CN101481902A - V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method - Google Patents

V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method Download PDF

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Publication number
CN101481902A
CN101481902A CNA2009100737267A CN200910073726A CN101481902A CN 101481902 A CN101481902 A CN 101481902A CN A2009100737267 A CNA2009100737267 A CN A2009100737267A CN 200910073726 A CN200910073726 A CN 200910073726A CN 101481902 A CN101481902 A CN 101481902A
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China
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construction
concrete
pier
leg
rigid frame
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Inventor
胡国伟
张俊兵
张宇宁
李英俊
吴士民
程文斌
刘金生
李建成
韩磊
白民毅
辛振省
郑保才
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China Railway No 3 Engineering Group Co Ltd
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China Railway No 3 Engineering Group Co Ltd
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Priority to CNA2009100737267A priority Critical patent/CN101481902A/en
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Abstract

The invention belongs to a construction method for V-shaped slant legs of a continuous rigid frame bridge, and in particular relates to a construction method for the combined support and the layered cast-in-situ of the V-shaped slant pier legs of the continuous rigid frame bridge, solving the problems that the existing construction method can not meet the construction requirements of high linear precision and structural rigidity of mass concrete slant legs of a high-speed railroad bridge and the problems of low adaptability to the circumferential geology and environmental conditions of the existing construction method. The construction method has the steps of the construction of a vertical supporting system and a bracket template system; wherein the vertical supporting system comprises six rows of supporting points, and the bottom pile bases of the four rows of supporting points in the middle are drilled piles; the bottom pile bases of two rows of supporting points outside are precast concrete piles, and the upper part of the vertical supporting system is provided with the bracket template system; and the slant legs are processed by the operation of five-layer casting. The construction method has the advantages that the linear precision of the V-shaped slant pier legs can be guaranteed, the root parts of the V-shaped slant pier legs can be guaranteed not to be cracked, the effective erection of a supporting structure and the convenient operation and the safety of operators under adverse conditions can be guaranteed, and the construction method is especially suitable for the V-shaped pier construction with high pier, poor bridge location geology and high linear requirement.

Description

V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method
Technical field
The invention belongs to the job practices of continuous rigid frame bridge V-type pier battered leg, be specifically related to a kind of V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method.
Background technology
V-type pier continuous rigid frame arch bridge has advantages such as good looking appearance, the rigidity of structure are big, has all obtained in recent years using widely in railway, highway and Urban Bridge.At present, in carrying out the construction of V-type pier battered leg, adopt two kinds of ways both at home and abroad substantially: support method, T type suspension bracket method, the two all is adapted to the less V-type pier battered leg construction of battered leg deadweight, and bridge pier periphery geology and the good situation of ambient conditions, is applied in the highway bridge more.The major defect of the two existence is the construction control requirement that the strength and stiffness of support system can not satisfy linear required precision height in the high-speed railway bridge, concrete in mass battered leg that the rigidity of structure is big, and a little less than the compliance to peripheral geology and ambient conditions, thereby brought the innovative problems of its supporting method for designing with corresponding battered leg concrete casting injecting method.
Summary of the invention
The present invention can not satisfy the construction control requirement of linear required precision height in the high-speed railway bridge, concrete in mass battered leg that the rigidity of structure is big in order to solve existing V-type pier battered leg job practices, and, a kind of V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method are provided to the problem a little less than the compliance of peripheral geology and ambient conditions.
The present invention adopts following technical scheme to realize: V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method is characterized in that step is as follows:
1), vertical support system and rack template system construction
Vertical support system comprises six row's strong points, and middle four row's strong point bottom pile foundations are drilled pile, and shaped steel contact beam, concrete buttress, concrete beam are set on the drilled pile from bottom to top; Outside two row's strong point bottom pile foundations are concrete precast pile, and concrete bearing platform, steel pipe, shaped steel crossbeam are set on the concrete precast pile from bottom to top.
Vertical support system top is provided with the rack template system, and described rack template system comprises Bei Leiliang, distribution beam and bed die; Bei Leiliang is connected to integral body by crossbeam parcel and with crossbeam, and distribution beam is set on the Bei Leiliang, is provided for regulating the steel plate of absolute altitude between distribution beam and the Bei Leiliang, adjusts on the distribution beam of the gradient bed die is installed.
2), battered leg divides five layers of cast, on second and third layer horizontal prestressed cable and stretch-draw stand (anchor case) is installed respectively, carries out single-ended grading tension.
Connect by the shaped steel horizontal braces between the external bracing point and the middle part strong point, every row's strong point is provided with 3 pile foundations, is connected to each other between each pile foundation, and it is stressed to form a clump of piles.By increasing the bridging of section steel manufacture, strengthen the rack template stability of a system between every row shellfish thunder beam.
Behind the battered leg second layer pouring concrete construction, the horizontal prestressed cable of first floor is installed, behind battered leg the 3rd layer concrete casting and constructing, the horizontal prestressed cable of the second layer is installed, finish the initial tensioning (total stretching force 50%) of the horizontal prestressed cable of first and second layer then; Behind the battered leg layer 5 pouring concrete construction, finish the whole stretch-draw (total stretching force 50%) of horizontal prestressed cable.Horizontal prestressed cable is made of some high-strength smart indented barss of pricking, and the one end is connected with the battered leg structure, the other end with apply prestressed stretch-draw stand (anchor case) and be connected.
Job practices of the present invention adopts pile foundation and vertical support system of concrete buttress formula and the construction of the horizontal prestressed cable of fining twisted steel single-ended stretch-draw carrying out battered leg placement layer by layer.As vertical load system, make structure in the process of moulding, meet the linear and theoretical stress of design as the comprehensive load system of offset by the level of thrust with pile foundation and concrete buttress with the horizontal prestressed cable of fining twisted steel as far as possible.Press designing requirement during construction earlier, by supporting point position construct the respectively drilled pile and the concrete precast pile of concrete buttress and steel pipe bottom, on do concrete bearing platform, construct again pier stud, steel pipe, crossbeam, longeron, upper berth distribution beam and template are set, divide and build the battered leg concrete five times, in the casting process, pre-buried interim anchor-hold device, after the battered leg construction is finished, the interim drag-line of stretch-draw, the V-type of constructing again pier shaft middle part binder.
Interim drilled pile embeds sial, and it is vertically held, and power is good, and safety stock is big, and compressive strain is little, has the characteristics of structure zero sedimentation that can guarantee in the work progress itself.
Bei Leiliang is fixed at battered leg root and cushion cap, the corner that makes Bei Leiliang under the battered leg footing take place is very little, the pile foundation that the clump of piles of cooperation sufficient intensity and rigidity is stressed and the shellfish thunder beam longeron of solid matter, make structure on temporary rest pier and the distortion of span centre little, the moulded form of battered leg and actual line style are extremely mated.
Horizontal prestressed cable adopts high-strength finish rolling deformed bar to replace steel wire bundle, makes the stretch-draw of interim drag-line become and realizes easily, has reduced the influence to structure itself.Because when using steel strand, because its stretch-draw anchor head is big, main muscle that must the amputated structure body, and will stretch-draw under the battered leg base plate during stretch-draw, the longeron under the template is that solid matter arranges that its gap fails to lay down the stretch-draw jack, the difficulty that operates is very big; And after changing finish rolling deformed bar into,, making tension process change to the inner stretch-draw of battered leg by stretch-draw stand (anchor case) is set, the operating space is big, makes stretch-draw become very easy to operate and control.
The present invention has following beneficial effect: vertically support when being a kind of continuous rigid frame bridge V-type pier battered leg layered cast-in-situ, the supporting method of shellfish thunder boom support and the combination of horizontal prestressed cable, beam portion when construction period, V-type pier battered leg concrete in mass was cast-in-place of guaranteeing does not ftracture less than linear precision and the battered leg root of 1cm, guarantees that effectively setting up with personnel operation of under high pier shaft, bridge location environment and geology bad condition supporting and protection structure is convenient and safe.Be specially adapted to the V-type pier construction of high pier, bad, the linear demanding Line for Passenger Transportation V-type continuous rigid frame bridge of bridge location geology, highway, the construction of Urban Bridge V-type pier are also had important value.
Description of drawings
Fig. 1 is the schematic diagram of composite retaining structure system of the present invention and battered leg layered cast-in-situ
Fig. 2 is a concrete process chart of the present invention
Fig. 3 is the upward view of vertical support system
Fig. 4 is the vertical view of vertical support system
Fig. 5 is the A portion enlarged drawing of Fig. 1
Fig. 6 is the B portion enlarged drawing of Fig. 1
Fig. 7 is the C portion enlarged drawing of Fig. 1
Fig. 8 is horizontal prestressed cable schematic top plan view
Fig. 9 is provided with figure for horizontal prestressed cable position
Figure 10 is the schematic diagram of intermediate supports point
Figure 11 is the schematic diagram of external bracing point
Among the figure: 1-cushion cap, 2-drilled pile, 3-shaped steel contact beam, the 4-concrete buttress, 5-concrete beam, 6-concrete precast pile, the 7-steel pipe, 8-shaped steel crossbeam, 9-Bei Leiliang, the 10-distribution beam, the horizontal braces of 11-shaped steel, 12-first floor concrete, 13-second layer concrete, 14-the 3rd layer concrete, 15-the 4th layer concrete, 16-layer 5 concrete, the horizontal prestressed cable of 17-first floor, the horizontal prestressed cable of the 18-second layer, the 19-finish rolling deformed bar, 20-nipple, 21-anchor plate, the 22-bellows, the horizontal diagonal brace of 23-shaped steel, 24-bridging, 25-stretch-draw stand (anchor case), 26-outside battered leg structure, the inboard battered leg structure of 27-, 28-battered leg structure, 29-concrete bearing platform, the vertical support of 30-shaped steel level, the 31-pre-embedded steel slab.
The specific embodiment
A certain case history with the applicant is that example further specifies the specific embodiment of the present invention.
(1) construction technology
As shown in Figure 2.
(2) key construction technology
1. vertical support system construction
V-type pier battered leg lands and is supported for 6 strong points, lands buttress top to lay Bei Leiliang, distribution beam (channel-section steel), bed die etc. successively.
Φ 2.2m drilled pile is adopted on the basis, and pile foundation embeds the granite 7m that underlies, and is end bearing pile.Bored piles is long for 70m, goes into 7 meters on rock.Adopt 2.2 meters percussive drill pore-formings of diameter, adopt the precast reinforced cage of cover coupling prefabrication that is threaded, after the disintegration, the on-the-spot artificial crane descending reinforcing cage that cooperates.Concrete adopts agitator to concentrate mix, and concrete delivery truck transports concrete, with diameter 350mm catheter perfusion underwater concrete.
Adopt shaped steel to connect between the drilled pile steel casing, it is stressed to make it form clump of piles integral body.
Pier stud respectively adopts 1200mm * 1500mm and adopts 1500mm * 1500mm concrete square pier stud on the cushion cap.Pier stud laterally adopts the 2[20a channel-section steel to connect, and forms space truss structure.
The concrete beam of on interim pier stud, constructing, crossbeam parcel shellfish thunder sheet is connected to form the rack beams of V-type pier battered leg, and crossbeam and Bei Leiliang form integral body.The channel-section steel that 2[20a@500 is set on Bei Leiliang distributes crossbeam as the bed die support, regulates absolute altitude with steel plate between channel-section steel and the shellfish thunder sheet.Adjust mounting template on the channel-section steel of the gradient then, carrying out the battered leg construction.
2. template is installed
1. the plan-position of repetition measurement battered leg and absolute altitude were to meet design requirement before template was installed.
2. bed die, outer side form adopt the bulk steel form of factory process moulding, and backform and internal mold adopt the bamboo offset plate.Template material and crudy must meet design and code requirement, accomplish surfacing, size shape accurately, enough strength and stiffness are arranged.Internal mold adopts steel pipe scaffold to support, and external mold adopts steel pipe framed bent, finish rolling deformed bar pull bar and shaped steel combined system to reinforce.
3. lay bed die earlier, battered leg reinforcing bar, prestress pipe and built-in fitting etc. are installed then, finish after after supervising engineer's acceptance(check), cooperate artificial side form and the internal mold installed with tower crane.Before installing, steel form is coated with the template lacquer, and air-dry in reinforcing bar adds builder's temporary shed, prevent that airborne dust from falling into template surface, give security for concrete is specious.
4. interconnective template, the template face will align, and connecting bolt once is not tightened to the position, and whole inspection template is linear, finds the timely calibration template of deviation, and then locking connecting bolt and fastener, fixes supporting rod.Proofread and correct rear pattern plate and should satisfy code requirement.Template connects kerf spacing and uses the emplaster class joint filling or the sealing of taping greater than 2mm.
5. after the template installation, to the battered leg position again repetition measurement once guarantee that its plan-position, absolute altitude adhere to specification.
3. battered leg reinforcing bar binding and installed under prestressing
1. reinforcing bar adopts the rolling straight thread sleeve to connect, and it is identical to guarantee during installation that two connecting reinforcements are screwed into the interior length of sleeve, is 3.5cm according to code requirement.
2. reinforcing bar at first reinforcing bar add builder's temporary shed by the specification blanking of design drawing requirement, bend, be transported to the scene then, the battered leg bed die of selecting to have completed is as operation platform, installs thereon, colligation.
3. the accurate start position of setting-out battered leg on abut, report the supervising engineer to ratify after, setting-out marks the installation site of various reinforcing bars on bed die, can carry out reinforcement installation.
4. when the splice bar skeleton, use the strict control of model frame position.
5. the welding of skeleton order should be carried out to two ends symmetrically by the centre of skeleton to both sides, and should weld the portion of burn-oning behind the bottom earlier, and every weld seam should once survive, and adjacent weld seam is answered the skip welding of subregion symmetry, can not suitable direction continuous sequence.
6. be the thickness that guarantees concrete cover, the Concrete seat pad or the steel bar end cushion block that should between cage of reinforcement and template, stagger and place right quantity, the cushion block of skeleton side answers colligation firm.
7. the processing of cage of reinforcement, welding quality should satisfy code requirement.
When 8. interim presstressed reinforcing steel was installed, the duct was shaped and adopts internal diameter Conduit peschel, the permanent prestress pipe of battered leg root adopts Metal bellows should be provided with an amount of tee piece during installation, is beneficial to the mud jacking exhaust, guarantees squeezing quality, and establishes positioning bar with φ 10 reinforcing bars one every 0.5m, and firm welding, guarantees that its position is accurate, and pipeline is unimpeded, does not have the dead angle to turn firmly.Prestress pipe can suitable mobile plain bars when colliding with plain bars.
4. concreting
The employing layering graded casting of V-type pier battered leg is finished.
1. before the concreting, the dirt on the foreign material in the template, ponding and the reinforcing bar will be cleaned out, form joint will be stopped up tightly.
2. in the concrete transportation, take measures to guarantee the slump of concrete workability and regulation, phenomenons such as spillage, dehydration, segregation do not occur.
3. adopt delivery pump that concrete pump is delivered to the interval of building to be poured, concrete is built in cooperations such as chute, tumbling barrel in template, reduces the free drop in the concrete discharging process.
4. adopt the method that the internal vibration rod combines with plate vibrator, backform is windowed and vibrated and combine with pervibration.The inner reinforcing bar of battered leg stands in great numbers, and selects the less constructor of physique and enters inside and make firm by ramming.Moving interval was no more than 1.5 times of vibrator operating radius when insertion was vibrated; Should keep the distance of 15cm with side form, insert the concrete 10cm of lower floor, the concrete paving thickness is not more than 50cm, and vibrating head time in concrete is about 20s, accomplishes that simultaneously fast inserting pull out slowly.Plate vibrator is installed on the side template, is provided with 3 from top to bottom.Each vibrates the position, must vibrate that this position concrete stops to sink, the bubble of no longer emerging, surface smooth, bleeding occurs, thereby guarantee that inside concrete is closely knit and specious.
5. vibrating head should avoid colliding template, reinforcing bar and other built-in fittings.Vibrating head must not touch prestress pipe in order to avoid piping failure, joint disconnect, and causes the duct to stop up, and displacement is crooked or accident such as local dent occurs.During concreting, check positioning bar and cushion block situation at any time, guarantee protective layer thickness.
6. in the concreting process, establish the reinforcing situation of special messenger's follow-up investigations template bracing reinforcement, cage of reinforcement and built-in fitting etc., will in time handle when, distortion loosening, displacement when finding to have.
7. concreting speed should be controlled at 60m 3In/the h, be beneficial to reduce the heat of hydration of concrete and reduce the lateral pressure of concrete template.
8. hair is cut a hole with pneumatic pick in two-layer concrete junction, spill coarse aggregate.Simultaneously in time concrete is carried out maintenance (establish the special messenger and carry out concrete curing work), the detailed strictly according to the facts concrete construction record of filling in.
5. interim rope is arranged and stretch-draw
The interim prestressed cable of first, second layer adopts the high-strength finish rolling deformed bar of φ 32mm, 22 every layer.The interim rope prestressing force of first, second layer applies by the stretch-draw stand of installing on the binder support.Stretch-draw is carried out according to the monitored instruction of design monitoring unit.
(1) tension sequence
The interim cable stretching of first, second layer adopts three synchronous symmetries of YCW-60 vertically-displacable jack to carry out, pretensioning upper strata in the time of stretch-draw, the then lower floor of stretch-draw correspondence then.
(2) stressing sequence
After inside and outside battered leg construction is finished, begin interim cable stretching according to designing institute's monitored instruction, the stretch-draw classification is carried out.Between jack and anchor case, place ZX-3105AT pressure sensor (3 every layer, totally 12 of full-bridges), control stretching force more accurately.
1. after 10% of stretch-draw second layer prestressed cable stretching force, then 10% of stretch-draw first floor prestressed cable stretching force;
2. after 50% of stretch-draw second layer prestressed cable stretching force, then 50% of stretch-draw first floor prestressed cable stretching force;
3. stretch-draw first floor prestressed cable stretching force 75% after, then 75% of stretch-draw second layer prestressed cable stretching force;
4. stretch-draw second layer prestressed cable stretching force 100% after, then 100% of stretch-draw first floor prestressed cable stretching force.So far stretch-draw is all finished.
(3) stretch-draw points for attention
1. the two control means of the employing during tension of prestressed tendon based on the reading of oil pressure gauge, are auxilliary with stretch value.In the time of stretch-draw actual stretch value and theoretic elongation differ should be controlled at ± 6% in, otherwise should suspend stretch-draw, after ascertaining the reason and take measures to be adjusted, continue stretch-draw again.
2. fining twisted steel wraps up with canvas cloth, reserves the aperture and seals with mortar.Finish rolling deformed bar and steel strand must not use cutter to burn and cut, and must not use the soldering turret welding.
3. check the bearing safety of tension operation platform, checkout facility and oil meter are seen and are had or not damage before the stretch-draw, and the oil meter timing signal is no more than 1 month, conscientiously checks the corresponding relation of oil meter and jack.To check before the stretch-draw whether nut has breakage, if any changing immediately.Jack the place ahead people that must not stand when stretch-draw, operating personnel only can be positioned at the both sides operation, and in the dead ahead of jack one baffle plate should be set, and prevent that nut ejects in the stretching process, produce contingency.
4. after each prestressed stretch-draw, answer the following data of detail record.
The evaluation of each pressure meter, oil pump and jack number; Initial tensile force when measuring the prestressed reinforcement elongation; Last stretching force when stretch-draw is finished and the elongation that records; Jack loosens later amount of recovery; Elongation and the corresponding stretching force measured in the stretch-draw interstage.
6. stress and strain monitoring
The internal force that monitoring comprises battered leg is monitored two aspects with the internal force of linear monitoring, battered leg mounting system.
(1) monitoring purpose
Whether the stressing conditions of battered leg work progress medium-height trestle and battered leg itself is reasonable, best solution is carried out the internal force monitoring exactly, promptly understand actual internal force state by continuous monitoring, if find that actual internal force state transfinites or unusually, will search reason and regulate and control, and make it in allowed band, to change.Implementing internal force monitoring simultaneously is again a sacurity alarm system, can in time find and abnormal conditions or even more serious structural deterioration situation occur in the battered leg work progress by this system, thereby guarantee the safety of mounting system.
(2) support internal force monitoring
1. measuring point is arranged
All measuring points of support stress monitoring all adopt vibrating string type sensor.The monitoring emphasis is near the deathtrap (interim pier) of shellfish thunder sheet, considers the discreteness of mounting system, in other zone of shellfish thunder sheet and the interim pier of bank side also should monitor.Near each section of shellfish thunder sheet wherein interim pier edge is up and down arranged 3 sensors totally 6 sensors respectively, and each section lower edge of span centre shellfish thunder sheet is arranged 3 sensors between interim pier, and interim each section of pier is arranged 3 sensors.Battered leg one side amounts to needs 36 sensors.
The mounting method of sensor can adopt surface-mount type and welded type, and surface-mount type generally is fit to the test of short time, can't guarantee long connection, therefore must adopt welded type.Because the field condition complexity according to circumstances also needs sensor is carried out due care.
2. data are handled
The data of gathering can be grasped the internal force situation of support with the initial value comparative analysis, thereby guarantee construction quality and structural safety by calculating stress intensity and situation of change.
(3) battered leg internal force monitoring
Carry out battered leg internal force and the purpose of linear monitoring and guarantee that exactly main bridge structure stress and distortion in work progress are in the safe range all the time, make into linear the adhering to specification behind the bridge, the structural internal force state reaches or near designing desired value.
1. the layout of sensor
Top and bottom ends at every skew back leg is provided with 2 testing sections totally 10 points.
2. data acquisition
When burying sensor underground sensor is preset, obtained initial value, gather after the cast of every layer concrete, size and situation of change that data and the initial value comparison that obtains can be drawn stress provide foundation thereby construct for battered leg.
(4) linear control monitoring
1. measuring point is arranged
Battered leg adopts laminated pouring, and a line left side, right two the absolute altitude observation points of line are set up in every layer top, simultaneously as the coordinate survey point.Measuring point adopts red paint to make marks.
2. measuring method
With level gauge or total station survey absolute altitude and coordinate, former and later two working condition measurings of cast according to every layer concrete compare analysis to the result.Testing time be arranged at dusk after the sunset or morning before sunrise, to eliminate or to reduce Temperature Influence.

Claims (8)

1, a kind of V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method is characterized in that step is as follows:
1), vertical support system and rack template system construction,
Vertical support system comprises six row's strong points, and middle four row's strong point bottom pile foundations are drilled pile (2), and shaped steel contact beam (3), concrete buttress (4), concrete beam (5) are set on the drilled pile (2) from bottom to top; Outside two row's strong point bottom pile foundations are concrete precast pile (6), and concrete bearing platform (29), steel pipe (7), shaped steel crossbeam (8) are set on the concrete precast pile (6) from bottom to top;
Vertical support system top is provided with the rack template system, and described rack template system comprises Bei Leiliang (9), distribution beam (10) and bed die; Bei Leiliang (9) is connected to integral body by crossbeam parcel and with crossbeam, and distribution beam (10) is set on the Bei Leiliang (9), is provided for regulating the steel plate of absolute altitude between distribution beam (10) and the Bei Leiliang (9), adjusts on the distribution beam of the gradient bed die is installed;
2), battered leg divides five layers of cast, on second and third layer horizontal prestressed cable and stretch-draw stand (25) is installed respectively, carries out single-ended grading tension.
2, V type pier inclined leg combined type support for continuous rigid frame bridge according to claim 1 and layered cast-in-situ construction method, it is characterized in that connecting by shaped steel horizontal braces (11) between the external bracing point and the middle part strong point, every row's strong point is provided with 3 pile foundations, be connected to each other between each pile foundation, it is stressed to form a clump of piles.
3, V type pier inclined leg combined type support for continuous rigid frame bridge according to claim 1 and layered cast-in-situ construction method is characterized in that every bridging (24) of setting up section steel manufacture between the shellfish thunder beam of arranging.
4, V type pier inclined leg combined type support for continuous rigid frame bridge according to claim 1 and layered cast-in-situ construction method, after it is characterized in that battered leg second layer concrete (13) casting and constructing, the horizontal prestressed cable of first floor (17) is installed, behind battered leg the 3rd layer concrete (14) casting and constructing, the horizontal prestressed cable of the second layer (18) is installed, is finished the initial tensioning of the horizontal prestressed cable of first and second layer then; Behind battered leg layer 5 concrete (16) casting and constructing, finish the whole stretch-draw of horizontal prestressed cable.
5, V type pier inclined leg combined type support for continuous rigid frame bridge according to claim 4 and layered cast-in-situ construction method, it is characterized in that horizontal prestressed cable is made of some high-strength smart indented barss (19) of pricking, the one end is connected with battered leg structure (28), the other end with apply prestressed stretch-draw stand (25) and be connected.
6, according to claim 4 or 5 described V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction methods, it is characterized in that initial tensioning power is 50% of total stretching force, whole stretching force is 50% of total stretching force.
7, V type pier inclined leg combined type support for continuous rigid frame bridge according to claim 6 and layered cast-in-situ construction method is characterized in that Bei Leiliang (9) is fixed at battered leg root and cushion cap (1).
CNA2009100737267A 2009-01-21 2009-01-21 V type pier inclined leg combined type support for continuous rigid frame bridge and layered cast-in-situ construction method Pending CN101481902A (en)

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CN102535338A (en) * 2010-12-23 2012-07-04 上海市基础工程有限公司 Hanging side formwork of cradle
CN102828469A (en) * 2012-08-31 2012-12-19 中铁三局集团有限公司 Positioning mounting construction method for triangular steel constructed pillar of inclined-leg steel box
CN102888815A (en) * 2012-10-16 2013-01-23 上海城建市政工程(集团)有限公司 Pouring construction method of wide-angle V-shaped pier and 0# box girder
CN102995553A (en) * 2012-11-27 2013-03-27 胜利油田胜利工程建设(集团)有限责任公司 Arch rib of reinforced concrete arch bridge and erection support and manufacture method of arch rib
CN103132461A (en) * 2011-12-01 2013-06-05 上海市基础工程有限公司 Flexible bracket device for steel truss girder bridge cantilever construction
CN103628408A (en) * 2013-11-01 2014-03-12 中铁十七局集团第二工程有限公司 Construction method for splay supporting frame of bridge cast-in-place concrete formwork
CN105821769A (en) * 2016-04-01 2016-08-03 上海城建市政工程(集团)有限公司 Large-angle inclined leg pier pouring construction method
CN109024286A (en) * 2018-07-10 2018-12-18 中铁大桥局集团第工程有限公司 A kind of cast-in-place V-type pier construction method of concrete support wall
CN111501531A (en) * 2020-03-31 2020-08-07 上海城建市政工程(集团)有限公司 Construction method of V-shaped thin-wall pier and 0# block main beam supporting system
CN111910520A (en) * 2020-07-13 2020-11-10 中铁八局集团第二工程有限公司 Construction method of high-speed inclined leg crossing rigid frame overpass
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Publication number Priority date Publication date Assignee Title
CN102535338A (en) * 2010-12-23 2012-07-04 上海市基础工程有限公司 Hanging side formwork of cradle
CN103132461A (en) * 2011-12-01 2013-06-05 上海市基础工程有限公司 Flexible bracket device for steel truss girder bridge cantilever construction
CN103132461B (en) * 2011-12-01 2015-11-25 上海市基础工程集团有限公司 For the flexible carrier device of steel truss beam bridge cantilever construction
CN102828469B (en) * 2012-08-31 2014-12-10 中铁三局集团有限公司 Positioning mounting construction method for triangular steel constructed pillar of inclined-leg steel box
CN102828469A (en) * 2012-08-31 2012-12-19 中铁三局集团有限公司 Positioning mounting construction method for triangular steel constructed pillar of inclined-leg steel box
CN102888815A (en) * 2012-10-16 2013-01-23 上海城建市政工程(集团)有限公司 Pouring construction method of wide-angle V-shaped pier and 0# box girder
CN102995553A (en) * 2012-11-27 2013-03-27 胜利油田胜利工程建设(集团)有限责任公司 Arch rib of reinforced concrete arch bridge and erection support and manufacture method of arch rib
CN103628408A (en) * 2013-11-01 2014-03-12 中铁十七局集团第二工程有限公司 Construction method for splay supporting frame of bridge cast-in-place concrete formwork
CN105821769A (en) * 2016-04-01 2016-08-03 上海城建市政工程(集团)有限公司 Large-angle inclined leg pier pouring construction method
CN105821769B (en) * 2016-04-01 2017-05-03 上海城建市政工程(集团)有限公司 Large-angle inclined leg pier pouring construction method
CN109024286A (en) * 2018-07-10 2018-12-18 中铁大桥局集团第工程有限公司 A kind of cast-in-place V-type pier construction method of concrete support wall
CN111501531A (en) * 2020-03-31 2020-08-07 上海城建市政工程(集团)有限公司 Construction method of V-shaped thin-wall pier and 0# block main beam supporting system
CN111979918A (en) * 2020-07-08 2020-11-24 中交第二航务工程局有限公司 V-shaped pier combined construction method suitable for marine environment
CN111910520A (en) * 2020-07-13 2020-11-10 中铁八局集团第二工程有限公司 Construction method of high-speed inclined leg crossing rigid frame overpass

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Application publication date: 20090715