CN102587282B

CN102587282B - Large-section simply-supported box girder precasting and assembly process under conditions of strong wind and high altitude

Info

Publication number: CN102587282B
Application number: CN 201210061839
Authority: CN
Inventors: 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
Original assignee: China Railway 20th Bureau Group Corp
Current assignee: China Railway 20th Bureau Group Corp
Priority date: 2012-03-11
Filing date: 2012-03-11
Publication date: 2013-06-12
Anticipated expiration: 2032-03-11
Also published as: CN102587282A

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 high altitude conditions

Technical field

The invention belongs to section assembling simple supported box beam technical field of construction, especially relate under a kind of strong wind and high altitude conditions the prefabricated and assembling process of heavy in section simple supported box beam.

Background technology

Nowadays, the wet seam construction technology of the section assembling of section assembling bridge manufacturing machine is as follows: at first, carry out precast beam section transportation lifting contraposition, the precast beam section is transported to the afterbody of bridge fabrication machine from the beam precast field by Beam transportation vehicle, by the bridge fabrication machine straddle truck, the installation site is arrived in the handling of beam section, adjust the position of precast beam section three-dimensional, make it reach the linear of design.In the beam section is adjusted, the measurement that the most important thing is initial sections is controlled, it is whole starting point across beam, directly controlling whole linear across beam, so initial sections will accurately be located on mileage, axis, 3 directions of elevation, and it directly is supported on permanent bearing, follow-up beam Duan Jun adjusts as standard.Afterwards, the construction of the joint concrete that wets, the colligation, prestressing force bellows that comprises wet seam reinforcing bar in the location of wet seam crossing, installation and the concrete cast of wet joint template, carry out at last stretch-draw mud jacking and sealing off and covering anchorage work, so far complete the assembly unit work of a hole case beam.

The high 46.5m of maximum pier of newly-built Lan-xing Railway the second double line (Xinjiang section) LXTJ1 mark DK1123+907 Hongliuhe 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 adopts is assemblied to form continuously by 11 box girder segments.During practice of construction, the heaviest sections weight 150t in 11 box girder segments that adopt, 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 the box section area is larger, belongs to large-tonnage, heavy in section case beam.Simultaneously, the cigarette pier II level wind district that is located in severe cold Gobi desert, Xinjiang due to this bridge, the this area take dry, amount of precipitation is little, ice period is long, day and night temperature is large, spring and autumn is windy, summer is very brief and hot, winter is very long and severe cold as its principal character, annual average wind speed 4.5m/s, maximum regularly wind speed 19.8m/s, extreme wind speed 25.8m/s year after year year after year.Strong wind takes place frequently under 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 large.

During practice of construction, under this extreme weather conditions of Xinjiang Gobi Region drying, strong wind, the large temperature difference, each box girder segment is carried out when prefabricated, concrete is difficult to obtain from the external world moisture and replenishes between preserving period, and its a large amount of outside scattering and disappearing of internal water branch, make hydrated cementitious insufficient, the shrinkage strains such as plastic shrinkage that concrete occurs in construction stage and after hardening stage, self-constriction, dry contraction have been accelerated, thereby cause 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 box girder segment assembling construction process, when especially carrying out the linear control of beam body, have complicated operation, control inconvenience, become the linear more difficult multiple practical problem such as designing requirement that reaches of the beam body of bridge state.

Summary of the invention

Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, provide under a kind of strong wind and high altitude conditions the heavy in section simple supported box beam prefabricated and assembling process, 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 is high, is particularly useful under strong wind and high altitude conditions the prefabricated and section assembling construction of heavy in section simple supported box beam.

For solving the problems of the technologies described above, the technical solution used in the present invention is: simple supported box beam prefabricated and assembling process in heavy in section under a kind of strong wind and high altitude conditions, the simple supported box beam of constructing is single hole beam or multi-hole beam, each Kong Liang in described simple supported box beam is assemblied to form by a plurality of box girder segments, and described each Kong Liang supports fixing by two Bridge Pier that are positioned at bottom, its two ends, left and right, it is characterized in that this technique comprises the following steps:

Step 1, box girder segment are prefabricated: at precasting yard, all box girder segments that form described simple supported box beam are carried out concentration pre-casting, the method for prefabricating of all box girder segments is all identical, and the method for prefabricating of described box girder segment comprises the following steps:

Step 101, Making of reinforcement cage and installation: according to making and the mounting method of steel bar framework of box beam in the beam prefabricated technique of conventional case, the cage of reinforcement of current institute precast box girder segment is made and installed;

Step 102, formwork: according to the mold method in the beam prefabricated technique of conventional case, the forming panel of a vertical current institute precast box girder segment;

Step 103, concreting: utilize the forming panel of the Zhi Li of institute in step 102, and adopt concrete injection molding machine used in the beam prefabricated technique of conventional case, complete the concreting process of current institute precast box girder segment;

And when carrying out concreting, first the lower chamfering of the box girder segment base plate left and right sides is carried out symmetry and build, then the base plate of box girder segment is built; And after described bottom slab concreting is completed, 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 in step 103, concreting is completed, in a totally enclosed type curing room, and according to the concrete curing method in the beam prefabricated technique of conventional case, complete 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 multi-hole beam, its work progress comprises the following steps:

Step 201, beam section are transferred: adopt Beam transportation vehicle that a plurality of box girder segments pre-formed in step 1 and that form described single hole beam or the first hole beam are transported to the assembling construction scene, more a plurality of described box girder segment that adopts bridge fabrication machine will be transported to the assembling construction scene all is lifted into 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 described box girder segment that lifting in step 201 is put in place carries out linear adjustment, makes a plurality of described 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 as follows:

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 a plurality of described box girder segments after completing steps 203 middle longitude shapes are adjusted connects and prestressed reinforcement lashing construction;

Step 2032, wet seam construction, its work progress comprises the following steps:

Step 20321, wet joint template are installed: according to the wet joint template mold method of conventional section assembling simple supported box beam, wet joint template is installed respectively between adjacent two box girder segments in step 2031 in a plurality of described box girder segments;

Step 20322, wet joint concrete are built: utilize mounted wet joint template in step 20321, and adopt conventional concrete injection molding machine, to the centre, all wet seams that need in described single hole beam or the first hole beam to construct are carried out symmetrical pouring construction by two ends, and the concrete pouring construction method of all wet seams is all identical;

Step 20323, form removal: in step 20322 institute's concreting intensity reach design strength more than 60% after, the described wet joint template of installing in step 20321 is removed;

Step 20324, stretch-draw mud jacking and sealing off and covering anchorage: according to stretch-draw mud jacking and the sealing off and covering anchorage method of conventional simple supported box beam, complete prestressed stretch-draw, hole path pressure grouting and the sealing off and covering anchorage work progress of described single hole beam or the first hole beam;

When the construction simple supported box beam is the single hole beam, complete whole work progresss of institute's construction bridges in step 2; When the construction simple supported box beam is multi-hole beam, enter step 3;

Step 3, next hole beam construction, its work progress is as follows:

Step 301, bridge fabrication machine move forward across the hole: the routine according to bridge fabrication machine moves forward across the hole method, described 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 step 203, complete the assembling construction process of next Kong Liang;

Step 4, repeating step three repeatedly are until complete whole work progresss of 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 high altitude conditions, it is characterized in that: the bridge fabrication machine described in step 201 comprises the bridge fabrication machine agent structure, be arranged on described bridge fabrication machine agent structure top and a plurality of box girder segments of construction bridges lift respectively with the Overhead travelling crane system of transferring and drag the reach system that described bridge fabrication machine agent structure integral level moves forward to being assemblied to form, and be arranged on respectively from front to back described bridge fabrication machine agent structure lower front, the front leg strut of below, middle part and lower rear, middle supporting leg and rear support leg, described reach system is laid on described bridge fabrication machine agent structure, described bridge fabrication machine agent structure comprises that two left and right are the symmetrical main body splicing structure of laying, the structure of two described main body splicing structures and size are all identical and both all be vertically to laying, connect as one to the upper portion connecting structure of laying by being level between the top of two described main body splicing structures, described main body splicing structure comprises the girder section, be laid in the nose girder section of girder section front portion and be laid in the afterbody feeding beam cantilever segment at girder section rear portion, and described 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, described girder section, nose girder section and afterbody feeding beam cantilever segment all for by upper chord, lower chord and be arranged on upper chord and lower chord between web member be assemblied to form and be vertically to the plane frame of laying, described girder section for by the upper strata plane frame, be positioned at the middle level plane frame under the plane frame of described upper strata and be positioned at three layers of trussed construction that the lower floor's plane frame under the plane frame of described middle level forms, the vertical height of described upper strata plane frame, middle level plane frame and lower floor's plane frame is all identical, the bottom of described nose girder section is mutually concordant with the bottom of described middle level plane frame, and the bottom of afterbody feeding beam cantilever segment is mutually concordant with the middle part of described middle level plane frame,

Be provided with under girder section in two described main body splicing structures and be level to the lower joist of laying, girder section in two described main body splicing structures is respectively left side girder section and is positioned at the right side girder section on girder section right side, described left side, the transverse width of described lower joist is identical with spacing between girder section right side, described left side and right side girder section, and lower joist is assembled by left side joist and the right side joist that is positioned at joist right side, described left side, and described left side joist and right side joist are that bilateral symmetry is laid and structure both is all identical with size; Connect by connector between the inside portion of described 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 described left side joist and described left side girder section and the outside portion of described right side joist and described right side girder section.

Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and high altitude conditions, it is characterized in that: before in step 2, described single hole beam or the first hole beam being carried out assembling construction, first by described reach system, described bridge fabrication machine agent structure integral level is moved forward, until the lower joist in described bridge fabrication machine agent structure moves to the construction location place of described single hole beam or the first hole beam; Afterwards, the inner Overhead travelling crane system of installing of described bridge fabrication machine agent structure that puts in place in reach;

When a plurality of described box girder segment that adopts again bridge fabrication machine will be transported to the assembling construction scene in step 201 all is lifted into the installation site of design in advance, according to the installation site of designing in advance, and a plurality of described box girder segment that adopts described Overhead travelling crane system will form described single hole beam or the first hole beam lifts and is transplanted on lower joist successively; When carrying out in step 202 carrying out the assembly unit of beam section in linear adjustment and step 203, all construct at lower joist;

Carry out the bridge fabrication machine reach in step 301 across before the hole, first remove the described connector between left side joist described in lower joist and right side joist, and described left side joist and right side joist are rotated to be vertical state by level, this moment, described left side joist and described left side girder section were positioned on same perpendicular, and right side joist and described right side girder section are positioned on same perpendicular; And when carrying out the bridge fabrication machine reach across the hole in step 301, system moves forward described bridge fabrication machine agent structure and Overhead travelling crane system integral level mounted thereto by described reach, until the lower joist in described bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; The front and back end section of described next Kong Liang is supported in respectively the front axle beam pier and is positioned on the axle casing pier of described front axle beam pier rear side;

When the lower joist in described bridge fabrication machine agent structure moves to the construction location place of next Kong Liang, two described middle supporting legs prop up and withstand on described front axle beam pier, and described bridge fabrication machine agent structure is in level, afterwards front leg strut being moved forward and propping up withstands on adjacent with described front axle beam pier and is positioned on the Bridge Pier of described front axle beam pier front side, and complete the reach of described bridge fabrication machine agent structure across the hole process this moment.

Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and high altitude conditions is characterized in that: described left side joist and described right side joist include horizontal tray and are laid in from front to back a plurality of vertical height adjustment parts on described horizontal tray; In step 202, a plurality of described box girder segments are carried out in linear adjustment process, utilize described Overhead travelling crane system that the plan-position of a plurality of described box girder segments is adjusted, and utilize a plurality of described vertical height adjustment parts that the elevation of a plurality of described box girder segments is adjusted.

simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and high altitude conditions, it is characterized in that: when utilizing a plurality of described vertical height adjustment parts that the elevation of a plurality of described box girder segments is adjusted in step 202, the bearing of being fixed take described single hole beam or the first hole beam left end is as the origin of coordinates, take the beam axis of described single hole beam or the first hole beam as X-axis, take vertically as Y-axis, and with the fundamental equation of second-degree parabola as Application in Pre-camber, calculate the camber at all places, described vertical height adjustment part Support Position in described single hole beam or the first hole beam, and when the camber at place, all described vertical height adjustment parts Support Position in described single hole beam or the first hole beam is calculated, arch rise left in advance Δ in described single hole beam or the first hole girder span=Δ 1+ Δ 2+ Δ 3-Δ 4, in the step 201 that in formula, Δ 1 draws for test, a plurality of described box girder segment of described single hole beam or the first hole beam is transferred to the amount of deflection of the lower joist of described bridge fabrication machine under the deadweight state before lower joist, Δ 2 is in step 201 being transferred to a plurality of described box girder segment of described single hole beam or the first hole beam the distortion amount of deflection of the afterwards lower joist generation of lower joist, Δ 3 is to complete the distortion amount of deflection of descending joist again to occur after the concrete pouring construction process of all wet seams in step 20322, Δ 4 is default described 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 high altitude conditions, it is characterized in that: when carrying out prestressed stretch-draw in step 20324, adopt the job practices of the described vertical height adjustment part limit unloading on limit stretch-draw and lower joist, divide before and after the prestressed stretch-draw process of described single hole beam or the first hole beam and carry out for three times, correspondingly descend before and after the uninstall process of the described vertical height adjustment part on joist to carry out minutes for three times, and when unloading each time, on lower joist, the strong point height reduction value of all vertical height adjustment parts is 1/3 * (Δ 2+ Δ 3-Δ 4).

Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and high altitude conditions, it is characterized in that: the totally enclosed type curing room described in step 104 comprises the totally enclosed type curing room one of setting up in described precasting yard and the totally enclosed type curing room two of setting up in the storage area that box girder segment is deposited, and when carrying out the health of beam section in step 104, its health process comprises the following steps:

Step 1041, initial health: box girder segment is with the mould health described totally enclosed type curing room one is interior, until the concrete strength of box girder segment reaches more than 80% of design strength;

Step 1042, secondary health: the demoulding and adopt hanging device with the demoulding after box girder segment lifting proceed health to described totally enclosed type curing room two, until complete the concrete curing process of box girder segment.

Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and high altitude conditions, it is characterized in that: the forming panel described in step 102 is the conventional box girder formwork that adopts in the beam prefabricated process of case, and described conventional box girder formwork comprises bed die, is arranged on external mold on described bed die, is laid in the internal mold of described external mold inboard and the end mould that is assembled into one with described external mold and internal mold;

When carrying out the health of beam section in step 104, the concrete curing method that adopts during hot weather construction is the watering regimen, and the concrete curing method that adopts during winter construction is the steam curing method; Be with in step 1041 in mould health process, after the concrete final set of box girder segment, need to remove the internal mold in described forming panel and end mould, and cover one deck concrete curing cloth on the top board exposed face of box girder segment and base plate exposed face.

simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and high altitude conditions, it is characterized in that: when in step 1042, the box girder segment after demoulding lifting being proceeded health to the described totally enclosed type curing room two, first will box girder segment outside parcel one deck water barrier, be laid with in described totally enclosed type curing room two a plurality of for the storage box girder segment deposit the beam pedestal, adjacent two described depositing between the beam pedestal are all isolated by division board, and respectively deposit the beam pedestal and all be in one independently in the curing in airtight condition space, be laid with many steam-cured pipelines in described curing in airtight condition space, many described steam-cured pipelines all join with the steam feeder apparatus, many described steam-cured pipelines comprise bottom pipe, the left side pipeline, right side pipeline and case interior conduit, described bottom pipe, the left side pipeline, the quantity of right side pipeline and case interior conduit is many, and many described bottom pipe are the parallel below, bottom that is laid in box girder segment from left to right, many described left side pipelines are laid in the left side of box girder segment from top to bottom, many described right side pipelines and many described left side pipelines are symmetrical and lay, many described case interior conduits are from left to right in the parallel case that is laid in box girder segment.

Simple supported box beam prefabricated and assembling process in heavy in section under above-mentioned strong wind and high altitude conditions, it is characterized in that: when the joint concrete that wets in step 20322 is built, first 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 in step 20322, wet joint concrete is built and is completed, also need adopt institute's concreting is carried out health, and the concrete curing method of all wet seams is all identical, all to adopt in outside parcel insulation layer and case to lay the method that steam pipeline carries out steam curing, guarantee in the concrete curing process to be not more than 15 ℃ by the internal-external temperature difference of the wet seam of maintenance, and guarantee to be remained moisture state by the concrete surface 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 adopts 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 high altitude conditions.

2, in the box girder segment assembling construction, pouring construction and the craft of wet joint concrete are reasonable in design, can effectively guarantee the construction quality of wet seam under many unfavorable factors such as strong wind and high-altitude, and efficiency of construction are high.

3, the linear method of adjustment after section assembling is reasonable in design, realize convenient and can be easy, fast and high-quality complete linear after section assembling.

4, the web-type bridge fabrication machine reasonable in design that adopts, span are large, processing and fabricating and assembly unit is easy for installation and weight capacity is strong, bridge fabrication machine agent structure integrated connection is reliable, 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 first the bridge fabrication machine overhead structure is carried out assembly unit when carrying out assembly unit, and after assembly unit completes, 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 Task of Debugging that carries out complete machine, make it reach the normal operation condition of the first hole beam.

5, the web-type bridge fabrication machine use of adopting is easy and simple to handle, result of use good and the quality of institute's assembling construction bridge is 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 is lifted into carries out assembling construction in the bridging ventral, utilize the members such as lower joist, solve the potential safety hazard of personnel and section box girder operation assembly unit under the strong wind weather of high-altitude, be subjected to the 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 complete safety and the high-quality assembling construction process that realizes large 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, due to the construction operation demand that can satisfy 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, belong to large-tonnage box beam, and be at Gobi desert, Xinjiang barren beach, be located in the strong wind arid area, surface relief is larger, the bridge pier height is greater than 50m, build high-speed railway two-wire Box-girder Bridges, from the larger simply supported girder bridge of the more suitable construction span of economy, in the Gobi desert lack of water, strong wind, build bridge under the operating environments such as high and cold and high-altitude, batch production precast concrete segment case beam is conducive to the requirement of concrete quality and environmental protection, filled up the blank of building similar bridge in this area, similar engineering design to high ferro also has very large reference.Actual when carrying out beam precast, near the precasting yard of beam section bridge location is prefabricated, after prefabricated end, the sections of case beam is assembled into bridge on bridge fabrication machine, greatly 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 is high, is particularly useful under strong wind and high altitude conditions the prefabricated and section assembling construction of heavy in section simple supported box beam.

Below by drawings and Examples, technical scheme of the present invention is described in further detail.

Description of drawings

Fig. 1 is the use state reference map that the present invention adopts the web-type bridge fabrication machine.

Fig. 2 is for adopting the mobile status schematic diagram after the present invention carries out integral level the assembly unit of bridge fabrication machine overhead structure is completed when moving forward the bridge fabrication machine agent structure.

Fig. 3 is the mobile status schematic diagram after adopting the present invention to preliminary dilatory the moving ahead of bridge fabrication machine overhead structure.

Fig. 4 is for adopting the present invention to further dilatory the moving ahead and the bridge fabrication machine mobile status schematic diagram of bridge fabrication machine lower body part structure assembly unit after completing of bridge fabrication machine overhead structure.

Fig. 5 is that employing the present invention carries out the feeding beam state reference map in bridge assembling construction process.

The construction technology process block diagram of Fig. 6 when adopting the present invention to carry out the prefabricated and assembling construction of porous simple supported box beam.

The internal construction schematic diagram in the curing in airtight condition space of adopting when Fig. 7 carries out concrete curing for employing the present invention to box girder segment.

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 high altitude conditions, the simple supported box beam of constructing is single hole beam or multi-hole beam, each Kong Liang in described simple supported box beam is assemblied to form by a plurality of box girder segments 13, and described each Kong Liang supports fixing by two Bridge Pier 9 that are positioned at bottom, its two ends, left and right, it is characterized in that this technique comprises the following steps:

Step 1, box girder segment are prefabricated: at precasting yard, all box girder segments 13 that form described simple supported box beam are carried out concentration pre-casting, the method for prefabricating of all box girder segments 13 is all identical, and the method for prefabricating of described box girder segment 13 comprises the following steps:

Step 101, Making of reinforcement cage and installation: according to making and the mounting method of steel bar framework of box beam in the beam prefabricated technique of conventional case, the cage of reinforcement of current institute precast box girder segment 13 is made and installed.

In the present embodiment, more and positioning accuracy request is high due to box girder segment 13 paravent pre-embedded steel slabs, deform in reinforcing cage allocation and transportation process simultaneously, therefore after reinforcing bar is completed the 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 to be out of shape in hoisting process.

Step 102, formwork: according to the mold method in the beam prefabricated technique of conventional case, the forming panel of a vertical current institute precast box girder segment 13.

Step 103, concreting: utilize the forming panel of the Zhi Li of institute in step 102, and adopt concrete injection molding machine used in the beam prefabricated technique of conventional case, complete the concreting process of current institute precast box girder segment 13.

And when carrying out concreting, first the lower chamfering of the box girder segment 13 base plate left and right sides is carried out symmetry and build, then the base plate of box girder segment 13 is built; And after described bottom slab concreting is completed, 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 adopts is the automobile delivery pump, the symmetrical perfusion of layering.During actual building, cloth is first filled charging to lower chamfering from the base plate of box girder segment 13, and vibration compacting, more whole base plate is covered with the vibration compacting levelling; After completing the bottom slab concreting of box girder segment 13, from two coxostermums of box girder segment 13 successively symmetry build and complete web; At last, build the top board of box girder segment 13.Build sequence construction by this, effectively avoided the interior lower chamfering of box girder segment 13 of the moulding of building the cavity to occur, guaranteed the quality of vibrating of web, inside concrete is closely knit, and outward appearance is without common quality defects such as voids and pits; Note simultaneously monitor closely concrete quality in construction, guarantee that slump is good at 180mm～200mm and concrete workability.

Step 104, the health of beam section: after in step 103, concreting is completed, in a totally enclosed type curing room, and according to the concrete curing method in the beam prefabricated technique of conventional case, complete the concrete curing process of box girder segment 13, obtain prefabricated profiled box girder segment 13.

In the present embodiment, totally enclosed type curing room described in step 104 comprises the totally enclosed type curing room one of setting up in described precasting yard and the totally enclosed type curing room two of setting up in the storage area that box girder segment 13 is deposited, and when carrying out the health of beam section in step 104, its health process comprises the following steps:

Step 1041, initial health: box girder segment 13 is with the mould health described totally enclosed type curing room one is interior, until the concrete strength of box girder segment 13 reaches more than 80% of design strength.

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 proceed health to described totally enclosed type curing room two, until complete the concrete curing process of 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 of Gobi Region, 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 fully as the watering health.And patent application of the present invention adopts initial health, secondary health to reach the concrete curing effect.

Forming panel described in step 102 is the conventional box girder formwork that adopts in the beam prefabricated process of case, and described conventional box girder formwork comprises bed die, is arranged on external mold on described bed die, is laid in the internal mold of described external mold inboard and the end mould that is assembled into one with described external mold and internal mold;

When carrying out the health of beam section in step 104, the concrete curing method that adopts during hot weather construction is the watering regimen, and the concrete curing method that adopts during winter construction is the steam curing method.Be with in step 1041 in mould health process, this health is completed in predefined region, this box beam prefabricated factory predefined region has carried out totally-enclosed with the color steel room, after concreting is complete, cover removable top cover, avoid direct sunlight, after the concrete final set of box girder segment 13, need to remove the internal mold in described forming panel and end mould, and cover one deck concrete curing cloth on the top board exposed face of box girder segment 13 and base plate exposed face.In the present embodiment, described concrete curing cloth is the concrete curing geotextiles.

When in step 1042, the lifting of the box girder segment 13 after the demoulding being proceeded health to the described totally enclosed type curing room two, first with box girder segment 13 outsides parcel one deck water barriers.

In the present embodiment, described water barrier is plastic sheeting, during practice of construction, also can adopt the water proof material of other type.Be laid with a plurality of pre-beam pedestals for precast box girder segment 13 in described totally enclosed type curing room one.Be laid with in described totally enclosed type curing room two a plurality of for storage box girder segment 13 deposit the beam pedestal, adjacent two described depositing between the beam pedestal are all isolated by division board, and respectively deposit the beam pedestal and all be in one independently in the curing in airtight condition space.In the present embodiment, described totally enclosed type curing room one and described totally enclosed type curing room two are set up by color steel 18 and are formed, and described color steel 18 supports fixing by support frame 23.

in conjunction with Fig. 7, be laid with many steam-cured pipelines in described curing in airtight condition space, many described steam-cured pipelines all join with the steam feeder apparatus, many described steam-cured pipelines comprise bottom pipe 19, left side pipeline 20, right side pipeline 21 and case interior conduit 22, described bottom pipe 19, left side pipeline 20, the quantity of right side pipeline 21 and case interior conduit 22 is many, and many described bottom pipe 19 are the parallel below, bottom that is laid in box girder segment 13 from left to right, many described left side pipelines 20 are laid in the left side of box girder segment 13 from top to bottom, many described right side pipelines 21 are symmetrical with many described left side pipelines 20 and lay, many described case interior conduits 22 are from left to right in the parallel case that is laid in box girder segment 13.

Secondary health in step 1042 is carried out after concrete strength reaches 80%, box girder segment 13 is carried out to beam strorage area by the predefined region handling, except the top board of box girder segment 13 and base plate cover the moisturizing of sprinkling water after geotextiles, also be affixed on the beam surface in box girder segment 13 outsides with plastic sheeting and from a fixing opening water filling, can guarantee that like this moisture content can not distribute too fast, be responsible for the health of watering of fixed cycle by the special messenger.Adopt steam curing winter, whole Liang Qu processed is by the sealing of color steel room, deposits between the beam pedestal to separate with movable sliding door, and the beam face covers with the color steel roof of activity, the gap of junction is stifled tight with geotextiles, forms the independent closed steam health space of each pedestal.

In addition, in the prefabricated process of box girder segment 13, 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 simultaneously the location spacing to 30cm, the prestressed pore passage quality has obtained large increase, and the duct frictional resistance that records on the spot conforms to design.

Step 201, beam section are transferred: adopt Beam transportation vehicle that a plurality of box girder segments 13 pre-formed in step 1 and that form described single hole beam or the first hole beam are transported to the assembling construction scene, more a plurality of described box girder segment 13 that adopts bridge fabrication machine will be transported to the assembling construction scene all is lifted into the installation site of design in advance.

In the present embodiment, before box girder segment 13 is transported to the assembling construction scene, needs first the end of box girder segment 13 is carried out dabbing and process.Simultaneously, be 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 each wet seam u-shaped master used muscle is welded in advance, hang over straightening end protruding bar corresponding position, and bellows is inserted reserving hole channel, greatly saved the reinforcing bar binding after bridge on the section box girder, 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 described box girder segment 13 that lifting in step 201 is put in place carries out linear adjustment, makes a plurality of described box girder segments 13 reach the linear of design in advance.

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 a plurality of described box girder segment 13 after completing steps 203 middle longitude shapes are adjusted 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 baseplate reinforcing bar bundle design of described box girder segment 13 is all flat segments, adopts artificial lashing; Web reinforcement bundle bent angle is larger, artificial lashing speed is slow and difficulty is larger, therefore the case beam is by placing one, 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 greatly the lashing operating efficiency, reached every bundle used time 0.5h, 32 bundle steel strand one and half can all be completed lashing.When wearing tendon, observe at any time and adjust the position that is inserted in advance the bellows in wet seam duct, draw bellows bad to avoid steel strand when passing wet seam.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.

The wet seam reinforcing bar binding method for binding reinforcing steel bars of the wet seam of case beam routinely carries out.Close due to case web reinforcing bar, 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.Default vertical ground rebar adopts two-sided overlap welding, and guarantees that lap length is not less than 55mm, throat depth is not less than 4mm.

Step 20321, wet joint template are installed: according to the wet joint template mold method of conventional section assembling simple supported box beam, wet joint template is installed respectively between adjacent two box girder segments 13 in step 2031 in a plurality of described box girder segments 13.

Step 20322, wet joint concrete are built: utilize mounted wet joint template in step 20321, and adopt conventional concrete injection molding machine, to the centre, all wet seams that need in described single hole beam or the first hole beam to construct are carried out symmetrical pouring construction by two ends, and the concrete pouring construction method of all wet seams is all identical.

When carrying out concrete pouring construction for any wet seam, first current base plate of constructing wet seam is built, more current wet two coxostermums of seam of construct are carried out successively symmetry and build, more current the wet top board of seam of constructing is built afterwards.

Step 20323, form removal: in step 20322 institute's concreting intensity reach design strength more than 60% after, the described wet joint template of installing in step 20321 is removed.

Step 20324, stretch-draw mud jacking and sealing off and covering anchorage: according to stretch-draw mud jacking and the sealing off and covering anchorage method of conventional simple supported box beam, complete prestressed stretch-draw, hole path pressure grouting and the sealing off and covering anchorage work progress of described single hole beam or the first hole beam.

When the construction simple supported box beam is the single hole beam, complete whole work progresss of institute's construction bridges in step 2; When the construction simple supported box beam is multi-hole beam, enter step 3.

Step 3, next hole beam construction, its work progress is as follows:

Step 301, bridge fabrication machine move forward across the hole: the routine according to bridge fabrication machine moves forward across the hole method, described 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 step 203, complete the assembling construction process of next Kong Liang.

In conjunction with Fig. 1, in the present embodiment, bridge fabrication machine described in step 201 comprises the bridge fabrication machine agent structure, be arranged on described bridge fabrication machine agent structure top and a plurality of box girder segments 13 of construction bridges lift respectively with the Overhead travelling crane system of transferring and drag the reach system that described bridge fabrication machine agent structure integral level moves forward to being assemblied to form, and the front leg strut 6, middle supporting leg 7 and the rear support leg 8 that are arranged on respectively from front to back described bridge fabrication machine agent structure lower front, middle part below and lower rear, described reach system is laid on described bridge fabrication machine agent structure.Described bridge fabrication machine agent structure comprises that two left and right are the symmetrical main body splicing structure of laying, the structure of two described main body splicing structures and size are all identical and both all be vertically to laying, connect as one to the upper portion connecting structure of laying by being level between the top of two described main body splicing structures.Described main body splicing structure comprises girder section 1, be laid in the nose girder section 2 of girder section 1 front portion and be laid in the afterbody feeding beam cantilever segment 3 at girder section 1 rear portion, described 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.Described 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 arranged on 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.Described girder section 1 for by the upper strata plane frame, be positioned at the middle level plane frame under the plane frame of described upper strata and be positioned at three layers of trussed construction that the lower floor's plane frame under the plane frame of described middle level forms, the vertical height of described upper strata plane frame, middle level plane frame and lower floor's plane frame is all identical.The bottom of described nose girder section 2 is mutually concordant with the bottom of described middle level plane frame, and the bottom of afterbody feeding beam cantilever segment 3 is mutually concordant with the middle part of described middle level plane frame.

Be provided with under girder section 1 in two described main body splicing structures and be level to the lower joist 5 of laying, girder section 1 in two described main body splicing structures is respectively left side girder section and is positioned at the right side girder section on girder section right side, described left side, the transverse width of described lower joist 5 is identical with spacing between girder section right side, described left side and right side girder section, and lower joist 5 is assembled by left side joist and the right side joist that is positioned at joist right side, described left side, and described left side joist and right side joist are that bilateral symmetry is laid and structure both is all identical with size; Connect by connector between the inside portion of described 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 described left side joist and described left side girder section and the outside portion of described right side joist and described right side girder section.

In the present embodiment, described connector is connecting pin, and all is connected by bearing pin between the bottom of between the bottom of the outside portion of described left side joist and described left side girder section and the outside portion of described right side joist and described right side girder section.

In the present embodiment, described left side joist and described right side joist include horizontal tray and are laid in from front to back a plurality of vertical height adjustment parts on described horizontal tray.

When actual processing and fabricating and assembling construction, described 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 described 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 described vertical height adjustment parts are laid on same straight line, and a plurality of described vertical height adjustment part all is laid on longeron 5-1.

In the present embodiment, described vertical height adjustment part is to be vertical adjusting screw 10 to laying, and dismounting and use operation are all very easy.During practice of construction, also can adopt the vertical height adjustment part of other type.Described left side joist and described 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 by assembly between adjacent two the described plane joists in front and back.

In the present embodiment, the quantity of described front leg strut 6, middle supporting leg 7 and rear support leg 8 is two, two described front leg struts 6 are symmetrical respectively is arranged on two nose girder section 2 lower front in described main body splicing structure, and front leg strut 6 can move forward and backward along nose girder section 2, described nose girder section 2 bottoms are provided with the horizontal sliding track that moves forward and backward for front leg strut 6, and described front leg strut 6 comprises and is vertical telescopic legs one to laying and is arranged on described telescopic legs one top and can takes turns along the slippage that described horizontal sliding track moves forward and backward.Two described middle supporting legs 7 are arranged on two middle leg support columns below nose girder section 2 rearward end in described main body splicing structure for symmetrical respectively, and described middle leg support column comprises middle leg upper supporting column and the middle leg lower supporting rod that is arranged on described middle leg upper supporting column below.Two described rear support legs 8 are the symmetrical back leg support column that is arranged on two afterbody feeding beam cantilever segment 3 front portions in described main body splicing structure respectively.

During actual processing and fabricating, the longitudinal length of described lower joist 5 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, described each hole beam supports fixingly by being positioned at bottom, its rear and front end and two adjacent Bridge Pier 9 of front and back respectively, and two described Bridge Pier 9 are respectively the front side Bridge Pier and are positioned at the rear side Bridge Pier of described front side Bridge Pier rear side.a plurality of described box girder segment 13 in described each Kong Liang includes the front end beam sections that is positioned at front side, the rear end beam sections of rear side and be laid in from front to back described front end beam sections and described rear end beam sections between a plurality of middle parts beam sections, described lower joist 5 is between two described Bridge Pier 9 and carry out the platform for lining of integral assembling to being supported in a hole beam between two described Bridge Pier 9, spacing between two described Bridge Pier 9 is D and is supported in described front end beam sections between two described Bridge Pier 9 and the longitudinal length of described rear end beam sections is d, the rearward end of the spacing between the leading section of described lower joist 5 and described front side Bridge Pier and lower joist 5 and the spacing between described rear side Bridge Pier are all less than d, the longitudinal length of described girder section 1 and nose girder section 2 is all greater than D, and the longitudinal length of lower joist 5 is less than D.In the present embodiment, described lower joist 5 be positioned at girder section 1 under.

In the present embodiment, during actual assembly unit, described upper chord 4-1, lower chord 4-2 and web member 4-3 are eight or seven military beams.Spacing between two described main body splicing structures is greater than the transverse width of institute's construction bridges.The top absolute altitude of described girder section 1, nose girder section 2 and afterbody feeding beam cantilever segment 3 is all identical.The height of institute's construction bridges is h, and the vertical height of described upper strata plane frame, middle level plane frame and lower floor's plane frame all is not less than h.

During practice of construction, in institute's construction bridges, the longitudinal length of each Kong Liang is L and L=48m ± 5m, the longitudinal length of described girder section 1 is 55m ± 5m, the longitudinal length of described lower joist 5 is 45m ± 5m, the longitudinal length of described 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 the basis of digging a well, Bridge Pier 9 is 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, adopt the construction of section assembling technology, the whole opening box girder deadweight is 1800t approximately, each Kong Liang is by the front end beam sections of 1 single hop length 2.7m, the rear end segment installation of 9 middle part beam sections and 1 single hop length 2.7m forms, 9 described middle part beam sections include the middle part beam sections one of 7 single hop length 4.3m and 2 and are connected between middle part beam sections one and front end beam sections and 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, 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, adopt 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 longitudinal length of described lower joist 5 is 45.3m, space D=49.5m between two described Bridge Pier 9, for arbitrary Kong Liang, the spacing between the leading section of described lower joist 5 and described front side Bridge Pier and the rearward end of lower joist 5 and the spacing between described rear side Bridge Pier are 2.1m.

In the present embodiment, the longitudinal length of described bridge fabrication machine agent structure is 120m, and the longitudinal length of described 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, described horizontal tray is comprised of the platen etc. of walking of longeron 5-1, crossbeam 5-2 and working platform and both sides.To be connected by four bearing pins in the middle of per pass subiculum crossbeam, the two ends of crossbeam 5-2 by bearing pin be connected that the connection otic placode of lower chord 4-2 connects in lower floor's plane frame.Be connected by bolt between described longeron 5-1 and crossbeam 5-2, be provided with adjusting screw 10 on longeron 5-1.

Described reach system is dilatory trailer system, and described dilatory trailer system comprises the hoist engine that is fixed on described bridge fabrication machine agent structure, is fixed on to construct and completes the earth anchor on beam section 12, the assembly pulley that is connected in the drag rope between described hoist engine and earth anchor and is comprised of movable pulley and quiet pulley.Described movable pulley is fixed on described bridge fabrication machine agent structure rear portion, and quiet pulley is fixed on to construct completes the front end of beam section 12.

In the present embodiment, carry out box girder segment in step 1 when prefabricated, the precasting yard setting is arranged by the short-term method, adopt color steel to carry out whole district's sealing and form a totally enclosed type curing room, 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 conventional box girder formwork, amounts to 11,1 hole beam making bench.

Before in step 2, described single hole beam or the first hole beam being carried out assembling construction, first by described reach system, described bridge fabrication machine agent structure integral level is moved forward, until the lower joist 5 in described bridge fabrication machine agent structure moves to the construction location place of described single hole beam or the first hole beam; Afterwards, the inner Overhead travelling crane system of installing of described 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 Bridge Pier two, described Bridge Pier two adjacent with described Bridge Pier one and its be positioned at described Bridge Pier one front side, described Bridge Pier one is abutment 1.Described Bridge Pier two is bridge pier 2 14.Described Overhead travelling crane system comprises front trolley 15 and the rear trolley 16 that is installed on described bridge fabrication machine agent structure inside.

In the present embodiment, system moves forward described bridge fabrication machine agent structure integral level by described reach, until the lower joist 5 in described bridge fabrication machine agent structure moves in construction location place (be in described bridge fabrication machine agent structure lower joist 5 move between abutment 1 and the described Bridge Pier two) process of described single hole beam or the first hole beam, it is as follows that it moves forward process:

step I, the assembly unit of bridge fabrication machine overhead structure: on the smooth vacant lot in abutment one 11 dead asterns, described upper strata plane frame and middle level plane frame in nose girder section 2 in two described main body splicing structures, afterbody feeding beam cantilever segment 3, girder section 1 and the described upper portion connecting structure that is connected between two described main body splicing structure tops are carried out assembly unit, and obtain the bridge fabrication machine overhead structure that assembly unit is completed, after the assembly unit of described bridge fabrication machine overhead structure is completed, two described front leg struts 6 are arranged on respectively in two described main body splicing structures nose girder section 2 lower front that assembly unit is completed, and the bottom of front leg strut 6 is propped up withstand on abutment 1, simultaneously the middle leg upper supporting column of two described middle supporting legs 7 is arranged on respectively in two described main body splicing structures nose girder section that assembly unit completed 2 rearward end belows, and two described rear support legs 8 are arranged on respectively afterbody feeding beam cantilever segment 3 front portions in two described main body splicing structures, 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, smooth assembly unit place in the place is grown at abutment one 11 dead astern 120m by elder generation, 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 be dilatory moving ahead tentatively: before preliminary dilatory moving ahead, also need adopt tail support device that the afterbody of bridge fabrication machine overhead structure described in step I is propped up overhead, simultaneously with the jack-up upwards of the described telescopic legs one in front leg strut 6 described in step I, and make described bridge fabrication machine overhead structure be in level; Afterwards, by described reach system with the translation forward of described bridge fabrication machine overhead structure, until till nose girder section 2 rearward end in described bridge fabrication machine overhead structure are positioned at abutment one 11 tops.

In the present embodiment, the bracing frame that described tail support device comprises walking mechanism and is arranged on described walking mechanism and described bridge fabrication machine overhead structure afterbody is supported.

In the present embodiment, described walking mechanism is running truck.During actual the use, also can adopt the walking mechanism of other type.After the assembly unit of described bridge fabrication machine overhead structure is completed, open running truck to the rear end of described bridge fabrication machine overhead structure and support the afterbody of jack-up bridge fabrication machine overhead structure, simultaneously in conjunction with front leg strut 6, make the whole support that breaks away from ground of described 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 temporary supporting and front leg strut reach: the described telescopic legs one in front leg strut described in Step II 6 is shunk downwards, in this moment step I the described middle leg upper supporting column bottom of installation prop up and withstand on abutment 1; Afterwards, described front leg strut 6 is moved forward to described Bridge Pier two tops along the set horizontal sliding track in nose girder section 2 bottoms, and 6 of front leg struts are withstood on described Bridge Pier two, this moment, the concrete mobile status of bridge fabrication machine overhead structure saw Fig. 3 for details.

In the present embodiment, the described telescopic legs one in described 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 described bridge fabrication machine overhead structure, nose girder section 2 rearward end in described bridge fabrication machine overhead structure are positioned at abutment one 11 tops, stop when namely, supporting leg 7 arrives abutment one 11 top, middle leg upper supporting column is supported on abutment 1, and anchoring temporarily; Afterwards, shrink the hydraulic jack of front leg strut 6, and by the horizontal sliding track, front leg strut 6 is moved on bridge pier 2 14, and be supported on the pier top pinner of bridge pier 2 14 and carry out anchoring.

Step IV, bridge fabrication machine overhead structure be dilatory moving ahead and the assembly unit of bridge fabrication machine lower body part structure further: first with the jack-up and make described bridge fabrication machine overhead structure be in level upwards of the described telescopic legs one in front leg strut 6 described in Step II I, the middle leg upper supporting column bottom described in this moment Step II I breaks away from abutment 1; Afterwards, system continues translation forward with described bridge fabrication machine overhead structure by described reach, until till nose girder section 2 rearward end in described bridge fabrication machine overhead structure are positioned at described Bridge Pier two tops.

And system continues the bridge fabrication machine overhead structure in translation process forward by described reach, the described middle leg lower supporting rod of assembly unit and obtain the middle supporting leg 7 that assembly unit is completed below the middle leg upper supporting column described in Step II I, assembling bridge manufacturing machine lower body part structure and obtain the described bridge fabrication machine agent structure that assembly unit is completed on described bridge fabrication machine overhead structure simultaneously; Described bridge fabrication machine lower body part structure comprises the lower floor's plane frame in girder section 1 and is laid in two lower joists 5 under described main body splicing structure middle girder section 1.

when nose girder section 2 rearward end in described bridge fabrication machine overhead structure are positioned at described Bridge Pier two top, described telescopic legs one in front leg strut 6 is shunk downwards, middle supporting leg 7 bottoms that assembly unit this moment is completed are propped up and are withstood on described Bridge Pier two and described bridge fabrication machine overhead structure is in level, afterwards front leg strut 6 is moved forward along described horizontal sliding track, and 6 of front leg struts are withstood on Bridge Pier three, complete assembly unit and the dilatory process that moves ahead of described bridge fabrication machine agent structure this moment, and lower joist 5 is between abutment 1 and described Bridge Pier two, this moment, the mobile status of bridge fabrication machine agent structure saw Fig. 4 for details.Described Bridge Pier three is for being positioned at described Bridge Pier two front sides and the Bridge Pier 9 adjacent with described Bridge Pier two.

In Step II, in the tentatively dilatory process neutralization procedure IV that moves ahead of bridge fabrication machine overhead structure, the bridge fabrication machine overhead structure is further draws in the process that moves ahead, utilize the smooth vacant lot in abutment one 11 dead asterns, described tail support device synchronously moves forward with described bridge fabrication machine overhead structure.

In the present embodiment, the hydraulic jack of jacking front leg strut 6, after making the supporting surface of leg upper supporting column bottom disengaging abutment 1, described bridge fabrication machine overhead structure continues translation forward 30 meters left and right, and in moving process, leg lower supporting rod and obtain the middle supporting leg 7 that assembly unit is completed in assembly unit, carry out assembly unit to the front portion structure of described lower floor plane frame and lower joist 5 simultaneously below middle leg upper supporting column; Afterwards, described bridge fabrication machine overhead structure continues translation forward again, until nose girder section 2 rearward end in described bridge fabrication machine overhead structure (supporting leg 7 namely) are stopped when being positioned at described Bridge Pier two top, 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, by 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 with bridge pier 2 14, and be supported on the pier top pinner of bridge pier 3 15 and carry out anchoring.

After translation puts in place, when namely nose girder section 2 rearward end in described bridge fabrication machine overhead structure are positioned at described Bridge Pier two top, the free bearing of rear support leg 8; Afterwards, the rear structure of described lower floor plane frame and lower joist 5 carried out assembly unit.

In the present embodiment, in Step II, in the tentatively dilatory process neutralization procedure IV that moves ahead of bridge fabrication machine overhead structure, the bridge fabrication machine overhead structure is further draws in the process that moves ahead, and described tail support device synchronously moves forward with described bridge fabrication machine overhead structure along the smooth vacant lot in abutment one 11 dead asterns.

In step IV, when nose girder section 2 rearward end in described bridge fabrication machine overhead structure were positioned at described Bridge Pier two top, two 8 of described rear support legs withstood on abutment 1.

When a plurality of described box girder segment 13 that adopts again bridge fabrication machine will be transported to the assembling construction scene in step 201 all is lifted into the installation site of design in advance, according to the installation site of designing in advance, and a plurality of described box girder segment 13 that adopts described Overhead travelling crane system will form described single hole beam or the first hole beam lifts successively and is transplanted on lower joist 5; When carrying out in step 202 carrying out the assembly unit of beam section in linear adjustment and step 203, all construct at lower joist 5.

in conjunction with Fig. 5, in the present embodiment, before a plurality of box girder segments 13 that adopt described Overhead travelling crane system will form described single hole beam or the first hole beam in step 201 lift and are transplanted on lower joist 5 successively, need first to adopt fortune beam dolly 24 that a plurality of box girder segments 13 are transported to described bridge fabrication machine agent structure afterbody by beam making field and carry out the feeding beam operation, assembling construction has been completed constructs to complete and is provided with two moving tracks that are parallel laying and move for described fortune beam dolly 24 on beam section 12, and the spacing between two described moving tracks is 4625mm, moving track is undertaken temporary fixed by being reserved in the reinforcing bar of completing on beam section 12 bridge floors of constructing, beam sections of each transportation is box girder segment 13.

Actual when carrying out the feeding beam operation, utilize front trolley 15 and rear trolley 16 and by suspender and suspension rod, box girder segment 13 sling, described fortune beam dolly 24 is return, front trolley 15 and rear trolley 16 are installed along afterbody feeding beam cantilever segment 3 inside moves beam orbit, and box girder segment 13 is winched to corresponding design attitude.In the present embodiment, according to conventional bridge subsection assembling and construction method and when completing the assembly unit process of a plurality of box girder segments 13 on lower joist 5, by front trolley 15 and rear trolley 16 carry out the lifting of a plurality of box girder segments 13 and (specifically descend joist 5) in the abdomen of bridge fabrication machine agent structure put operation.Described bridge fabrication machine agent structure adopts and the same longitudinal grade of circuit, the absolute altitude adjustment of each described box girder segment 13 is adopted the adjusting screw 10 of lower joist 5 and is coordinated the low clearance jack to regulate, when reality is adjusted absolute altitude, first by jack and will be conditioned box girder segment 13 according to predefined bearing height and be supported to respective heights, afterwards adjusting screw 10 is adjusted to this bearing height.Thereby, the formwork support platform when described lower joist 5 provides the interior platform for placing of bridging ventral and the cast of wet seam.

In the present embodiment, complete the assembling construction process of single hole beam or the first hole beam in step 20324, and the front and back end section of the single hole beam that assembly unit is completed or the first hole beam is supported and fixed on respectively on described Bridge Pier two and abutment 1.

Carry out the bridge fabrication machine reach in step 301 across before the hole, first remove the described connector between left side joist described in lower joist 5 and right side joist, and described left side joist and right side joist are rotated to be vertical state by level, this moment, described left side joist and described left side girder section were positioned on same perpendicular, and right side joist and described right side girder section are positioned on same perpendicular.And when carrying out the bridge fabrication machine reach across the hole in step 301, system moves forward described bridge fabrication machine agent structure and Overhead travelling crane system integral level mounted thereto by described reach, until the lower joist 5 in described bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; The front and back end section of described next Kong Liang is supported in respectively the front axle beam pier and is positioned on the axle casing pier of described front axle beam pier rear side.

When the lower joist 5 in described bridge fabrication machine agent structure moves to the construction location place of next Kong Liang, two 7 of described middle supporting legs withstand on described front axle beam pier, and described bridge fabrication machine agent structure is in level, afterwards front leg strut 6 being moved forward and propping up withstands on adjacent with described front axle beam pier and is positioned on the Bridge Pier 9 of described front axle beam pier front side, and complete the reach of described bridge fabrication machine agent structure across the hole process this moment.

In the present embodiment, carry out bridge fabrication machine reach in step 301 across in the process of hole, described tail support device is completed beam section 12 along the construction that is positioned at described axle casing pier dead astern and is synchronously moved forward with described bridge fabrication machine overhead structure; And when the lower joist 5 in described bridge fabrication machine agent structure moved to the construction location place of next Kong Liang, two 8 of described rear support legs withstood on described axle casing pier.

The actual reach across before the hole, first carry out the front preparation of via hole, comprise: the wet joint template on lower joist 5 and other instrument etc. have all fixed, and (be about to described left side joist and the right side joist rotates to be vertical state by level) time falls in case 5 upsets of lower joist; Walking carriage is opened to bridge fabrication machine agent structure afterbody, and installed in the walking carriage back rail meter that slips after preventing walking carriage; Utilize the jack jacking to be laid in the haul crossbeam at described bridge fabrication machine agent structure rear portion, with bridge fabrication machine afterbody jack-up and be connected and fixed, fall slightly jack by bracket after rise, the haul crossbeam is fallen on the balance arm of walking carriage, is connected and fixed; 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 having set a roof beam in place (being described earth anchor) is connected and fixed.

Move forward across before the hole, across the position that rear rear support leg 8 should arrive that puts in place, hole, calculate the final in-position of the place ahead wheel of walking carriage according to reach, rail meter is installed herein, guarantee that the accurate traveling of bridging function is to design attitude.Simultaneously, check whether the anchoring status of front leg strut 6 is intact, and whether tugboat system is normal.In the present embodiment, described left side joist and described right side joist are from front to back the assembly type joist that the three dimensions joist laid is assemblied to form continuously, and the three dimensions joist is respectively plane joist one, plane joist two and plane joist three from front to back.Reach is first removed between described left side joist and described right side joist midplane joist one and the assembly between plane joist two across before the hole, makes plane joist one and plane joist two be freely vertically state.

Reach is across in the process of hole, and the anchor connection at supporting leg 7 places in first removing utilizes front leg strut 6 jacking bridge fabrication machine agent structure leading sections afterwards until middle supporting leg 7 leaves the pier top pinner of institute's supporting bridge pier 9 gets final product; Start afterwards dilatory trailer system, described bridge fabrication machine agent structure begins via hole.by after needing bridge beam pier 9, suspend via hole until plane joist one, by assembly, plane joist one is reverted to the normally closed state, afterwards, open plane joist three and be freely 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 pinner and temporary fixed, and to sliding rail, front leg strut 6 is moved to by level that front square pier top pinner assigned address supports and anchoring is fixed, then, front leg strut 6 jackings cause middle supporting leg 7 disengaging pinner end faces can continue slightly via hole and move ahead, until the lower joist 5 in described bridge fabrication machine agent structure moves to the construction location place of next Kong Liang, when middle supporting leg 7 arrives (or rear support leg 8 arrives) specified design position, shrink the hydraulic jack of front leg strut 6, make supporting leg 7 be supported on the pinner of pier top and anchoring is fixed, simultaneously rear support leg 8 dropped on the beam face of completing beam section 12 of constructing and support fixing, and by assembly, plane joist two and plane joist three are all reverted to the normally closed state, bridge fabrication machine agent structure via hole is complete.

In the present embodiment, wet joint template described in step 20321 is the wet joint template of routine that adopts in the construction of section assembling simple supported box beam, namely wet joint 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 joint template, bed die and the side form of wet joint template all adopt Overall Steel Formwork, and are provided with hook on bridge fabrication machine, directly template are fixed on bridge fabrication machine, move ahead together with bridge fabrication machine.The internal mold of wet joint template adopts combined steel formwork, during installation, first spelling is good by number in the case beam, utilize the 1t electric hoist on the beam face to carry out whole full lifting, the set-up time of wet joint template is reduced greatly, the wet joint template in ten roads can reach acceptance condition in 2 days, has reduced simultaneously template labour intensity is installed.The design height of wet joint template bed die is strictly controlled, and after guaranteeing the bed die demoulding, 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, first the base plate (namely being connected in the coupling part between adjacent two box girder segment 13 base plates bottom wet seam) of the wet seam of construct is built, again two coxostermums of the wet seam of construct (namely the wet seam left and right sides is connected in the coupling part between 13 liang of coxostermums of adjacent two box girder segments) are carried out successively symmetry and build, more current the wet top board (seam that namely wets top is connected in the coupling part between adjacent two box girder segment 13 top boards) of seam of construct is built afterwards.

After in step 20322, wet joint concrete is built and is completed, also need adopt institute's concreting is carried out health, and the concrete curing method of all wet seams is all identical, all to adopt in outside parcel insulation layer and case to lay the method that steam pipeline carries out steam curing, assurance is not more than 15 ℃ by the internal-external temperature difference of the wet seam of maintenance, and guarantees to be remained moisture state by the concrete surface of the wet seam of maintenance.

When carrying out prestressed stretch-draw in step 20324, because institute's construction bridges in the present embodiment is post-tensioned method prestressed concrete box beam, thereby adopt one-end tension.A plurality of described box girder segments 13 are before prestressed strand stretch-draw, and the total weight of beam is bearing on the lower joist 5 of bridge fabrication machine with branched point elasticity.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 gradually simultaneously, stressed the changing of girder bounce-back.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 bridge fabrication machine 5 and transferred the case joist support to and be subjected to.For preventing that excessive top of upper towing tension from splitting the beam body, need timely adjusting screw to support in stretching process, to reduce the uplift force of bridge fabrication machine.

When carrying out prestress hole path pressure grouting in step 20324, consider that part period temperature is lower, adopt after pretensioning the via hole construction technology of mud jacking again.

To sum up, by the bridge fabrication machine support, inhomogeneous stressed for preventing bridge fabrication machine due to loads all in the assembling construction process, during wet joint concrete construction, symmetry is built, and 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, at heat insulating materials such as wet seam outside parcel cotton-wadded quilts, then laying steam pipeline in inside carries out steam curing, guarantees 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 extends 40cm again to both sides beyond each wet seam.After 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 can not be pulled out out together.When concrete strength reach design strength more than 60% after, begin to extract split bolt, form removal, form removal sequentially is followed successively by external mold, internal mold and the bed die of wet joint template.

When carrying out linear adjustment in step 202, directly observation point is arranged on the beam face of a plurality of described box girder segments 13, and each box girder segment 13 arranges an observation point, be positioned at wet seam side.

In the present embodiment, because described left side joist and described right side joist include horizontal tray and be laid in from front to back a plurality of vertical height adjustment parts on described horizontal tray; In step 202, a plurality of described box girder segments 13 are carried out in linear adjustment process, utilize described Overhead travelling crane system that the plan-position (being mileage and axis) of a plurality of described box girder segments 13 is adjusted, and utilize a plurality of described vertical height adjustment parts that the elevation of a plurality of described box girder segments 13 is adjusted.

when utilizing a plurality of described vertical height adjustment parts that the elevation of a plurality of described box girder segments 13 is adjusted, the bearing of being fixed take described single hole beam or the first hole beam left end is as the origin of coordinates, take the beam axis of described single hole beam or the first hole beam as X-axis, take vertically as Y-axis, and with the fundamental equation of second-degree parabola as Application in Pre-camber, calculate the camber at all places, described vertical height adjustment part Support Position in described single hole beam or the first hole beam, during the Practical Calculation camber, the computational methods all computational methods with conventional beam camber second-degree parabola are identical, and when the camber at place, all described vertical height adjustment parts Support Position in described single hole beam or the first hole beam is calculated, arch rise left in advance Δ in described single hole beam or the first hole girder span=Δ 1+ Δ 2+ Δ 3-Δ 4, in the step 201 that in formula, Δ 1 draws for test, a plurality of described box girder segment 13 of described single hole beam or the first hole beam is transferred to the amount of deflection of the lower joist 5 of described bridge fabrication machine under the deadweight state before lower joist 5, Δ 2 is in step 201 being transferred to a plurality of described box girder segment 13 of described single hole beam or the first hole beam the distortion amount of deflection of afterwards lower joist 5 generations of lower joist 5, Δ 3 is to complete the distortion amount of deflection of descending joist 5 again to occur after the concrete pouring construction process of all wet seams in step 20322, Δ 4 is default described single hole beam or the inverted camber value of the first hole beam.

When carrying out prestressed stretch-draw in step 20324, adopt the job practices of the described vertical height adjustment part limit unloading on limit stretch-draw and lower joist 5, divide before and after the prestressed stretch-draw process of described single hole beam or the first hole beam and carry out for three times, correspondingly descend before and after the uninstall process of the described vertical height adjustment part on joist 5 to carry out minutes for three times, and when unloading each time, on lower joist 5, the strong point height reduction value of all vertical height adjustment parts is 1/3 * (Δ 2+ Δ 3-Δ 4).

The above; it is only preferred embodiment of the present invention; be not that the present invention is imposed any restrictions, every any simple modification, change and equivalent structure of above embodiment being done according to the technology of the present invention essence changes, and all still belongs in the protection domain of technical solution of the present invention.

Claims

1. simple supported box beam prefabricated and assembling process in heavy in section under a strong wind and high altitude conditions, the simple supported box beam of constructing is single hole beam or multi-hole beam, each Kong Liang in described simple supported box beam is assemblied to form by a plurality of box girder segments (13), and described each Kong Liang supports fixing by two Bridge Pier (9) that are positioned at bottom, its two ends, left and right, it is characterized in that this technique comprises the following steps:

Step 1, box girder segment are prefabricated: at precasting yard, all box girder segments (13) that form described simple supported box beam are carried out concentration pre-casting, the method for prefabricating of all box girder segments (13) is all identical, and the method for prefabricating of described box girder segment (13) comprises the following steps:

Step 101, Making of reinforcement cage and installation: according to making and the mounting method of steel bar framework of box beam in the beam prefabricated technique of conventional case, the cage of reinforcement of current institute's precast box girder segment (13) is made and installed;

Step 102, formwork: according to the mold method in the beam prefabricated technique of conventional case, the forming panel of vertical current institute's precast box girder segment (13);

Step 103, concreting: utilize the forming panel of the Zhi Li of institute in step 102, and adopt concrete injection molding machine used in the beam prefabricated technique of conventional case, complete the concreting process of current institute's precast box girder segment (13);

And when carrying out concreting, first the lower chamfering of box girder segment (13) the base plate left and right sides is carried out symmetry and build, then the base plate of box girder segment (13) is built; And after described bottom slab concreting is completed, 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 in step 103, concreting is completed, in a totally enclosed type curing room, and according to the concrete curing method in the beam prefabricated technique of conventional case, complete the concrete curing process of box girder segment (13), obtain prefabricated profiled box girder segment (13);

Step 201, beam section are transferred: adopt Beam transportation vehicle that a plurality of box girder segments (13) pre-formed in step 1 and that form described single hole beam or the first hole beam are transported to the assembling construction scene, more a plurality of described box girder segment (13) that adopts bridge fabrication machine will be transported to the assembling construction scene all is lifted into 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 described box girder segment (13) that lifting in step 201 is put in place carries out linear adjustment, makes a plurality of described box girder segments (13) reach the linear of design in advance;

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 a plurality of described box girder segment (13) after completing steps 203 middle longitude shapes are adjusted connects and prestressed reinforcement lashing construction;

Step 20321, wet joint template are installed: according to the wet joint template mold method of conventional section assembling simple supported box beam, wet joint template is installed respectively between adjacent two box girder segments (13) in step 2031 in a plurality of described box girder segments (13);

Step 3, next hole beam construction, its work progress is as follows:

Step 4, repeating step three repeatedly are until complete whole work progresss of the simple supported box beam of constructing;

Bridge fabrication machine described in step 201 comprises the bridge fabrication machine agent structure, be arranged on described bridge fabrication machine agent structure top and a plurality of box girder segments (13) of construction bridges lift respectively with the Overhead travelling crane system of transferring and drag the reach system that described bridge fabrication machine agent structure integral level moves forward to being assemblied to form, and being arranged on respectively from front to back described 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), described reach system is laid on described bridge fabrication machine agent structure; Described bridge fabrication machine agent structure comprises that two left and right are the symmetrical main body splicing structure of laying, the structure of two described main body splicing structures and size are all identical and both all be vertically to laying, connect as one to the upper portion connecting structure of laying by being level between the top of two described main body splicing structures; Described 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, described 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); Described 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 arranged on 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; Described girder section (1) for by the upper strata plane frame, be positioned at the middle level plane frame under the plane frame of described upper strata and be positioned at three layers of trussed construction that the lower floor's plane frame under the plane frame of described middle level forms, the vertical height of described upper strata plane frame, middle level plane frame and lower floor's plane frame is all identical; The bottom of described nose girder section (2) is mutually concordant with the bottom of described middle level plane frame, and the bottom of afterbody feeding beam cantilever segment (3) is mutually concordant with the middle part of described middle level plane frame;

be provided with under girder section (1) in two described main body splicing structures and be level to the lower joist (5) of laying, girder section (1) in two described main body splicing structures is respectively left side girder section and is positioned at the right side girder section on girder section right side, described left side, the transverse width of described lower joist (5) is identical with spacing between girder section right side, described left side and right side girder section, and lower joist (5) is assembled by left side joist and the right side joist that is positioned at joist right side, described left side, described left side joist and right side joist are that bilateral symmetry is laid and structure both is all identical with size, connect by connector between the inside portion of described 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 described left side joist and described left side girder section and the outside portion of described right side joist and described right side girder section.

2. and assembling process prefabricated according to heavy in section simple supported box beam under strong wind claimed in claim 1 and high altitude conditions, it is characterized in that: before in step 2, described single hole beam or the first hole beam being carried out assembling construction, first by described reach system, described bridge fabrication machine agent structure integral level is moved forward, until the lower joist (5) in described bridge fabrication machine agent structure moves to the construction location place of described single hole beam or the first hole beam; Afterwards, the inner Overhead travelling crane system of installing of described bridge fabrication machine agent structure that puts in place in reach;

When a plurality of described box girder segment (13) that adopts again bridge fabrication machine will be transported to the assembling construction scene in step 201 all is lifted into the installation site of design in advance, according to the installation site of designing in advance, and a plurality of described box girder segment (13) that adopts described Overhead travelling crane system will form described single hole beam or the first hole beam lifts successively and is transplanted on lower joist (5); When carrying out in step 202 carrying out the assembly unit of beam section in linear adjustment and step 203, all construct at lower joist (5);

Carry out the bridge fabrication machine reach in step 301 across before the hole, first remove the described connector between left side joist described in lower joist (5) and right side joist, and described left side joist and right side joist are rotated to be vertical state by level, this moment, described left side joist and described left side girder section were positioned on same perpendicular, and right side joist and described right side girder section are positioned on same perpendicular; And when carrying out the bridge fabrication machine reach across the hole in step 301, system moves forward described bridge fabrication machine agent structure and Overhead travelling crane system integral level mounted thereto by described reach, until the lower joist (5) in described bridge fabrication machine agent structure moves to the construction location place of next Kong Liang; The front and back end section of described next Kong Liang is supported in respectively the front axle beam pier and is positioned on the axle casing pier of described front axle beam pier rear side;

When the lower joist (5) in described bridge fabrication machine agent structure moves to the construction location place of next Kong Liang, two described middle supporting legs (7) prop up and withstand on described front axle beam pier, and described bridge fabrication machine agent structure is in level, afterwards front leg strut (6) being moved forward and propping up withstands on adjacent with described front axle beam pier and is positioned on the Bridge Pier (9) of described front axle beam pier front side, and complete the reach of described bridge fabrication machine agent structure across the hole process this moment.

3. and assembling process prefabricated according to heavy in section simple supported box beam under strong wind claimed in claim 2 and high altitude conditions is characterized in that: described left side joist and described right side joist include horizontal tray and are laid in from front to back a plurality of vertical height adjustment parts on described horizontal tray; In step 202, a plurality of described box girder segments (13) are carried out in linear adjustment process, utilize described Overhead travelling crane system that the plan-position of a plurality of described box girder segments (13) is adjusted, and utilize a plurality of described vertical height adjustment parts that the elevation of a plurality of described box girder segments (13) is adjusted.

4. and assembling process prefabricated according to heavy in section simple supported box beam under strong wind claimed in claim 3 and high altitude conditions, it is characterized in that: when utilizing a plurality of described vertical height adjustment parts that the elevation of a plurality of described box girder segments (13) is adjusted in step 202, the bearing of being fixed take described single hole beam or the first hole beam left end is as the origin of coordinates, take the beam axis of described single hole beam or the first hole beam as X-axis, take vertically as Y-axis, and with the fundamental equation of second-degree parabola as Application in Pre-camber, calculate the camber at all places, described vertical height adjustment part Support Position in described single hole beam or the first hole beam, and when the camber at place, all described vertical height adjustment parts Support Position in described single hole beam or the first hole beam is calculated, arch rise left in advance △ in described single hole beam or the first hole girder span=△ 1+ △ 2+ △ 3-△ 4, a plurality of described box girder segment (13) with described single hole beam or the first hole beam in the step 201 that in formula, △ 1 draws for test is transferred to lower joist (5) amount of deflection of the lower joist (5) of described bridge fabrication machine under the deadweight state before, △ 2 is for being transferred to a plurality of described box girder segment (13) of described single hole beam or the first hole beam the distortion amount of deflection that lower joist (5) descend joist (5) generation afterwards in step 201, △ 3 completes the distortion amount of deflection of descending joist (5) again to occur after the concrete pouring construction process of all wet seams in step 20322, △ 4 is default described single hole beam or the inverted camber value of the first hole beam.

5. and assembling process prefabricated according to heavy in section simple supported box beam under strong wind claimed in claim 4 and high altitude conditions, it is characterized in that: when carrying out prestressed stretch-draw in step 20324, adopt the job practices of the described vertical height adjustment part limit unloading on limit stretch-draw and lower joist (5), divide before and after the prestressed stretch-draw process of described single hole beam or the first hole beam and carry out for three times, correspondingly descend before and after the uninstall process of the described vertical height adjustment part on joist (5) to carry out minutes for three times, and when unloading each time, the strong point height reduction value of upper all the vertical height adjustment parts of lower joist (5) is 1/3 * (△ 2+ △ 3-△ 4).

6. and assembling process prefabricated according to heavy in section simple supported box beam under the described strong wind of arbitrary claim and high altitude conditions in claim 1 to 5, it is characterized in that: the totally enclosed type curing room described in step 104 comprises the totally enclosed type curing room one of setting up in described precasting yard and the totally enclosed type curing room two of setting up in the storage area that box girder segment (13) is deposited, and when carrying out the health of beam section in step 104, its health process comprises the following steps:

Step 1041, initial health: box girder segment (13) is with the mould health described totally enclosed type curing room one is interior, until the concrete strength of box girder segment (13) reaches more than 80% of design strength;

Step 1042, secondary health: the demoulding and adopt hanging device with the demoulding after box girder segment (13) lifting proceed health to described totally enclosed type curing room two, until complete the concrete curing process of box girder segment (13).

7. and assembling process prefabricated according to heavy in section simple supported box beam under strong wind claimed in claim 6 and high altitude conditions, it is characterized in that: the forming panel described in step 102 is the conventional box girder formwork that adopts in the beam prefabricated process of case, and described conventional box girder formwork comprises bed die, is arranged on external mold on described bed die, is laid in the internal mold of described external mold inboard and the end mould that is assembled into one with described external mold and internal mold;

When carrying out the health of beam section in step 104, the concrete curing method that adopts during hot weather construction is the watering regimen, and the concrete curing method that adopts during winter construction is the steam curing method; Be with in step 1041 in mould health process, after the concrete final set of box girder segment (13), need to remove the internal mold in described forming panel and end mould, and cover one deck concrete curing cloth on the top board exposed face of box girder segment (13) and base plate exposed face.

8. and assembling process prefabricated according to heavy in section simple supported box beam under strong wind claimed in claim 6 and high altitude conditions, it is characterized in that: when in step 1042, the box girder segment after the demoulding (13) lifting being proceeded health to the described totally enclosed type curing room two, first will box girder segment (13) outside parcel one deck water barrier, be laid with in described totally enclosed type curing room two a plurality of for storage box girder segment (13) deposit the beam pedestal, adjacent two described depositing between the beam pedestal are all isolated by division board, and respectively deposit the beam pedestal and all be in one independently in the curing in airtight condition space, be laid with many steam-cured pipelines in described curing in airtight condition space, many described steam-cured pipelines all join with the steam feeder apparatus, many described steam-cured pipelines comprise bottom pipe (19), left side pipeline (20), right side pipeline (21) and case interior conduit (22), described bottom pipe (19), left side pipeline (20), the quantity of right side pipeline (21) and case interior conduit (22) is many, and many described bottom pipe (19) are the parallel below, bottom that is laid in box girder segment (13) from left to right, many described left side pipelines (20) are laid in the left side of box girder segment (13) from top to bottom, many described right side pipelines (21) are symmetrical with many described left side pipelines (20) and lay, many described case interior conduits (22) are from left to right in the parallel case that is laid in box girder segment (13).

9. and assembling process prefabricated according to heavy in section simple supported box beam under the described strong wind of arbitrary claim and high altitude conditions in claim 1 to 5, it is characterized in that: when the joint concrete that wets in step 20322 is built, first 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 in step 20322, wet joint concrete is built and is completed, also need adopt institute's concreting is carried out health, and the concrete curing method of all wet seams is all identical, all to adopt in outside parcel insulation layer and case to lay the method that steam pipeline carries out steam curing, guarantee in the concrete curing process to be not more than 15 ℃ by the internal-external temperature difference of the wet seam of maintenance, and guarantee to be remained moisture state by the concrete surface of the wet seam of maintenance.