CN103015328A - Continuous splicing construction method of pier column for jacking broken beam of bridge - Google Patents
Continuous splicing construction method of pier column for jacking broken beam of bridge Download PDFInfo
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- CN103015328A CN103015328A CN2012105788835A CN201210578883A CN103015328A CN 103015328 A CN103015328 A CN 103015328A CN 2012105788835 A CN2012105788835 A CN 2012105788835A CN 201210578883 A CN201210578883 A CN 201210578883A CN 103015328 A CN103015328 A CN 103015328A
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Abstract
The invention discloses a continuous splicing construction method of a pier column for jacking a broken beam of a bridge. The continuous splicing construction method of the pier column for jacking the broken beam of the bridge comprises the following steps of I, handling the structure of a broken beam splicing interface: chipping away concrete of a bottom section of an upper broken column to form an upper splicing joint where an obconical concrete boss is left in the middle part, and chipping away concrete of a top section of a lower pier column to form a lower splicing joint where an obconical concave groove is formed in the middle part; II, splicing main steel bars of the pier column and performing reinforcement construction on embedded steel bars; III, performing installation construction on concrete casting-moulding formworks, and arranging multiple concrete pouring ports and multiple laitance overflow ports in the upper part of the concrete casting-moulding formworks; IV, performing pouring construction on the concrete; and V, removing the formworks. With the adoption of the continuous splicing construction method of the pier column for jacking the broken beam of the bridge provided by the invention, the steps are simple, the design is rational, the construction cost is lower, the construction efficiency is high, the construction effect is good and the connection between the new concrete and the old concrete is reliable after the splicing; and therefore, the construction difficulties of concrete non-compactness, low strength and the like of a contact face between the upper broken column and the spliced section existing in the traditional construction method can be effectively solved.
Description
Technical field
The invention belongs to the bridge jacking technical field of construction, especially relate to a kind of bridge cut-off pillar and jacking pier stud continued access job practices.
Background technology
At present, the bridge cut-off pillar and jacking is distinctive a kind of job practices in the bridge lifting rebuilding construction, it mainly is the method for existing bridge construction being taked to cut bridge pier, adopt Lifting Equipment will break post, bent cap and superstructure integral jacking to design elevation, then the up and down two parts bridge pier reinforcement continued access to cutting off, thereby the purpose of realization lifting bridge absolute altitude.The cut-off pillar and jacking Technological Economy that adopts is efficient, convenient operation, has avoided removing the impact of rebuilding environment and traffic, has so both promoted the use function of existing bridge construction, again economical environment-protective.
Disconnected post reinforcement continued access is a key link in the bridge cut-off pillar and jacking technique, and traditional pier stud continued access connects the pier stud reinforcing bar for the post tangent plane concrete dabbing of will breaking, overlap joint, spiral stirrup is installed as requested again, the formwork erection fluid concrete.But in the actual use procedure, all there is obvious defective in above-mentioned existing disconnected post reinforcement continued access method at aspects such as new-old concrete processing, pouring concrete techniques, causes the rear pouring concrete of bridge pier continued access part and old concrete interface leakiness or low strength.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of bridge cut-off pillar and jacking pier stud continued access job practices is provided, its method step is simple, reasonable in design, construction cost is lower and efficiency of construction is high, construction effect is good, the adhesion stress of energy Effective Raise continued access section concrete and former disconnected intercolumniation.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of bridge cut-off pillar and jacking pier stud continued access job practices, the pier stud of institute's continued access is top pier stud and bottom pier stud, and the pier stud that described top pier stud puts in place for the rear jacking of cutting, described top pier stud be positioned at the bottom pier stud directly over and the two be coaxial laying, described top pier stud and bottom pier stud are and are vertically to the reinforced concrete structure of laying; Be embedded with many vertical connecting reinforcements one in the pier stud of described top, be embedded with many vertical connecting reinforcements two in the pier stud of described bottom, and many described vertical connecting reinforcements one be laid in respectively many described vertical connecting reinforcements two directly over, it is characterized in that the method may further comprise the steps:
The top of described pouring concrete forming panel is provided with a plurality of concrete pouring gates and a plurality of laitance overfall, and a plurality of described concrete pouring gate and a plurality of described laitance overfall all communicate with the inside of described cylindrical forming cavity; The structure of a plurality of described concrete pouring gates is all identical with size, and the circumferencial direction of the described cylindrical forming cavity of a plurality of described pouring concrete opening's edges is evenly laid, and a plurality of described concrete pouring gate is laid on the same level; The structure of a plurality of described laitance overfalls is all identical with size, and a plurality of described laitance overfalls are evenly laid along the circumferencial direction of described cylindrical forming cavity, and a plurality of described a plurality of described laitance overfalls are laid on the same level;
Above-mentioned a kind of bridge cut-off pillar and jacking pier stud continued access job practices, it is characterized in that: the disconnected post in top described in the step 1 and the bottom pier stud is cylindrical pillars and the radius of the two is R, the top of described upper continued access joint is an annular horizontal stand one, the internal diameter of described annular horizontal stand one is identical with the bottom external diameter of turbination concrete boss, and the external diameter of described annular horizontal stand one is 2R; The top of described lower continued access joint is an annular horizontal stand two, the size of described annular horizontal stand two and described annular horizontal stand one measure-alike; The bottom radius r=R-2a of described turbination concrete boss, wherein a is the thickness of protection tier of the disconnected post in top; The top radius of described turbination groove is r; The width of described annular horizontal stand two and described annular horizontal stand one is 2a.
Above-mentioned a kind of bridge cut-off pillar and jacking is characterized in that: the height h1=50cm～60cm of bottom segment described in the step 1, and the height h2=50cm～60cm of described top segment with pier stud continued access job practices.
Above-mentioned a kind of bridge cut-off pillar and jacking is characterized in that with pier stud continued access job practices: when in the step 1 concrete of the concrete of disconnected column bottom, top sections and bottom pier stud top segment being cut, adopt manual chisel or electronic cutter tool to cut; And after the concrete of the concrete of disconnected column bottom, top sections and bottom pier stud top segment cut, also need to carry out dabbing to the surface of described upper continued access joint and described lower continued access joint and process; The diameter of described continued access connecting reinforcement and the continued access section reinforcing bar all diameter with vertical connecting reinforcement one is identical.
Above-mentioned a kind of bridge cut-off pillar and jacking pier stud continued access job practices, it is characterized in that: described bottom pier stud bottom support is on horizontal cushion cap; Before in the step 3 pouring concrete forming panel being installed, also need installation support on horizontal cushion cap, and at the operation platform of the top of described construction bracket installation for fluid concrete, and at the formwork support platform of the middle and lower part of described construction bracket installation for installation pouring concrete forming panel; Described formwork support platform is set up the upper outside at the bottom pier stud, and the bottom support of pouring concrete forming panel is on formwork support platform; Described operation platform is set up the lower outside of the disconnected post on top; Described construction bracket and operation platform all are level to laying.
Above-mentioned a kind of bridge cut-off pillar and jacking pier stud continued access job practices, it is characterized in that: have a plurality of concrete casting orifices of installing for a plurality of described concrete pouring gates respectively on the upper portion side wall of the forming panel of pouring concrete described in the step 3, a plurality of described concrete pouring gates are installed on a plurality of described concrete casting orifices to the pouring concrete pipe of laying by a plurality of being vertically respectively, the structure of a plurality of described pouring concrete pipes is all identical with size, and a plurality of described pouring concrete Guan Jun is laid on the same level.
Above-mentioned a kind of bridge cut-off pillar and jacking is characterized in that with pier stud continued access job practices: when in the step 4 a plurality of described laitance overfalls being carried out shutoff synchronously, adopt a plurality of detachable plates to carry out shutoff; And be provided with the plug-in mounting mouth of the detachable plate plug-in mounting of a plurality of confessions on a plurality of described laitance overfalls.
Above-mentioned a kind of bridge cut-off pillar and jacking pier stud continued access job practices, it is characterized in that: after in the step 4 a plurality of described laitance overfalls being carried out shutoff synchronously, also need or in a plurality of described pouring concrete pipes, retain and highly carry out pressurize for the concrete of h6 by equal injected water in a plurality of described pouring concrete pipes, and the dwell time is no less than 48 hours
The height of institute's injected water is in a plurality of described pouring concrete pipes
H in the formula
ConcreteBe the vertical height of described concrete casting orifice lower edge to described upper continued access joint, R is the radius of top pier stud, the bottom radius r=R-2a of turbination concrete boss,
D is the internal diameter of pouring concrete pipe, ρ
ConcreteBe the density of institute's fluid concrete, ρ
WaterDensity for institute's injected water in the pouring concrete pipe.
Above-mentioned a kind of bridge cut-off pillar and jacking pier stud continued access job practices, it is characterized in that: the structure of a plurality of described laitance overfalls is all identical with size in the step 3; Described concrete casting orifice is identical with the quantity of described laitance overfall, and the middle part between adjacent two described concrete casting orifices is provided with a described laitance overfall; Institute's fluid concrete overflows and each laitance overfall when evenly outwards overflowing concrete from a plurality of described laitance overfalls respectively synchronously in the step 4, and concrete placement is finished.
Above-mentioned a kind of bridge cut-off pillar and jacking pier stud continued access job practices, it is characterized in that: the quantity of vibrating spear described in the step 4 be a plurality of and its quantity identical with the quantity of described laitance overfall, a plurality of described vibrating spears stretch in the described cylindrical forming cavity from a plurality of described laitance overfalls respectively; And when from the bottom to top institute's fluid concrete successively being vibrated by a plurality of described vibrating spears, when pouring concrete when the described turbination concrete boss, should strengthen vibrating.
The present invention compared with prior art has the following advantages:
1, construction method step is simple, technique is reasonable, realization is convenient and construction cost is lower, and the construction period is short, and mass effect is good, and efficiency of construction is high.
2, the continued access joint design that adopts is reasonable in design, according to construction characteristic disconnected post continued access section concrete being carried out special tectonic processes, the top inboard scope core concrete of disconnected post master muscle is cut a hole boss in an inverted cone, the bottom inboard scope core of disconnected post master muscle is cut a hole groove in an inverted cone, and all process by the dabbing requirement on the surface.Thereby, the bond area between the new-old concrete is significantly increased, improved the adhesion stress of its contact surface; The simultaneously design of back taper core concrete and groove special tectonic has increased the mutual embedded performance of new-old concrete, is conducive to the stressed of continued access section pier stud.
3, the pouring concrete forming module reasonable in design and the easy accessibility that adopt are designed with the concrete casting orifice at the template upper limb, and it is connected with the pouring concrete pipe by flange, are convenient to very much dismounting; Simultaneously, be designed with the laitance overfall at the template upper limb, be used for overflowing of top of concrete laitance, supporting detachable plate can seal overfall at any time.
When 4, pouring concrete construction finishes, adopt plate sealing overfall, and the water of retention certain altitude carries out pressurize in the pouring concrete pipe, improves density and the bond effect of top concrete by external pressurized.During actual the use, also can adopt and inject concrete mode in the pouring concrete pipe and carry out pressurize, and to inject concrete height identical with the computational methods of the height of institute injected water.In addition, the concrete strength grade of pouring into a mould in the pouring concrete forming panel than top pier stud and the high strength grade of the used concrete strength grade of bottom pier stud, thereby can effectively guarantee the continued access quality.
5, construction cost is lower, efficiency of construction is high and construction effect is good, remarkable in economical benefits, by disconnected post continued access end is up and down carried out special structure design and construction, Effective Raise the bond effect of continued access section new-old concrete; By the laitance overfall being set at the template upper limb and supporting plate being installed, so that the top of concrete laitance can fully overflow, avoided the conventional method concrete material under Action of Gravity Field coarse aggregate from the problem of sinking, the fine aggregate floating causes upper surface mortar aggregate intensity to reduce, Effective Raise the intensity at new-old concrete contact surface place; In addition, by the method for injected water in the pouring concrete pipe or the pressurize of retention concrete, newly placed concrete is carried out external pressurized, can the concrete density of Effective Raise.Simultaneously, the present invention have save time, convenient, efficient, practical, be easy to control and the advantages such as lift structure stress performance.
In sum, the inventive method step is simple, reasonable in design, construction cost is lower and efficiency of construction is high, construction effect is good, increased effective contact area of new-old concrete, improve the adhesion stress of continued access section concrete and former disconnected intercolumniation, efficiently solved the disconnected post in top and the construction difficult problems such as continued access section contact surface concrete leakiness and low strength that conventional construction method exists.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Description of drawings
Fig. 1 is job practices FB(flow block) of the present invention.
Fig. 2 is the structural representation of joint and the lower joint that continues of continuing in the present invention.
Fig. 3 is the Construction State schematic diagram after pier stud master muscle continued access of the present invention and bar planting reinforcing construction are finished.
Fig. 4 is the Construction State schematic diagram after continued access section spiral stirrup of the present invention colligation is finished.
Fig. 5 is the Construction State schematic diagram of the present invention when carrying out pouring concrete.
Fig. 6 is the structural representation of pouring concrete forming panel of the present invention.
Fig. 7 is the installation position schematic diagram of set concrete casting orifice and laitance overfall on the pouring concrete forming panel of the present invention.
Description of reference numerals:
1-top pier stud; 2-bottom pier stud; 3-vertical connecting reinforcement one;
4-vertical connecting reinforcement two; 5-turbination concrete boss; 6-turbination groove;
7-continued access connecting reinforcement; 8-continued access section reinforcing bar; 9-continued access section spiral stirrup;
10-pouring concrete forming panel; 11-concrete pouring gate;
12-laitance overfall; 13-horizontal cushion cap; 14-construction bracket;
15-operation platform; 16-formwork support platform; 17-pouring concrete pipe;
18-detachable plate; 19-concrete casting orifice; 20-bent cap.
The specific embodiment
The pier stud continued access job practices of a kind of bridge cut-off pillar and jacking as shown in Figure 1, the pier stud of institute's continued access is top pier stud 1 and bottom pier stud 2, and the pier stud that described top pier stud 1 puts in place for the rear jacking of cutting, described top pier stud 1 be positioned at bottom pier stud 2 directly over and the two be coaxial laying, described top pier stud 1 and bottom pier stud 2 are and are vertically to the reinforced concrete structure of laying; Be embedded with many vertical connecting reinforcements 1 in the described top pier stud 1, be embedded with many vertical connecting reinforcements 24 in the described bottom pier stud 2, and many described vertical connecting reinforcements 1 be laid in respectively many described vertical connecting reinforcements 24 directly over, be provided with bent cap 20 directly over the described top pier stud 1, concrete structure sees Fig. 2 for details.Bridge cut-off pillar and jacking of the present invention pier stud continued access job practices may further comprise the steps:
In the present embodiment, when the concrete of the concrete of disconnected post 1 bottom segment in top and bottom pier stud 2 top segment is cut, adopt manual chisel or electronic cutter tool to cut.
And, after the concrete of the concrete of disconnected post 1 bottom segment in top and bottom pier stud 2 top segment cut, also need to carry out dabbing to the surface of described upper continued access joint and described lower continued access joint and process.
In the present embodiment, the disconnected post 1 in described top and bottom pier stud 2 is cylindrical pillars and the radius of the two is R, the top of described upper continued access joint is an annular horizontal stand one, the internal diameter of described annular horizontal stand one is identical with the bottom external diameter of turbination concrete boss 5, and the external diameter of described annular horizontal stand one is 2R; The top of described lower continued access joint is an annular horizontal stand two, the size of described annular horizontal stand two and described annular horizontal stand one measure-alike.
The bottom radius r=R-2a of described turbination concrete boss 5, wherein a is the thickness of protection tier of the disconnected post 1 in top; The top radius of described turbination groove 6 is r; The width of described annular horizontal stand two and described annular horizontal stand one is 2a.
In the present embodiment, the height h1=50cm～60cm of bottom segment described in the step, and the height h2=50cm～60cm of described top segment.
During practice of construction, can be according to concrete needs, the size of h1 and h2 is adjusted accordingly.
That is to say, cut the peripheral 50cm of bottom continued access end of the disconnected post 1 in top～60cm high concrete and pier stud master muscle one that exhumes out (being vertical connecting reinforcement 1) in the step 1, and with the concrete chisel boss in an inverted cone of pier stud master muscle one middle inside of the disconnected post 1 in top; Simultaneously, the top continued access end of bottom pier stud 2 is cut 50cm～60cm high concrete and the pier stud master muscle two that exhumes out (being vertical connecting reinforcement 2 4), and with the concrete chisel groove in an inverted cone of pier stud master muscle two middle inside of bottom pier stud 2, and all process by the dabbing requirement on the surface of continued access joint up and down.
In the present embodiment, the height of described turbination concrete boss 5 is 40cm～50cm.
In the present embodiment, when many described continued access section reinforcing bars 8 were buried underground, a continued access section reinforcing bar 8 was all buried at the middle part between adjacent two main muscle of described vertical connection underground.Practice of construction is, can be according to concrete needs, the quantity of the continued access section reinforcing bar 8 of burying underground between adjacent two main muscle of described vertical connection is adjusted accordingly.The top of described continued access section reinforcing bar 8 is embedded on the described upper continued access joint and its bottom is embedded on the described lower continued access joint.
Because described vertical connecting reinforcement 1 is identical with the diameter of vertical connecting reinforcement 24, in the present embodiment, the diameter of described continued access connecting reinforcement 7 and the continued access section reinforcing bar 8 all diameter with vertical connecting reinforcement 1 is identical.
In the present embodiment, the upper and lower side of described continued access connecting reinforcement 7 is connected with the connecting reinforcement of being connected 24 with vertical connecting reinforcement 1 respectively, and described continued access connecting reinforcement 7 all is fixed with welding manner with the connecting reinforcement of being connected 24 with vertical connecting reinforcement 1 and is connected.
Actual when continued access connecting reinforcement 7 is constructed, all is connected up and down the disconnected post master muscle of two parts (be vertical connecting reinforcement 1 and vertically connecting reinforcement 2 4) with code requirement according to design, and the continued access section is carried out bar planting reinforcement processing.
In conjunction with Fig. 6, the top of described pouring concrete forming panel 10 is provided with a plurality of concrete pouring gates 11 and a plurality of laitance overfall 12, and a plurality of described concrete pouring gate 11 and a plurality of described laitance overfall 12 all communicate with the inside of described cylindrical forming cavity.The structure of a plurality of described concrete pouring gates 11 is all identical with size, and a plurality of described concrete pouring gates 11 are evenly laid along the circumferencial direction of described cylindrical forming cavity, and a plurality of described concrete pouring gate 11 is laid on the same level; The structure of a plurality of described laitance overfalls 12 is all identical with size, and a plurality of described laitance overfalls 12 are evenly laid along the circumferencial direction of described cylindrical forming cavity, and a plurality of described a plurality of described laitance overfalls 12 are laid on the same level.
In the present embodiment, described pouring concrete forming panel 10 is cylindrical template.
During practice of construction, described bottom pier stud 2 bottom supports are on horizontal cushion cap 13.In the present embodiment, in conjunction with Fig. 5, before in the step 3 pouring concrete forming panel 10 being installed, also need installation support 14 on horizontal cushion cap 13, and at the operation platform 15 of the top of described construction bracket 14 installation for fluid concrete, and at the formwork support platform 16 of the middle and lower part of described construction bracket 14 installation for installation pouring concrete forming panel 10; Described formwork support platform 16 is set up the upper outside at bottom pier stud 2, and the bottom support of pouring concrete forming panel 10 is on formwork support platform 16; Described operation platform 15 is set up the lower outside of the disconnected post 1 on top; Described construction bracket 14 and operation platform 15 all are level to laying.
In the present embodiment, described construction bracket 14 is vertically to laying.
As shown in Figure 7, have a plurality of concrete casting orifices 19 of installing for a plurality of described concrete pouring gates 11 respectively on the upper portion side wall of described pouring concrete forming panel 10, a plurality of described concrete pouring gates 11 are installed on a plurality of described concrete casting orifices 19 to the pouring concrete pipe 17 of laying by a plurality of being vertically respectively, the structure of a plurality of described pouring concrete pipes 17 is all identical with size, and a plurality of described pouring concrete pipe 17 all is laid on the same level.
Actually add man-hour, the structure of a plurality of described laitance overfalls 12 is all identical with size; Described concrete casting orifice 19 is identical with the quantity of described laitance overfall 12, and the middle part between adjacent two described concrete casting orifices 19 is provided with a described laitance overfall 12.
In the present embodiment, the quantity of described concrete casting orifice 19 and laitance overfall 12 is two, and two described concrete casting orifices 19 and two described laitance overfalls 12 are laid in respectively on foursquare four summits.
During practice of construction, can be according to concrete needs, the quantity of described concrete casting orifice 19 and laitance overfall 12 is adjusted accordingly.
In the present embodiment, described pouring concrete forming panel 10 carries out designing and making highly in advance according to pillarwork size and the continued access section of cutting pier stud, and the bottom adapter sleeve of described pouring concrete forming panel 10 is contained in bottom pier stud 2 outsides and its suit height h3 is not less than 30cm; The top adapter sleeve of described pouring concrete forming panel 10 is contained in disconnected post 1 outside, top and its suit height h4 is not less than 10cm.Described concrete casting orifice 19 and laitance overfall 12 are laid on the top edge of described pouring concrete forming panel 10, and the junction between pouring concrete pipe 17 and the concrete casting orifice 19 adopts flange bolt cushioning rubber pad to be connected and sealed.
In the present embodiment, described pouring concrete forming panel 10 is comprised of the polylith template assembly.
In the present embodiment, in conjunction with Fig. 7, when in the step 4 a plurality of described laitance overfalls 12 being carried out shutoff synchronously, adopt a plurality of detachable plates 18 to carry out shutoff; And be provided with the plug-in mounting mouth of detachable plate 18 plug-in mountings of a plurality of confessions on a plurality of described laitance overfalls 12.
Actual when carrying out pouring concrete, when institute's fluid concrete overflows and each laitance overfall 12 when evenly outwards overflowing concrete from a plurality of described laitance overfalls 12 respectively synchronously, concrete placement is finished.
In the present embodiment, the quantity of vibrating spear described in the step 4 be a plurality of and its quantity identical with the quantity of described laitance overfall 12, a plurality of described vibrating spears stretch in the described cylindrical forming cavity from a plurality of described laitance overfalls 12 respectively.And when from the bottom to top institute's fluid concrete successively being vibrated by a plurality of described vibrating spears, when pouring concrete when the described turbination concrete boss 5, should strengthen vibrating.
In the present embodiment, in the step 4 a plurality of described laitance overfalls 12 are carried out shutoff synchronously after, also need be by highly being h to a plurality of described pouring concrete pipe 17 interior equal injected waters or in a plurality of described pouring concrete pipe 17 interior retentions
6Concrete carry out pressurize, and the dwell time be no less than 48 hours,
The height of a plurality of described pouring concrete pipe 17 interior institute injected waters is
H in the formula
ConcreteBe the vertical height of described concrete casting orifice 19 lower edges to described upper continued access joint, R is the radius of top pier stud 1, the bottom radius r=R-2a of turbination concrete boss 5,
D is the internal diameter of pouring concrete pipe 17, ρ
ConcreteBe the density of institute's fluid concrete, ρ
WaterDensity for pouring concrete pipe 17 interior institute injected waters.
In the present embodiment, in the step 4 a plurality of described laitance overfalls 12 are carried out shutoff synchronously after, by being h to a plurality of described pouring concrete pipe 17 interior equal injecting heights
WaterWater carry out pressurize.
During practice of construction, also can carry out pressurize for the concrete of h6 by all retaining highly at a plurality of described pouring concrete pipes 17.
In the present embodiment, in the step 4 to the pouring concrete forming panel 10 interior concrete strength grades of pouring into a mould, than described top pier stud 1 and the high strength grade of bottom pier stud 2 used concrete strength grades.
To sum up, by concrete casting orifice 19 concrete casting is injected in the pouring concrete forming panel 10, vibrating spear is inserted by laitance overfall 12 and successively vibrates, when being poured into turbination concrete boss 5, should strengthen vibrating, allow the concrete laitance fully overflow until till overflowing uniform concrete from overfall; Afterwards, remove the equipment that vibrates, and seal each laitance overfall 12 with detachable plate 18; Subsequently, carry out pressurize and water filling highly is h at the water of pouring concrete pipe 17 interior injection certain altitudes
WaterThe water injection to keep pressure time is specifically determined according to the concrete initial set time, generally is no less than 48 hours.
In the present embodiment, in step 4 behind institute's fluid concrete concrete initial set, dismantling concrete gate spool 17, and the water filling in the pouring concrete pipe 17 of draining, and local concrete surface is modified, after concrete strength reaches the form removal condition, dismantling concrete moulding by casting template 10, and carry out concrete curing according to code requirement.
The above; it only is preferred embodiment of the present invention; be not that the present invention is imposed any restrictions, every any simple modification, change and equivalent structure of above embodiment being done according to the technology of the present invention essence changes, and all still belongs in the protection domain of technical solution of the present invention.
Claims (10)
1. a bridge cut-off pillar and jacking is with pier stud continued access job practices, the pier stud of institute's continued access is top pier stud (1) and bottom pier stud (2), and the pier stud that described top pier stud (1) puts in place for the rear jacking of cutting, described top pier stud (1) be positioned at bottom pier stud (2) directly over and the two be coaxial laying, described top pier stud (1) and bottom pier stud (2) are and are vertically to the reinforced concrete structure of laying; Be embedded with many vertical connecting reinforcements one (3) in the described top pier stud (1), be embedded with many vertical connecting reinforcements two (4) in the described bottom pier stud (2), and many described vertical connecting reinforcements one (3) be laid in respectively many described vertical connecting reinforcements two (4) directly over, it is characterized in that the method may further comprise the steps:
Step 1, disconnected post continued access Interface Construction are processed: the concrete to disconnected post (1) bottom segment in top cuts continued access joint in the also corresponding formation, and a turbination concrete boss (5) is left at the middle part of described upper continued access joint; Simultaneously, to the concrete of bottom pier stud (2) top segment cut and corresponding formation under the continued access joint, and the middle part of described lower continued access joint has a turbination groove (6); The structure of described turbination groove (6) and size all with structure and the consistent size of turbination concrete boss (5);
Step 2, pier stud master muscle continued access and bar planting reinforcing construction: at first, adopt many to be vertically and respectively many described vertical connecting reinforcements one (3) and a described vertical connecting reinforcement two (4) that is connected to be connected one by one to the continued access connecting reinforcement (7) of laying, and many main muscle of vertical connection of corresponding formation; Simultaneously, burying many on described between continued access joint and the described lower continued access joint underground is vertically to the continued access section reinforcing bar (8) of laying; Many main muscle of described vertical connection and many described continued access section reinforcing bars (8) form the continued access section cage of reinforcement that is positioned between top pier stud (1) and the bottom pier stud (2), and need the one or multi-channel continued access section spiral stirrup of colligation from top to bottom (9) outside described continued access section cage of reinforcement;
Step 3, the installation of pouring concrete forming panel: pouring concrete forming panel (10) is installed in the described continued access section cage of reinforcement outside, the inner set forming cavity of described pouring concrete forming panel (10) is cylindrical forming cavity, and the diameter of described cylindrical forming cavity is identical with the diameter of top pier stud (1) and bottom pier stud (2); The bottom adapter sleeve of described pouring concrete forming panel (10) is contained on the described lower continued access joint and its top adapter sleeve is contained on the described upper continued access joint;
The top of described pouring concrete forming panel (10) is provided with a plurality of concrete pouring gates (11) and a plurality of laitance overfall (12), and a plurality of described concrete pouring gate (11) and a plurality of described laitance overfalls (12) all communicate with the inside of described cylindrical forming cavity; The structure of a plurality of described concrete pouring gates (11) is all identical with size, a plurality of described concrete pouring gates (11) are evenly laid along the circumferencial direction of described cylindrical forming cavity, and a plurality of described concrete pouring gate (11) is laid on the same level; The structure of a plurality of described laitance overfalls (12) is all identical with size, a plurality of described laitance overfalls (12) are evenly laid along the circumferencial direction of described cylindrical forming cavity, and a plurality of described a plurality of described laitance overfalls (12) are laid on the same level;
Step 4, pouring concrete construction: by the synchronous fluid concrete in the described cylindrical forming cavity of a plurality of described concrete pouring gates (11), until the institute fluid concrete is respectively synchronously from a plurality of described laitance overfalls (12) when overflowing, concrete placement is finished; And in the concrete placement, the vibrating spear by in described laitance overfall (12) stretches to described cylindrical forming cavity successively vibrates to the concrete of pouring into a mould from the bottom to top; After concrete placement is finished, a plurality of described laitance overfalls (12) are carried out shutoff synchronously;
Step 5, form removal: after institute's fluid concrete reaches the form removal condition in step 4, the pouring concrete forming panel (10) of installing in the step 3 is removed, and obtained the continued access section concrete structure of moulding by casting; Subsequently, described continued access section concrete structure is carried out health, until concrete reaches design strength.
2. according to a kind of bridge cut-off pillar and jacking claimed in claim 1 pier stud continued access job practices, it is characterized in that: post (1) and bottom pier stud (2) is cylindrical pillars and the radius of the two is R breaks on top described in the step 1, the top of described upper continued access joint is an annular horizontal stand one, the internal diameter of described annular horizontal stand one is identical with the bottom external diameter of turbination concrete boss (5), and the external diameter of described annular horizontal stand one is 2R; The top of described lower continued access joint is an annular horizontal stand two, the size of described annular horizontal stand two and described annular horizontal stand one measure-alike; The bottom radius r=R-2a of described turbination concrete boss (5), wherein a is the thickness of protection tier of the disconnected post (1) in top; The top radius of described turbination groove (6) is r; The width of described annular horizontal stand two and described annular horizontal stand one is 2a.
3. according to claim 1 or 2 described a kind of bridge cut-off pillar and jackings pier stud continued access job practicess, it is characterized in that: the height h1=50cm～60cm of bottom segment described in the step 1, and the height h2=50cm～60cm of described top segment.
4. according to claim 1 or 2 described a kind of bridge cut-off pillar and jackings pier stud continued access job practicess, it is characterized in that: when in the step 1 concrete of the concrete of disconnected post (1) bottom segment in top and bottom pier stud (2) top segment being cut, adopt manual chisel or electronic cutter tool to cut; And after the concrete of the concrete of disconnected post (1) bottom segment in top and bottom pier stud (2) top segment cut, also need to carry out dabbing to the surface of described upper continued access joint and described lower continued access joint and process; The diameter of described continued access connecting reinforcement (7) and continued access section reinforcing bar (8) all diameter with vertical connecting reinforcement one (3) is identical.
5. according to claim 1 or 2 described a kind of bridge cut-off pillar and jackings pier stud continued access job practicess, it is characterized in that: described bottom pier stud (2) bottom support is on horizontal cushion cap (13); Before in the step 3 pouring concrete forming panel (10) being installed, also need at the upper installation support (14) of horizontal cushion cap (13), and at the operation platform (15) of the top of described construction bracket (14) installation for fluid concrete, and at the formwork support platform (16) of the middle and lower part of described construction bracket (14) installation for installation pouring concrete forming panel (10); Described formwork support platform (16) is set up the upper outside in bottom pier stud (2), and the bottom support of pouring concrete forming panel (10) is on formwork support platform (16); Described operation platform (15) is set up the lower outside of the disconnected post (1) on top; Described construction bracket (14) and operation platform (15) all are level to laying.
6. according to claim 1 or 2 described a kind of bridge cut-off pillar and jackings pier stud continued access job practicess, it is characterized in that: have a plurality of concrete casting orifices (19) that supply respectively a plurality of described concrete pouring gates (11) to install on the upper portion side wall of the forming panel of pouring concrete described in the step 3 (10), a plurality of described concrete pouring gates (11) are installed on a plurality of described concrete casting orifices (19) to the pouring concrete pipe (17) of laying by a plurality of being vertically respectively, the structure of a plurality of described pouring concrete pipes (17) is all identical with size, and a plurality of described pouring concrete pipes (17) all are laid on the same level.
According to claim 1 or 2 described a kind of bridge cut-off pillar and jackings with pier stud continued access job practicess, it is characterized in that: when in the step 4 a plurality of described laitance overfalls (12) being carried out shutoff synchronously, adopt a plurality of detachable plates (18) to carry out shutoff; And be provided with the plug-in mounting mouth of the detachable plate of a plurality of confessions (18) plug-in mounting on a plurality of described laitance overfalls (12).
8. according to a kind of bridge cut-off pillar and jacking claimed in claim 6 pier stud continued access job practices, it is characterized in that: after in the step 4 a plurality of described laitance overfalls (12) being carried out shutoff synchronously, also need by in a plurality of described pouring concrete pipes (17) all injected water or a plurality of described pouring concrete pipes (17) in retention highly be h
6Concrete carry out pressurize, and the dwell time be no less than 48 hours,
The height of the interior institute of a plurality of described pouring concrete pipes (17) injected water is
H in the formula
ConcreteBe the vertical height of described concrete casting orifice (19) lower edge to described upper continued access joint, R is the radius of top pier stud (1), the bottom radius r=R-2a of turbination concrete boss (5),
D is the internal diameter of pouring concrete pipe (17), ρ
ConcreteBe the density of institute's fluid concrete, ρ
WaterDensity for the interior institute of pouring concrete pipe (17) injected water.
9. according to a kind of bridge cut-off pillar and jacking claimed in claim 6 pier stud continued access job practices, it is characterized in that: the structure of a plurality of described laitance overfalls (12) is all identical with size in the step 3; Described concrete casting orifice (19) is identical with the quantity of described laitance overfall (12), and the middle part between adjacent two described concrete casting orifices (19) is provided with a described laitance overfall (12); Institute's fluid concrete overflows and each laitance overfall (12) when evenly outwards overflowing concrete from a plurality of described laitance overfalls (12) respectively synchronously in the step 4, and concrete placement is finished.
10. according to claim 1 or 2 described a kind of bridge cut-off pillar and jackings pier stud continued access job practicess, it is characterized in that: the quantity of vibrating spear described in the step 4 be a plurality of and its quantity identical with the quantity of described laitance overfall (12), a plurality of described vibrating spears are respectively in a plurality of described laitance overfalls (12) stretch to described cylindrical forming cavity; And when from the bottom to top institute's fluid concrete successively being vibrated by a plurality of described vibrating spears, when pouring concrete when the described turbination concrete boss (5), should strengthen vibrating.
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| CN201210578883.5A CN103015328B (en) | 2012-12-27 | 2012-12-27 | Continuous splicing construction method of pier column for jacking broken beam of bridge |
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| CN201210578883.5A CN103015328B (en) | 2012-12-27 | 2012-12-27 | Continuous splicing construction method of pier column for jacking broken beam of bridge |
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| CN109778721A (en) * | 2019-02-13 | 2019-05-21 | 中铁八局集团第二工程有限公司 | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation |
| CN109778682A (en) * | 2019-03-14 | 2019-05-21 | 中铁八局集团第二工程有限公司 | Spreading structure and spreading method in the middle part of pier column |
| CN111236089A (en) * | 2020-03-18 | 2020-06-05 | 郑州市市政工程总公司 | Uneven jacking system and uneven jacking construction method for existing bridge superstructure |
| CN111996923A (en) * | 2020-07-17 | 2020-11-27 | 中电建十一局工程有限公司 | Closed type in-column concrete pouring method |
| CN113073575A (en) * | 2021-04-21 | 2021-07-06 | 中铁桥研科技有限公司 | Lifting structure and lifting method for cross-water-area concrete bridge |
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| CN109778721A (en) * | 2019-02-13 | 2019-05-21 | 中铁八局集团第二工程有限公司 | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation |
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| CN111236089A (en) * | 2020-03-18 | 2020-06-05 | 郑州市市政工程总公司 | Uneven jacking system and uneven jacking construction method for existing bridge superstructure |
| CN111996923A (en) * | 2020-07-17 | 2020-11-27 | 中电建十一局工程有限公司 | Closed type in-column concrete pouring method |
| CN111996923B (en) * | 2020-07-17 | 2022-01-07 | 中电建十一局工程有限公司 | Closed type in-column concrete pouring method |
| CN113073575A (en) * | 2021-04-21 | 2021-07-06 | 中铁桥研科技有限公司 | Lifting structure and lifting method for cross-water-area concrete bridge |
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| CN103015328B (en) | 2014-08-06 |
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