Horizontal connection between the straining beam of described prefabricated longitudinal beam, between prefabricated crash barrier adopts the wedge cementation of fissures to connect, the described wedge cementation of fissures connects two members of two adjacent straining beams or two members of two prefabricated crash barriers that comprise horizontal connection, wedge projection is reserved in one of them member one end, another one member is reserved wedge groove, and wedge projection is carried out grouting construction joint filling to connecting space after being inserted in wedge groove from top to bottom again.
Between described preformed pile, between Precast Pier Columns and between Precast Pier Columns and binder of the prefabricated end, all adopt built-in hidden concealed flange to be connected, described built-in hidden concealed flange connects and comprises flange and main muscle, after being connected with main muscle, flange is embedded in upper and lower pile body or upper and lower shaft by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, the flange between upper and lower pile body or upper and lower shaft passes through bolt, nut locking and forms mortar cover in the sealing of nut operation space filling high-strength mortar at reserved nut operating position place; Between binder of the prefabricated end and Precast Pier Columns, all adopt built-in hidden concealed flange to be connected; after being connected with main muscle, flange is embedded in the post standard knot of head joint of binder of the prefabricated end and Precast Pier Columns by fluid concrete; and reserved nut operating position in the time of the pre-buried concrete of cast, the flange between the post standard knot of the head joint of binder of the prefabricated end and Precast Pier Columns is locked by bolt, nut at reserved nut operating position place and is formed mortar cover in the sealing of nut operation space filling high-strength mortar.
The method of attachment of Totally-prefabricated assembling type reinforced concrete bridge splicing structure described in the utility model, comprises the steps:
1) the pile foundation drilling construction of preformed pile and pile foundation splicing are installed: (1) adopts after Churn drill or rotary drilling rig pore-forming equipment pore-forming, first use hole tester to check drilling diameter, verticality, after meeting the demands, utilize large-scale crane to splice by following joining method, first the saving of pile foundation of slinging preformed pile, sink to pile foundation hole position and carry out temporary supporting, making its assembled link position exceed 1 meter, ground to be easy to the attended operation of workman's bolt; (2) the first joint of a standard knot and pile foundation of slinging is superimposed, in the time that being connected with stake standard knot, the first joint of pile foundation penetrates from the bottom up high-strength bolt tightening nuts, form bolt mortar cover at the groove position of connecting bolt heap sand slurry, unclamp again temporary supporting and fall the first joint of pile foundation, order makes a standard knot assembled section by section according to this, finally underwater concreting is carried out in the head position of preformed pile, strengthen the pile foundation bottom and pile crown intensity and the bearing capacity of pile foundation of rock stratum contact surface with reinforcement preformed pile of preformed pile; The following built-in hidden concealed flange method of attachment of assembled employing section by section between described stake standard knot connects, after being connected with main muscle, flange is embedded in upper and lower stake standard knot by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, flange between upper and lower stake standard knot is locked by bolt, nut at reserved nut operating position place and is formed mortar cover in the sealing of nut operation space filling high-strength mortar, from the appearance connects less than flange;
2) after preformed pile and pile foundation installation, use the loop wheel machine binder of the prefabricated end of slinging, the reserved through hole that binder of the prefabricated end is provided with penetrates along the reserved projection reinforcing bar in preformed pile top from top to bottom, fall to design elevation, and it is carried out to interim positioning supports with support, the processing of the mortar cementation of fissures is carried out in gap between gap between stake top and binder of the prefabricated end to preformed pile and reserved through hole, in the time that gap between the stake top of preformed pile and binder of the prefabricated end is larger, tackles preformed pile and push up interim support mold pouring;
3) after gap is carried out the processing of the mortar cementation of fissures and is reached filling intensity and meet the demands, carry out all adopting built-in hidden concealed flange to be connected between binder of the prefabricated end and Precast Pier Columns, after being connected with main muscle, flange is embedded in the post standard knot of head joint of binder of the prefabricated end and Precast Pier Columns by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, flange between the post standard knot of the head joint of binder of the prefabricated end and Precast Pier Columns passes through bolt at reserved nut operating position place, nut is locked and is sealed and form mortar cover at nut operation space filling high-strength mortar, the post standard knot lifting of Precast Pier Columns connects into Precast Pier Columns, the following built-in hidden concealed flange method of attachment of assembled employing section by section between described post standard knot connects, after being connected with main muscle, flange is embedded in upper lower prop standard knot by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, the flange between upper lower prop standard knot is locked by bolt, nut at reserved nut operating position place and is formed mortar cover in the sealing of nut operation space filling high-strength mortar,
4) between the capital of Precast Pier Columns and prefabricated bent cap, use direct puncture reinforcing bar cementation of fissures connected mode to install, the set prefabricated bent cap reserved through hole having is penetrated along the reserved projection reinforcing bar of the capital of Precast Pier Columns from top to bottom, fall to design elevation, and it is carried out to interim positioning supports with support, the processing of the mortar cementation of fissures is carried out in gap between gap between capital to Precast Pier Columns and prefabricated bent cap and reserved through hole, in the time that gap between the stake top of Precast Pier Columns and prefabricated bent cap is larger, interim support mold pouring is pushed up in the stake of reply Precast Pier Columns;
5) complete after prefabricated bent cap lifting, bridge pad can be installed, prefabricated longitudinal beam stands on prefabricated bent cap by bridge pad frame, prefabricated longitudinal beam lifting order should advance to both sides from middle part, between described two adjacent prefabricated longitudinal beams, connect by the straining beam being attached thereto respectively, between described two adjacent straining beams, connect and adopt the wedge cementation of fissures to connect, the reserved wedge projection in straining beam one end of a described prefabricated longitudinal beam, the reserved wedge groove of the straining beam of the prefabricated longitudinal beam of adjacent another in addition, wedge projection is carried out grouting construction joint filling to connecting space after being inserted in wedge groove from top to bottom again,
6) after prefabricated longitudinal beam has all lifted, prefabricated superimposed floor board framing is on prefabricated longitudinal beam, support and carry out reinforcing bar binding the prefabricated superimposed base plate on prefabricated longitudinal beam as bed die, pre-buried bellows steel strand work, after all completing, enter concreting operation, and make bridge deck; Prefabricated crash barrier is installed on bridge deck, horizontal connection between prefabricated crash barrier adopts the wedge cementation of fissures to connect, the reserved wedge projection in a prefabricated crash barrier one end in two contiguous prefabricated crash barriers, another one is reserved wedge groove, and wedge projection is carried out grouting construction joint filling to connecting space after being inserted in wedge groove from top to bottom again.
Specifically, the utility model structure composition: be a kind of prefabricated assembling type reinforced concrete bridge splicing structure, formed by 8 kinds of prefabricated units such as preformed pile, binder of the prefabricated end, Precast Pier Columns, prefabricated bent cap, prefabricated longitudinal beam, prefabricated superimposed base plate, prefabricated crash barrier, bridge deck (cast-in-place).
Preformed pile is the stake of bamboo joint type cylinder type hollow, and wall thickness, a footpath are by requirement for bearing capacity design, and pile section length is split as 5-10m depending on pile foundation overall length, and it is prefabricated that stake epimerite length is pressed the remainder designing after the assembled length of stake overall length deduction standard pile section; Preformed pile is connected with end binder.
Binder shape of the prefabricated end is by designing requirement, carries out integral prefabricatedly not splitting; Binder of the prefabricated end is upwards connected with Precast Pier Columns.
Precast Pier Columns is bamboo joint type open circles stub, and wall thickness, stake footpath are by requirement for bearing capacity design, and standard column joint length is split as 3-10m depending on pier stud overall height, and it is prefabricated that epimerite length saves remainder after assembled length by design overall height deduction standard column; Precast Pier Columns is upwards connected with prefabricated bent cap.
Prefabricated bent cap shape is by designing requirement, carries out integral prefabricatedly not splitting; Prefabricated bent cap is upwards connected with prefabricated longitudinal beam freely-supported.
Prefabricated longitudinal beam cross section and length, by designing requirement, are established straining beam and are connected, and establish bracket and support prefabricated superimposed base plate, the above concrete of bracket and bridge deck concrete integral cast-in-situ; Prefabricated longitudinal beam does not split by design length is integral prefabricated; Prefabricated longitudinal beam upwards overlaps with prefabricated superimposed base plate.
The turning radius situation of prefabricated crash barrier sight path longitudinally splits, and the outstanding reinforcing bar in pre-buried bottom stretches into longitudinal edge beam bridge floor Board position, and temporary supporting is on longitudinal beam; Prefabricated crash barrier is connected with longitudinal side bar.
Above prefabricated units are assembled completing all, and complete after the construction of bridge deck reinforcing bar binding, and bridge deck concrete is carried out to monobloc cast.
Method of attachment:
Built-in hidden concealed flange connection method: be embedded in pile body or shaft after flange is connected with main muscle; fluid concrete is reserved nut operating position; after two joints connect, again the sealing of nut operation space filling high-strength mortar, form mortar cover, from the appearance connect less than flange.Between standard pile section, standard column joint, adopt this method to connect, Precast Pier Columns adopts this method to be connected with binder of the prefabricated end.
Direct puncture reinforcing bar cementation of fissures connection method: two members that connect up and down, projection reinforcing bar reserve in one of them one end, and another one is reserved through hole, penetrates from top to bottom after connection cementation of fissures construction is carried out in connection space.Between stake top and binder, use this method to connect between capital and bent cap.
Wedge cementation of fissures connection method: two members that laterally connect, wedge projection reserve in one of them one end, and another one is reserved wedge groove, is inserted in from top to bottom rear grouting construction to be carried out in connection space.The horizontal connection of the little binder of prefabricated longitudinal beam, prefabricated anticollision barrier adopts this method.
Assembled Connection Step: the first step, use after the pile foundation equipment pore-formings such as Churn drill, press code requirement to hole at the bottom of scarfing cinder, then use the loop wheel machine pile section of slinging assembled section by section, and to exposed position, flange connecting bolt hole filling protection mortar, sink to the stake hole after moulding, finally pouring underwater concrete in 3 meters of altitude ranges at the bottom of stake, to strengthen pile crown intensity again; Second step, lifting end binder penetrates the pre-buried projection reinforcing bar in stake top from top to bottom, after using temporary supporting to binder location, carries out space grouting operation between binder and stake top, and waits for that filling intensity meets code requirement; The 3rd step, the post of slinging joint is assembled section by section, to exposed position, flange connecting bolt hole filling protection mortar; The 4th step, lifting bent cap penetrates the pre-buried projection reinforcing bar of capital from top to bottom, and grouting construction is carried out in space between bent cap and capital; The 5th step, installs bridge pad, lifts by crane longitudinal roof beam structure and stands on two bent caps, first carries out horizontal little binder and is connected and fixed, then lift by crane superimposed backplanes support on horizontal little binder and longitudinal beam bracket, then carries out bridge deck reinforcing bar binding; The 6th step, lifting crash barrier, and assembled section by section, use temporary supporting to fix; The 7th step, carries out bridge deck cast-in-place concrete construction.
Effect of the present utility model and feature: the utility model forms bridge by 8 kinds of prefabricated units such as preformed pile, binder of the prefabricated end, Precast Pier Columns, prefabricated bent cap, prefabricated longitudinal beam, bridge deck (cast-in-place), prefabricated crash barriers and splits assembled system.Member method of attachment is: between standard pile section, standard column joint, adopt this method to connect, Precast Pier Columns adopts built-in hidden concealed flange to be connected with binder of the prefabricated end; Between stake top and binder, use the direct puncture reinforcing bar cementation of fissures to connect between capital and bent cap; The horizontal connection of the little binder of prefabricated longitudinal beam, prefabricated anticollision barrier adopts the wedge cementation of fissures to connect.Its effect is: full-bridge is precast construction except bridge deck are cast-in-place, will greatly improve bridge assembling rate; Can reduce to greatest extent the common recruitment of building, raise labour productivity; The greatly reduction of erection time of full precast construction, reduce bridge construction cost, improve bridge construction quality.Its feature is:
each prefabricated units weight is moderate, and the formula from top to bottom that is connects, and is convenient to lifting;
after preformed pile, prefabricated post, prefabricated crash barrier are split, be convenient to element precast and transport;
built-in hidden concealed flange connection method, direct puncture reinforcing bar cementation of fissures connection method, three kinds of methods of attachment of wedge cementation of fissures connection method are efficiently simple, and easy operating, can also ensure appearance looks elegant;
the hollow circular preformed pile of bamboo joint type and pier stud, can ensure bearing capacity, can effectively alleviate again construction weight, thereby save concrete amount saving construction cost;
bridge deck use superimposed sheet technology to replace template and mounting system completely, in reducing expense, have also ensured construction safety and rapid construction, and the cast-in-place of bridge deck can also ensure bridge integrity.
Brief description of the drawings
Fig. 1 is the stereogram of member composition system of the present utility model.
Fig. 1-1 is the front view of Fig. 1.
Fig. 2 is the stereogram of preformed pile.
Fig. 2-1 is that the stake standard knot in the preformed pile of Fig. 2 connects the front view distributing.
Fig. 2-2 are Precast Pier Columns stereogram.
Fig. 2-3 are that the post standard knot in the Precast Pier Columns of Fig. 2-2 connects the front view distributing.
Fig. 2-4 are the utility model flange used, the stereogram of the connection of main muscle.
Fig. 2-5 are the front view of Fig. 2-4.
Fig. 3 is stake top, binder of the prefabricated end, Precast Pier Columns connection distributed architecture schematic diagram.
Fig. 3-1 is the front view of Fig. 3 perspective.
Fig. 4 is the perspective view after prefabricated bent cap, longitudinal beam, prefabricated superimposed base plate connection.
Fig. 4-1 is the front view of Fig. 4.
Fig. 5 is that prefabricated crash barrier laterally connects perspective view.
Fig. 5-1 is the front view of Fig. 5.
In figure: preformed pile 1, binder of the prefabricated end 2, Precast Pier Columns 3, prefabricated bent cap 4, prefabricated longitudinal beam 5, prefabricated superimposed base plate 6, prefabricated crash barrier 7, bridge deck 8, flange 9, main muscle 10, nut 11, projection reinforcing bar 12, through hole 13, wedge projection 14, wedge groove 15, straining beam 16.
Detailed description of the invention
The utility model can base oneself upon existing equipment for bridge construction and prefabricating technique, reaches the object of building up fast a freely-supported Multispans continuous bridge.Before bridge is installed enforcement, must first build at the scene element precast field, the members such as the preformed pile that the utility model is related to, binder of the prefabricated end, Precast Pier Columns, prefabricated bent cap, prefabricated longitudinal beam, prefabricated superimposed base plate, prefabricated crash barrier are prefabricated in advance.Meanwhile, should carry out the preparation of construction work such as necessary pioneer road connects, lifting levelling of the land, interim electric power laying in bridge erecting bed.
As shown in drawings, Totally-prefabricated assembling type reinforced concrete bridge splicing structure described in the utility model, comprise stake, end binder, pier stud, bent cap, longitudinal beam, superimposed base plate and crash barrier, its design feature is that described stake, end binder, pier stud, bent cap, longitudinal beam, superimposed base plate and crash barrier sequentially adopt preformed pile 1, binder of the prefabricated end 2, Precast Pier Columns 3, prefabricated bent cap 4, prefabricated longitudinal beam 5, prefabricated superimposed base plate 6 and prefabricated crash barrier 7, and the stake top of described preformed pile 1 is connected with the bottom of binder of the prefabricated end 2; Binder of the prefabricated end 2 is upwards connected with Precast Pier Columns 3; Precast Pier Columns 3 is upwards connected with prefabricated bent cap 4; Prefabricated longitudinal beam 5 stands on prefabricated bent cap 4 by bridge pad or fixed end frame; Prefabricated superimposed base plate 6 is supported on prefabricated longitudinal beam 5, on prefabricated superimposed base plate 6, after colligation bridge deck reinforcing bar, makes bridge deck 8 by concrete integral cast-in-situ; Prefabricated crash barrier 7 is arranged on bridge deck 8.
Described preformed pile is the stake of bamboo joint type cylinder type hollow, and Precast Pier Columns is bamboo joint type cylinder type hollow post.
Between described preformed pile, between Precast Pier Columns 3, all adopt built-in hidden concealed flange to connect and the stake of corresponding formation bamboo joint type cylinder type hollow, Precast Pier Columns are bamboo joint type cylinder type hollow post.
As Fig. 2, Fig. 2-1, Fig. 2-2, Fig. 2-3, Fig. 3, shown in Fig. 3-1, between described preformed pile 1, between Precast Pier Columns 3 and between Precast Pier Columns 3 and binder of the prefabricated end 2, all adopt built-in hidden concealed flange to be connected, described built-in hidden concealed flange connects and comprises that flange 9 and main muscle 10(are shown in Fig. 2-4, shown in Fig. 2-5), after being connected with main muscle, flange is embedded in upper and lower pile body or upper and lower shaft by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, flange 9 between upper and lower pile body or upper and lower shaft passes through bolt at reserved nut operating position place, nut 11 is locked and is formed mortar cover in nut operation space filling high-strength mortar sealing, from the appearance connect less than flange.
As Fig. 4, shown in Fig. 4-1, between the stake top and binder of the prefabricated end 2 of described preformed pile 1, between the capital of Precast Pier Columns 3 and prefabricated bent cap 4, use the direct puncture reinforcing bar cementation of fissures to connect, the described direct puncture reinforcing bar cementation of fissures connects and comprises the stake top of the preformed pile connecting up and down and capital and these two bridge members of prefabricated bent cap of these two bridge members of binder of the prefabricated end or Precast Pier Columns, projection reinforcing bar 12 is reserved in one of them bridge member one end, another one bridge member is reserved through hole 13, projection reinforcing bar 12 carries out cementation of fissures construction joint filling to connecting space after penetrating through hole 13 connections from bottom to top.
As shown in Fig. 5, Fig. 5-1, horizontal connection between the straining beam of described prefabricated longitudinal beam 5, between prefabricated crash barrier 7 adopts the wedge cementation of fissures to connect, the described wedge cementation of fissures connects two members of two adjacent little binders or two members of two prefabricated crash barriers that comprise horizontal connection, wedge projection 14 is reserved in one of them member one end, another one member is reserved wedge groove 15, and wedge projection 14 is carried out grouting construction joint filling to connecting space after being inserted in wedge groove 15 from top to bottom again.
Detailed description of the invention is as follows:
(1) the pile foundation drilling construction of preformed pile 1 and pile foundation splicing are installed.Can adopt after the pore-forming equipment such as Churn drill or rotary drilling rig pore-forming, first use hole tester to drilling diameter, verticality etc. check, after meeting the demands, utilize large-scale crane according to joining method shown in Fig. 2, the first joint of the pile foundation of slinging, sink to pile foundation hole position and carry out temporary supporting, make its assembled link position exceed left and right, 1 meter, ground (to be easy to the attended operation of workman's bolt), a standard knot of slinging is superimposed with the first joint of stake, in the time that being connected with stake standard knot, the first joint of stake penetrates from the bottom up high-strength bolt tightening nuts, form bolt mortar cover at the groove position of connecting bolt heap sand slurry, unclamp again temporary supporting and fall preformed pile, order makes a standard knot assembled rear formation preformed pile section by section according to this, drop down onto pile foundation hole position, finally underwater concreting is carried out in the head position of preformed pile, strengthen the pile foundation bottom and pile crown intensity and the bearing capacity of pile foundation of rock stratum contact surface with reinforcement preformed pile of preformed pile.
(2) as shown in Figure 3, after the pile foundation installation of preformed pile, use the loop wheel machine binder of the prefabricated end of slinging, penetrate along preformed pile top reserved steel bar from top to bottom, fall to design elevation, and it is carried out to interim positioning supports with support, the processing of the mortar cementation of fissures is carried out in the gap between the gap between stake top and bottom binder and reserved steel bar perforation.In the time that between stake top and end binder, gap is larger, reply preformed pile pushes up interim support mold pouring.
(3) as shown in Figure 3,, after filling intensity meets the demands, carry out Precast Pier Columns lifting, at this moment basis has formed bearing capacity, also accurate location of works, and therefore pier stud lifting will be than faster, according to method of attachment shown in Fig. 2, can lift section by section.After pier stud has lifted, according to method of attachment shown in Fig. 3, complete prefabricated bent cap lifting.
(4) complete prefabricated bent cap lifting, bridge pad can be installed, lifting longitudinal beam, as shown in Figure 4, longitudinal beam lifting order should advance to both sides from middle part, to ensure structure stress balance, finally lift side bar, the straining beam 16 connecting between longitudinal beam adopts and carves as shown in Figure 5 type connection, after all having lifted, covers prefabricated superimposed base plate.And according to connected mode shown in Fig. 5, prefabricated crash barrier is installed section by section on side bar.By designing requirement, carry out reinforcing bar binding at longitudinal beam and superimposed base plate as the bridge deck position of bed die support, the work such as pre-buried bellows steel strand, enter concreting operation after all completing.Finally, again according to designing requirement, carry out steel strand tension, form bridge deck prestressing force.So far, simple beam structure lifting operation completes substantially.
As shown in drawings, the method for attachment of Totally-prefabricated assembling type reinforced concrete bridge splicing structure described in the utility model, comprises the steps:
1) the pile foundation drilling construction of preformed pile 1 and pile foundation splicing are installed: (1) adopts after the pore-forming equipment pore-formings such as Churn drill or rotary drilling rig, first use hole tester to check drilling diameter, verticality etc., after meeting the demands, utilize large-scale crane to splice by following joining method, first the saving of pile foundation of slinging preformed pile 1, sink to pile foundation hole position and carry out temporary supporting, making its assembled link position exceed left and right, 1 meter, ground to be easy to the attended operation of workman's bolt; (2) the first joint of a standard knot and pile foundation of slinging is superimposed, in the time that being connected with stake standard knot, the first joint of pile foundation penetrates from the bottom up high-strength bolt tightening nuts, form bolt mortar cover at the groove position of connecting bolt heap sand slurry, unclamp again temporary supporting and fall the first joint of pile foundation, order makes a standard knot assembled section by section according to this, finally underwater concreting is carried out in the head position of preformed pile, strengthen the pile foundation bottom and pile crown intensity and the bearing capacity of pile foundation of rock stratum contact surface with reinforcement preformed pile of preformed pile; The following built-in hidden concealed flange method of attachment of assembled employing section by section between described stake standard knot connects, after being connected with main muscle, flange is embedded in upper and lower stake standard knot by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, flange 9 between upper and lower stake standard knot is locked by bolt, nut 11 at reserved nut operating position place and is formed mortar cover in the sealing of nut operation space filling high-strength mortar, from the appearance connects less than flange;
2) after preformed pile and pile foundation installation, use the loop wheel machine binder of the prefabricated end of slinging, the reserved through hole that binder of the prefabricated end is provided with penetrates along the reserved projection reinforcing bar in preformed pile top from top to bottom, fall to design elevation, and it is carried out to interim positioning supports with support, the processing of the mortar cementation of fissures is carried out in gap between gap between stake top and binder of the prefabricated end to preformed pile and reserved through hole, in the time that gap between the stake top of preformed pile and binder of the prefabricated end is larger, tackles preformed pile and push up interim support mold pouring;
3) after gap is carried out the processing of the mortar cementation of fissures and is reached filling intensity and meet the demands, carry out all adopting built-in hidden concealed flange to be connected between binder 2 of the prefabricated end and Precast Pier Columns 3, after being connected with main muscle, flange is embedded in the post standard knot of head joint of binder 2 of the prefabricated end and Precast Pier Columns 3 by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, flange 9 between the post standard knot of the head joint of binder 2 of the prefabricated end and Precast Pier Columns 3 passes through bolt at reserved nut operating position place, nut 11 is locked and is formed mortar cover in nut operation space filling high-strength mortar sealing, from the appearance connect less than flange, the post standard knot lifting of Precast Pier Columns 3 connects into Precast Pier Columns, the following built-in hidden concealed flange method of attachment of assembled employing section by section between described post standard knot connects, after being connected with main muscle, flange is embedded in upper lower prop standard knot by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, flange 9 between upper lower prop standard knot is locked by bolt, nut 11 at reserved nut operating position place and is formed mortar cover in the sealing of nut operation space filling high-strength mortar, from the appearance connects less than flange,
4) between the capital of Precast Pier Columns 3 and prefabricated bent cap 4, use direct puncture reinforcing bar cementation of fissures connected mode to install, the reserved through hole that prefabricated bent cap 4 is provided with penetrates along the reserved projection reinforcing bar of the capital of Precast Pier Columns 3 from top to bottom, fall to design elevation, and it is carried out to interim positioning supports with support, the processing of the mortar cementation of fissures is carried out in gap between gap between capital to Precast Pier Columns 3 and prefabricated bent cap 4 and reserved through hole, in the time that gap between the stake top of Precast Pier Columns 3 and prefabricated bent cap 4 is larger, interim support mold pouring is pushed up in the stake of reply Precast Pier Columns 3;
5) complete after prefabricated bent cap lifting, bridge pad can be installed, prefabricated longitudinal beam 5 stands on prefabricated bent cap 4 by bridge pad frame, prefabricated longitudinal beam 5 lifting orders should advance to both sides from middle part, to ensure structure stress balance, between described two adjacent prefabricated longitudinal beams 5, connect by the straining beam being attached thereto respectively, between described two adjacent straining beams, connect and adopt the wedge cementation of fissures to connect, the reserved wedge projection 14 in straining beam one end of a described prefabricated longitudinal beam 5, the reserved wedge groove 15 of the straining beam of the prefabricated longitudinal beam 5 of adjacent another in addition, wedge projection 14 is carried out grouting construction joint filling to connecting space after being inserted in wedge groove 15 from top to bottom again,
6) after prefabricated longitudinal beam 5 has all lifted, 6 of prefabricated superimposed base plates are on prefabricated longitudinal beam 5, support and carry out reinforcing bar binding the prefabricated superimposed base plate on prefabricated longitudinal beam as bed die, pre-buried bellows steel strand work, after all completing, enter concreting operation, and make bridge deck 8; Prefabricated crash barrier 7 is installed on bridge deck 8, horizontal connection between prefabricated crash barrier 7 adopts the wedge cementation of fissures to connect, the reserved wedge projection 14 in prefabricated crash barrier 7 one end in two contiguous prefabricated crash barriers, another one is reserved wedge groove 15, and wedge projection 14 is carried out grouting construction joint filling to connecting space after being inserted in wedge groove 15 from top to bottom again.
Claims (5)
1. a Totally-prefabricated assembling type reinforced concrete bridge splicing structure, comprise stake, end binder, pier stud, bent cap, longitudinal beam, superimposed base plate and crash barrier, it is characterized in that: described stake, end binder, pier stud, bent cap, longitudinal beam, superimposed base plate and crash barrier sequentially adopt preformed pile (1), binder of the prefabricated end (2), Precast Pier Columns (3), prefabricated bent cap (4), prefabricated longitudinal beam (5), prefabricated superimposed base plate (6) and prefabricated crash barrier (7), the stake top of described preformed pile (1) is connected with the bottom of binder of the prefabricated end (2); Binder of the prefabricated end (2) is upwards connected with Precast Pier Columns (3); Precast Pier Columns (3) is upwards connected with prefabricated bent cap (4); Prefabricated longitudinal beam (5) stands on prefabricated bent cap (4) by bridge pad or fixed end frame; Prefabricated superimposed base plate is located on prefabricated longitudinal beam (5), after the upper colligation bridge deck reinforcing bar of prefabricated superimposed base plate (6), makes bridge deck (8) by concrete integral cast-in-situ; Prefabricated crash barrier (7) is arranged on bridge deck (8).
2. Totally-prefabricated assembling type reinforced concrete bridge splicing structure according to claim 1, is characterized in that, preformed pile is the stake of bamboo joint type cylinder type hollow, and Precast Pier Columns is bamboo joint type cylinder type hollow post.
3. Totally-prefabricated assembling type reinforced concrete bridge splicing structure according to claim 1, it is characterized in that, between the stake top and binder of the prefabricated end (2) of preformed pile (1), between the capital of Precast Pier Columns (3) and prefabricated bent cap (4), use the direct puncture reinforcing bar cementation of fissures to connect, the described direct puncture reinforcing bar cementation of fissures connects and comprises the stake top of the preformed pile connecting up and down and capital and these two bridge members of prefabricated bent cap of these two bridge members of binder of the prefabricated end or Precast Pier Columns, projection reinforcing bar is reserved in one of them bridge member one end, another one bridge member is reserved through hole (12), projection reinforcing bar (11) carries out cementation of fissures construction joint filling to connecting space after penetrating through hole (12) connection from bottom to top, between the capital of described Precast Pier Columns (3) and prefabricated bent cap (4), use direct puncture reinforcing bar cementation of fissures connected mode to install, the reserved through hole that prefabricated bent cap (4) is provided with penetrates along the reserved projection reinforcing bar of the capital of Precast Pier Columns (3) from top to bottom, and the processing of the mortar cementation of fissures is carried out in the gap between the gap between the capital to Precast Pier Columns (3) and prefabricated bent cap (4) and reserved through hole.
4. Totally-prefabricated assembling type reinforced concrete bridge splicing structure according to claim 1, it is characterized in that, between the straining beam of prefabricated longitudinal beam, horizontal connection between prefabricated crash barrier (7) adopts the wedge cementation of fissures to connect, the described wedge cementation of fissures connects two members of two adjacent straining beams or two members of two prefabricated crash barriers that comprise horizontal connection, wedge projection (14) is reserved in one of them member one end, another one member is reserved wedge groove (15), wedge projection (14) is carried out grouting construction joint filling to connecting space after being inserted in wedge groove (15) from top to bottom again.
5. Totally-prefabricated assembling type reinforced concrete bridge splicing structure according to claim 1 and 2, it is characterized in that, between preformed pile, between Precast Pier Columns (3) and between Precast Pier Columns (3) and binder of the prefabricated end (2), all adopt built-in hidden concealed flange to be connected, described built-in hidden concealed flange connects and comprises flange (9) and main muscle (10), after being connected with main muscle, flange is embedded in upper and lower pile body or upper and lower shaft by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, flange (9) between upper and lower pile body or upper and lower shaft passes through bolt at reserved nut operating position place, nut (11) is locked and is sealed and form mortar cover at nut operation space filling high-strength mortar, between binder of the prefabricated end (2) and Precast Pier Columns, all adopt built-in hidden concealed flange to be connected, after being connected with main muscle, flange is embedded in the post standard knot of head joint of binder of the prefabricated end (2) and Precast Pier Columns (3) by fluid concrete, and reserved nut operating position in the time of the pre-buried concrete of cast, the flange (9) between the post standard knot of the head joint of binder of the prefabricated end (2) and Precast Pier Columns (3) is locked by bolt, nut (11) at reserved nut operating position place and is formed mortar cover in the sealing of nut operation space filling high-strength mortar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420038064.6U CN203684108U (en) | 2014-01-21 | 2014-01-21 | Fully-precast assembly type reinforced concrete bridge assembling structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420038064.6U CN203684108U (en) | 2014-01-21 | 2014-01-21 | Fully-precast assembly type reinforced concrete bridge assembling structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203684108U true CN203684108U (en) | 2014-07-02 |
Family
ID=51006031
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420038064.6U Expired - Fee Related CN203684108U (en) | 2014-01-21 | 2014-01-21 | Fully-precast assembly type reinforced concrete bridge assembling structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203684108U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741604A (en) * | 2014-01-21 | 2014-04-23 | 张利铨 | Fully prefabricated reinforced concrete bridge assembly structure and connecting method for same |
| CN104278636A (en) * | 2014-09-15 | 2015-01-14 | 宁夏煤炭基本建设有限公司 | Quick building technology for ordinary highway bridge |
| CN105421484A (en) * | 2015-12-25 | 2016-03-23 | 中铁十四局集团有限公司 | Deep pond spanning structure |
| CN107447647A (en) * | 2017-07-25 | 2017-12-08 | 武汉理工大学 | Assembled bridge pier and its construction method |
| WO2020001156A1 (en) * | 2018-06-29 | 2020-01-02 | 比亚迪股份有限公司 | Bridge and bridge pier thereof |
| CN110656574A (en) * | 2018-06-29 | 2020-01-07 | 比亚迪股份有限公司 | Method for manufacturing bridge pier |
-
2014
- 2014-01-21 CN CN201420038064.6U patent/CN203684108U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741604A (en) * | 2014-01-21 | 2014-04-23 | 张利铨 | Fully prefabricated reinforced concrete bridge assembly structure and connecting method for same |
| CN103741604B (en) * | 2014-01-21 | 2016-03-02 | 张利铨 | Totally-prefabricated assembling type reinforced concrete bridge splicing structure and attaching method thereof |
| CN104278636A (en) * | 2014-09-15 | 2015-01-14 | 宁夏煤炭基本建设有限公司 | Quick building technology for ordinary highway bridge |
| CN105421484A (en) * | 2015-12-25 | 2016-03-23 | 中铁十四局集团有限公司 | Deep pond spanning structure |
| CN107447647A (en) * | 2017-07-25 | 2017-12-08 | 武汉理工大学 | Assembled bridge pier and its construction method |
| WO2020001156A1 (en) * | 2018-06-29 | 2020-01-02 | 比亚迪股份有限公司 | Bridge and bridge pier thereof |
| CN110656575A (en) * | 2018-06-29 | 2020-01-07 | 比亚迪股份有限公司 | Bridge and pier thereof |
| CN110656574A (en) * | 2018-06-29 | 2020-01-07 | 比亚迪股份有限公司 | Method for manufacturing bridge pier |
| CN110656574B (en) * | 2018-06-29 | 2022-03-18 | 比亚迪股份有限公司 | Method for manufacturing bridge pier |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103741604B (en) | Totally-prefabricated assembling type reinforced concrete bridge splicing structure and attaching method thereof | |
| CN203684108U (en) | Fully-precast assembly type reinforced concrete bridge assembling structure | |
| CN105804241A (en) | Single-layer prefabricated assembly type reinforced concrete beam-column joint | |
| CN106223360A (en) | Use the open cut cast in place and precast construction subway station construction method of stake supporting system | |
| CN110056092B (en) | Connecting structure of bolting-inserting type upper and lower prefabricated shear walls and superimposed sheet and construction method | |
| CN106088326B (en) | Assembling frame rod structure based on 3D printing | |
| JP4060323B2 (en) | Bracket support type downward frame driving system and downward frame driving method using the same | |
| CN105862910A (en) | Top-down type construction method of assembling type three-dimensional underground garage | |
| CN106703306B (en) | Precast concrete parapet component and connection structure thereof | |
| CN105220792B (en) | A kind of prefabricated concealed bracings energy-consuming shear wall and its assemble method | |
| CN108005401A (en) | A kind of support and change method of the column of existing frame structure base isolation reinforcement | |
| KR20120096605A (en) | Bracket support type downward construction system and method | |
| CN212582727U (en) | Modular assembly type retaining wall | |
| CN106149868A (en) | Prefabricated buildings architectural structure system and assembly method thereof | |
| CN114790757A (en) | Cover-excavation top-down construction V-shaped column structure and construction method thereof | |
| CN204112525U (en) | Band perps precast shear wall structure in strong concrete precast frame | |
| CN113718753B (en) | Anchor underground continuous wall foundation assembled type intermediate wall and construction method | |
| CN105040810B (en) | Suitable for the connecting node of frame supported shear wall structure reverse construction | |
| CN102286982A (en) | Deep foundation pit precast building enclosure for constructing in low environment | |
| CN110565510A (en) | Prefabricated assembled segmental pier structure and construction method thereof | |
| KR101006411B1 (en) | System and method for underground downward construction using concrete filled tube | |
| CN212426749U (en) | Hybrid reinforced concrete joint section | |
| CN111519653A (en) | Modular assembly type retaining wall and construction method thereof | |
| CN111042575A (en) | Steel structure upright post reinforcing structure and method for basement roof temporary road | |
| CN107299596B (en) | Concrete support trestle plate lower supporting beam template system and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140702 Termination date: 20220121 |