CN110230259A - A kind of pier top beam section that bridge cantilever pours and its rapid constructing method - Google Patents

A kind of pier top beam section that bridge cantilever pours and its rapid constructing method Download PDF

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Publication number
CN110230259A
CN110230259A CN201810956063.2A CN201810956063A CN110230259A CN 110230259 A CN110230259 A CN 110230259A CN 201810956063 A CN201810956063 A CN 201810956063A CN 110230259 A CN110230259 A CN 110230259A
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China
Prior art keywords
pier
main
pours
support
cushion block
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CN201810956063.2A
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CN110230259B (en
Inventor
周广平
李维宏
崔振喜
李俊鹏
李忠臣
李彦宝
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China Railway 18th Bureau Group Co Ltd
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China Railway 18th Bureau Group Co Ltd
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Priority to CN201810956063.2A priority Critical patent/CN110230259B/en
Priority claimed from CN201810956063.2A external-priority patent/CN110230259B/en
Publication of CN110230259A publication Critical patent/CN110230259A/en
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

The present invention relates to a kind of pier top beam section that bridge cantilever pours and its rapid constructing methods, it is constructed simultaneously using method of the present invention to main pier and pier top beam section, the pier top beam section carries out prefabricated near the main pier, after the completion of prefabricated, by the pier top beam section integral hoisting to the top of the main pier, to accelerate construction progress, project cost is saved.

Description

A kind of pier top beam section that bridge cantilever pours and its rapid constructing method
Technical field
The present invention relates to building field more particularly to a kind of pier top beam section that bridge cantilever pours and its rapid construction sides Method.
Background technique
As increasingly fast development, the demand of bridge construction of national economy are growing.And prestressed concrete is continuous Beam bridge is since its span ability is big, construction method is flexible, adaptable, the rigidity of structure is big, antiseismic ability is strong, be open to traffic ride comfort The features such as good and handsome in appearance, and obtained applying more and more widely.
Long-span continuous beam bridge generally selects case-in-place cantilever method, and cast-in-place cantilever method refers to that work is arranged in bridge pier two sides Make platform, evenly paragraph by paragraph to span centre cantilever pouring cement concrete beam body, and applies prestressed construction method paragraph by paragraph.Cantilever Beam body will generally divide four major parts to pour: pier top beam section (i.e. No. 0 block), No. 0 block two sides balance grouting beam section, lateral opening support cast-in-place Beam section and girder Middle span closing section.
Pier top beam section provides working face for cradle assembly, the axis and elevation during cantilever pouring as control bridge Standard first piece of beam section, precision that pier top beam section bracket is set up and safety and firmness play the quality control on construction of entire bridge Crucial effect.
Currently, conventional No.0 of continuous beam construction method is No. 0 block support system of installation after pier shaft pours, so Assembled No. 0 block steel bar template, last casting concrete on support system afterwards.In traditional construction method, No. 0 block template, steel The installation of muscle, prestress pipe etc. must be carried out after the completion of pier construction by step, and the duration is long, in the case where duration anxiety It is not able to satisfy construction needs.
In order to shorten the construction period, the patent of invention of Publication No. CN102493363B provides a kind of the fast of No.0 of continuous beam Fast construction method, comprising the following steps: A10, suitable bridge is used for the assembled basis of construction, the assembly basis by the pier position of main pier Assembled No. 0 block steel bar template integral hoisting platform;A20, while the construction of main pier, on the basis of described assembled simultaneously and concurrently It constructs No. 0 block steel bar template integral hoisting platform, and No. 0 block steel bar template integral hoisting platform is complete before the construction of main pier is completed At;No. 0 A30, lifting block steel bar template integral hoisting platform carry out No. 0 block main beam concrete and pour and beam to main pier pier top The tensioning mud jacking of body is constructed.
The construction while invention realizes main pier and No. 0 block to a certain extent, however, in the technical solution, No. 0 block Lifting step it is complicated, difficulty of construction is big, due to needing to build hoisting platform, thus to the shortening limitation of duration, and Project cost is higher.
Summary of the invention
The present invention is to solve deficiency in the prior art, provides following technical scheme.
A kind of rapid constructing method for the pier top beam section that bridge cantilever pours, constructs simultaneously to main pier and pier top beam section, institute State pier top beam section carried out near the main pier it is prefabricated, after the completion of prefabricated, by the pier top beam section integral hoisting to the main pier Top.
Further, the rapid constructing method for the pier top beam section that the bridge cantilever pours, comprising the following steps:
S1. pier top beam precast is carried out near the main pier, and sets up job platform around the main pier;
S2. temporary cushion block and pinner, and erection support grouting template are poured in the pier top of the main pier;
S3. the pier top beam section is sling, in the bottom erection support anchor bolt of the pier top beam section;
S4., the pier top beam section is promoted to the top of the main pier, it will be pre- in the support anchor bolt and the pinner Mutual contraposition of boxing out transfers the pier top beam section to the top of the main pier after carrying out plan-position and precisely checking;
S5. by casting concrete at the support and preformed hole, by the pier top beam section and main pier it is interim it is affixed after It is conserved.
Further, step S2 includes following sub-step:
S2-1. reinforcing bar binding and fixing concrete pad is used;
S2-2., bamboo blanket template to be installed, lumps of wood back rib is set, horizontal direction is reinforced using steel pipe with fastener on the outside of the lumps of wood, Together with being respectively arranged in the middle part of abutting pier top, cushion block with cushion block top, and the line of ink marker of control elevation of top surface is popped up in cushion block template surrounding;
S2-3. the surrounding of the bamboo blanket template is wrapped up sternly using geotextiles, electric blanket and the double-deck cotton-wadded quilt from inside to outside Close, electric blanket, which is powered, to be preheated;
S2-4. it is poured using concrete, and the top surface of casting concrete is struck off into receipts face;
S2-5. thick plastic cloth, and bottom-up covering geotextiles, electric blanket and bilayer are covered in the top surface of temporary cushion block Cotton, binding securely, carry out the maintenance that duration is more than 14 days;
S2-6. pier top beam section beam bottom is popped up on temporary cushion block and pinner become slope position, it is in place as the lifting of pier top beam section When adjust fair line road direction plane position line of reference.
Further, step S3 includes following sub-step:
S3-1. in the top of pier top beam section installation lifting seat;
S3-2. wirerope is connected with lifting seat by fastening by lifting button, beam section both ends bundle cable wind rope, slow using crane Slowly the pier top beam section is sling to liftoff 1m;
S3-3. in the bottom erection support anchor bolt of the pier top beam section.
Further, in sub-step S3-1, after the completion of the pier top beam section prestressed stretch-draw, by the pier top beam section Beam face corresponding position polish flat, be the top plate that 4 lifting seats are lifted into the pier top beam section one by one by quantity On, the lifting seat and beam face are integrally closely connected.
Further, it is by the mode that the lifting seat is lifted on the top plate of the pier top beam section, in the finish rolling steel Upper holding bolt is installed at the top of connector, and the finish rolling steel fastener is passed down through pier top beam from connector reserved through hole Lower holding bolt is tightened after putting on the lower steel plate in section top plate, lower part, and the finish rolling steel fastener stretches out the fixed spiral shell in lower part Bolt.
Further, step S4 includes following sub-step:
S4-1. pier top beam section lifting is moved to the main pier center, be higher than at the pinner top 1.5m, keep institute The preformed hole stated in support anchor bolt and the pinner mutually aligns, keep the both ends of the pier top beam section it is steady simultaneously slowly under Drop, so that the support anchor bolt protrudes into the pinner preformed hole;
S4-2. transferring when the beam body of the pier top beam section to the top of concrete distance apart from the temporary cushion block is 1cm When, using the pre-buried I-steel of the pre-buried I-steel of pier top and beam bottom as supporting point, pass through pier top beam section described in jack pair The pier top beam section is fallen to the top of the temporary cushion block by plan-position after being finely adjusted.
Further, step S5 includes following sub-step:
S5-1. steel pipe support is set up in the pier top of the main pier, the bar and horizon bar of the steel pipe support are connected using fastener Fastening is connect, two layers of lower part horizon bar is arranged to mandril along line direction, bracket and pier cap is supported firm;
S5-2. brooder is tightly built using duck package in the outside of the steel pipe support, by the pier top beam section bottom plate After preformed hole blocks, electric boiler jet chimney is accessed into the brooder and is heated up, guarantees that the warm temperature of shed is greater than 20 DEG C;
S5-3. using gap at grouting material perfusion support lower part and anchor hole, grouting feed liquid surface is higher than under support lower steel plate Along 5mm;
S5-4. after grouting material final set, form removal, insulated curing.
The present invention also provides the pier top beam sections that a kind of rapid constructing method of pier top beam section that bridge cantilever pours obtains.
The beneficial effects of the present invention are: the construction while present invention is able to carry out main pier and pier top beam section can be accelerated Construction speed shortens the construction period, and saves project cost.In addition, in method provided by the invention, the lifting of pier top beam section and installation side Just, quickly, step is simple, and difficulty of construction is low.
Detailed description of the invention:
In order to illustrate the technical solution of the embodiments of the present invention more clearly, hereinafter by the attached drawing to the embodiment of the present invention into Row is simple to be introduced.Wherein, attached drawing is used only for showing some embodiments of the present invention, rather than whole embodiments of the invention are limited It is formed on this.
Fig. 1: the first schematic side view of pier top beam section of the present invention.
Fig. 2: the second schematic side view of pier top beam section of the present invention.
Fig. 3: the schematic top plan view of pier top beam section and main pier of the present invention.
Fig. 4: job platform of the present invention builds side schematic view.
Fig. 5: job platform of the present invention builds schematic top plan view.
Fig. 6: the schematic view of the mounting position of lifting seat first angle of the present invention.
Fig. 7: the schematic view of the mounting position of lifting seat second angle of the present invention.
Fig. 8: the first enlarged diagram of lifting seat first angle of the present invention.
Fig. 9: the second enlarged diagram of lifting seat first angle of the present invention.
Figure 10: the first enlarged diagram of lifting seat first angle of the present invention.
Figure 11: the second enlarged diagram of lifting seat first angle of the present invention.
Appended drawing reference:
Pier top beam section -1, pier top beam section top plate -11, pier top beam section bottom plate -12, pier top beam section web -13, connector are reserved Through-hole -101, main pier -2, job platform -3 lift seat -4, lift seat interconnecting piece -40, lift seat main body -41, the connection of finish rolling steel Part -401, upper holding bolt -402, lower holding bolt -403, lower steel plate -404, upper body -411, sub-body - 412, sub-body bottom plate -413, upper bolt fixed plate -414, stiffener plate -415, first row lifts seat -4a, and secondary series hangs Fill seat -4b, lifting button -5.
Specific embodiment
In order to enable the purposes, technical schemes and advantages of technical solution of the present invention are clearer, below in conjunction with this The technical solution of the embodiment of the present invention is clearly and completely described in the attached drawing of invention specific embodiment.It is identical in attached drawing Appended drawing reference represents identical component.It should be noted that described embodiment is a part of the embodiments of the present invention, without It is whole embodiments.Based on described the embodiment of the present invention, those of ordinary skill in the art are being not necessarily to creative work Under the premise of every other embodiment obtained, shall fall within the protection scope of the present invention.
Unless otherwise defined, the technical term or scientific term used herein should be in fields of the present invention and has The ordinary meaning that the personage of general technical ability is understood.Used in present patent application specification and claims " the One ", " second " and similar word are not offered as any sequence, quantity or importance, and are used only to distinguish different Component part.Equally, the similar word such as "one" or " one " also not necessarily indicates quantity limitation." comprising " or "comprising" etc. Similar word mean to occur element or object before the word cover the element for appearing in the word presented hereinafter or object and It is equivalent, and is not excluded for other elements or object.The similar word such as " connection " or " connected " is not limited to physics Or mechanical connection, but may include electrical connection, it is either direct or indirect."upper", "lower", " left side ", " right side " etc. is only used for indicating relative positional relationship, after the absolute position for being described object changes, then the relative positional relationship May correspondingly it change.
The embodiment of the invention provides a kind of rapid constructing methods of pier top beam section 1 that bridge cantilever pours, by master Pier 2 and pier top beam section 1 are constructed simultaneously, the pier top beam section 1 carried out near the main pier 2 it is prefabricated, will be described after the completion of prefabricated 1 integral hoisting of pier top beam section is to the top of the main pier 2.To accelerate construction progress, project cost is saved.
As shown in Figure 1-3, pier top beam section 1 provided in an embodiment of the present invention includes pier top beam section top plate 11, pier top beam section bottom Plate 12 and pier top beam section web 13, the pier top beam section length are 8 meters, and the pier top beam section 1 is single box single chamber, And of Varying Depth, change Cross section structure.The box beam top width 7.1m of the pier top beam section 1 keeps off tiny fragments of stone, coal, etc. side clear span 4.5m within the walls, deck-molding 5.042m at central bearing point, top Plate thickness 39.2cm thickeies at partition wall, changes by broken line, base plate thickness 70cm, web thickness 60cm, thickening at partition wall.Central bearing point Place sets diaphragm plate, and diaphragm plate sets remarkable hole.Support uses TJQZ spherical steel support.The pier top beam section 1 uses C50 coagulation Soil material manufacture, amounts to 105.15m3, weight 273.39t.
The rapid constructing method for the pier top beam section 1 that bridge cantilever provided in an embodiment of the present invention pours is especially by with lower section Formula is implemented.
Before construction, basement process is carried out first.The back-filling in layers of cushion cap foundation pit is carried out using plain soil, every layer of 30cm, manually Leveling compacting.Pier construction finishes, and bracket sets up the top 1m in range, and by the thickness of every layer of 25cm, layered rolling is closely knit.Inspection Foundation bearing capacity is surveyed, confirmation foundation bearing capacity is not less than 200kpa.Bracket surrounding respectively extends out 0.5m casting 30cm thickness C30 coagulation The bracket basis that soil is lifted as pier top beam section 1.The gutter 30cm × 30cm or 2% is done naturally along slope in bracket basis two sides Draining outward, the plastering of surface layer cement slurry.
As illustrated in figures 4-5, after completing basement process, prefabricated, the tensioning pressure of two pier top beam sections 1 is carried out near main pier 2 Slurry is completed and guarantees that the intensity of the pier top beam section 1 meets design requirement.It is buckled around the main pier 2 using disk and sets up operation Platform 3.
The erection method of job platform 3 are as follows: bracket uses φ 48.3mm, and the common disk button steel pipe of wall thickness 3.2mm is set up, Backing plate is made perpendicular to the lumps of wood that 15 × 15cm is arranged in line direction in upright bar bottom, and collet uses L500 type, is leveled every layer with screw rod. Upright bar is arranged along line direction from pier center to two sides, arranges 13 rows along line direction, arrangement form is 120cm × 5+90cm × 2+120 × 5=1380cm;Direction across bridge spacing 120cm under bottom plate plate, sets 10 rows altogether, and arrangement form is 9120cm × 9= 1080cm;Cross bar step pitch is 150cm, is vertically and horizontally respectively arranged.Mandril, which stretches out the horizontal pole length of top layer, should be strict controlled in 650mm Within, screw rod extension elongation controls within 400mm.Bracket uses φ 38.3mm, wall thickness 3mm, 1200 × 1500mm, 900* 1500mm steel pipe lays diagonal brace.Horizontal path direction diagonal brace setting 4: both ends are respectively arranged 1, are respectively arranged 1 away from main pier 23.6m Road.Along line direction diagonal brace: longitudinally disposed 3 i.e.: two sides stent outer is respectively arranged 1, bottom plate center 1.In pier shaft Crown wall part is arranged in surrounding, and crown wall part uses φ 48.3mm, and the steel pipe of wall thickness 2.5mm is held out against with adjustable base with pier shaft surface.It is perpendicular 1 row is arranged to every 3m in histogram, and 4 rows are arranged altogether, and every row is arranged 2.Make along bridge to the 15*15cm lumps of wood is laid on the every row's jacking of bracket For main joist, direction across bridge spacing 30cm is laid with the 10*10cm lumps of wood as secondary joist, between the lumps of wood and the lumps of wood, the lumps of wood and template thereon It clenches.Plastic-steel form board is completely spread on secondary joist, it is closely connected between deck roof and pier shaft.Bracket is lower than pier top 60cm, and 1.2m is arranged in surrounding High standard system guardrail.
Temporary cushion block and pinner, and erection support grouting template are poured in the pier top of the main pier 2.Specifically, adopting first With reinforcing bar binding and fixing concrete pad.It is subsequently mounted bamboo blanket template, lumps of wood back rib is set, and horizontal direction uses on the outside of the lumps of wood Steel pipe is reinforced with fastener, be close to pier top, be respectively arranged in the middle part of cushion block with cushion block top together with, and pop up control top in cushion block template surrounding The line of ink marker of face elevation.In turn, use geotextiles, electric blanket and the double-deck cotton-wadded quilt by the surrounding packet of the bamboo blanket template from inside to outside Wrap up in tight, electric blanket energization preheating.It after the completion of preheating, is poured using concrete, and the top surface of casting concrete is struck off Receipts face.After the completion of pouring, thick plastic cloth is covered in the top surface of temporary cushion block, and bottom-up covering geotextiles, electric blanket and double Layer cotton, binding securely, carry out the maintenance that duration is more than 14 days.Finally, popping up 1 beam bottom of pier top beam section on temporary cushion block and pinner Become slope position, the line of reference of fair line road direction plane position is adjusted when lifting in place as pier top beam section 1.
The design parameter of each step requires as follows in temporary cushion block construction.
(1) reinforcing bar is bound
It is single according to design connection, in reinforcing bar factory concentrated processing semi-finished product, it is transported to scene binding molding, tied silk binding and fixing C50 concrete pad, every square metre no less than 4.
(2) template is installed
Template uses bamboo slab rubber, and 10*10cm lumps of wood back rib is arranged in vertical direction spacing 20cm, and horizontal direction makes on the outside of the lumps of wood With φ 48.5mm, wall thickness 2.5mm steel pipe is reinforced with fastener, be close to pier top, be respectively arranged in the middle part of cushion block with cushion block top together with.Measure class The line of ink marker of control elevation of top surface is popped up in cushion block template surrounding.
(3) form insulation and preheating
After template installation is reinforced, before casting concrete, use geotextiles+electric blanket+bilayer cotton-wadded quilt by template from inside to outside Surrounding package is tight.Electric blanket, which is powered, to be preheated, and in template after 5 DEG C of temperature >, notifies blending station mixing C50 concrete.
(4) concreting
Concrete is transported to scene by tank car, and laboratory technician is detected concrete properties, matched after meeting the requirements using crane Hopper is transported to pier top, uses vibrating head vibration compacting.
Temporary cushion block elevation of top surface must strict control (be subject to the design altitude of beam bottom at the mileage of support center, beam bottom is not Consider longitudinal slope), cushion block top concrete need to conscientiously receive face, integrally be struck off top surface using the darby of 60cm long, each cushion block top Height difference between the height difference at face quadrangle and center, four temporary cushion blocks is respectively less than 1mm, smooth and must not have laitance.
(5) it conserves
The thick plastic cloth of covering immediately behind the receipts face of temporary cushion block top surface, bottom-up covering geotextiles+electric blanket+bilayer cotton, It is bound using the rope made of hemp secured.Temporary cushion block maintenance is no less than 14d, and intensity meets the 100% of design strength when demoulding.
(6) snap the line
The surveying setting-out on temporary cushion block and pinner pops up 1 beam bottom of pier top beam section and becomes slope position, lifts as beam section The line of reference of the 1 fair line road direction plane position of pier top beam section is adjusted when in place.
Before formal lifting, the pier top beam section 1 is sling respectively using crawler crane, at the bottom of the pier top beam section 1 Portion's erection support anchor bolt.Wherein, using 1 QUY650 type, 650 tons of crawler cranes and two 6*61-D90mm-1770MPa Wirerope slings the pier top beam section 1 respectively, thus erection support anchor bolt.The rope length 20m of the wirerope.The pier top beam section 1 weight G is 274t, and on-site hoisting loading angle α is 80 °, the single wire rope stress ÷ of F=G × 9.8 (4 × sin80 °)= 681.7KN, breaking force of rope calculation method are as follows: the Fracture Force of wirerope is 5100KN, safety coefficient K=6, individual wire The power for receiving of restricting are as follows: 5100/6=850KN, the value are greater than 681.7KN, and therefore, the security performance of the wirerope meets lifting It is required that.
Specifically, in step s3, firstly, after the completion of 1 prestressed stretch-draw of pier top beam section, by the pier top beam section 1 beam face corresponding position polishes flat, and the lifting seat that quantity is 4 is lifted into the top of the pier top beam section 1 one by one Portion, the lifting seat and beam face are integrally closely connected.Then, wirerope is connected into fastening, beam section both ends with lifting seat using lifting button Cable wind rope is bundled, the pier top beam section 1 is slowly sling using crane to liftoff 1m, branch is installed in the bottom of the pier top beam section 1 Seat anchor bolt.
For the ease of carrying out lifting construction in above process, 4 present invention are equipped in each pier top beam section 1 Lifting seat 4 described in embodiment connects the wirerope with seat 4 is lifted by the lifting button 5 on the lifting seat 4 when lifting It connects.The single load-bearing of 4 lifting buttons 5 is 85t, the power that can be born are as follows: 85t × 4 × sin80 °=334.8t, the value are big In the weight 274t of the pier top beam section 1, the security performance of the lifting button 5 is met the requirements.The lifting seat 4 uses Q345B Material, the biggest lifting capacity 120t, the lateral distance 2280mm, fore-and-aft distance 3500mm of 4 lifting seats 4.
As shown in attached drawing 6-11, in order to install the lifting seat 4, the phase of the pier top beam section top plate 11 of the pier top beam section 1 Position is answered to be equipped with connector reserved through hole 101, by the connector reserved through hole 101, the lifting seat interconnecting piece 40 is passed through Pier top beam section top plate 11 is worn, and is detachably connected with the bottom of the pier top beam section top plate 11.By by the pier top beam section 1 with Lifting seat 4 is interconnected and fixed, and lifting of the wirerope on the lifting seat 4 is buckled 5, can be realized by hanging device Pier top beam section 1 is sling.
As shown in attached drawing 10-11, the bottom of each lifting seat interconnecting piece 40 is connected with several the lifting seat Interconnecting piece 40.In some embodiments of the invention, the lifting seat interconnecting piece 40 includes the first row lifting being parallel to each other The quantity that seat 4a and secondary series lift seat 4b, the first row lifting seat 4a and secondary series lifting seat 4b is three, position It corresponds to each other.The lifting seat interconnecting piece 40 includes the finish rolling steel fastener 401 through the pier top beam section top plate 11, and respectively It is set to the upper holding bolt 402 and lower holding bolt 403 of the upper and lower ends of the finish rolling steel fastener 401.On described The diameter of portion's fixing bolt 402 and lower holding bolt 403 is φ 32mm.The material of the finish rolling steel fastener 401 is PSB830, having a size of φ 32mm, L=1650mm.The lifting seat 4 further include further include lower steel plate 404, the lower steel plate 404 material is Q345B, having a size of 900*450*20mm.The lower steel plate 404 is equipped with for connecting the finish rolling steel Several the through-hole that part 401 passes through.The lower steel plate 404 is set to the lower holding bolt 403 and the pier top beam Between the bottom of section top plate 11.For dispersing the pressure from the pier top beam section top plate 11 in lifting, safety is improved.Institute Stating lifting seat main body 41 includes 412 two parts of upper body 411 and sub-body, and the upper body 411 is and the lower part The plate structure connected vertically of main body 412, the sub-body 412 is equipped with sub-body bottom plate 413 and upper bolt is fixed Plate 414.The upper body 411 is fixedly connected with the sub-body bottom plate 413 by modes such as integrated moldings.The top Bolt fixed plate 414 is set to the top of the sub-body bottom plate 413, the upper holding bolt 402 and the lifting seat Main body 41 is connected with each other by the upper bolt fixed plate 414.Lead in addition, the upper bolt fixed plate 414 is equipped with Hole, the lifting button 5 protrude into the through-hole of the upper bolt fixed plate 414, are connected with each other with the sub-body bottom plate 413, The lifting button 5 has plate structure, which is provided with the through-hole passed through for wirerope.In the upper bolt fixed plate 414 It is vertically installed with stiffener plate 415.The quantity of the stiffener plate 415 be two, for improve it is described lifting seat 4 intensity and Safety.
After the completion of 1 prestressed stretch-draw of pier top beam section, the beam face corresponding position of the pier top beam section 1 is polished flat It is whole, the lifting seat 4 that quantity is 4 is lifted into one by one on the top plate of the pier top beam section 1, the lifting seat 4 and beam face It is whole closely connected.Upper holding bolt 402 is installed at the top of the finish rolling steel fastener 401, by the finish rolling steel fastener 401 It is passed down through pier top beam section top plate 11 from the connector reserved through hole 101, lower part is tightened after putting on the lower steel plate 404 Lower holding bolt 403, the finish rolling steel fastener 401 stretch out lower holding bolt 403 and are no less than 5cm.Then, using lifting By wirerope and the lifting connection fastening of seat 4, beam section both ends are bundled cable wind rope, the pier top beam section 1 are slowly sling using crane button 5 To liftoff 1m, in the bottom erection support anchor bolt of the pier top beam section 1, and subsequent lifting construction is carried out.
When formal lifting, the pier top beam section 1 is promoted to the top of the main pier 2, by the support anchor bolt and described Preformed hole on pinner mutually aligns, and after carrying out plan-position and precisely checking, transfers the pier top beam section 1 to the main pier 2 Top.Specifically, the pier top beam section 1 lifting is moved to 2 center of main pier first, it is higher than the pinner top 1.5m Place, keeps the preformed hole on the support anchor bolt and the pinner mutually to align, and keeps the both ends of the pier top beam section 1 while putting down Steady slowly decline, so that the support anchor bolt protrudes into the pinner preformed hole.Then, when the beam body of the pier top beam section 1 is transferred To apart from the temporary cushion block top of concrete distance be 1cm when, utilize the pre-buried I-shaped of the pre-buried I-steel of pier top and beam bottom Steel falls the pier top beam section 1 after being finely adjusted by the plan-position of pier top beam section 1 described in jack pair as supporting point To the top of the temporary cushion block.
Specifically, realizing that the lifting of the pier top beam section 1 is in place by following steps.
(1) lift by crane: wirerope is connected fastening, beam section with lifting seat using lifting button by 1 four suspension centres of the pier top beam section Both ends bundle cable wind rope, and crane slowly slings the pier top beam section (1), and when lifting sets special messenger commander.
(2) anchor bolt is installed under support: the pier top beam section 1 is slowly lifted to liftoff 1m, anchor bolt under erection support, before installation Verify installation site, model and the quantity of anchor bolt.
(3) adjustment decentralization: the pier top beam section 1 slowly, is smoothly lifted to higher than pinner top about 1.5m.Crane slowly turns The pier top beam section 1 is moved to bridge pier center by bar.And be overlapped beam center line substantially with pier center line, pier top four it is interim Support embedded bar and beam bottom preformed hole are substantially to just.Ensure that beam both ends are steady simultaneously, slowly decline, large arm is swung by crane Cooperate with artificial pulling cable wind rope, so that four temporary support embedded bars is protruded into four preformed holes of beam bottom, while guaranteeing support anchor bolt Protrude into pinner preformed hole, position all centerings and confirmation fall it is unaffected after, continue slowly decentralization.
(3) accurate adjustment is in place: beam body is transferred to after away from temporary cushion block top of concrete about 1cm, and the pre-buried I-steel of pier top is utilized Pre-buried I-steel finely tunes the plan-position of the pier top beam section 1 by 4 32t hand jacks as supporting point with beam bottom. , using two sides web outside as the benchmark of beam, hanging wire sash weight ball and pinner and face along bridge to using beam bottom knick point, direction across bridge When cushion block on line of reference control, each point deviation be less than 5mm after fall beam to temporary cushion block top.
(4) 1 four jiaos of plan-positions of pier top beam section and beam section axis described in class's repetition measurement are measured.Enter after misalignment of axe < 15mm Next procedure.
By to casting concrete at the support and preformed hole, by the pier top beam section 1 and main pier 2 it is interim it is affixed after It is conserved.Specifically, setting up steel pipe support in the pier top of the main pier 2 first, the bar and horizon bar of the steel pipe support make It is connected and is fastened with fastener, two layers of lower part horizon bar is arranged along line direction to mandril, bracket and pier cap is supported firm.Then, Brooder is tightly built using duck package in the outside of the steel pipe support, after the 1 bottom plate preformed hole of pier top beam section is blocked, Electric boiler jet chimney is accessed the brooder to heat up, guarantees that the warm temperature of shed is greater than 20 DEG C.Finally, using filling Gap at slurry perfusion support lower part and anchor hole, grouting feed liquid surface are higher than under support lower steel plate along 5mm, grouting material final set Afterwards, form removal, insulated curing.
Specifically, realizing the interim affixed of the pier top beam section 1 and main pier 2 by following steps.Support grouting template is It is installed in place, sets up in pier top surrounding using φ 48.5mm, wall thickness 2.5mm steel pipe sets up bracket, and upright bar and horizon bar make in advance It is connected and is fastened with fastener, horizon bar overlapping splice length >=1m is equidistantly connected, both ends are away from lap joint 15cm using three fasteners. Two layers of lower part horizon bar is arranged along line direction to mandril, bracket and pier cap is supported firm.Stent outer uses duck packet It wraps up in tightly, after the 1 bottom plate preformed hole of pier top beam section blocks, electric boiler jet chimney is linked into two support middle positions, it is right Accumulation of heat heats up in brooder, guarantees that temperature of shed is greater than 20 DEG C.Grouting material uses low temperature grouting material, and mixing water is heated to 20 DEG C to 30 DEG C, grouting material is mixed and stirred using forced stirrer in brooder, gap at support lower part and anchor hole is perfused in gravity grouting way.It fills Slurry is plugged and pounded in perfusion using iron wire from the slip casting around of support centre, in order to bubble spilling.From punching block and support bottom The observation of plate peripheral clearance, grouting material are all filled, and grouting feed liquid surface is higher than under support lower steel plate along 5mm.Support grouting process In should be noted that brooder is closed, electric heater heat temperature raising is persistently used in brooder, arranges special messenger to observe the temperature in brooder, every 2h Thermometric is primary, guarantees to conserve warm temperature of shed >=10 DEG C.After grouting material final set, form removal is checked whether there is at spillage, if Have, to carrying out benefit slurry at spillage.After grouting material intensity reaches the 100% of design strength, insulated curing can be stopped.
Beam bottom preformed hole concrete dabbing, according to design requirement straightening transverse and longitudinal reinforcing bar, after two adduct together, both ends, Centre is respectively welded 10d, install upper and lower two layers of reinforcing bar to drawing reinforcing bar.Temporary support template, formwork reinforcement body are installed in pier top It is same temporary cushion block, template is closely connected with beam bottom, mortar leakage prevention.
Restore the brooder of support anchoring, electric heater heat temperature raising is used between two pinners, to temperature of shed >=10 DEG C, reinforcing bar temperature After 2 DEG C of > of degree, beam bottom preformed hole and temporary support pour C50 non-shrinkage concrete together.Concreting in lifts, every thickness degree About 30cm makes lower layer of closely knit after-pouring firm by ramming using vibrating spear, until flushing with 1 beam bottom plate top surface of pier top beam section.
It pours and finishes, concrete surface receipts face is smooth, two thickness plastic clothes of covering++ two layers cotton-wadded quilt of electric blanket maintenance.Curing period Between, arrange special messenger to observe the temperature in brooder, it is primary every 2h thermometric, guarantee to conserve warm temperature of shed >=10 DEG C, curing time No less than 14d, intensity reaches the 100% of design strength when demoulding.
It is described in detail exemplary embodiment of the invention above in reference to preferred embodiment, however art technology Personnel it will be appreciated that under the premise of without departing substantially from theory of the present invention, above-mentioned specific embodiment can be made a variety of modifications and Remodeling, and multiple combinations can be carried out to various technical characteristics proposed by the present invention, structure, and without departing from protection model of the invention It encloses, protection scope of the present invention is determined by the attached claims.

Claims (9)

1. a kind of rapid constructing method for the pier top beam section that bridge cantilever pours, it is characterised in that: to main pier (2) and pier top beam section (1) construct simultaneously, the pier top beam section (1) nearby carried out in the main pier (2) it is prefabricated, after the completion of prefabricated, by the pier top beam Section (1) integral hoisting is to the top of the main pier (2).
2. the rapid constructing method for the pier top beam section that bridge cantilever according to claim 1 pours, it is characterised in that including Following steps:
S1. it is prefabricated pier top beam section (1) nearby to be carried out in the main pier (2), and sets up job platform around the main pier (2) (3);
S2. temporary cushion block and pinner, and erection support grouting template are poured in the pier top of the main pier (2);
S3. the pier top beam section (1) is sling, in the bottom erection support anchor bolt of the pier top beam section (1);
S4., the pier top beam section (1) is promoted to the top of the main pier (2), it will be on the support anchor bolt and the pinner Preformed hole mutually aligns, and after carrying out plan-position and precisely checking, transfers the pier top beam section (1) to the top of the main pier (2) Portion;
S5. by casting concrete at the support and preformed hole, pier top beam section (1) He Zhudun (2) is interim affixed After conserved.
3. the rapid constructing method for the pier top beam section that bridge cantilever according to claim 2 pours, which is characterized in that step S2 includes following sub-step:
S2-1. reinforcing bar binding and fixing concrete pad is used;
S2-2., bamboo blanket template is installed, lumps of wood back rib is set, horizontal direction is reinforced using steel pipe with fastener on the outside of the lumps of wood, is close to Together with being respectively arranged in the middle part of pier top, cushion block with cushion block top, and the line of ink marker of control elevation of top surface is popped up in cushion block template surrounding;
S2-3. the surrounding of the bamboo blanket template is wrapped up to tight, electricity using geotextiles, electric blanket and the double-deck cotton-wadded quilt from inside to outside Hot blanket, which is powered, to be preheated;
S2-4. it is poured using concrete, and the top surface of casting concrete is struck off into receipts face;
S2-5. thick plastic cloth, and bottom-up covering geotextiles, electric blanket and the double-deck cotton are covered in the top surface of temporary cushion block, tied up It fastens admittedly, carries out the maintenance that duration is more than 14 days;
S2-6. pier top beam section (1) beam bottom is popped up on temporary cushion block and pinner and become slope position, just as pier top beam section (1) lifting The line of reference of fair line road direction plane position is adjusted when position.
4. the rapid constructing method for the pier top beam section that bridge cantilever according to claim 2 pours, which is characterized in that step S3 includes following sub-step:
S3-1. in the top of the pier top beam section (1) installation lifting seat (4);
S3-2. by lifting button (5) by wirerope and lifting seat (4) connection fastening, beam section both ends bundle cable wind rope, using crane The pier top beam section (1) is slowly sling to liftoff 1m;
S3-3. in the bottom erection support anchor bolt of the pier top beam section (1).
5. the rapid constructing method for the pier top beam section that bridge cantilever according to claim 4 pours, it is characterised in that: in son In step S3-1, after the completion of pier top beam section (1) prestressed stretch-draw, by the beam face corresponding position of the pier top beam section (1) It polishes flat, the lifting seat (4) that quantity is 4 is lifted into one by one on the top plate of the pier top beam section (1), the lifting Seat (4) and beam face are integrally closely connected.
6. the rapid constructing method for the pier top beam section that bridge cantilever according to claim 5 pours, it is characterised in that: by institute Stating the mode that lifting seat (4) is lifted on the top plate of the pier top beam section (1) is, on the top of the finish rolling steel fastener (401) Upper holding bolt (402) are installed in portion, and the finish rolling steel fastener (401) is passed down through from connector reserved through hole (101) Pier top beam section top plate (11), lower part are tightened lower holding bolt (403) after putting on the lower steel plate (404), the finish rolling steel Connector (401) stretches out lower holding bolt (403).
7. the rapid constructing method for the pier top beam section that bridge cantilever according to claim 2 pours, which is characterized in that step S4 includes following sub-step:
S4-1. the pier top beam section (1) lifting is moved to main pier (2) center, be higher than at the pinner top 1.5m, kept Preformed hole in the support anchor bolt and the pinner mutually aligns, and keeps the both ends of the pier top beam section (1) steady simultaneously slow Slow decline, so that the support anchor bolt protrudes into the pinner preformed hole;
S4-2. transferring when the beam body of the pier top beam section (1) to the top of concrete distance apart from the temporary cushion block is 1cm When, using the pre-buried I-steel of the pre-buried I-steel of pier top and beam bottom as supporting point, pass through pier top beam section (1) described in jack pair Plan-position be finely adjusted after the pier top beam section (1) is fallen to the top of the temporary cushion block.
8. the rapid constructing method for the pier top beam section that bridge cantilever according to claim 2 pours, which is characterized in that step S5 includes following sub-step:
S5-1. steel pipe support is set up in the pier top of the main pier (2), the bar of the steel pipe support is connected with horizon bar using fastener Fastening, two layers of lower part horizon bar are arranged to mandril along line direction, bracket and pier cap are supported firm;
S5-2. brooder is tightly built using duck package in the outside of the steel pipe support, and pier top beam section (1) bottom plate is pre- It boxes out after closure, electric boiler jet chimney is accessed into the brooder and is heated up, guarantee that the warm temperature of shed is greater than 20 DEG C;
S5-3. using gap at grouting material perfusion support lower part and anchor hole, grouting feed liquid surface is higher than support lower steel plate lower edge 5mm;
S5-4. after grouting material final set, form removal, insulated curing.
9. a kind of rapid construction side for the pier top beam section that the bridge cantilever using as described in any one of claim 1-8 pours The pier top beam section (1) that method obtains.
CN201810956063.2A 2018-08-21 Bridge cantilever casting pier top beam section and rapid construction method thereof Active CN110230259B (en)

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Application Number Priority Date Filing Date Title
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CN110230259B CN110230259B (en) 2021-05-28

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