CN103015328B - 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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- CN103015328B CN103015328B CN201210578883.5A CN201210578883A CN103015328B CN 103015328 B CN103015328 B CN 103015328B CN 201210578883 A CN201210578883 A CN 201210578883A CN 103015328 B CN103015328 B CN 103015328B
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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 bridge jacking technical field of construction, especially relate to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking.
Background technology
At present, bridge cut-off pillar and jacking is distinctive a kind of construction method in bridge lifting rebuilding construction, it is mainly existing bridge construction to be taked to cut the method for bridge pier, adopt Lifting Equipment will break post, bent cap and superstructure integral jacking to design elevation, then to the bridge pier of two parts up and down reinforcement continued access of cutting off, thereby realize the object of 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 bridge cut-off pillar and jacking technique, and traditional pier stud continued access, for breaking post tangent plane concrete dabbing, overlaps and connects pier stud reinforcing bar, then spiral stirrup is installed as requested, formwork erection fluid concrete.But in actual use procedure, above-mentioned existing disconnected post reinforcement continued access method all exists obvious defect at aspects such as new-old concrete processing, pouring concrete techniques, cause 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, pier stud continued access construction method for a kind of bridge cut-off pillar and jacking is provided, its method step is simple, reasonable in design, construction cost is lower and efficiency of construction is high, construction effect is good, can effectively improve the adhesion stress of 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: pier stud continued access construction method for a kind of bridge cut-off pillar and jacking, 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 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; In the pier stud of described top, be embedded with many vertical connecting reinforcements one, in the pier stud of described bottom, be embedded with many vertical connecting reinforcements two, 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 comprises the following steps:
Step 1, disconnected post continued access Interface Construction are processed: the concrete of top pier stud bottom segment is cut to continued access joint in also corresponding formation, and a turbination concrete boss is left at the middle part of described upper continued access joint; Meanwhile, the concrete of bottom pier stud top segment is cut to continued access joint under also corresponding formation, and the middle part of described lower continued access joint has a turbination groove; The structure of described turbination groove and size all with structure and the consistent size of turbination concrete boss;
Step 2, the main muscle continued access of pier stud and bar planting reinforcing construction: first, adopt many to be vertically and respectively many described vertical connecting reinforcements one to be connected one by one with many described vertical connecting reinforcements two to the continued access connecting reinforcement of laying, and many of corresponding formation are vertical connects main muscle; Meanwhile, between continued access joint and described lower continued access joint, burying many on described underground is vertically to the continued access section reinforcing bar of laying; The many main muscle of described vertical connection and many described continued access section reinforcing bars form the continued access section cage of reinforcement between top pier stud and bottom pier stud, and need be at the one or multi-channel continued access section of described continued access section cage of reinforcement outside colligation from top to bottom spiral stirrup;
Step 3, the installation of pouring concrete forming panel: pouring concrete forming panel is installed in described continued access section cage of reinforcement outside, the inner set forming cavity of described pouring concrete forming panel is cylindrical forming cavity, and the diameter of described cylindrical forming cavity is identical with the diameter of top pier stud and bottom pier stud; The bottom adapter sleeve of described pouring concrete forming panel is contained on described lower continued access joint and its top adapter sleeve is contained on described upper continued access joint;
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 and size are all identical, and the circumferencial direction of cylindrical forming cavity is evenly laid described in a plurality of described pouring concrete opening's edges, and a plurality of described concrete pouring gate is laid in same level; The structure of a plurality of described laitance overfalls and size are all identical, and a plurality of described laitance overfalls are evenly laid along the circumferencial direction of described cylindrical forming cavity, and a plurality of described laitance overfall is laid in same level;
Step 4, pouring concrete construction: by a plurality of described concrete pouring gates, synchronously to fluid concrete in described cylindrical forming cavity, until institute's fluid concrete is respectively synchronously when a plurality of described laitance overfalls overflow, concrete placement completes; And in concrete placement, the vibrating spear by described laitance overfall stretches to described cylindrical forming cavity, successively vibrates to poured into a mould concrete from the bottom to top; After concrete placement completes, a plurality of described laitance overfalls are synchronously carried out to shutoff;
Step 5, form removal: until institute's fluid concrete in step 4, reach after form removal condition, the pouring concrete forming panel of installing in step 3 is removed, and obtain the continued access section concrete structure of moulding by casting; Subsequently, described continued access section concrete structure is carried out to health, until concrete reaches design strength.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, it is characterized in that: the pier stud of top described in step 1 and bottom pier stud are 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 top pier stud; 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.
Pier stud continued access construction method for 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 step 1, and the height h2=50cm～60cm of described top segment.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, is characterized in that: when the concrete of the concrete of top pier stud bottom segment and bottom pier stud top segment is cut in step 1, adopt manual chisel or electronic cutter tool to cut; And after the concrete of the concrete of top pier stud bottom segment and bottom pier stud top segment is cut, also need the surface of described upper continued access joint and described lower continued access joint to carry out dabbing processing; The diameter of described continued access connecting reinforcement and continued access section reinforcing bar is all identical with the diameter of vertical connecting reinforcement one.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, is characterized in that: described bottom pier stud bottom support is on horizontal cushion cap; Before pouring concrete forming panel being installed in step 3, also need be on horizontal cushion cap installation support, and on the top of described construction bracket, the operation platform for fluid concrete is installed, and install for the formwork support platform of pouring concrete forming panel is installed in the middle and lower part of described construction bracket; Described formwork support platform is set up the upper outside at 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 at top pier stud; Described formwork support platform and operation platform are all level to laying.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, it is characterized in that: in the upper portion side wall of the forming panel of pouring concrete described in step 3, have a plurality of concrete casting orifices of installing for a plurality of described concrete pouring gates respectively, a plurality of described concrete pouring gates are arranged 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 and size are all identical, and a plurality of described pouring concrete Guan Jun is laid in same level.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, is characterized in that: while a plurality of described laitance overfalls synchronously being carried out to shutoff in step 4, adopt a plurality of detachable plates to carry out shutoff; And on a plurality of described laitance overfalls, be provided with the plug-in mounting mouth of the detachable plate plug-in mounting of a plurality of confessions.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, it is characterized in that: in step 4, to a plurality of described laitance overfalls, synchronously carry out after shutoff, also need by equal injected water in a plurality of described pouring concrete pipes or retain highly for the concrete of h6 carries out pressurize in a plurality of described pouring concrete pipes, and the dwell time is no less than 48 hours
in a plurality of described pouring concrete pipes, the height of institute's injected water is
h in formula
concretefor 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
concretefor the density of institute's fluid concrete, ρ
waterdensity for institute's injected water in pouring concrete pipe.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, is characterized in that: in step 3, the structure of a plurality of described laitance overfalls and size are all identical; 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; In step 4, institute's fluid concrete synchronously overflows and when each laitance overfall evenly outwards overflows concrete, concrete placement completes from a plurality of described laitance overfalls respectively.
Pier stud continued access construction method for above-mentioned a kind of bridge cut-off pillar and jacking, it is characterized in that: the quantity of vibrating spear described in 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 described cylindrical forming cavity from a plurality of described laitance overfalls respectively; And when from the bottom to top institute's fluid concrete is successively vibrated by a plurality of described vibrating spears, when pouring concrete is 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 adopting is reasonable in design, according to construction characteristic, disconnected post continued access section concrete is carried out to special tectonic processing, inside the main muscle of top pier stud, scope core concrete is cut a hole boss in an inverted cone, inside the disconnected main muscle of post in bottom, scope core is cut a hole groove in an inverted cone, and all process by dabbing requirement on surface.Thereby, the bond area between 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, be designed with concrete casting orifice at template upper limb, and it is connected with pouring concrete pipe by flange, is convenient to very much dismounting; Meanwhile, at template upper limb, be designed with laitance overfall, 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 retaining certain altitude in pouring concrete pipe carries out pressurize, by external pressurized, improve density and the bond effect of top concrete.During actual use, also can adopt to injecting concrete mode in 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 to pouring into a mould in pouring concrete forming panel, than top pier stud and the high strength grade of bottom pier stud concrete strength grade used, thereby can effectively guarantee continued access quality.
5, construction cost is lower, efficiency of construction is high and construction effect is good, remarkable in economical benefits, by the post continued access end that breaks up and down being carried out to special structure design and construction, has effectively improved the bond effect of continued access section new-old concrete; By laitance overfall being set at template upper limb and supporting plate being installed, top of concrete laitance can fully be overflowed, avoided conventional method concrete material coarse aggregate under Action of Gravity Field from the problem of sinking, fine aggregate floating causes upper surface mortar aggregate intensity to reduce, effectively to improve the intensity at new-old concrete contact surface place; In addition, by the method for injected water in pouring concrete pipe or the pressurize of retention concrete, newly placed concrete is carried out to external pressurized, can effectively improve concrete density.Meanwhile, the present invention have save time, convenient, efficient, practical, be easy to control and the advantage 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 construction difficult problems such as top pier stud that conventional construction method exists and continued access section contact surface concrete leakiness and low strength.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is construction method FB(flow block) of the present invention.
Fig. 2 be in the present invention, continue joint with under the continue structural representation of joint.
Fig. 3 is the Construction State schematic diagram after the main muscle continued access of pier stud of the present invention and bar planting reinforcing construction complete.
Fig. 4 is the Construction State schematic diagram after continued access section spiral stirrup of the present invention colligation completes.
Fig. 5 is the Construction State schematic diagram of the present invention while 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 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
Pier stud continued access construction method for 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; In described top pier stud 1, be embedded with many vertical connecting reinforcements 1, in described bottom pier stud 2, be embedded with many vertical connecting reinforcements 24, and many described vertical connecting reinforcements 1 be laid in respectively many described vertical connecting reinforcements 24 directly over, directly over described top pier stud 1, be provided with bent cap 20, concrete structure refers to Fig. 2.Pier stud continued access construction method for bridge cut-off pillar and jacking of the present invention, comprises the following steps:
Step 1, disconnected post continued access Interface Construction are processed: the concrete of top pier stud 1 bottom segment is cut to continued access joint in also corresponding formation, and a turbination concrete boss 5 is left at the middle part of described upper continued access joint; Meanwhile, the concrete of bottom pier stud 2 top segment is cut to continued access joint under also corresponding formation, 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.
In the present embodiment, when the concrete of the concrete of top pier stud 1 bottom segment 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 top pier stud 1 bottom segment and bottom pier stud 2 top segment is cut, also need the surface of described upper continued access joint and described lower continued access joint to carry out dabbing processing.
In the present embodiment, described top pier stud 1 and bottom pier stud 2 are 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 top pier stud 1; 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 step, and the height h2=50cm～60cm of described top segment.
During practice of construction, can according to specific needs, the size of h1 and h2 be adjusted accordingly.
That is to say, in step 1, cut the peripheral 50cm～60cm high concrete of bottom continued access end the main muscle one of the pier stud that exhumes out (being vertical connecting reinforcement 1) of top pier stud 1, and by the concrete chisel boss in an inverted cone of main muscle one middle inside of the pier stud of top pier stud 1; Simultaneously, the top continued access end of bottom pier stud 2 is cut to 50cm～60cm high concrete the main muscle two of the pier stud that exhumes out (being vertical connecting reinforcement 2 4), and by the concrete chisel groove in an inverted cone of main muscle two middle inside of the pier stud of bottom pier stud 2, and all process by dabbing requirement on the surface of upper and lower continued access joint.
In the present embodiment, the height of described turbination concrete boss 5 is 40cm～50cm.
Step 2, the main muscle continued access of pier stud and bar planting reinforcing construction: first, adopt many to be vertically and respectively many described vertical connecting reinforcements 1 to be connected one by one with vertical connecting reinforcement 24 described in Duo Gen to the continued access connecting reinforcement 7 of laying, and many of corresponding formation are vertical connects main muscle; Meanwhile, between continued access joint and described lower continued access joint, burying many on described underground is vertically to the continued access section reinforcing bar 8 of laying; The many main muscle of described vertical connection and the many continued access section cage of reinforcement that described continued access section reinforcing bar 8 forms between top pier stud 1 and bottom pier stud 2, and need be at the one or multi-channel continued access section of described continued access section cage of reinforcement outside colligation from top to bottom spiral stirrup 9, its Construction State refers to Fig. 3 and Fig. 4.
In the present embodiment, when many described continued access section reinforcing bars 8 are buried underground, a continued access section reinforcing bar 8 is all buried at the middle part between adjacent two main muscle of described vertical connection underground.Practice of construction is according to specific needs, the quantity of the continued access section reinforcing bar 8 of burying underground between adjacent two main muscle of described vertical connection to be adjusted accordingly.The top of described continued access section reinforcing bar 8 is embedded on described upper continued access joint and its bottom is embedded on 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 continued access section reinforcing bar 8 is all identical with the diameter of vertical connecting reinforcement 1.
In the present embodiment, the upper and lower side of described continued access connecting reinforcement 7 is connected with vertical connecting reinforcement 24 with vertical connecting reinforcement 1 respectively, and described continued access connecting reinforcement 7 is all fixed and is connected with welding manner with vertical connecting reinforcement 24 with vertical connecting reinforcement 1.
When reality is constructed to continued access connecting reinforcement 7, all according to design, be connected the disconnected main muscle of post of upper and lower two parts (being vertical connecting reinforcement 1 and vertical connecting reinforcement 2 4) with code requirement, and continued access section is carried out to bar planting reinforcement processing.
Step 3, the installation of pouring concrete forming panel: pouring concrete forming panel 10 is installed in 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 described lower continued access joint and its top adapter sleeve is contained on described upper continued access joint, and its Construction State refers to Fig. 5.
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 and size are all identical, 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 in same level; The structure of a plurality of described laitance overfalls 12 and size are all identical, 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 laitance overfall 12 is laid in 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 pouring concrete forming panel 10 being installed in step 3, also need be on horizontal cushion cap 13 installation support 14, and on the top of described construction bracket 14, the operation platform 15 for fluid concrete is installed, and install for the formwork support platform 16 of pouring concrete forming panel 10 is installed in the middle and lower part of described construction bracket 14; 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 at top pier stud 1; Described formwork support platform 16 and operation platform 15 are all level to laying.
In the present embodiment, described construction bracket 14 is vertically to laying.
As shown in Figure 7, in the upper portion side wall of described pouring concrete forming panel 10, have a plurality of concrete casting orifices 19 of installing for a plurality of described concrete pouring gates 11 respectively, a plurality of described concrete pouring gates 11 are arranged 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 and size are all identical, and a plurality of described pouring concrete pipe 17 is all laid in same level.
Actually add man-hour, the structure of a plurality of described laitance overfalls 12 and size are all identical; 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 according to specific needs, the quantity of described concrete casting orifice 19 and laitance overfall 12 be adjusted accordingly.
In the present embodiment, described pouring concrete forming panel 10 carries out designing and making highly in advance according to the pillarwork size of cut pier stud and continued access section, 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 top pier stud 1 outside and its suit height h4 is not less than 10cm.Described concrete casting orifice 19 and laitance overfall 12 are laid in the top edge of described pouring concrete forming panel 10, and the junction between pouring concrete pipe 17 and 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 polylith template assembly.
Step 4, pouring concrete construction: by a plurality of described concrete pouring gates 11, synchronously to fluid concrete in described cylindrical forming cavity, until institute's fluid concrete is respectively synchronously when a plurality of described laitance overfalls 12 overflow, concrete placement completes; And in concrete placement, the vibrating spear by described laitance overfall 12 stretches to described cylindrical forming cavity, successively vibrates to poured into a mould concrete from the bottom to top; After concrete placement completes, a plurality of described laitance overfalls 12 are synchronously carried out to shutoff, its Construction State refers to Fig. 5.
In the present embodiment, in conjunction with Fig. 7, while a plurality of described laitance overfalls 12 synchronously being carried out to shutoff in step 4, adopt a plurality of detachable plates 18 to carry out shutoff; And on a plurality of described laitance overfalls 12, be provided with the plug-in mounting mouth of detachable plate 18 plug-in mountings of a plurality of confessions.
Actual while carrying out pouring concrete, when institute's fluid concrete synchronously overflows and when each laitance overfall 12 evenly outwards overflows concrete, concrete placement completes from a plurality of described laitance overfalls 12 respectively.
In the present embodiment, the quantity of vibrating spear described in 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 described cylindrical forming cavity from a plurality of described laitance overfalls 12 respectively.And when from the bottom to top institute's fluid concrete is successively vibrated by a plurality of described vibrating spears, when pouring concrete is when the described turbination concrete boss 5, should strengthen vibrating.
In the present embodiment, in step 4, a plurality of described laitance overfalls 12 are synchronously carried out after shutoff, also need by the interior equal injected water of a plurality of described pouring concrete pipes 17 or in the interior retention of a plurality of described pouring concrete pipes 17 highly for 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 pipe 17 injected water is
h in formula
concretefor 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
concretefor the density of institute's fluid concrete, ρ
waterdensity for the interior institute of pouring concrete pipe 17 injected water.
In the present embodiment, in step 4, a plurality of described laitance overfalls 12 are synchronously carried out after shutoff, by being h to the interior equal injecting height of a plurality of described pouring concrete pipes 17
waterwater carry out pressurize.
During practice of construction, also can be by all retaining highly for the concrete of h6 carries out pressurize at a plurality of described pouring concrete pipes 17.
In the present embodiment, in step 4 to interior the poured into a mould concrete strength grade of pouring concrete forming panel 10, than described top pier stud 1 and the high strength grade of bottom pier stud 2 concrete strength grade used.
To sum up, by concrete casting orifice 19, concrete casting is injected in pouring concrete forming panel 10, vibrating spear is inserted and is successively vibrated by laitance overfall 12, when being poured into turbination concrete boss 5, should strengthen vibrating, allow concrete laitance from overfall, fully overflow until overflow uniform concrete; Afterwards, remove the equipment that vibrates, and seal each laitance overfalls 12 with detachable plate 18; Subsequently, at the water of the interior injection certain altitude of pouring concrete pipe 17, carry out pressurize and water filling is highly h
water.The water injection to keep pressure time is specifically determined according to the concrete initial set time, is generally no less than 48 hours.
Step 5, form removal: until institute's fluid concrete in step 4, reach after form removal condition, the pouring concrete forming panel 10 of installing in step 3 is removed, and obtain the continued access section concrete structure of moulding by casting; Subsequently, described continued access section concrete structure is carried out to health, until concrete reaches design strength.
In the present embodiment, after institute's fluid concrete concrete initial set in step 4, dismantling concrete gate spool 17, and the water filling of draining in pouring concrete pipe 17, and local concrete surface is modified, after concrete strength reaches form removal condition, dismantling concrete moulding by casting template 10, and carry out concrete curing according to code requirement.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every any simple modification of above embodiment being done according to the technology of the present invention essence, change and equivalent structure change, and all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. pier stud continued access construction method for a bridge cut-off pillar and jacking, 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; In described top pier stud (1), be embedded with many vertical connecting reinforcements one (3), in described bottom pier stud (2), be embedded with many vertical connecting reinforcements two (4), 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 comprises the following steps:
Step 1, disconnected post continued access Interface Construction are processed: the concrete of top pier stud (1) bottom segment is cut to continued access joint in also corresponding formation, and a turbination concrete boss (5) is left at the middle part of described upper continued access joint; Meanwhile, the concrete of bottom pier stud (2) top segment is cut to continued access joint under also corresponding formation, 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, the main muscle continued access of pier stud and bar planting reinforcing construction: first, adopt many to be vertically and respectively many described vertical connecting reinforcements one (3) to be connected one by one with many described vertical connecting reinforcements two (4) to the continued access connecting reinforcement (7) of laying, and many main muscle of vertical connection of corresponding formation; Meanwhile, between continued access joint and described lower continued access joint, burying many on described 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 and are positioned at the continued access section cage of reinforcement between top pier stud (1) and bottom pier stud (2), and need be outside described continued access section cage of reinforcement the one or multi-channel continued access section spiral stirrup of colligation from top to bottom (9);
Step 3, the installation of pouring concrete forming panel: pouring concrete forming panel (10) is installed in 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 described lower continued access joint and its top adapter sleeve is contained on 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; Structure and the size of a plurality of described concrete pouring gates (11) are all identical, 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 in same level; Structure and the size of a plurality of described laitance overfalls (12) are all identical, a plurality of described laitance overfalls (12) are evenly laid along the circumferencial direction of described cylindrical forming cavity, and a plurality of described laitance overfalls (12) are laid in same level;
Step 4, pouring concrete construction: by a plurality of described concrete pouring gates (11) synchronously to fluid concrete in described cylindrical forming cavity, until institute fluid concrete is respectively synchronously when a plurality of described laitance overfalls (12) overflow, concrete placement completes; And in concrete placement, the vibrating spear by described laitance overfall (12) stretches to described cylindrical forming cavity, successively vibrates to poured into a mould concrete from the bottom to top; After concrete placement completes, a plurality of described laitance overfalls (12) are synchronously carried out to shutoff;
Step 5, form removal: until institute's fluid concrete in step 4, reach after form removal condition, the pouring concrete forming panel (10) of installing in step 3 is removed, and obtain the continued access section concrete structure of moulding by casting; Subsequently, described continued access section concrete structure is carried out to health, until concrete reaches design strength.
2. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking claimed in claim 1, it is characterized in that: the pier stud of top described in step 1 (1) 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 top pier stud (1); 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 pier stud continued access construction method for a kind of bridge cut-off pillar and jacking described in claim 1 or 2, it is characterized in that: the height h1=50cm～60cm of bottom segment described in step 1, and the height h2=50cm～60cm of described top segment.
4. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking described in claim 1 or 2, it is characterized in that: when the concrete of the concrete of top pier stud (1) bottom segment and bottom pier stud (2) top segment is cut in step 1, adopt manual chisel or electronic cutter tool to cut; And after the concrete of the concrete of top pier stud (1) bottom segment and bottom pier stud (2) top segment is cut, also need the surface of described upper continued access joint and described lower continued access joint to carry out dabbing processing; The diameter of described continued access connecting reinforcement (7) and continued access section reinforcing bar (8) is all identical with the diameter of vertical connecting reinforcement one (3).
5. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking described in claim 1 or 2, it is characterized in that: described bottom pier stud (2) bottom support is on horizontal cushion cap (13); Before pouring concrete forming panel (10) being installed in step 3, also need be at the upper installation support (14) of horizontal cushion cap (13), and on the top of described construction bracket (14), the operation platform (15) for fluid concrete is installed, and in the middle and lower part of described construction bracket (14), the formwork support platform (16) that is used for installing pouring concrete forming panel (10) is installed; 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 in top pier stud (1); Described formwork support platform (16) and operation platform (15) are all level to laying.
6. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking described in claim 1 or 2, it is characterized in that: in the upper portion side wall of the forming panel of pouring concrete described in step 3 (10), have a plurality of concrete casting orifices (19) that supply respectively a plurality of described concrete pouring gates (11) to install, a plurality of described concrete pouring gates (11) are arranged on a plurality of described concrete casting orifices (19) to the pouring concrete pipe (17) of laying by a plurality of being vertically respectively, structure and the size of a plurality of described pouring concrete pipes (17) are all identical, and a plurality of described pouring concrete pipes (17) are all laid in same level.
7. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking described in claim 1 or 2, it is characterized in that: while a plurality of described laitance overfalls (12) synchronously being carried out to shutoff in step 4, adopt a plurality of detachable plates (18) to carry out shutoff; And on a plurality of described laitance overfalls (12), be provided with the plug-in mounting mouth of the detachable plate of a plurality of confessions (18) plug-in mounting.
8. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking claimed in claim 6, it is characterized in that: in step 4, a plurality of described laitance overfalls (12) are synchronously carried out after shutoff, also need by equal injected water or to retain a plurality of described pouring concrete pipes (17) in be highly h in a plurality of described pouring concrete pipes (17)
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 formula
concretefor 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
concretefor the density of institute's fluid concrete, ρ
waterdensity for the interior institute of pouring concrete pipe (17) injected water.
9. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking claimed in claim 6, it is characterized in that: in step 3, the structure of a plurality of described laitance overfalls (12) and size are all identical; 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 step 4, institute's fluid concrete synchronously overflows and when each laitance overfall (12) evenly outwards overflows concrete, concrete placement completes from a plurality of described laitance overfalls (12) respectively.
10. according to pier stud continued access construction method for a kind of bridge cut-off pillar and jacking described in claim 1 or 2, it is characterized in that: the quantity of vibrating spear described in 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 is successively vibrated by a plurality of described vibrating spears, when pouring concrete is 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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| CN103015328B true CN103015328B (en) | 2014-08-06 |
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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 |
| 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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