CN102587282A - Large-section simply-supported box girder precasting and assembly process under conditions of strong wind and high altitude - Google Patents

Large-section simply-supported box girder precasting and assembly process under conditions of strong wind and high altitude Download PDF

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Publication number
CN102587282A
CN102587282A CN2012100618397A CN201210061839A CN102587282A CN 102587282 A CN102587282 A CN 102587282A CN 2012100618397 A CN2012100618397 A CN 2012100618397A CN 201210061839 A CN201210061839 A CN 201210061839A CN 102587282 A CN102587282 A CN 102587282A
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hole
joist
box
girder
construction
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CN102587282B (en
Inventor
苗文怀
邵怀全
雷耀军
王俊辉
姚长文
邓有辉
田育虎
邱成林
王炳乾
仲维玲
王群英
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China Railway 20th Bureau Group Corp
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China Railway 20th Bureau Group Corp
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Abstract

The invention discloses a large-section simply-supported box girder precasting and assembly process under the conditions of strong wind and high altitude, wherein construction simply-supported box girders are single-hole girders or porous girders, each hole girder in the simply-supported box girders is formed by assembling a plurality of box girder sections, and each hole girder is supported and fixed by two bridge abutments arranged at the bottoms of the left end and the right end of the hole girder. The process includes the following steps: 1. concentrated precasting for the box girder sections: including production and installation for frameworks of steel reinforcements, form erecting, concreting and closed girder section life preserving; 2. assembly construction for the first hole girders in the single-hole girders or the porous girders: including girder section transfer, linear adjustment and girder section assembly; 3. construction for the next hole girders; and 4. repetition of the step 3 for multiple times till all construction processes of the construction simply-supported box girders are completed. The process is reasonable in design, simple in the steps, convenient in implementation and good in construction effect, the construction shaped simply-supported box girders are high in quality, and therefore, the process is especially suitable for large-section simply-supported box girder precasting and section assembly construction under the conditions of strong wind and high altitude.

Description

Simple supported box beam prefabricated and assembling process in heavy in section under strong wind and the high empty condition
Technical field
The invention belongs to section assembling simple supported box beam technical field of construction, especially relate to simple supported box beam prefabricated and assembling process in heavy in section under a kind of strong wind and the high empty condition.
Background technology
Nowadays at present; The wet seam construction technology of the section assembling of section assembling bridge manufacturing machine is following: at first; Carry out precast beam section transportation lifting contraposition, the precast beam section is transported to the afterbody of bridge fabrication machine by Beam transportation vehicle from beam section precasting yard, through the bridge fabrication machine straddle truck with the handling of beam section to the installation site; The position of adjustment precast beam section three-dimensional makes it reach the linear of design.In the adjustment of beam section; The most important thing is the measurement control of initial sections; It is whole starting point of striding beam, is directly controlling wholely to stride the linear of beam, so initial sections will accurately be located on mileage, axis, 3 directions of elevation; And it directly is supported on the permanent bearing, follow-up beam Duan Jun adjusts as standard.Afterwards; The construction of the joint concrete that wets; Comprise wet seam laid reinforcement binding, prestressing force bellows in the location of wet seam crossing, the installation and the concrete cast of wet seam template, carry out stretch-draw mud jacking and sealing off and covering anchorage work at last, so far accomplish the assembly unit work of a hole case beam.
The high 46.5m of maximum pier of the newly-built Lan-xing Railway second two-wire (Xinjiang section) LXTJ1 mark DK1123+907 red building river grand bridge (L=1651.19m), superstructure is 33 hole 48m prestressed concrete two-wire simple supported box beams, adopts the section assembling technology to construct.The 48m prestressed concrete two-wire simple supported box beam that is adopted is assemblied to form by 11 box girder segments continuously.During practice of construction, the heaviest sections weight 150t in 11 box girder segments that adopted, whole opening box girder weight 1800t, the case depth of beam is that 4.6m and its bridge floor transverse width are 12.2m, thereby case beam section area is bigger, belongs to large-tonnage, heavy in section case beam.Simultaneously; Because this bridge is located in the cigarette pier II level wind district in severe cold Gobi desert, Xinjiang; This area with dry, amount of precipitation is little, ice period is long, day and night temperature is big, spring and autumn is windy, summer is very brief and hot, winter is very long and severe cold is its principal character; Annual average wind speed 4.5m/s, maximum timing wind speed 19.8m/s, extreme wind speed 25.8m/s year after year year after year.Strong wind takes place frequently under the weather, the box girder pre-stressed concrete two-wire of the 48m simple supported box beam that with the construction speed index in 12.5 days/hole 11 box girder segments is assembled into 1800t weight in the high-altitude of the nearly 52m of operation maximum height, and security risk is high, and difficulty of construction is very big.
During practice of construction; Under this extreme weather conditions of Gobi desert, Xinjiang area drying, strong wind, the big temperature difference, each box girder segment is carried out when prefabricated, concrete is difficult to obtain from the external world moisture between preserving period additional; Outwards scatter and disappear and its internal water branch is a large amount of; Make hydrated cementitious insufficient, quickened shrinkage strains such as plastic shrinkage that concrete takes place in construction stage and after hardening stage, self-constriction, dry contraction, thereby caused the early stage poor stability of concrete; Cracking occurs, so the beam prefabricated quality of case is difficult to obtain assurance.In addition, carry out in the box girder segment assembling construction process, when especially carrying out the linear control of beam body, have complicated operation, control inconvenience, become the linear difficulty of beam body of bridge state to reach multiple practical problems such as designing requirement.
Summary of the invention
Technical problem to be solved by this invention is to above-mentioned deficiency of the prior art; Simple supported box beam prefabricated and assembling process in heavy in section under a kind of strong wind and the high empty condition is provided; It is reasonable in design, processing step is simple, realization is convenient and construction effect is good, the simple supported box beam quality of institute's construction molding high, is particularly useful for simple supported box beam prefabricated and section assembling construction in heavy in section under strong wind and the high empty condition.
For solving the problems of the technologies described above; The technical scheme that the present invention adopts is: simple supported box beam prefabricated and assembling process in heavy in section under a kind of strong wind and the high empty condition; The simple supported box beam of constructing is single hole beam or multi-hole beam; Each Kong Liang in the said simple supported box beam is assemblied to form by a plurality of box girder segments, and said each Kong Liang carries out support fixation through two Bridge Pier that are positioned at its right ends bottom, it is characterized in that this technology may further comprise the steps:
Step 1, box girder segment are prefabricated: at precasting yard all box girder segments of forming said simple supported box beam are concentrated prefabricatedly, the method for prefabricating of all box girder segments is all identical, and the method for prefabricating of said box girder segment may further comprise the steps:
Step 101, cage of reinforcement are made and are installed: according to the making and the mounting method of steel bar framework of box beam in the beam prefabricated technology of conventional case, the cage of reinforcement of current institute prefabricated case beam sections is made and installed;
Step 102, formwork: according to the mold method in the beam prefabricated technology of conventional case, the forming panel of a upright current institute prefabricated case beam sections;
Step 103, concreting: utilize the forming panel of the Zhi Li of institute in the step 102, and adopt concrete injection molding machine used in the beam prefabricated technology of conventional case, accomplish the concreting process of current institute prefabricated case beam sections;
And when carrying out concreting, earlier the following chamfering of the box girder segment base plate left and right sides is carried out symmetry and build, again the base plate of box girder segment is built; And after treating that said bottom slab concreting is accomplished, two coxostermums of box girder segment are carried out successively symmetry build, again the top board of box girder segment is built afterwards;
Step 104, the health of beam section: after concreting is accomplished in the step 103; In a totally enclosed type maintenance room; And according to the concrete curing method in the beam prefabricated technology of conventional case, accomplish the concrete curing process of box girder segment, obtain prefabricated profiled box girder segment;
The first hole beam assembling construction in step 2, single hole beam or the multi-hole beam, its work progress may further comprise the steps:
Step 201, beam section are transferred: adopt Beam transportation vehicle that a plurality of box girder segments pre-formed in the step 1 and that form the said single hole beam or the first hole beam are transported to the assembling construction scene, adopt bridge fabrication machine will be transported to the on-the-spot a plurality of said box girder segment of assembling construction again and all lift the installation site of design in advance;
Step 202, linear adjustment: according to the linear method of adjustment of conventional section assembling simple supported box beam, a plurality of said box girder segment that lifting in the step 201 is put in place carries out linear adjustment, makes a plurality of said box girder segments reach the linear of design in advance;
Step 203, the assembly unit of beam section, its beam section assembly unit process is following:
Step 2031, bellows connect and prestressed reinforcement lashing construction: the bellows according to conventional section assembling simple supported box beam connects and prestressed reinforcement lashing job practices, and the bellows of the adjusted a plurality of said box girder segments of completing steps 203 middle longitude shapes connects and prestressed reinforcement lashing construction;
Step 2032, wet seam construction, its work progress may further comprise the steps:
Step 20321, wet seam template are installed: according to the wet seam template mold method of conventional section assembling simple supported box beam, wet seam template is installed respectively between adjacent two box girder segments in step 2031 in a plurality of said box girder segments;
Step 20322, wet joint concrete are built: utilize mounted wet seam template in the step 20321; And adopt conventional concrete injection molding machine; Need all wet seams of construction to carry out symmetrical pouring construction to the centre in to the said single hole beam or the first hole beam by two ends, and the concrete pouring construction method of all wet seams is all identical;
Step 20323, form removal: treat institute's concreting intensity in the step 20322 reach design strength more than 60% after, the said wet seam template of being installed in the step 20321 is removed;
Step 20324, stretch-draw mud jacking and sealing off and covering anchorage:, accomplish prestressed stretch-draw, hole path pressure grouting and the sealing off and covering anchorage work progress of the said single hole beam or the first hole beam according to the stretch-draw mud jacking and the sealing off and covering anchorage method of conventional simple supported box beam;
When the construction simple supported box beam is the single hole beam, accomplish whole work progresss of institute's construction bridges in the step 2; When the construction simple supported box beam is multi-hole beam, get into step 3;
Step 3, next hole beam construction, its work progress is following:
The hole is striden in step 301, bridge fabrication machine reach: the hole method is striden in the routine reach according to bridge fabrication machine, said bridge fabrication machine is moved forward to the construction location place of next Kong Liang;
Step 302, according to step 201 to the assembling and construction method described in the step 203, accomplish the assembling construction process of next Kong Liang;
Step 4, repeating step three repeatedly are until whole work progresss of accomplishing the simple supported box beam of constructing.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: the bridge fabrication machine described in the step 201 comprises the bridge fabrication machine agent structure, be installed in said bridge fabrication machine agent structure top and a plurality of box girder segments of construction bridges lift respectively and transfer to being assemblied to form Overhead travelling crane system and drag the reach system that said bridge fabrication machine agent structure integral level moves forward; And being installed in said bridge fabrication machine agent structure lower front, middle part below and the front leg strut of lower rear, middle supporting leg and rear support leg from front to back respectively, said reach system is laid on the said bridge fabrication machine agent structure; Said bridge fabrication machine agent structure comprises the main body splicing structure that is the symmetry laying about two; The structure of two said main body splicing structures all identical with size and the two all be vertically to laying, connect as one to the last portion connecting structure of laying through being level between the top of two said main body splicing structures; Said main body splicing structure comprises the girder section, be laid in the anterior nose girder section of girder section and be laid in the afterbody feeding beam cantilever segment at girder section rear portion, and said nose girder section is positioned at the dead ahead of girder section, and afterbody feeding beam cantilever segment is positioned at the dead astern of girder section; Said girder section, nose girder section and afterbody feeding beam cantilever segment all for by upper chord, lower chord and be installed in upper chord and lower chord between web member be assemblied to form and be vertically to the plane frame of laying; Said girder section for by the upper strata plane frame, be positioned at the middle level plane frame under the plane frame of said upper strata and be positioned at three layers of trussed construction that the lower floor's plane frame under the plane frame of said middle level is formed, said upper strata plane frame, middle level plane frame are all identical with the vertical height of lower floor's plane frame; The bottom flush of the bottom of said nose girder section and said middle level plane frame, and the middle part flush of the bottom of afterbody feeding beam cantilever segment and said middle level plane frame;
Be provided with under the girder section in two said main body splicing structures and be level to the following joist of laying; Girder section in two said main body splicing structures is respectively left side girder section and the right side girder section that is positioned at girder section right side, said left side; The transverse width of said joist down is identical with the spacing between girder section right side, said left side and the right side girder section; And following joist is assembled by left side joist and the right side joist that is positioned at joist right side, said left side, said left side joist be the bilateral symmetry laying with the right side joist and the structure of the two all identical with size; Connect through connector between the inside portion of said left side joist and right side joist, and all be connected in hinged way between the bottom of between the bottom of the outside portion of said left side joist and said left side girder section and the outside portion of said right side joist and said right side girder section.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: in the step 2 said single hole beam or the first hole beam are carried out before the assembling construction; Through said reach system said bridge fabrication machine agent structure integral level is moved forward earlier, the following joist in said bridge fabrication machine agent structure moves to the construction location place of the said single hole beam or the first hole beam; Afterwards, the inner Overhead travelling crane system of installing of said bridge fabrication machine agent structure that puts in place in reach;
When a plurality of said box girder segment that adopts bridge fabrication machine will be transported to the assembling construction scene in the step 201 more all lifts the installation site of design in advance; According to the installation site of designing in advance, and a plurality of said box girder segment that adopts said Overhead travelling crane system will form the said single hole beam or the first hole beam lifts successively and is transplanted on down on the joist; When carrying out in the step 202 carrying out the assembly unit of beam section in linear adjustment and the step 203, all construct at following joist;
Carrying out the bridge fabrication machine reach in the step 301 strides before the hole; Remove the said connector between left side joist and the right side joist described in the joist down earlier; And said left side joist and right side joist rotated to be vertical state by level; This moment, said left side joist and said left side girder section were positioned on the same perpendicular, and right side joist and said right side girder section are positioned on the same perpendicular; And carrying out bridge fabrication machine in the step 301 moves forward when striding the hole; Through said reach system said bridge fabrication machine agent structure and Overhead travelling crane system integral level mounted thereto are moved forward, the following joist in said bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; The front and back end portion of said next Kong Liang is supported in the front axle beam pier respectively and is positioned on the axle casing pier of said front axle beam pier rear side;
When treating that following joist in the said bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; Two said middle supporting legs prop up and withstand on the said front axle beam pier; And said bridge fabrication machine agent structure is in level; With front leg strut reach and withstand on adjacent with said front axle beam pier and be positioned on the Bridge Pier of said front axle beam pier front side, accomplish the reach of said bridge fabrication machine agent structure and stride the hole process this moment afterwards.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition is characterized in that: said left side joist and said right side joist include horizontal tray and are laid in a plurality of vertical height adjustment parts on the said horizontal tray from front to back; In the step 202 a plurality of said box girder segments are carried out in the linear adjustment process; Utilize said Overhead travelling crane system that the plan-position of a plurality of said box girder segments is adjusted, and utilize a plurality of said vertical height adjustment parts that the elevation of a plurality of said box girder segments is adjusted.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: when utilizing a plurality of said vertical height adjustment parts that the elevation of a plurality of said box girder segments is adjusted in the step 202; The bearing of being fixed with the said single hole beam or the first hole beam left end is the origin of coordinates; Beam axis with the said single hole beam or the first hole beam is the X axle; Be the Y axle vertically, and, calculate the camber that all said vertical height adjustment part Support Positions are located in the said single hole beam or the first hole beam with the fundamental equation of second-degree parabola as Application in Pre-camber; And when the camber that all said vertical height adjustment part Support Positions in the said single hole beam or the first hole beam are located is calculated; Reservation camber Δ in the said single hole beam or the first hole girder span=Δ 1+ Δ 2+ Δ 3-Δ 4; A plurality of said box girder segment with the said single hole beam or the first hole beam in the step 201 that Δ 1 draws for test in the formula is transferred to down the joist amount of deflection of the following joist of said bridge fabrication machine under the deadweight state before; Δ 2 is for being transferred to down after the joist distortion amount of deflection of joist generation down with a plurality of said box girder segment of the said single hole beam or the first hole beam in the step 201; Δ 3 for the concrete pouring construction process of accomplishing all wet seams in the step 20322 after the distortion amount of deflection that takes place once more of joist down, Δ 4 is the preset said single hole beam or the inverted camber value of the first hole beam.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: when carrying out prestressed stretch-draw in the step 20324; Adopt the job practices of the said vertical height adjustment part limit unloading on limit stretch-draw and the following joist; Divide before and after the prestressed stretch-draw process of the said single hole beam or the first hole beam and carry out for three times; Correspondingly descend to divide before and after the uninstall process of the said vertical height adjustment part on the joist and carry out for three times, and when unloading each time, the strong point height reduction value of all vertical height adjustment parts is 1/3 * (Δ 2+ Δ 3-Δ 4) on the following joist.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: the totally enclosed type maintenance room described in the step 104 comprises the totally enclosed type maintenance room of setting up in said precasting yard one and sets up the totally enclosed type maintenance room two in the storage area that box girder segment is deposited; And when carrying out the health of beam section in the step 104, its health process may further comprise the steps:
Step 1041, initial health: in said totally enclosed type maintenance room one, box girder segment is with the mould health, reaches more than 80% of design strength until the concrete strength of box girder segment;
Step 1042, secondary health: the demoulding and adopt hanging device with the demoulding after box girder segment lifting to said totally enclosed type maintenance room two in proceed health, until the concrete curing process of accomplishing box girder segment.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: the forming panel described in the step 102 is the conventional box-beam plate that is adopted in the beam prefabricated process of case, and said conventional box-beam plate comprises bed die, is installed in the external mold on the said bed die, the internal mold that is laid in said external mold inboard and the end mould that is assembled into one with said external mold and internal mold;
When carrying out the health of beam section in the step 104, the concrete curing method that is adopted during hot weather construction is the watering regimen, and the concrete curing method that is adopted during winter construction is the steam curing method; Be with in the step 1041 in the mould health process, after the concrete final set of box girder segment, need to remove internal mold in the said forming panel and end mould, and on the top board exposed face of box girder segment and base plate exposed face covering one deck concrete curing cloth.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: in the step 1042 when proceeding health in the box girder segment after demoulding lifting to the said totally enclosed type maintenance room two, earlier with box girder segment outside parcel one deck water barrier; Be laid with in the said totally enclosed type maintenance room two a plurality of be used for the storage box girder segment deposit the beam pedestal, adjacent two said depositing between the beam pedestal are all isolated through division board, and respectively deposit the beam pedestal and all be in the independently airtight maintenance space; Said airtight maintenance is laid with many steam-cured pipelines in the space; Many said steam-cured pipelines all join with steam feed equipment; Many said steam-cured pipelines comprise bottom pipe, left side pipeline, right side pipeline and case interior conduit; The quantity of said bottom pipe, left side pipeline, right side pipeline and case interior conduit is many, and the many parallel from left to right belows, bottom that are laid in box girder segment of said bottom pipe, and many said left side pipelines are laid in the left side of box girder segment from top to bottom; Many said right side pipelines and many said left side pipelines are symmetry to be laid, and many said case interior conduits are parallel from left to right to be laid in the case of box girder segment.
Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and the high empty condition; It is characterized in that: when the joint concrete that wets in the step 20322 is built; Earlier current base plate of constructing wet seam is built; Again current two coxostermums of constructing wet seam are carried out successively symmetry and build, more current the wet top board of seam of constructing is built afterwards; After wet joint concrete is built completion in the step 20322; Also need adopt institute's concreting is carried out health; And the concrete curing method of all wet seams is all identical; All be to adopt in outside parcel insulation layer and the case to lay the method that steam pipeline carries out steam curing, guarantee in the concrete curing process to be not more than 15 ℃, and guarantee to be remained moisture state by the concrete surface of the wet seam of maintenance by the internal-external temperature difference of the wet seam of maintenance.
The present invention compared with prior art has the following advantages:
1, the box girder segment precasting process that is adopted is reasonable in design and processing step is simple, prefabricated profiled box girder segment is superior in quality, and the prefabricated quality of case beam can be guaranteed, and is particularly useful for the beam prefabricated work progress of case under strong wind and the high empty condition.
2, the pouring construction and the craft of wet joint concrete are reasonable in design in the box girder segment assembling construction, can effectively guarantee the construction quality of wet seam under many unfavorable factors such as strong wind and high-altitude, and efficiency of construction is high.
3, the linear method of adjustment behind the section assembling is reasonable in design, realize convenient and can be easy, fast and high-quality accomplish linear behind the section assembling.
4, the web-type bridge fabrication machine reasonable in design that is adopted, span are big, processing and fabricating and assembly unit is easy for installation and weight capacity is strong; The bridge fabrication machine agent structure is whole to be connected reliably; And easy to assembly, main employing " military eight or seven beams " is that basic rod member is assembled.Simultaneously, the assembling and construction method step of bridge fabrication machine agent structure is simple and realize conveniently, actually earlier the bridge fabrication machine overhead structure is carried out assembly unit when carrying out assembly unit, and after assembly unit accomplishes, carries out the dilatory previous operation of complete machine; In the dilatory process that moves ahead, bridge fabrication machine lower body part structure is carried out assembly unit, and the corresponding debugging operation of carrying out complete machine, make it reach the normal operation condition of the first hole beam.
5, the web-type bridge fabrication machine use of being adopted is easy and simple to handle, result of use good and the quality of institute's assembling construction bridge high; Be particularly useful for heavy in section, the construction of large-tonnage box beam section assembling under many unfavorable factors such as strong wind and high-altitude; Each box girder segment lifted carry out assembling construction in the bridging ventral; Utilize members such as following joist, solved the potential safety hazard of personnel and section box girder operation assembly unit under the strong wind weather of high-altitude, receive also minimizings relatively of objective factor restriction such as weather.
6, efficiency of construction is high, under many unfavorable factors such as strong wind and high-altitude, can accomplish safety and the high-quality assembling construction process that realizes big sections, heavy in section case beam with the construction speed in 12.5 days/hole.
7, practical value is high, can effectively be applicable to heavy in section, large-tonnage section assembling bridging work progress, owing to can satisfy the construction operation demand of many unfavorable factors such as strong wind and high-altitude.High-speed railway two-wire 48m sections simple supported box beam, the heaviest beam sections 150t belongs to large-tonnage box beam; And be barren beach in the Gobi desert, Xinjiang, be located in the strong wind arid area, surface relief is bigger; The bridge pier height is built high-speed railway two-wire Box-girder Bridges greater than 50m, from the relatively more suitable bigger simply supported girder bridge of span of building of economy; Construction bridge under operating environments such as Gobi desert lack of water, strong wind, high and cold and high-altitude; Batch production precast concrete section box girder helps quality of concrete and environmental protection requirement, has filled up the blank of building similar bridge in this area, and the similar engineering design of high ferro is also had very big reference.The actual beam section of carrying out is when prefabricated, and near the precasting yard of beam section bridge location is prefabricated, after the prefabricated end, the sections of case beam is assembled into bridge on bridge fabrication machine, has significantly reduced construction cost.
In sum, the present invention is reasonable in design, processing step is simple, realization is convenient and construction effect is good, the simple supported box beam quality of institute's construction molding high, is particularly useful for simple supported box beam prefabricated and section assembling construction in heavy in section under strong wind and the high empty condition.
Through accompanying drawing and embodiment, technical scheme of the present invention is done further detailed description below.
Description of drawings
Fig. 1 by the present invention the user mode reference diagram of employing web-type bridge fabrication machine.
Fig. 2 is for adopting the mobile status sketch map after the present invention carries out integral level the assembly unit of bridge fabrication machine overhead structure is accomplished when moving forward the bridge fabrication machine agent structure.
Fig. 3 tentatively draws the mobile status sketch map after moving ahead for adopting the present invention to the bridge fabrication machine overhead structure.
Fig. 4 moves ahead and the bridge fabrication machine mobile status sketch map of bridge fabrication machine lower body part structure assembly unit after accomplishing to the bridge fabrication machine overhead structure is further dilatory for adopting the present invention.
Fig. 5 carries out the feeding beam state reference map in the bridge assembling construction process for adopting the present invention.
Construction technology process block diagram when Fig. 6 carries out the prefabricated and assembling construction of porous simple supported box beam for adopting the present invention.
Fig. 7 when adopting the present invention that box girder segment is carried out concrete curing the internal construction sketch map in the airtight maintenance of employing space.
The specific embodiment
Simple supported box beam prefabricated and assembling process in heavy in section under a kind of strong wind as shown in Figure 6 and the high empty condition; The simple supported box beam of constructing is single hole beam or multi-hole beam; Each Kong Liang in the said simple supported box beam is assemblied to form by a plurality of box girder segments 13; And said each Kong Liang carries out support fixation through two Bridge Pier 9 that are positioned at its right ends bottom, it is characterized in that this technology may further comprise the steps:
Step 1, box girder segment are prefabricated: at precasting yard all box girder segments 13 of forming said simple supported box beam are concentrated prefabricatedly, the method for prefabricating of all box girder segments 13 is all identical, and the method for prefabricating of said box girder segment 13 may further comprise the steps:
Step 101, cage of reinforcement are made and are installed: according to the making and the mounting method of steel bar framework of box beam in the beam prefabricated technology of conventional case, the cage of reinforcement of current institute prefabricated case beam sections 13 is made and installed.
In the present embodiment; Because box girder segment 13 paravent pre-embedded steel slabs are more and positioning accuracy request is high; In reinforcing cage allocation and transportation process, deform simultaneously, so after reinforcing bar accomplishes work such as rust cleaning, straightening, shearing, welding and bending machining in the processing district, store classifiedly by specification and drawing number; The artificial 10t of cooperation straddle truck arrives the bulk cargo handling in the forming panel of box girder segment 13, carries out colligation and is shaped.Accomplish reinforcing bar and pre-embedded steel slab accurate positioning, avoided reinforcing cage in hoisting process, to be out of shape.
Step 102, formwork: according to the mold method in the beam prefabricated technology of conventional case, the forming panel of a upright current institute prefabricated case beam sections 13.
Step 103, concreting: utilize the forming panel of the Zhi Li of institute in the step 102, and adopt concrete injection molding machine used in the beam prefabricated technology of conventional case, accomplish the concreting process of current institute prefabricated case beam sections 13.
And when carrying out concreting, earlier the following chamfering of the box girder segment 13 base plate left and right sides is carried out symmetry and build, again the base plate of box girder segment 13 is built; And after treating that said bottom slab concreting is accomplished, two coxostermums of box girder segment 13 are carried out successively symmetry build, again the top board of box girder segment 13 is built afterwards.
In the present embodiment, the concrete injection molding machine that is adopted is the automobile delivery pump, the perfusion of layering symmetry.During actual building, cloth begins from the base plate of box girder segment 13, earlier following chamfering is filled charging, and vibration compacting, more whole base plate is covered with the vibration compacting levelling; After accomplishing the bottom slab concreting of box girder segment 13, from two coxostermums of box girder segment 13 successively symmetry build the completion web; At last, build the top board of box girder segment 13.Build sequence construction by this, effectively avoided the box girder segment 13 interior chamferings down of the moulding of building the cavity to occur, guaranteed the quality of vibrating of web, inside concrete is closely knit, and outward appearance does not have common quality defects such as voids and pits; Note monitor closely concrete quality in construction simultaneously, guarantee that slump is good at 180mm~200mm and concrete workability.
Step 104, the health of beam section: after concreting is accomplished in the step 103; In a totally enclosed type maintenance room; And according to the concrete curing method in the beam prefabricated technology of conventional case, accomplish the concrete curing process of box girder segment 13, obtain prefabricated profiled box girder segment 13.
In the present embodiment; Totally enclosed type maintenance room described in the step 104 comprises the totally enclosed type maintenance room of setting up in said precasting yard one and sets up the totally enclosed type maintenance room two in the storage area that box girder segment 13 is deposited; And when carrying out the health of beam section in the step 104, its health process may further comprise the steps:
Step 1041, initial health: in said totally enclosed type maintenance room one, box girder segment 13 is with the mould health, reaches more than 80% of design strength until the concrete strength of box girder segment 13.
Actual when carrying out initial health, the concrete strength of box girder segment 13 reach design strength 80% before, the concrete curing method of box girder segment 13 is all identical with the maintenance process of conventional case beam.
Step 1042, secondary health: the demoulding and adopt hanging device with the demoulding after box girder segment 13 lifting to said totally enclosed type maintenance rooms two, proceed health, until the concrete curing process of accomplishing box girder segment 13.
Actual when carrying out the secondary health, the secondary health-preserving method of box girder segment 13 can be identical with the maintenance process of conventional case beam.
In the present embodiment, in view of the special climate condition in area, Gobi desert, the health of beam section is even more important to concrete quality, and traditional methods to keep in good health's mode can not be effective like the watering health fully.And patent application of the present invention adopts initial health, secondary health to reach the concrete curing effect.
Forming panel described in the step 102 is the conventional box-beam plate that is adopted in the beam prefabricated process of case, and said conventional box-beam plate comprises bed die, is installed in the external mold on the said bed die, the internal mold that is laid in said external mold inboard and the end mould that is assembled into one with said external mold and internal mold;
When carrying out the health of beam section in the step 104, the concrete curing method that is adopted during hot weather construction is the watering regimen, and the concrete curing method that is adopted during winter construction is the steam curing method.Be with in the step 1041 in the mould health process, this health is accomplished in predefined region, and beam prefabricated predefined region of this case carried out totally-enclosed with the color steel room; After concreting finishes; Cover removable top cover, avoid the sunlight direct projection, after the concrete final set of box girder segment 13; Need to remove to internal mold in the said forming panel and end mould, and on the top board exposed face of box girder segment 13 and base plate exposed face covering one deck concrete curing cloth.In the present embodiment, said concrete curing cloth is the concrete curing geotextiles.
In the step 1042 when proceeding health in the box girder segment after the demoulding 13 lifting to the said totally enclosed type maintenance rooms two, earlier with box girder segment 13 outsides parcel one deck water barrier.
In the present embodiment, said water barrier is a plastic sheeting, during practice of construction, also can adopt the water proof material of other type.Be laid with a plurality of preparatory beam pedestals that are used for prefabricated case beam sections 13 in the said totally enclosed type maintenance room one.Be laid with in the said totally enclosed type maintenance room two a plurality of be used for storage box girder segment 13 deposit the beam pedestal, adjacent two said depositing between the beam pedestal are all isolated through division board, and respectively deposit the beam pedestal and all be in the independently airtight maintenance space.In the present embodiment, said totally enclosed type maintenance room one is set up by color steel 18 with said totally enclosed type maintenance room two and is formed, and said color steel 18 carries out support fixation through support frame 23.
In conjunction with Fig. 7; Said airtight maintenance is laid with many steam-cured pipelines in the space; Many said steam-cured pipelines all join with steam feed equipment; Many said steam-cured pipelines comprise bottom pipe 19, left side pipeline 20, right side pipeline 21 and case interior conduit 22; The quantity of said bottom pipe 19, left side pipeline 20, right side pipeline 21 and case interior conduit 22 is many, and the many parallel from left to right belows, bottom that are laid in box girder segment 13 of said bottom pipe 19, and many said left side pipelines 20 are laid in the left side of box girder segment 13 from top to bottom; Many said right side pipelines 21 are symmetry with many said left side pipelines 20 to be laid, and many said case interior conduits 22 are parallel from left to right to be laid in the case of box girder segment 13.
Secondary health in the step 1042 is carried out after concrete strength reaches 80%; Box girder segment 13 carries out after by predefined region handling to beam strorage area; Sprinkle water after the top board that removes box girder segment 13 and the base plate covering geotextiles and preserve moisture; Also be affixed on the beam surface with plastic sheeting and from a fixing opening water filling, it is too fast to guarantee that like this moisture content can not distribute, and is responsible for the health of watering of fixed cycle by the special messenger in box girder segment 13 outsides.Adopt steam curing winter; Whole system Liang Qu is sealed by the color steel room, deposits between the beam pedestal to separate with movable sliding door, and the beam face covers with movable color steel roof; The slit of junction is stifled tight with geotextiles, forms the independent closed steam health space of each pedestal.
In addition, in the box girder segment 13 prefabricated processes, the diameter of prestressed pore passage positioning bar is adjusted into Φ 10mm; Block the rubber pulling rod rod with φ 10mm reinforcing bar U-loop; Dwindle the location spacing simultaneously to 30cm, the prestressed pore passage quality has obtained large increase, and the duct frictional resistance that records on the spot conforms to design.
The first hole beam assembling construction in step 2, single hole beam or the multi-hole beam, its work progress may further comprise the steps:
Step 201, beam section are transferred: adopt Beam transportation vehicle that a plurality of box girder segments 13 pre-formed in the step 1 and that form the said single hole beam or the first hole beam are transported to the assembling construction scene, adopt bridge fabrication machine will be transported to the on-the-spot a plurality of said box girder segment 13 of assembling construction again and all lift the installation site of design in advance.
In the present embodiment, box girder segment 13 is transported to before the assembling construction scene, needs earlier hair to be cut a hole in the end of box girder segment 13 and handle.Simultaneously; For protruding bar phase mutual interference in process in place of avoiding box girder segment 13, make protruding bar one end in order straightening, the other end bends; Simultaneously the used u type of each wet seam master muscle is welded in advance; Hang over straightening end protruding bar corresponding position, and bellows is inserted reserving hole channel, practiced thrift the reinforcing bar binding behind the bridge on the section box girder greatly, welded and wear the bellows time.
Step 202, linear adjustment: according to the linear method of adjustment of conventional section assembling simple supported box beam, a plurality of said box girder segment 13 that lifting in the step 201 is put in place carries out linear adjustment, makes a plurality of said box girder segments 13 reach the linear of design in advance.
Step 203, the assembly unit of beam section, its beam section assembly unit process is following:
Step 2031, bellows connect and prestressed reinforcement lashing construction: the bellows according to conventional section assembling simple supported box beam connects and prestressed reinforcement lashing job practices, and the bellows of the adjusted a plurality of said box girder segments 13 of completing steps 203 middle longitude shapes connects and prestressed reinforcement lashing construction.
In order to improve the efficient of wearing prestressed reinforcement, adopt mode artificial and that mechanical traction combines.The base plate tendon design of said box girder segment 13 is a flat segments all, adopts artificial lashing; Web reinforcement bundle bent angle is bigger, and artificial lashing speed is slow and difficulty is bigger, so the case beam is by placing one in 5t hoist engine on the rear support leg 8 one end carriage faces of bridge fabrication machine; Swing to pulley yoke according to anchor mouth Position Design, prevent that steel strand from contacting with horn mouth, increase frictional resistance; Pull rope is penetrated prestressed pore passage draw lashing; Improved the lashing operating efficiency greatly, reached every bundle time spent 0.5h, 32 bundle steel strand one and half can all be accomplished lashing.When wearing tendon, observe and adjust the position that is inserted in the bellows in the wet seam duct in advance at any time, when passing wet seam, draw bellows bad to avoid steel strand.After tendon is put on, the bellows that is inserted in the duct is pulled out, the UNICOM duct checks that all bellowss have or not damage.After definite all bellowss are all excellent, two is sealed with mortar, for improving sealing effectiveness, box girder segment 13 two ends opening of the channels are made as trumpet type, stop up the space to increase.
Wet seam reinforcing bar binding is undertaken by the reinforcing bar binding method of the wet seam of conventional case beam.Because case web reinforcing bar is close, bellows is many, wet joint concrete adopts vibrating head to vibrate, and for guarantee that bellows is not destroyed in construction, requires the web of box girder segment 13 to connect the colligation that will be arranged above and below of batch reinforcing bar, to increase oscillation space.Preset vertical ground connection reinforcing bar adopts two-sided overlap welding, and guarantees that lap length is not less than 55mm, throat depth is not less than 4mm.
Step 2032, wet seam construction, its work progress may further comprise the steps:
Step 20321, wet seam template are installed: according to the wet seam template mold method of conventional section assembling simple supported box beam, wet seam template is installed respectively between adjacent two box girder segments 13 in step 2031 in a plurality of said box girder segments 13.
Step 20322, wet joint concrete are built: utilize mounted wet seam template in the step 20321; And adopt conventional concrete injection molding machine; Need all wet seams of construction to carry out symmetrical pouring construction to the centre in to the said single hole beam or the first hole beam by two ends, and the concrete pouring construction method of all wet seams is all identical.
When carrying out concrete pouring construction, earlier current base plate of construct wet seam is built, more current wet two coxostermums of seam of constructing are carried out successively symmetry and build, more current the wet top board of seam of constructing is built afterwards for any wet seam.
Step 20323, form removal: treat institute's concreting intensity in the step 20322 reach design strength more than 60% after, the said wet seam template of being installed in the step 20321 is removed.
Step 20324, stretch-draw mud jacking and sealing off and covering anchorage:, accomplish prestressed stretch-draw, hole path pressure grouting and the sealing off and covering anchorage work progress of the said single hole beam or the first hole beam according to the stretch-draw mud jacking and the sealing off and covering anchorage method of conventional simple supported box beam.
When the construction simple supported box beam is the single hole beam, accomplish whole work progresss of institute's construction bridges in the step 2; When the construction simple supported box beam is multi-hole beam, get into step 3.
Step 3, next hole beam construction, its work progress is following:
The hole is striden in step 301, bridge fabrication machine reach: the hole method is striden in the routine reach according to bridge fabrication machine, said bridge fabrication machine is moved forward to the construction location place of next Kong Liang.
Step 302, according to step 201 to the assembling and construction method described in the step 203, accomplish the assembling construction process of next Kong Liang.
Step 4, repeating step three repeatedly are until whole work progresss of accomplishing the simple supported box beam of constructing.
In conjunction with Fig. 1; In the present embodiment; Bridge fabrication machine described in the step 201 comprises the bridge fabrication machine agent structure, be installed in said bridge fabrication machine agent structure top and a plurality of box girder segments 13 of construction bridges lift respectively and transfer to being assemblied to form Overhead travelling crane system and drag the reach system that said bridge fabrication machine agent structure integral level moves forward; And the front leg strut 6, middle supporting leg 7 and the rear support leg 8 that are installed in said bridge fabrication machine agent structure lower front, middle part below and lower rear from front to back respectively, said reach system is laid on the said bridge fabrication machine agent structure.Said bridge fabrication machine agent structure comprises the main body splicing structure that is the symmetry laying about two; The structure of two said main body splicing structures all identical with size and the two all be vertically to laying, connect as one to the last portion connecting structure of laying through being level between the top of two said main body splicing structures.Said main body splicing structure comprises girder section 1, be laid in the anterior nose girder section 2 of girder section 1 and be laid in the afterbody feeding beam cantilever segment 3 at girder section 1 rear portion; Said nose girder section 2 is positioned at the dead ahead of girder section 1, and afterbody feeding beam cantilever segment 3 is positioned at the dead astern of girder section 1.Said girder section 1, nose girder section 2 and afterbody feeding beam cantilever segment 3 all for by upper chord 4-1, lower chord 4-2 and be installed in upper chord 4-1 and lower chord 4-2 between web member 4-3 be assemblied to form and be vertically to the plane frame of laying.Said girder section 1 for by the upper strata plane frame, be positioned at the middle level plane frame under the plane frame of said upper strata and be positioned at three layers of trussed construction that the lower floor's plane frame under the plane frame of said middle level is formed, said upper strata plane frame, middle level plane frame are all identical with the vertical height of lower floor's plane frame.The bottom flush of the bottom of said nose girder section 2 and said middle level plane frame, and the middle part flush of the bottom of afterbody feeding beam cantilever segment 3 and said middle level plane frame.
Be provided with under the girder section 1 in two said main body splicing structures and be level to the following joist of laying 5; Girder section 1 in two said main body splicing structures is respectively left side girder section and the right side girder section that is positioned at girder section right side, said left side; The transverse width of said joist 5 down is identical with the spacing between girder section right side, said left side and the right side girder section; And following joist 5 is assembled by left side joist and the right side joist that is positioned at joist right side, said left side, said left side joist be the bilateral symmetry laying with the right side joist and the structure of the two all identical with size; Connect through connector between the inside portion of said left side joist and right side joist, and all be connected in hinged way between the bottom of between the bottom of the outside portion of said left side joist and said left side girder section and the outside portion of said right side joist and said right side girder section.
In the present embodiment, said connector is a connecting pin, and all is connected through bearing pin between the bottom of between the bottom of the outside portion of said left side joist and said left side girder section and the outside portion of said right side joist and said right side girder section.
In the present embodiment, said left side joist and said right side joist include horizontal tray and are laid in a plurality of vertical height adjustment parts on the said horizontal tray from front to back.
When actual processing and fabricating and assembling construction, said horizontal tray is assemblied to form with the crossbeam 5-2 that Duo Gen is parallel laying by the many longeron 5-1 that are parallel laying, and said longeron 5-1 is parallel laying with girder section 1 and it is vertical laying with crossbeam 5-2.
In the present embodiment, the actual laying when installing, a plurality of said vertical height adjustment parts are laid on the same straight line, and a plurality of said vertical height adjustment part all is laid on the longeron 5-1.
In the present embodiment, said vertical height adjustment part is to be vertical to the adjustment leading screw of laying 10, and dismounting and use operation are all very easy.During practice of construction, also can adopt the vertical height adjustment part of other type.Said left side joist and said right side joist are from front to back the assembly type joist that a plurality of planes joist of laying is assemblied to form continuously, and connect through assembly between adjacent two the said plane joists in front and back.
In the present embodiment; The quantity of said front leg strut 6, middle supporting leg 7 and rear support leg 8 is two; Two said front leg struts 6 symmetry respectively are installed in two nose girder section 2 lower front in the said main body splicing structure; And front leg strut 6 can move forward and backward along nose girder section 2; Said nose girder section 2 bottoms are provided with the horizontal sliding track that supplies front leg strut 6 to move forward and backward, and said front leg strut 6 comprises and being vertically to telescopic legs of laying one and the slippage wheel that is installed in said telescopic legs one top and can moves forward and backward along said horizontal sliding track.Two said in supporting legs 7 be installed in the middle leg support columns of two nose girder section 2 rearward end belows in the said main body splicing structure for symmetry respectively, and during the leg support column comprises in said the leg upper supporting column be installed in said in the middle leg lower supporting rod of leg upper supporting column below.Two said rear support legs 8 are the symmetrical respectively back leg support column that is installed in two afterbody feeding beam cantilever segment 3 front portions in the said main body splicing structure.
During actual processing and fabricating, the longitudinal length of said joist 5 down is less than the longitudinal length of girder section 1.Institute's construction bridges is single hole beam or multi-hole beam; Each Kong Liang in institute's construction bridges is assemblied to form by a plurality of box girder segments 13; Said each hole beam carries out support fixation through being positioned at its bottom, rear and front end and adjacent two Bridge Pier 9 in front and back respectively, and two said Bridge Pier 9 are respectively front side Bridge Pier and the rear side Bridge Pier that is positioned at said front side Bridge Pier rear side.A plurality of said box girder segment 13 among said each Kong Liang include the front end beam sections of front side, the rear end beam sections of rear side and be laid in said front end beam sections from front to back and said rear end beam sections between a plurality of middle parts beam sections; Said down joist 5 is for carrying out the platform for lining of integral assembling between two said Bridge Pier 9 and to being supported in a hole beam between two said Bridge Pier 9; Spacing between two said Bridge Pier 9 is that D and the said front end beam sections and the longitudinal length of said rear end beam sections that are supported between two said Bridge Pier 9 are d, and the rearward end of the leading section of said joist 5 down and spacing between the Bridge Pier of said front side and time joist 5 and the spacing between the said rear side Bridge Pier are all less than d; The longitudinal length of said girder section 1 and nose girder section 2 is all greater than D, and the longitudinal length of following joist 5 is less than D.In the present embodiment, said down joist 5 be positioned at girder section 1 under.
In the present embodiment, during actual assembly unit, said upper chord 4-1, lower chord 4-2 and web member 4-3 are eight or seven military beams.Spacing between two said main body splicing structures is greater than the transverse width of institute's construction bridges.Said girder section 1, nose girder section 2 are all identical with the top absolute altitude of afterbody feeding beam cantilever segment 3.The height of institute's construction bridges is h, and the vertical height of said upper strata plane frame, middle level plane frame and lower floor's plane frame all is not less than h.
During practice of construction; The longitudinal length of each Kong Liang is L and L=48m ± 5m in institute's construction bridges; The longitudinal length of said girder section 1 is 55m ± 5m; The said longitudinal length of joist 5 down is 45m ± 5m, and the longitudinal length of said afterbody feeding beam cantilever segment 3 is 10m ± 2m, and the longitudinal length of nose girder section 2 is 55m ± 5m.
In the present embodiment; The construction bridges total length 1651.19m of institute, the basis is that the basis of digging a well, Bridge Pier 9 are round end type hollow pier and solid pier; The high 46.5m of maximum pier; The superstructure of institute's construction bridges is that 33 hole spans are the prestressed concrete two-wire simple supported box beam of 48m, adopts the construction of section assembling technology, the about 1800t of whole opening box girder deadweight; Each Kong Liang is assemblied to form by the rear end beam sections of the front end beam sections of 1 single hop length 2.7m, 9 middle part beam sections and 1 single hop length 2.7m; Middle part beam sections one and 2 that 9 said middle part beam sections include 7 single hop length 4.3m are connected between middle part beam sections one and front end beam sections and the rear end beam sections and beam sections two in the middle part of the transition section of 2 single hop length 4.0m, that is to say that each Kong Liang is assemblied to form by 11 box girder segments 13; The top width 12.2m of monolithic box girder segment 13; Bottom width 5.5m and its deck-molding 4.6m, the weight 150t of maximum monolithic box girder segment 13 adopts the wet seam of thick C 50 steel concrete of 0.6m to connect between adjacent two box girder segments 13 in front and back.This bridge is located in Gobi desert, Xinjiang severe cold area, is subordinate to cigarette Dun Feng district, and the wind zoning is divided into II level wind district, and the construction phase of stopping in winter reaches four months, and progress indicator is 12.5 days/hole.
Thereby; The longitudinal length L=48m of each Kong Liang in institute's construction bridges; The said longitudinal length of joist 5 down is 45.3m; Space D=49.5m between two said Bridge Pier 9, for arbitrary Kong Liang, the leading section of said joist 5 down and the spacing between the Bridge Pier of said front side and the rearward end of time joist 5 and the spacing between the said rear side Bridge Pier are 2.1m.
In the present embodiment, the longitudinal length of said bridge fabrication machine agent structure is 120m, and the longitudinal length of said girder section 1 is 55m, and the longitudinal length of afterbody feeding beam cantilever segment 3 is 10m, and the longitudinal length of nose girder section 2 is 55m.
In the present embodiment, said horizontal tray is made up of the platen etc. of walking of longeron 5-1, crossbeam 5-2 and working platform and both sides.Per pass is to be connected by four bearing pins in the middle of the holder crossbeam down, and the two ends of crossbeam 5-2 connect through the otic placode that is connected of lower chord 4-2 in bearing pin and the said lower floor plane frame.Be connected through bolt between said longeron 5-1 and the crossbeam 5-2, longeron 5-1 is provided with adjustment leading screw 10.
Said reach system is dilatory trailer system, and said dilatory trailer system comprises the hoist engine that is fixed on the said bridge fabrication machine agent structure, is fixed on to construct and accomplishes the earth anchor on the beam section 12, the assembly pulley that is connected in the drag rope between said hoist engine and the earth anchor and is made up of movable pulley and quiet pulley.Said movable pulley is fixed on said bridge fabrication machine agent structure rear portion, and quiet pulley is fixed on to construct accomplishes the front end of beam section 12.
In the present embodiment; Carry out box girder segment in the step 1 when prefabricated; The precasting yard setting is arranged by the short-term method, adopts color steel to carry out whole district's sealing and forms a totally enclosed type maintenance room, and beam making bench is vertically laid along Liang Chang; Beam making bench quantity is pressed 1: 1 proportional arrangement with the external mold of adopt in the conventional box-beam plate, amounts to 11 beam making bench in 1 hole.
In the step 2 said single hole beam or the first hole beam are carried out before the assembling construction; Through said reach system said bridge fabrication machine agent structure integral level is moved forward earlier, the following joist 5 in said bridge fabrication machine agent structure moves to the construction location place of the said single hole beam or the first hole beam; Afterwards, the inner Overhead travelling crane system of installing of said bridge fabrication machine agent structure that puts in place in reach.
In the present embodiment; Two Bridge Pier 9 that construction single hole beam or the first hole beam are supported are respectively between Bridge Pier one and the Bridge Pier two; Said Bridge Pier two and said Bridge Pier one adjacent and its be positioned at said Bridge Pier one front side, said Bridge Pier one is an abutment 1.Said Bridge Pier two is a bridge pier 2 14.Said Overhead travelling crane system comprises the preceding trolley 15 and back trolley 16 that is installed on said bridge fabrication machine agent structure inside.
In the present embodiment; Through said reach system said bridge fabrication machine agent structure integral level is moved forward; Following joist 5 in said bridge fabrication machine agent structure moves in construction location place (be in the said bridge fabrication machine agent structure following joist 5 move between abutment 1 and the said Bridge Pier two) process of the said single hole beam or the first hole beam, and its process that moves forward is following:
Step I, the assembly unit of bridge fabrication machine overhead structure: on the smooth vacant lot in abutment one 11 dead asterns; Said upper strata plane frame and middle level plane frame in nose girder section 2 in two said main body splicing structures, afterbody feeding beam cantilever segment 3, the girder section 1 and the said portion connecting structure of going up that is connected between two said main body splicing structure tops are carried out assembly unit, and obtain the bridge fabrication machine overhead structure that assembly unit is accomplished; After said bridge fabrication machine overhead structure assembly unit is accomplished; Two said front leg struts 6 are installed in two said main body splicing structures nose girder section 2 lower front that assembly unit is accomplished respectively; And the bottom of front leg strut 6 propped up withstand on the abutment 1; Simultaneously with two said in the middle leg upper supporting column of supporting legs 7 be installed in two said main body splicing structures the nose girder section 2 rearward end below that assembly unit is accomplished respectively; And two said rear support legs 8 are installed in afterbody feeding beam cantilever segment 3 front portions in two said main body splicing structures respectively, and this moment, the concrete mobile status of bridge fabrication machine overhead structure saw Fig. 2 for details.
In the present embodiment, be on the roadbed of 120m the bridge fabrication machine overhead structure to be carried out assembly unit in abutment one 11 dead asterns and length.During practice of construction, elder generation is smooth assembly unit place in the long place of abutment one 11 dead astern 120m, and the gradient is laid the haul track of bridge fabrication machine by being not more than 8 ‰ controls, the minimum 50m of place transverse width.Actual when the bridge fabrication machine overhead structure is carried out assembly unit, therefrom the installation place of supporting leg 7 respectively forwards, backwards both sides carry out assembly unit.
Step II, bridge fabrication machine overhead structure are tentatively dilatory to move ahead: before preliminary dilatory the moving ahead; Also need adopt the afterbody bracing or strutting arrangement that the afterbody of bridge fabrication machine overhead structure described in the step I is propped up overhead; Simultaneously with the said telescopic legs in the front leg strut 6 described in the step I one jack-up upwards, and make said bridge fabrication machine overhead structure be in level; Afterwards, with the translation forward of said bridge fabrication machine overhead structure, nose girder section 2 rearward end in said bridge fabrication machine overhead structure are positioned at till abutment one 11 tops through said reach system.
In the present embodiment, said afterbody bracing or strutting arrangement comprises walking mechanism and the bracing frame that is installed on the said walking mechanism and said bridge fabrication machine overhead structure afterbody is supported.
In the present embodiment, said walking mechanism is a running truck.During actual the use, also can adopt the walking mechanism of other type.After said bridge fabrication machine overhead structure assembly unit is accomplished; Running truck is opened to the rear end of said bridge fabrication machine overhead structure and supported the afterbody of jack-up bridge fabrication machine overhead structure; Combine front leg strut 6 simultaneously; Make the whole support that breaks away from ground of said bridge fabrication machine overhead structure, the preliminary dilatory previous operation of bridge fabrication machine overhead structure is carried out in removing obstacles afterwards.
Step II I, middle leg upper supporting column are interim to be supported and the front leg strut reach: the said telescopic legs one in the front leg strut described in the Step II 6 is shunk downwards, among this moment step I in installation said leg upper supporting column bottom prop up and withstand on the abutment 1; Afterwards, set horizontal sliding track moves forward to said Bridge Pier two tops along nose girder section 2 bottoms with said front leg strut 6, and 6 of front leg struts are withstood on the said Bridge Pier two, and this moment, the concrete mobile status of bridge fabrication machine overhead structure saw Fig. 3 for details.
In the present embodiment, the said telescopic legs one in the said front leg strut 6 is for being carried out the supporting leg of telescopic drive by hydraulic jack.In the tentatively dilatory process that moves ahead of said bridge fabrication machine overhead structure; Nose girder section 2 rearward end in said bridge fabrication machine overhead structure are positioned at abutment one 11 tops; Stop when supporting leg 7 arrives abutment one 11 tops promptly, middle leg upper supporting column is supported on the abutment 1, and anchoring temporarily; Afterwards, shrink the hydraulic jack of front leg strut 6, and front leg strut 6 is moved on the bridge pier 2 14, and be supported on the pier top pinner of bridge pier 2 14 and carry out anchoring through the horizontal sliding track.
Step IV, bridge fabrication machine overhead structure are further dilatory to move ahead and the assembly unit of bridge fabrication machine lower body part structure: earlier with the said telescopic legs in the front leg strut 6 described in the Step II I one jack-up and make said bridge fabrication machine overhead structure be in level upwards, the middle leg upper supporting column bottom described in this moment Step II I breaks away from abutment 1; Afterwards, through said reach system said bridge fabrication machine overhead structure is continued translation forward, nose girder section 2 rearward end in said bridge fabrication machine overhead structure are positioned at till said Bridge Pier two tops.
And the bridge fabrication machine overhead structure is continued in the translation process forward through said reach system; Below the middle leg upper supporting column described in the Step II I assembly unit said in leg lower supporting rod and obtain the middle supporting leg 7 that assembly unit is accomplished, assembling bridge manufacturing machine lower body part structure and obtain the said bridge fabrication machine agent structure that assembly unit is accomplished on said bridge fabrication machine overhead structure simultaneously; Said bridge fabrication machine lower body part structure comprises the lower floor's plane frame in the girder section 1 and is laid in two following joists 5 under the said main body splicing structure middle girder section 1.
When treating that nose girder section 2 rearward end in the said bridge fabrication machine overhead structure are positioned at said Bridge Pier two tops; Said telescopic legs one in the front leg strut 6 is shunk downwards; Middle supporting leg 7 bottoms that assembly unit this moment is accomplished are propped up and are withstood on the said Bridge Pier two and said bridge fabrication machine overhead structure is in level; Afterwards front leg strut 6 is moved forward along said horizontal sliding track, and 6 of front leg struts are withstood on the Bridge Pier three, accomplish the assembly unit and the dilatory process that moves ahead of said bridge fabrication machine agent structure this moment; And following joist 5 is between abutment 1 and said Bridge Pier two, and this moment, the mobile status of bridge fabrication machine agent structure saw Fig. 4 for details.Said Bridge Pier three is for being positioned at said Bridge Pier two front sides and the Bridge Pier 9 adjacent with said Bridge Pier two.
The bridge fabrication machine overhead structure is further among the tentatively dilatory process neutralization procedure IV that moves ahead of bridge fabrication machine overhead structure in the Step II draws in the process that moves ahead; Utilize the smooth vacant lot in abutment one 11 dead asterns, said afterbody bracing or strutting arrangement moves forward with said bridge fabrication machine overhead structure synchronously.
In the present embodiment; The hydraulic jack of jacking front leg strut 6; After leg upper supporting column bottom broke away from the supporting surface of abutment 1 in making, said bridge fabrication machine overhead structure continued about 30 meters of translations forward, and in the moving process; Leg lower supporting rod and obtain the middle supporting leg 7 that assembly unit is accomplished in the assembly unit below middle leg upper supporting column, the front portion structure to said lower floor plane frame and following joist 5 carries out assembly unit simultaneously; Afterwards; Said bridge fabrication machine overhead structure continues translation forward once more; Nose girder section 2 rearward end in said bridge fabrication machine overhead structure (supporting leg 7 promptly) are stopped when being positioned at said Bridge Pier two tops; Shrink the hydraulic jack of front leg strut 6, middle supporting leg 7 is supported on the pier top pinner of bridge pier 2 14 and anchoring temporarily; Afterwards, shrink the hydraulic jack of front leg strut 6, through the horizontal sliding track front leg strut 6 is moved to and be positioned at bridge pier 2 14 front sides and bridge pier three 17 tops adjacent, and be supported on the pier top pinner of bridge pier 3 15 and carry out anchoring with bridge pier 2 14.
After treating that translation puts in place, when nose girder section 2 rearward end in the promptly said bridge fabrication machine overhead structure are positioned at said Bridge Pier two tops, the free bearing of rear support leg 8; Afterwards, the rear structure to said lower floor plane frame and following joist 5 carries out assembly unit.
In the present embodiment; The bridge fabrication machine overhead structure is further among the tentatively dilatory process neutralization procedure IV that moves ahead of bridge fabrication machine overhead structure in the Step II draws in the process that moves ahead, and said afterbody bracing or strutting arrangement moves forward with said bridge fabrication machine overhead structure along the smooth vacant lot in abutment one 11 dead asterns synchronously.
When nose girder section 2 rearward end in the said bridge fabrication machine overhead structure were positioned at said Bridge Pier two tops, two 8 of said rear support legs withstood on the abutment 1 among the step IV.
When a plurality of said box girder segment 13 that adopts bridge fabrication machine will be transported to the assembling construction scene in the step 201 more all lifts the installation site of design in advance; According to the installation site of designing in advance, and a plurality of said box girder segment 13 that adopts said Overhead travelling crane system will form the said single hole beam or the first hole beam lifts and is transplanted on down on the joist 5 successively; When carrying out in the step 202 carrying out the assembly unit of beam section in linear adjustment and the step 203, all construct at following joist 5.
In conjunction with Fig. 5; In the present embodiment; Before a plurality of box girder segments 13 that adopt said Overhead travelling crane system will form the said single hole beam or the first hole beam in the step 201 lift and are transplanted on down on the joist 5 successively; Need to adopt earlier fortune beam dolly 24 that a plurality of box girder segments 13 are transported to said bridge fabrication machine agent structure afterbody by beam making field and carry out the feeding beam operation; The completion beam section 12 of constructing that assembling construction has been accomplished is provided with two moving tracks that are parallel laying and supply said fortune beam dolly 24 to move; And the spacing between two said moving tracks is 4625mm, and moving track is accomplished reinforcing bar on beam section 12 bridge floors and carried out temporary fixedly through being reserved in to construct, and transport a beam sections is box girder segment 13 at every turn.
Actual when carrying out the feeding beam operation; Trolley 15 is sling box girder segment 13 with back trolley 16 and through suspender and suspension rod before utilizing; Said fortune beam dolly 24 is return; Before trolley 15 and back trolley 16 along afterbody feeding beam cantilever segment 3 inner installed move beam orbit, box girder segment 13 is winched to corresponding design attitude.In the present embodiment; When accomplishing the assembly unit process of a plurality of box girder segments 13 according to conventional bridge subsection assembling and construction method and on following joist 5, through preceding trolley 15 and back trolley 16 carry out the lifting of a plurality of box girder segments 13 and in the abdomen of bridge fabrication machine agent structure (specifically be joist 5) down put operation.Said bridge fabrication machine agent structure adopts and the same longitudinal grade of circuit; The absolute altitude of each said box girder segment 13 is adjusted the adjustment leading screw 10 of joist 5 under the employing and is cooperated the low clearance jack to regulate; When reality is adjusted absolute altitude; Earlier through jack and will be conditioned box girder segment 13 according to predefined bearing height and be supported to respective heights, will adjust leading screw 10 afterwards and be adjusted to this bearing height.Thereby, the formwork support platform when said joist 5 down provides interior platform for placing of bridging ventral and the cast of wet seam.
In the present embodiment, accomplish the assembling construction process of the single hole beam or the first hole beam in the step 20324, and the single hole beam of assembly unit completion or the front and back end portion of the first hole beam are supported and fixed on respectively on said Bridge Pier two and the abutment 1.
Carrying out the bridge fabrication machine reach in the step 301 strides before the hole; Remove the said connector between left side joist and the right side joist described in the joist 5 down earlier; And said left side joist and right side joist rotated to be vertical state by level; This moment, said left side joist and said left side girder section were positioned on the same perpendicular, and right side joist and said right side girder section are positioned on the same perpendicular.And carrying out bridge fabrication machine in the step 301 moves forward when striding the hole; Through said reach system said bridge fabrication machine agent structure and Overhead travelling crane system integral level mounted thereto are moved forward, the following joist 5 in said bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; The front and back end portion of said next Kong Liang is supported in the front axle beam pier respectively and is positioned on the axle casing pier of said front axle beam pier rear side.
When treating that following joist 5 in the said bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; Two said middle 7 of supporting legs withstand on the said front axle beam pier; And said bridge fabrication machine agent structure is in level; With front leg strut 6 reach and withstand on adjacent with said front axle beam pier and be positioned on the Bridge Pier 9 of said front axle beam pier front side, accomplish the reach of said bridge fabrication machine agent structure and stride the hole process this moment afterwards.
In the present embodiment, carry out bridge fabrication machine reach in the step 301 and stride in the process of hole, said afterbody bracing or strutting arrangement is accomplished beam section 12 along the construction that is positioned at said axle casing pier dead astern and is moved forward synchronously with said bridge fabrication machine overhead structure; And when the following joist 5 in the said bridge fabrication machine agent structure moved to the construction location place of next Kong Liang, two 8 of said rear support legs withstood on the said axle casing pier.
The actual reach striden before the hole; Carry out the preceding preparation of via hole earlier; Comprise: the wet seam template on the following joist 5 and other instrument etc. have all fixed, and (be about to said left side joist and the right side joist rotates to be vertical state by level) time falls in case joist 5 upsets down; Walking carriage is opened to bridge fabrication machine agent structure afterbody, and installed the rail meter that slips after preventing walking carriage at the back at walking carriage; Utilize the jack jacking to be laid in the haul crossbeam at said bridge fabrication machine agent structure rear portion, through bracket bridge fabrication machine afterbody jack-up and connection are fixed, fall jack slightly after rise, the haul crossbeam is fallen on the balance arm of walking carriage, connects fixing; Drag rope and assembly pulley etc. is in place, and the traction anchoring embedded bar of the fixed pulley of front end and the end of setting a roof beam in place (being said earth anchor) is connected and fixes.
Move forward and stride before the hole, stride rear support leg 8 position that should arrive, back that puts in place, hole, calculate the final in-position of the place ahead wheel of walking carriage, rail meter is installed herein, guarantee that the accurate traveling of bridging function is to design attitude according to reach.Simultaneously, whether the anchoring status of inspection front leg strut 6 is intact, and whether tugboat system is normal.In the present embodiment, said left side joist and said right side joist are from front to back the assembly type joist that three plane joists laying are assemblied to form continuously, and three plane joists are respectively plane joist one, plane joist two and plane joist three from front to back.Reach is striden before the hole, removes between said left side joist and the said right side joist midplane joist one earlier and the assembly between the plane joist two, makes plane joist one and plane joist two be free vertically state.
Reach is striden in the process of hole, and the anchor connection at supporting leg 7 places utilizes front leg strut 6 jacking bridge fabrication machine agent structure leading sections to get final product until the pier top pinner that middle supporting leg 7 leaves the Bridge Pier that supports 9 afterwards in removing earlier; Start dilatory trailer system afterwards, said bridge fabrication machine agent structure begins via hole.After treating that plane joist one is striden Bridge Pier 9 through need, suspend via hole, plane joist one is reverted to the normally closed state through assembly; Afterwards, open plane joist three and be free vertically state; Subsequently, continue via hole and move ahead, before central supporting leg 7 arrives during pinner top, square pier top, middle supporting leg 7 is supported on the pinner and temporary fixed, and supports also anchored through level square pier top pinner assigned address to sliding rail moves to front leg strut 6 before; Then; Front leg strut 6 jackings cause middle supporting leg 7 disengaging pinner end faces can continue via hole slightly and move ahead; Following joist 5 in said bridge fabrication machine agent structure moves to the construction location place of next Kong Liang, when supporting leg 7 arrives (or rear support leg 8 arrives) specified design position in treating, shrinks the hydraulic jack of front leg strut 6; Make supporting leg 7 be supported on the pinner of pier top and anchored; Drop on the beam face of accomplishing beam section 12 of constructing rear support leg 8 and support fixation simultaneously, and through assembly plane joist two and plane joist three are all reverted to the normally closed state, bridge fabrication machine agent structure via hole finishes.
In the present embodiment; Wet seam template described in the step 20321 is the wet seam template of the routine that is adopted in the construction of section assembling simple supported box beam; Promptly wet seam template comprises external mold, internal mold and bed die, the cross-sectional configuration of the wet seam of institute's construction molding and size all with the cross-sectional configuration of box girder segment 13 and measure-alike.For shortening having bad luck and the lay day of wet seam template, the bed die and the side form of wet seam template all adopt Overall Steel Formwork, and on bridge fabrication machine, are provided with hook, directly template are fixed on the bridge fabrication machine, move ahead together with bridge fabrication machine.The internal mold of wet seam template adopts combined steel formwork; During installation; Earlier good by the numbering spelling in the case beam, utilize the 1t electric hoist on the beam face put in order full lifting, set-up time of the seam template that wets is reduced greatly; The wet seam template in ten roads can reach acceptance condition in 2 days, has reduced template simultaneously labour intensity is installed.The strict control of the design height of wet seam template bed die, after the demoulding of assurance bed die, the template end face is not less than 60mm at the bottom of beam, the needs when guaranteeing the bridge fabrication machine via hole.
When the actual joint concrete that wets is built; Earlier the base plate (promptly wet seam bottom is connected in the coupling part between adjacent two box girder segment 13 base plates) of the wet seam of construct is built; Again two coxostermums (the promptly wet seam left and right sides is connected in the coupling part between 13 liang of coxostermums of adjacent two box girder segments) of the wet seam of construct are carried out successively symmetry and build, more current the wet top board (the seam top of promptly wetting is connected in the coupling part between adjacent two box girder segment 13 top boards) of seam of construct is built afterwards.
After wet joint concrete is built completion in the step 20322; Also need adopt institute's concreting is carried out health; And the concrete curing method of all wet seams is all identical; All be to adopt in outside parcel insulation layer and the case to lay the method that steam pipeline carries out steam curing, guarantee to be not more than 15 ℃, and guarantee to be remained moisture state by the concrete surface of the wet seam of maintenance by the internal-external temperature difference of the wet seam of maintenance.
When carrying out prestressed stretch-draw in the step 20324,, thereby adopt single-ended stretch-draw because institute's construction bridges is a post-tensioned method prestressed concrete box beam in the present embodiment.A plurality of said box girder segments 13 before prestressed strand stretch-draw, the total weight of beam with many fulcrums elastomeric bearing on the following joist 5 of bridge fabrication machine.After prestressed strand begins stretch-draw, along with the carrying out part deadweight and will transfer to by the beam body and self bear of stretch-draw, the bridge fabrication machine beam section weight of bearing will alleviate stressed the changing of girder bounce-back gradually simultaneously.Along with progressively stretch-draw of prestressed strand, case beam self-supporting ability is increasing, and the weight of the back rest is born by joist under the bridge fabrication machine 5 and transferred the case joist support to and receive.For preventing that excessive top of towing tension from splitting the beam body, need in stretching process in time that the adjustment leading screw supports, to reduce the uplift force of bridge fabrication machine.
When carrying out prestress hole path pressure grouting in the step 20324, consider that part period temperature is lower, adopt behind the pretensioning via hole construction technology of mud jacking again.
To sum up, because all load is by the bridge fabrication machine support in the assembling construction process, inhomogeneous stressed for preventing bridge fabrication machine, symmetry is built during wet joint concrete construction, carries out from two ends to the centre successively.The order of building of each wet seam is followed successively by base plate, two coxostermums and top board.Steam curing is adopted in wet joint concrete health; Wrap up heat insulating materials such as cotton-wadded quilt in the wet seam outside, lay steam pipeline then in inside and carry out steam curing, guarantee that the beam inside and outside temperature difference is not more than 15 ℃; And guarantee that wet joint concrete surface remains moisture state, avoids occurring drying and watering cycle.Wet seam adopts the mode of single health to carry out, and the health scope respectively prolongs 40cm to both sides again beyond each wet seam.After the wet joint concrete initial set, the split bolt between little stubborn inner and outer template is not in order to avoid bolt and concrete setting are pulled out to come out together.When concrete strength reach design strength more than 60% after, begin to extract split bolt, form removal, form removal is followed successively by external mold, internal mold and the bed die of wet seam template in proper order.
When carrying out linear adjustment in the step 202, directly observation point is arranged on the beam face of a plurality of said box girder segments 13, and each box girder segment 13 arranges an observation point, be positioned at wet seam next door.
In the present embodiment, because said left side joist and said right side joist include horizontal tray and be laid in a plurality of vertical height adjustment parts on the said horizontal tray from front to back; In the step 202 a plurality of said box girder segments 13 are carried out in the linear adjustment process; Utilize said Overhead travelling crane system that the plan-position (being mileage and axis) of a plurality of said box girder segments 13 is adjusted, and utilize a plurality of said vertical height adjustment parts that the elevation of a plurality of said box girder segments 13 is adjusted.
When utilizing a plurality of said vertical height adjustment parts that the elevation of a plurality of said box girder segments 13 is adjusted; The bearing of being fixed with the said single hole beam or the first hole beam left end is the origin of coordinates; Beam axis with the said single hole beam or the first hole beam is the X axle; Be the Y axle vertically, and, calculate the camber that all said vertical height adjustment part Support Positions are located in the said single hole beam or the first hole beam with the fundamental equation of second-degree parabola as Application in Pre-camber; During the Practical Calculation camber, the computational methods all computational methods with conventional beam camber second-degree parabola are identical; And when the camber that all said vertical height adjustment part Support Positions in the said single hole beam or the first hole beam are located is calculated; Reservation camber Δ in the said single hole beam or the first hole girder span=Δ 1+ Δ 2+ Δ 3-Δ 4; A plurality of said box girder segment 13 with the said single hole beam or the first hole beam in the step 201 that Δ 1 draws for test in the formula is transferred to down joist 5 amount of deflection of the following joist 5 of said bridge fabrication machine under the deadweight state before; Δ 2 is for being transferred to down after the joist 5 the distortion amount of deflection of joists 5 generations down with a plurality of said box girder segment 13 of the said single hole beam or the first hole beam in the step 201; Δ 3 is to accomplish the distortion amount of deflection of descending joist 5 to take place once more after the concrete pouring construction process of all wet seams in the step 20322, and Δ 4 is the preset said single hole beam or the inverted camber value of the first hole beam.
When carrying out prestressed stretch-draw in the step 20324; Adopt the job practices of the said vertical height adjustment part limit unloading on limit stretch-draw and the following joist 5; Divide before and after the prestressed stretch-draw process of the said single hole beam or the first hole beam and carry out for three times; Correspondingly descend to divide before and after the uninstall process of the said vertical height adjustment part on the joist 5 and carry out for three times, and when unloading each time, the strong point height reduction value of all vertical height adjustment parts is 1/3 * (Δ 2+ Δ 3-Δ 4) on the following joist 5.
The above; It only is preferred embodiment of the present invention; Be not that the present invention is done any restriction, every technical spirit changes any simple modification, change and the equivalent structure that above embodiment did according to the present invention, all still belongs in the protection domain of technical scheme of the present invention.

Claims (10)

1. simple supported box beam prefabricated and assembling process in heavy in section under a strong wind and the high empty condition; The simple supported box beam of constructing is single hole beam or multi-hole beam; Each Kong Liang in the said simple supported box beam is assemblied to form by a plurality of box girder segments (13); And said each Kong Liang carries out support fixation through two Bridge Pier (9) that are positioned at its right ends bottom, it is characterized in that this technology may further comprise the steps:
Step 1, box girder segment are prefabricated: at precasting yard all box girder segments (13) of forming said simple supported box beam are concentrated prefabricatedly, the method for prefabricating of all box girder segments (13) is all identical, and the method for prefabricating of said box girder segment (13) may further comprise the steps:
Step 101, cage of reinforcement are made and are installed: according to the making and the mounting method of steel bar framework of box beam in the beam prefabricated technology of conventional case, the cage of reinforcement of current institute's prefabricated case beam sections (13) is made and installed;
Step 102, formwork: according to the mold method in the beam prefabricated technology of conventional case, the forming panel of upright current institute's prefabricated case beam sections (13);
Step 103, concreting: utilize the forming panel of the Zhi Li of institute in the step 102, and adopt concrete injection molding machine used in the beam prefabricated technology of conventional case, accomplish the concreting process of current institute's prefabricated case beam sections (13);
And when carrying out concreting, earlier the following chamfering of box girder segment (13) the base plate left and right sides is carried out symmetry and build, again the base plate of box girder segment (13) is built; And after treating that said bottom slab concreting is accomplished, two coxostermums of box girder segment (13) are carried out successively symmetry build, again the top board of box girder segment (13) is built afterwards;
Step 104, the health of beam section: after concreting is accomplished in the step 103; In a totally enclosed type maintenance room; And according to the concrete curing method in the beam prefabricated technology of conventional case, accomplish the concrete curing process of box girder segment (13), obtain prefabricated profiled box girder segment (13);
The first hole beam assembling construction in step 2, single hole beam or the multi-hole beam, its work progress may further comprise the steps:
Step 201, beam section are transferred: adopt Beam transportation vehicle that a plurality of box girder segments (13) pre-formed in the step 1 and that form the said single hole beam or the first hole beam are transported to the assembling construction scene, adopt bridge fabrication machine will be transported to the on-the-spot a plurality of said box girder segment (13) of assembling construction again and all lift the installation site of design in advance;
Step 202, linear adjustment: according to the linear method of adjustment of conventional section assembling simple supported box beam, a plurality of said box girder segment (13) that lifting in the step 201 is put in place carries out linear adjustment, makes a plurality of said box girder segments (13) reach the linear of design in advance;
Step 203, the assembly unit of beam section, its beam section assembly unit process is following:
Step 2031, bellows connect and prestressed reinforcement lashing construction: the bellows according to conventional section assembling simple supported box beam connects and prestressed reinforcement lashing job practices, and the bellows of the adjusted a plurality of said box girder segments of completing steps 203 middle longitude shapes (13) connects and prestressed reinforcement lashing construction;
Step 2032, wet seam construction, its work progress may further comprise the steps:
Step 20321, wet seam template are installed: according to the wet seam template mold method of conventional section assembling simple supported box beam, wet seam template is installed respectively between adjacent two box girder segments (13) in step 2031 in a plurality of said box girder segments (13);
Step 20322, wet joint concrete are built: utilize mounted wet seam template in the step 20321; And adopt conventional concrete injection molding machine; Need all wet seams of construction to carry out symmetrical pouring construction to the centre in to the said single hole beam or the first hole beam by two ends, and the concrete pouring construction method of all wet seams is all identical;
Step 20323, form removal: treat institute's concreting intensity in the step 20322 reach design strength more than 60% after, the said wet seam template of being installed in the step 20321 is removed;
Step 20324, stretch-draw mud jacking and sealing off and covering anchorage:, accomplish prestressed stretch-draw, hole path pressure grouting and the sealing off and covering anchorage work progress of the said single hole beam or the first hole beam according to the stretch-draw mud jacking and the sealing off and covering anchorage method of conventional simple supported box beam;
When the construction simple supported box beam is the single hole beam, accomplish whole work progresss of institute's construction bridges in the step 2; When the construction simple supported box beam is multi-hole beam, get into step 3;
Step 3, next hole beam construction, its work progress is following:
The hole is striden in step 301, bridge fabrication machine reach: the hole method is striden in the routine reach according to bridge fabrication machine, said bridge fabrication machine is moved forward to the construction location place of next Kong Liang;
Step 302, according to step 201 to the assembling and construction method described in the step 203, accomplish the assembling construction process of next Kong Liang;
Step 4, repeating step three repeatedly are until whole work progresss of accomplishing the simple supported box beam of constructing.
2. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of claim 1 and the high empty condition; It is characterized in that: the bridge fabrication machine described in the step 201 comprises the bridge fabrication machine agent structure, be installed in said bridge fabrication machine agent structure top and a plurality of box girder segments (13) of construction bridges lift respectively and transfer to being assemblied to form Overhead travelling crane system with drag the reach system that said bridge fabrication machine agent structure integral level moves forward; And being installed in said bridge fabrication machine agent structure lower front, middle part below and the front leg strut (6) of lower rear, middle supporting leg (7) and rear support leg (8) from front to back respectively, said reach system is laid on the said bridge fabrication machine agent structure; Said bridge fabrication machine agent structure comprises the main body splicing structure that is the symmetry laying about two; The structure of two said main body splicing structures all identical with size and the two all be vertically to laying, connect as one to the last portion connecting structure of laying through being level between the top of two said main body splicing structures; Said main body splicing structure comprises girder section (1), be laid in the anterior nose girder section (2) of girder section (1) and be laid in the afterbody feeding beam cantilever segment (3) at girder section (1) rear portion; Said nose girder section (2) is positioned at the dead ahead of girder section (1), and afterbody feeding beam cantilever segment (3) is positioned at the dead astern of girder section (1); Said girder section (1), nose girder section (2) and afterbody feeding beam cantilever segment (3) all for by upper chord (4-1), lower chord (4-2) and be installed in upper chord (4-1) and lower chord (4-2) between web member (4-3) be assemblied to form and be vertically to the plane frame of laying; Said girder section (1) for by the upper strata plane frame, be positioned at the middle level plane frame under the plane frame of said upper strata and be positioned at three layers of trussed construction that the lower floor's plane frame under the plane frame of said middle level is formed, said upper strata plane frame, middle level plane frame are all identical with the vertical height of lower floor's plane frame; The bottom flush of the bottom of said nose girder section (2) and said middle level plane frame, and the middle part flush of the bottom of afterbody feeding beam cantilever segment (3) and said middle level plane frame;
Be provided with under the girder section (1) in two said main body splicing structures and be level to the following joist of laying (5); Girder section (1) in two said main body splicing structures is respectively left side girder section and the right side girder section that is positioned at girder section right side, said left side; The transverse width of said joist (5) down is identical with the spacing between girder section right side, said left side and the right side girder section; And following joist (5) is assembled by left side joist and the right side joist that is positioned at joist right side, said left side, said left side joist be the bilateral symmetry laying with the right side joist and the structure of the two all identical with size; Connect through connector between the inside portion of said left side joist and right side joist, and all be connected in hinged way between the bottom of between the bottom of the outside portion of said left side joist and said left side girder section and the outside portion of said right side joist and said right side girder section.
3. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of claim 2 and the high empty condition; It is characterized in that: in the step 2 said single hole beam or the first hole beam are carried out before the assembling construction; Through said reach system said bridge fabrication machine agent structure integral level is moved forward earlier, the following joist (5) in said bridge fabrication machine agent structure moves to the construction location place of the said single hole beam or the first hole beam; Afterwards, the inner Overhead travelling crane system of installing of said bridge fabrication machine agent structure that puts in place in reach;
When a plurality of said box girder segment (13) that adopts bridge fabrication machine will be transported to the assembling construction scene in the step 201 more all lifts the installation site of design in advance; According to the installation site of designing in advance, and a plurality of said box girder segment (13) that adopts said Overhead travelling crane system will form the said single hole beam or the first hole beam lifts successively and is transplanted on down on the joist (5); When carrying out in the step 202 carrying out the assembly unit of beam section in linear adjustment and the step 203, all construct at following joist (5);
Carrying out the bridge fabrication machine reach in the step 301 strides before the hole; Remove the said connector between left side joist and the right side joist described in the joist (5) down earlier; And said left side joist and right side joist rotated to be vertical state by level; This moment, said left side joist and said left side girder section were positioned on the same perpendicular, and right side joist and said right side girder section are positioned on the same perpendicular; And carrying out bridge fabrication machine in the step 301 moves forward when striding the hole; Through said reach system said bridge fabrication machine agent structure and Overhead travelling crane system integral level mounted thereto are moved forward, the following joist (5) in said bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; The front and back end portion of said next Kong Liang is supported in the front axle beam pier respectively and is positioned on the axle casing pier of said front axle beam pier rear side;
When treating that following joist (5) in the said bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; Two said middle supporting legs (7) prop up and withstand on the said front axle beam pier; And said bridge fabrication machine agent structure is in level; With front leg strut (6) reach and withstand on adjacent with said front axle beam pier and be positioned on the Bridge Pier (9) of said front axle beam pier front side, accomplish the reach of said bridge fabrication machine agent structure and stride the hole process this moment afterwards.
4. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of claim 3 and the high empty condition, it is characterized in that: said left side joist and said right side joist include horizontal tray and are laid in a plurality of vertical height adjustment parts on the said horizontal tray from front to back; In the step 202 a plurality of said box girder segments (13) are carried out in the linear adjustment process; Utilize said Overhead travelling crane system that the plan-position of a plurality of said box girder segments (13) is adjusted, and utilize a plurality of said vertical height adjustment parts that the elevation of a plurality of said box girder segments (13) is adjusted.
5. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of claim 4 and the high empty condition; It is characterized in that: when utilizing a plurality of said vertical height adjustment parts that the elevation of a plurality of said box girder segments (13) is adjusted in the step 202; The bearing of being fixed with the said single hole beam or the first hole beam left end is the origin of coordinates; Beam axis with the said single hole beam or the first hole beam is the X axle; Be the Y axle vertically, and, calculate the camber that all said vertical height adjustment part Support Positions are located in the said single hole beam or the first hole beam with the fundamental equation of second-degree parabola as Application in Pre-camber; And when the camber that all said vertical height adjustment part Support Positions in the said single hole beam or the first hole beam are located is calculated; Reservation camber Δ in the said single hole beam or the first hole girder span=Δ 1+ Δ 2+ Δ 3-Δ 4; In the step 201 that Δ 1 draws for test in the formula a plurality of said box girder segment (13) of the said single hole beam or the first hole beam is transferred to down the amount of deflection of the following joist (5) of the said before bridge fabrication machine of joist (5) under the deadweight state; Δ 2 is for being transferred to down the distortion amount of deflection that joist (5) descends joist (5) generation afterwards with a plurality of said box girder segment (13) of the said single hole beam or the first hole beam in the step 201; Δ 3 is to accomplish the distortion amount of deflection of descending joist (5) to take place once more after the concrete pouring construction process of all wet seams in the step 20322, and Δ 4 is the preset said single hole beam or the inverted camber value of the first hole beam.
6. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of claim 5 and the high empty condition; It is characterized in that: when carrying out prestressed stretch-draw in the step 20324; Adopt the job practices of the said vertical height adjustment part limit unloading on limit stretch-draw and the following joist (5); Divide before and after the prestressed stretch-draw process of the said single hole beam or the first hole beam and carry out for three times; Correspondingly descend to divide before and after the uninstall process of the said vertical height adjustment part on the joist (5) and carry out for three times, and when unloading each time, the strong point height reduction value that following joist (5) is gone up all vertical height adjustment parts is 1/3 * (Δ 2+ Δ 3-Δ 4).
7. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of arbitrary claim and the high empty condition in the claim 1 to 6; It is characterized in that: the totally enclosed type maintenance room described in the step 104 comprises the totally enclosed type maintenance room of setting up in said precasting yard one and sets up the totally enclosed type maintenance room two in the storage area that box girder segment (13) is deposited; And when carrying out the health of beam section in the step 104, its health process may further comprise the steps:
Step 1041, initial health: in said totally enclosed type maintenance room one, box girder segment (13) is with the mould health, reaches more than 80% of design strength until the concrete strength of box girder segment (13);
Step 1042, secondary health: the demoulding and adopt hanging device with the demoulding after box girder segment (13) lifting to said totally enclosed type maintenance room two in proceed health, until the concrete curing process of accomplishing box girder segment (13).
8. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of claim 7 and the high empty condition; It is characterized in that: the forming panel described in the step 102 is the conventional box-beam plate that is adopted in the beam prefabricated process of case, and said conventional box-beam plate comprises bed die, is installed in the external mold on the said bed die, the internal mold that is laid in said external mold inboard and the end mould that is assembled into one with said external mold and internal mold;
When carrying out the health of beam section in the step 104, the concrete curing method that is adopted during hot weather construction is the watering regimen, and the concrete curing method that is adopted during winter construction is the steam curing method; Be with in the step 1041 in the mould health process; After the concrete final set of box girder segment (13); Need to remove to internal mold in the said forming panel and end mould, and on the top board exposed face of box girder segment (13) and base plate exposed face covering one deck concrete curing cloth.
9. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of claim 7 and the high empty condition; It is characterized in that: in the step 1042 when proceeding health in the box girder segment after the demoulding (13) lifting to the said totally enclosed type maintenance room two, earlier with box girder segment (13) outside parcel one deck water barrier; Be laid with in the said totally enclosed type maintenance room two a plurality of be used for storage box girder segment (13) deposit the beam pedestal, adjacent two said depositing between the beam pedestal are all isolated through division board, and respectively deposit the beam pedestal and all be in the independently airtight maintenance space; Said airtight maintenance is laid with many steam-cured pipelines in the space; Many said steam-cured pipelines all join with steam feed equipment; Many said steam-cured pipelines comprise bottom pipe (19), left side pipeline (20), right side pipeline (21) and case interior conduit (22); The quantity of said bottom pipe (19), left side pipeline (20), right side pipeline (21) and case interior conduit (22) is many; And the parallel from left to right below, bottom that is laid in box girder segment (13) of many said bottom pipe (19); Many said left side pipelines (20) are laid in the left side of box girder segment (13) from top to bottom, and many said right side pipelines (21) and many said left side pipelines (20) are symmetry to be laid, and many said case interior conduits (22) are parallel from left to right to be laid in the case of box girder segment (13).
10. according to simple supported box beam prefabricated and assembling process in heavy in section under described strong wind of arbitrary claim and the high empty condition in the claim 1 to 6; It is characterized in that: when the joint concrete that wets in the step 20322 is built; Earlier current base plate of constructing wet seam is built; Again current two coxostermums of constructing wet seam are carried out successively symmetry and build, more current the wet top board of seam of constructing is built afterwards; After wet joint concrete is built completion in the step 20322; Also need adopt institute's concreting is carried out health; And the concrete curing method of all wet seams is all identical; All be to adopt in outside parcel insulation layer and the case to lay the method that steam pipeline carries out steam curing, guarantee in the concrete curing process to be not more than 15 ℃, and guarantee to be remained moisture state by the concrete surface of the wet seam of maintenance by the internal-external temperature difference of the wet seam of maintenance.
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