CN103614969B - Steel truss girder assembling, erecting and construction process - Google Patents

Abstract

The invention discloses a steel truss girder assembling, erecting and construction process. A steel truss girder is a girder body, the front end and the rear end of an erected steel truss girder are supported on a first permanent buttress and a second permanent buttress respectively, the steel truss girder is formed by splicing a plurality of steel truss girder segments in an end-to-end mode, and the first permanent buttress and the second permanent buttress are located on the two sides of a main riverway of a river respectively. Assembling and erecting of the steel truss girder include the first step of construction of temporary supporting systems, longitudinal sliding rails and transverse sliding rails, the second step of assembling, erecting and longitudinal moving of the steel truss girder at different times, the third step of transverse moving of the steel truss girder and the fourth step of setting of the girder, wherein in the first step, the temporary supporting systems are constructed on one side of the first permanent buttress and on one side of the second permanent buttress respectively, the two longitudinal sliding rails used for the steel truss girder to move longitudinally and the two transverse sliding rails used for the steel truss girder to move transversely are distributed on the temporary supporting systems; in the second step, the steel truss girder segments are assembled more than once from front to back and are longitudinally moved many times. The steel truss girder assembling, erecting and construction process is simple in process, reasonable in design, convenient to achieve, good in construction effect and little in construction difficulty, and the assembling and erecting processes of the steel truss girder can be conveniently and quickly achieved.

Description

A kind of steel truss girder assembling construction technology

Technical field

The invention belongs to steel truss girder assembling technical field of construction, especially relate to a kind of steel truss girder assembling construction technology.

Background technology

Yellow (mound) Korea Spro (city) marquis (horse) railway sesame sun is built the new Yellow River Bridge in two wires to the increasing of Yumenkou section and is positioned at Shaanxi Province's Hancheng City and Hejin City of Shanxi Province's intersection, this bridge center railway mileage DK78+481, is parallel to existing Hou Xi line railway Yellow River Bridge steel truss girder downstream and is about 22m.Steel truss girder plane little mileage 12m scope is positioned on R=600m easement curve, and remainder is positioned on straight line, and facade is 0% longitudinal gradient.Wherein the 4th across adopt length be 156m through truss girder cross over Yellow River Main river course.Steel truss structure deadweight 13.74t/m, gross weight 2173t.Rod member maximum weight 38.79t.No. 4, steel truss girder location main pier foundation adopts the Bored Pile Foundation of 6 diameter 2m, and No. 5 main piers adopt basis of digging a well, this bridge construction position a-hundred-year extreme high water+389.16m.During practice of construction, No. 4 ~ No. 0 pier is positioned at side, Yellow River Main river course and No. 5 ~ No. 8 piers are positioned at Yellow River Main river course opposite side, the two ends of institute's erecting steel truss girder are supported on No. 4 and No. 5 piers respectively, because construction plant, new Yellow River Bridge main bridge steel truss girder two ends condition is poor, with a varied topography between particularly No. 4 ~ No. 0 platform, the discrepancy in elevation is more than 12m, have therebetween and irrigate water lift canal, gate, ditch, close on the position that No. 1 pier is about 4m and have 35kV high-voltage line and steel tower, and there is old Yumenkou portal at No. 3 pier positions place, this place's demolition work seriously governs substructure construction, therefore this end can not as the assembled place of steel truss girder and fabricating yard.Between the Yellow River dry season, the Yellow River's beach of No. 6 ~ No. 11 piers in No. 5 pier sides can be used as the assembled place of steel truss girder, and on wherein No. 7 ~ No. 11 piers, institute's construction bridge section is shaped form, No. 5 pier ground exceed beach and are about 13m, it there are 3 one-storey houses, have a house to be on No. 5 pier positions, need to remove.In addition, the Yellow River is ephemeral stream, and No. 6 ~ No. 12 piers being positioned at Yellow River's beach within ice flood season and flood season are not likely had by water logging.Therefore, flood season, ice flood season must be considered during steel truss girder construction, blow on the impact of constructing and restriction.The installation work best construction period strove before completing by the end of October in 4 ~ August.Mainly layer of sand above the engineering geology of Yellow River Main riverbed, covering thickness 25m ~ 40m, is limestone under it, and there is rock local, two ends.The rocky bed that rock massif extends, thin, in, coarse sand, thick, thin circle gravel soil, land pebble, boulder, builds the building waste of the existing Hou Xi line railway bridge of trip and 108 national highway road bridge over Yellow river; Rock is limestone.

Nowadays, steel truss girder erection assembling method mostly is semi-cantilever assembling method, specifically at main stem point bar position construction Temporary Piers, and between permanent pier and Temporary Piers the army's of erection just beam, assembled girder truss two ends sections in army just beam again, adopt the symmetrical free cantilever erection rod member of walking loop wheel machine until span centre closes up afterwards, then remove army's just beam and Temporary Piers, bridge deck of finally constructing.When adopting existing free cantilever erection erection method to set up the steel truss girder of the main bridge of new Yellow River Bridge, the falsework that length is not less than 42.6m need be respectively set up No. 4 and No. 5 Zhu Dun both sides, the first two ends sections of assembled good steel truss girder on falsework respectively, again joggle beam loop wheel machine is installed on upper chord, multiple rod members of symmetrical cantilever residue span centre, extremely to closing up.This assembling method needs 2 professional joggle beam loop wheel machines, and 2 straddle trucks, transportation by driving equipment etc., set up 6 groups of temporary rest piers altogether, and wherein buttress counter-force in front end is estimated to reach 620t.Further, produce internal stress maximum in steel truss girder installation process, installation process plane and elevation control overflow are very strict, otherwise impact is closed up.Thus, it is existing that there is work progress complexity in semi-cantilever assembling method, operation is more, camber not easily ensures, need to monitor in real time rod member stress, and input construction equipment is quite a lot of, assembling duration adds traveling loop wheel machine and examination is hung, the safety check time, and the construction period is comparatively difficult to ensure card; Further, assembled lower chord needs to arrange hanging basket, and security risk increases.Meanwhile, need to carry out stress monitor to rod member in work progress, Linear Control is complicated, and construction cost is the highest.And adopt full free cantilever erection erection method to carry out assembling to new Yellow River Bridge steel truss girder, and during using assembled as steel truss girder for the Yellow River's beach of No. 6 ~ No. 11 piers place, because on No. 7 ~ No. 11 piers, institute's construction bridge section is shaped form, steel truss girder incremental launching construction difficulty is large.In addition, because the situations such as the Yellow River bayonet socket place engineering geology and Hydroclimate are complicated, steel truss girder assembling work progress is anxious by current, bed scour change greatly, wind speed greatly, the impact of flood season and icepro phase, in main stem water temporary rest pier basic engineering and difficulty of construction large.

Summary of the invention

Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of steel truss girder assembling construction technology is provided, its step is simple, reasonable in design and realization is convenient, construction effect is good, can easy, the assembling process that completes steel truss girder fast, and difficulty of construction is little.

For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of steel truss girder assembling construction technology, it is characterized in that: institute's erecting steel truss girder is that rear and front end is supported in beam body on permanent buttress one and permanent buttress two respectively and it is assemblied to form from front to back by multiple steel truss girder sections, and described permanent buttress one and permanent buttress two lay respectively at main stem both sides, river; Described permanent buttress one and permanent buttress two are all laid on straight line l1; Described steel truss girder front portion is provided with nose girder, and nose girder is laid in the dead ahead of steel truss girder; The assembling work progress of described steel truss girder is as follows:

Step one, temporary supporting system and vertical transverse slipway are constructed: in the side of permanent buttress one and permanent buttress two construction temporary supporting system, and fasten in described temporary support and lay twice and carry out vertical bridge for steel truss girder and supply steel truss girder to carry out the transverse slipway of direction across bridge movement to the end slipway of movement and twice;

Described temporary supporting system comprises rear side falsework, is arranged in the front side falsework in described rear side falsework front and is positioned at the water temporary rest pier of river main stem, in described water, temporary rest pier is between described rear side falsework and described front side falsework, in described rear side falsework, water, temporary rest pier and described front side falsework to be all laid on straight line l2 and the elevation of top of three is identical, and straight line l1 and straight line l2 are parallel laying; Described rear side falsework and permanent buttress two are positioned at the same side of river main stem, and described front side falsework and permanent buttress one are positioned at the same side of river main stem; Described rear side falsework comprises and carries out assembled and vertical bridge to the temporary concrete pile bent pier of movement be positioned at the reinforced concrete support in described temporary concrete pile bent pier dead ahead to steel truss girder; Spacing in described reinforced concrete support and water between temporary rest pier is not more than the length of nose girder, and the spacing in described water between temporary rest pier and described front side falsework is not more than L1, wherein l is the total length of steel truss girder and nose girder;

All be provided with to organize slide device bottom described steel truss girder and nose girder, the described upper slide device of many groups is laid from front to back more, often organizes the upper slide devices that described upper slide device includes the symmetrical laying in two, left and right; On described temporary concrete pile bent pier, tiling has twice to carry out the end slipway one of straight skidding for two described upper slide devices, and end slipway one described in twice is parallel laying and its vertical bridge along steel truss girder is laid to direction; In described water, temporary rest pier and described front side falsework are reinforced concrete structure, in described reinforced concrete support, water, temporary rest pier and described front side falsework are provided with twice carry out straight skidding end slipway two for two described upper slide devices, described in twice, end slipway two is in parallel laying, and described in twice, end slipway two is laid in the dead ahead of end slipway one described in twice respectively; In end slipway one described in twice and described reinforced concrete support, water, on temporary rest pier and described front side falsework, set twice end slipway two forms end slipway described in twice, and the front end of end slipway one described in twice set on described temporary concrete pile bent pier is integrated with the rear end compact siro spinning technology of end slipway two described in set twice on described reinforced concrete support respectively; Described reinforced concrete support is positioned at permanent buttress two side, described front side falsework is positioned at permanent buttress one side, transverse slipway described in twice comprise be laid in together described reinforced concrete support and the transverse slipway on permanent buttress two with together be laid in transverse slipway on described front side falsework and permanent buttress one, transverse slipway described in twice all with end slipway two in vertical runs, described end slipway one, end slipway two are all identical with the elevation of top of transverse slipway;

Step 2, steel truss girder gradation assembling and vertical shift: carry out assembled respectively to multiple described steel truss girder sections several times from front to back, and after described in each, steel truss girder section assembling completes, all adopt draw-gear and by end slipway described in twice, a vertical shift carried out to the current assembled steel truss girder completed, complete steel truss girder until assembled and the assembled steel truss girder vertical shift completed is put in place; After steel truss girder vertical shift puts in place, the rear and front end of described steel truss girder is supported on described front side falsework and described reinforced concrete support respectively;

Step 3, steel truss girder are traversing: adopt traversing thrustor and carry out traversing by transverse slipway described in twice to the steel truss girder that vertical shift puts in place, until put in place traversing for steel truss girder; Until steel truss girder is traversing put in place after, the rear and front end of described steel truss girder lays respectively at directly over permanent buttress one and permanent buttress two;

Step 4, Luo Liang: the rear and front end of steel truss girder is supported on permanent buttress one and permanent buttress two respectively.

Above-mentioned a kind of steel truss girder assembling construction technology, is characterized in that: be provided with the rear anchor point of many groups bottom described steel truss girder, the described rear anchor point of many groups is laid from front to back, often organizes the rear anchor point that described rear anchor point includes the symmetrical laying in two, left and right; Each described rear anchor point is all provided with one and draws anchor device, described in draw anchor device to be connected with continuous jack by pull bar, described Continuous Jack Installation is fastened in described temporary support; Described draw-gear comprise multiple be laid in respectively on multiple described rear anchor point draw anchor device and multiple respectively with the described continuous jack drawing anchor device to be used in combination.

Above-mentioned a kind of steel truss girder assembling construction technology, is characterized in that: the quantity of described traversing thrustor is two, and two described traversing thrustors are arranged on described reinforced concrete support and described front side falsework respectively; End slipway two described in twice is respectively the inner side end slipway laid near permanent buttress one and permanent buttress two side and the outside end slipway be positioned at outside the end slipway of described inner side; Transverse slipway set on described reinforced concrete support and described front side falsework is all divided into inside and outside two chute sections by described inner side end slipway; Two described upper slide devices are respectively sideslip moving device and are positioned at the outer slide device outside described sideslip moving device; Described traversing thrustor is pushing tow jack, described pushing tow jack rear portion prop up withstand on reaction frame and its anterior withstand on described outer slide device, padding between described pushing tow jack rear portion and reaction frame is equipped with in level to the reaction beam laid, and described reaction beam and described end slipway two are in parallel laying and it is fastened and fixed inside reaction frame; Described reaction beam bottom is fastened and fixed on described reinforced concrete support or described front side falsework and it is positioned at outside the end slipway of described outside.

Above-mentioned a kind of steel truss girder assembling construction technology, it is characterized in that: the quantity of the described rear anchor point of many groups is four groups, after described in four groups, anchor point comprises the rear anchor point one that a group is laid in steel truss girder front bottom end, one group of rear anchor point two be laid in bottom steel truss girder rear end, one group of rear anchor point three being laid on front side of steel truss girder bottom and one group are laid in the rear anchor point four of steel truss girder bottom rear, spacing between described rear anchor point three and described rear anchor point one and between described rear anchor point two and described rear anchor point four is D1, spacing between described rear anchor point three and described rear anchor point four is D2, wherein D2 < D1, after described in four groups, anchor point to be respectively after anchor point after anchor point after 1#, 2#, 3# anchor point after anchor point and 4# from front to back, the quantity of multiple described continuous jack is four, four described continuous jacks divide two groups to lay, and often organize described continuous jack and include the symmetrical continuous jack laid in two, left and right, continuous jack described in two groups comprises one group and is laid in continuous jack on described reinforced concrete support and one group of continuous jack be laid in water on temporary rest pier, the quantity of multiple described steel truss girder sections is four, four described steel truss girder sections are respectively 1# steel truss girder sections, 2# steel truss girder sections, 3# steel truss girder sections and 4# steel truss girder sections from front to back, after 1# after anchor point, 2# after anchor point, 3# after anchor point and 4# anchor point be laid in respectively bottom 1# steel truss girder sections, 2# steel truss girder sections, 3# steel truss girder sections and 4# steel truss girder sections.

Above-mentioned a kind of steel truss girder assembling construction technology, is characterized in that: in described reinforced concrete support and water, temporary rest pier is provided with the counter-force bracket for described continuous jack support top; When carrying out steel truss girder gradation assembling and vertical shift in step 2, point carry out vertical shift for four times and its process is as follows:

Step 201, first time assembled and vertical shift: in the rear side falsework carries out assembled to nose girder and the 1# steel truss girder sections be positioned on rear side of nose girder, assembled complete after draw anchor device to connect with two on anchor point after 1# respectively the one group of continuous jack be laid on described reinforced concrete support, and by be laid in continuous jack on described reinforced concrete support forward single-point draw, complete first time vertical shift;

Step 202, the assembled and vertical shift of second time: in the rear side falsework carries out assembled to the 2# steel truss girder sections be positioned on rear side of 1# steel truss girder sections; After 2# steel truss girder section assembling completes, continue single-point forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 1# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 2# respectively; Continue single-point forward afterwards draw and draw anchor device to be connected with two on anchor point after 1# respectively group continuous jack of on temporary rest pier in water, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier carry out multiple spot and draw, complete second time vertical shift;

Step 203, third time assembled and vertical shift: in the rear side falsework carries out assembled to the 3# steel truss girder sections be positioned on rear side of 2# steel truss girder sections; After 3# steel truss girder section assembling completes, continue multiple spot forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 2# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 3# respectively; Continue multiple spot forward afterwards draw and group continuous jack of on temporary rest pier in water is changed to drawing anchor device to be connected with two on anchor point after 2# respectively, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier carry out multiple spot and draw, complete third time vertical shift;

Step 204, the 4th assembled and vertical shift: in the rear side falsework carries out assembled to the 4# steel truss girder sections be positioned on rear side of 3 steel truss girder sections; After 4# steel truss girder section assembling completes, continue multiple spot forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 3# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 4# respectively; Continue multiple spot forward afterwards draw and group continuous jack of on temporary rest pier in water is changed to drawing anchor device to be connected with two on anchor point after 3# respectively, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier carry out multiple spot and draw, complete the 4th vertical shift, now steel truss girder vertical shift puts in place.

Above-mentioned a kind of steel truss girder assembling construction technology, it is characterized in that: after the vertical shift of steel truss girder described in step 2 puts in place, first nose girder is removed, again the upper slide device above the temporary rest pier that is in water that steel truss girder is installed is removed, and after the upper slide device above nose girder and the temporary rest pier that is in water all is removed, then carry out traversing to steel truss girder; In step 3, steel truss girder is traversing put in place after, transverse slipway described in end slipway described in described temporary supporting system, twice and twice is removed.

Above-mentioned a kind of steel truss girder assembling construction technology, it is characterized in that: described in draw anchor device to comprise horizontal fixed plate, to be fixed on bottom horizontal fixed plate the vertical installing plate of rear side and to be arranged on the ground tackle of vertical installing plate middle and lower part, described horizontal fixed plate is fixedly mounted on the box-shaped beam bottom steel truss girder, described horizontal fixed plate is positioned at below described box-shaped beam and it is fixed on the base plate of box-shaped beam by multiple fastening bolt, the base plate of described box-shaped beam and horizontal fixed plate all has multiple respectively for the bolt mounting holes that multiple described fastening bolt is installed; The cloth set direction of described box-shaped beam is consistent with the direction across bridge direction of institute's erecting steel truss girder, be provided with multiple tracks bottom institute's erecting steel truss girder and be laid in box-shaped beam in same level, box-shaped beam described in multiple tracks comprises the end floor beam that twice are laid in described steel truss girder rear and front end respectively and the middle cross beam be laid in described in twice between end floor beam, the quantity of described middle cross beam is one or multi-channel, and described box-shaped beam is described end floor beam or described middle cross beam; Multiple floor of vertically putting more energy in parallel laying is provided with on front side of described vertical installing plate, the described floor and horizontal fixed plate and vertical installing plate of vertically putting more energy into is all in vertical runs, and described floor top of vertically putting more energy into is fixed on horizontal fixed plate and its rear wall is fixed on vertical installing plate.

Above-mentioned a kind of steel truss girder assembling construction technology, it is characterized in that: upper slide device described in step one comprises the horizontal stand that is fixedly mounted on bottom steel truss girder and is fixed on the Ship shaped skateboard that bottom horizontal stand and rear and front end is all bent upwards, on described transverse slipway and end slipway two, all tiling has horizontal slide plate; Described traversing thrustor the inner withstands on horizontal stand; Described horizontal slide plate is MGE slide plate and it is square plate, one deck corrosion resistant plate is surrounded by outside bottom described Ship shaped skateboard, pad between bottom described horizontal stand and steel truss girder and billet is housed, bottom described billet and steel truss girder and be all fastenedly connected by multiple connector two between horizontal stand top; The left and right sides, described horizontal stand top is provided with carries out spacing skew locating part to billet.

Above-mentioned a kind of steel truss girder assembling construction technology, it is characterized in that: the pile bent pier of temporary concrete described in step one comprises many in vertically entering rock stake to what lay, the elevation of top entering rock stake described in many is all identical and its point of M1 arranges N1 row lays, wherein M1 and N1 is positive integer, M1 > 3 and N1 >=2; Often row described in enter in rock stake to be all supported with one crossbeam one, the quantity of described crossbeam one is M1 road, crossbeam one described in M1 road all in parallel laying and its be all laid in same level; Crossbeam one described in M1 road is erected with the longeron one that multiple tracks is parallel laying, described in multiple tracks, longeron one is all laid in same level, and the cloth set direction of described longeron one is consistent to direction with the vertical bridge of steel truss girder; Longeron one described in multiple tracks is provided with the horizontal bearing beam that multiple tracks is parallel laying, described in multiple tracks, horizontal bearing beam is all laid in same level, described crossbeam one and horizontal bearing beam all with longeron one in vertical runs; It is parallel laying that end slipway one described in twice is all laid in described end slipway one and longeron one on horizontal bearing beam described in multiple tracks; Enter rock stake described in many and be reinforced concrete pile; Described in multiple tracks, longeron one is Bailey beam; Described end slipway one is assembled by multiple eight or three formula railway light military piers.

Above-mentioned a kind of steel truss girder assembling construction technology, it is characterized in that: four top pier studs that in water described in step one, temporary rest pier comprises pile foundation one and is laid in described pile foundation one, described pile foundation one comprises many drilled piles, many described drilled piles divide two rows to lay, and the many described drilled pile tops of often arranging in described drilled pile are all connected as one by binder between stake one; Many described drilled piles all in vertically to laying, between described stake binder one in level to laying; Between described stake, the quantity of binder one is two and the two is parallel laying, and between two described stakes, binder one is laid in the two described drilled pile tops of row respectively; Four top pier studs divide two row two row to lay, binder one is provided with two described top pier studs between each described stake, it is that level is to the glide path beam laid together that two row described top pier studs are respectively arranged with, glide path beam described in twice is laid in same level and the cloth set direction of the two is all consistent with the pushing tow direction of institute pushing tow steel truss girder, and between described stake, binder one and glide path beam are vertical runs; Described in twice set on temporary rest pier in described water, end slipway two is laid on glide path beam described in twice respectively; Glide path beam described in twice is all laid along the vertical bridge of described steel truss girder to direction.

The present invention compared with prior art has the following advantages:

1, construction technology step simple, easy and simple to handle, reasonable in design and realize convenient.

2, during practice of construction, shared space is less, speed of application fast and work progress is safe and reliable, little on the impact of all sides existing line.

3, simple, the reasonable in design and easy construction of the temporary support architecture adopted, and input cost is lower, easy accessibility.

4, vertical shift and traversing process easy construction and difficulty of construction is little, drops into construction cost lower.

5, the temporary concrete pile bent pier stabilized structure adopted, result of use is good and practical value is high, be not only steel truss girder assembling construction and provide a stable platform for lining, and top is provided with, and structure is simple, easy accessibility and the stable glide path of slippage, can easy, fast vertical shift is carried out to assembled steel truss girder, and vertical shift process safety, reliably.

6, temporary rest pier stabilized structure in the water adopted, result of use is good and practical value is high, significantly simplifies steel truss girder pushing tow process, can easy, complete steel truss girder pushing tow process fast, and pushing tow process safety, reliable.Simultaneously, the structure being positioned at more than the water surface is build shaping frame construction, be provided with tie-beam and twice glide path beam in tie-beam under binder between twice stake, four top pier studs, twice, twice, under binder between equal twice stake, four top pier studs, twice, in tie-beam, twice, tie-beam and twice glide path beam are all built and are integrated, thus structure is very firm, anxious by current, bed scour change greatly, wind speed greatly, the impact of flood season and icepro phase, incremental launching construction process safety, reliably.

7, reinforced concrete support with on permanent buttress two and front side falsework carry out the transverse slipway of direction across bridge movement for steel truss girder together with permanent buttress one is provided with, energy steel truss girder that is easy, that put in place to vertical shift fast carries out direction across bridge and moves, and it is convenient to realize, drop into construction cost lower, and direction across bridge moving process is safe, reliable, significantly can accelerate steel truss girder erection construction progress.

8, anchor device structure is simple, reasonable in design and processing and fabricating is easy for drawing of adopting, and input cost is lower; Actual when using, easy accessibility, be connected between box-shaped beam bottom steel truss girder easy.And, result of use is good and practical value is high, with fixation and to be connected workload little between box-shaped beam bottom steel truss girder, rear anchor point not easily conjugates, in vertical shift process, the direction of steel truss girder is easy to control, and correction adjustment workload is little in vertical shift process, vertical shift speed is fast, time saving and energy saving, thus the construction speed of steel truss girder erection construction can significantly be improved, damage can not be caused to steel truss girder, after effectively solving existing steel truss girder anchor point exist and defect and the deficiencies such as unreliable, the rear anchor point of connection easily conjugates, time-consuming, steel truss girder is fragile between steel truss girder.

9, the sliding system adopted is reasonable in design, easy construction and result of use is good, can easy, fast to steel truss girder carry out vertical bridge to direction across bridge translation.Wherein, upper slide device structure is simple, install and lay convenient and slippage is steady, the end slipway adopted by end slipway one and end slipway two assembled, wherein end slipway one is assembled by multiple eight or three piers, and end slipway two is reinforced concrete floor; Transverse slipway is assembled by shaped steel rod member, and not only structure is simple, easy accessibility and traversing effective.Adopt end slipway to be connected with between transverse slipway with bottom temporary supporting system reliably.

10, easy construction and difficulty of construction is little, drop into construction cost lower, result of use is good and practical value is high, arrange and jacking force according to pushing tow steel truss girder, the mode adopting single-point to combine with multi-point pushing carries out vertical shift hauling construction, by temporary rest pier in reinforced concrete support and water being arranged two continuous jacks, and the mode of anchor device is drawn to carry out vertical shift hauling construction in the box-shaped beam installation of steel truss girder; Meanwhile, the upper slide device adopted and between end slipway and transverse slipway fiting effect good, effectively can improve vertical shift and traversing efficiency, and moving process is steady, safety, and it is convenient to realize, and drops into construction cost lower, significantly can accelerate steel truss girder erection construction progress.

In sum, step of the present invention simple, reasonable in design and realize convenient, construction effect is good, can easy, the assembling process that completes steel truss girder fast, and difficulty of construction is little.

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

Accompanying drawing explanation

Fig. 1 is construction technology process block diagram of the present invention.

Fig. 2 is Construction State schematic diagram of the present invention.

Fig. 3 is temporary rest pier and front side falsework and the installation position schematic diagram between permanent buttress one and permanent buttress two in falsework, water on rear side of the present invention.

Fig. 4 is the structural representation of temporary concrete pile bent pier of the present invention.

Fig. 5 is the superstructure schematic diagram of temporary concrete pile bent pier of the present invention.

Fig. 6 is the I-I sectional view of Fig. 5.

Fig. 7 is the partial enlarged drawing at A place in Fig. 4.

Fig. 8 is the structural representation of temporary rest pier in water of the present invention.

Fig. 9 is the left view of Fig. 8.

Figure 10 is I-I sectional view of Fig. 8.

Figure 11 is II-II sectional view of Fig. 8.

Figure 12 is the using state reference diagram of transverse slipway of the present invention.

Figure 13 is the left view of Figure 12.

Figure 14 is the A-A sectional view of Figure 12.

Figure 15 is end slipway of the present invention, transverse slipway and the installation position schematic diagram forever between buttress.

Figure 16 is the using state reference diagram of slide device in the present invention.

Figure 17 is the side portion structure schematic diagram of slide device in the present invention.

Figure 18 is the structural representation of institute of the present invention erecting steel truss girder.

Figure 19 is the installation position schematic diagram of rear anchor point on steel truss girder of the present invention.

Figure 20 is the using state reference diagram that the present invention draws anchor device.

Figure 21 is I-I sectional view of Fig. 1.

Figure 22 is II-II sectional view of Fig. 1.

Figure 23 is the structural representation that the present invention draws horizontal fixed plate in anchor device.

Figure 24 is the structural representation that the present invention draws vertical installing plate in anchor device.

Figure 25 is the structural representation that the present invention draws in anchor device floor of vertically putting more energy into.

Description of reference numerals:

1-steel truss girder; 2-nose girder; 3-permanent buttress one;

4-permanent buttress two; Temporary rest pier in 5-water; 5-1-top pier stud;

5-2-drilled pile; Binder one between 5-3-stake; 5-4-glide path beam;

5-6-upper tie-beam; 5-9-lower tie-beam; 6-1-enter rock stake;

6-2-crossbeam one; 6-3-longeron one; 6-4-horizontal bearing beam;

6-5-end slipway one; 6-6-longitudinal direction connects system; 6-6-1-upper connecting rod;

6-6-2-lower connecting rod; 6-6-3-bridging; 6-7-ground;

7-end slipway two; 7-3-1-longeron two; 7-3-2-crossbeam two;

7-6-reaction frame; 7-7-dowel; 7-8-reinforced concrete pile;

7-9-temporary support platform; Binder two between 7-12-stake; 8-transverse slipway;

9-pushing tow jack; 10-reaction beam; 11-horizontal distribution beam;

12-upper slide device; 12-1-horizontal stand; 12-2-Ship shaped skateboard;

12-3-horizontal slide plate; 12-4-corrosion resistant plate; 12-5-billet;

12-6-longitudinal spacing part; 13-fixing steel plate; 14-draw anchor device;

14-1-horizontal fixed plate; 14-2-vertical installing plate; 14-3-ground tackle;

14-4-box-shaped beam; 14-5-floor of vertically putting more energy into; 14-6-sash floor;

14-7-fastening bolt; 14-8-bolt mounting holes.

Detailed description of the invention

As shown in Figure 1, Figure 2 and Figure 3, a kind of steel truss girder assembling construction technology of the present invention, institute's erecting steel truss girder 1 is that rear and front end is supported in beam body on permanent buttress 1 and permanent buttress 24 respectively and it is assemblied to form from front to back by multiple steel truss girder sections, and described permanent buttress 1 and permanent buttress 24 lay respectively at main stem both sides, river; Described permanent buttress 1 and permanent buttress 24 are all laid on straight line l1; Described steel truss girder 1 front portion is provided with nose girder 2, and nose girder 2 is laid in the dead ahead of steel truss girder 1; The assembling work progress of described steel truss girder 1 is as follows:

Step one, temporary supporting system and vertical transverse slipway are constructed: in the side of permanent buttress 1 and permanent buttress 24 construction temporary supporting system, and fasten in described temporary support and lay twice and carry out vertical bridge for steel truss girder 1 and supply steel truss girder 1 to carry out the transverse slipway 8 of direction across bridge movement to the end slipway of movement and twice.

Described temporary supporting system comprises rear side falsework, is arranged in the front side falsework in described rear side falsework front and is positioned at the water temporary rest pier 5 of river main stem, in described water, temporary rest pier 5 is between described rear side falsework and described front side falsework, in described rear side falsework, water, temporary rest pier 5 and described front side falsework to be all laid on straight line l2 and the elevation of top of three is identical, and straight line l1 and straight line l2 are parallel laying; Described rear side falsework and permanent buttress 24 are positioned at the same side of river main stem, and described front side falsework and permanent buttress 1 are positioned at the same side of river main stem; Described rear side falsework comprises and carries out assembled and vertical bridge to the temporary concrete pile bent pier of movement be positioned at the reinforced concrete support in described temporary concrete pile bent pier dead ahead to steel truss girder 1; Spacing in described reinforced concrete support and water between temporary rest pier 5 is not more than the length of nose girder 2, and the spacing in described water between temporary rest pier 5 and described front side falsework is not more than L1, wherein l is the total length of steel truss girder 1 and nose girder 2.

All be provided with to organize slide device 12 bottom described steel truss girder 1 and nose girder 2, the described upper slide device 12 of many groups is laid from front to back more, often organizes the upper slide devices 12 that described upper slide device 12 includes the symmetrical laying in two, left and right.On described temporary concrete pile bent pier, tiling has twice to carry out end slipway one 6-5 of straight skidding for two described upper slide devices 12, and end slipway one 6-5 described in twice is parallel laying and its vertical bridge along steel truss girder 1 is laid to direction; In described water, temporary rest pier 5 and described front side falsework are reinforced concrete structure, in described reinforced concrete support, water, temporary rest pier 5 and described front side falsework are provided with twice carry out straight skidding end slipway 27 for two described upper slide devices 12, described in twice, end slipway 27 is in parallel laying, and end slipway 27 described in twice is laid in the dead ahead of end slipway one 6-5 described in twice respectively; In end slipway one 6-5 described in twice and described reinforced concrete support, water, on temporary rest pier 5 and described front side falsework, set twice end slipway 27 forms end slipway described in twice, and the front end of end slipway one 6-5 described in twice set on described temporary concrete pile bent pier is integrated with the rear end compact siro spinning technology of end slipway 27 described in set twice on described reinforced concrete support respectively.Described reinforced concrete support is positioned at permanent buttress 24 side, described front side falsework is positioned at permanent buttress 1 side, transverse slipway 8 described in twice comprise be laid in together described reinforced concrete support and the transverse slipway 8 on permanent buttress 24 with together be laid in transverse slipway 8 on described front side falsework and permanent buttress 1, transverse slipway 8 described in twice all with end slipway 27 in vertical runs, described end slipway one 6-5, end slipway 27 are all identical with the elevation of top of transverse slipway 8.

In the present embodiment, described permanent buttress 1 is 4# pier, described permanent buttress 24 is 5# pier, multiple permanent bridge pier set on rear side of described permanent buttress 24 is followed successively by 6# pier, 7# pier and 8# pier from front to back, wherein said front side falsework is positioned at 4# pier side and its rear end is mutually concordant with 4# pier rear end, described reinforced concrete support is between 5# pier and 6# pier, and described temporary concrete pile bent pier is between 6# pier and 8# pier.

This enforcement material for making clothes, the spacing between straight line l1 and straight line l2 is 13m.

During actual use, can according to specific needs, the spacing between straight line l1 and straight line l2 be adjusted accordingly.

For avoiding constructing continuous beam, therefore dilatory vertical shift construction center line is to side, downstream skew 13m.In the present embodiment, the length of described nose girder 2 is 64m, establishes temporary rest pier 5 in water to reduce the jib-length of nose girder 2 in river main stem.The 6#-12# pier of having constructed is sharp radius curve continuous beam.Wherein, the described temporary concrete pile bent pier between 6# pier and 8# pier because of on the counter-force value that applies of slide device 12 less, adopt Bailey beam to do slipway beam.And on the described front side falsework between 4# pier and 3# pier and the described reinforced concrete support between 5# pier and 6# pier on the counter-force value that applies of slide device 12 comparatively large, therefore adopt reinforced concrete structure.

In the present embodiment, in water, temporary rest pier 5 is about 78.5m apart from the distance of front side falsework described in 4# pier side, and be about 64m apart from the distance of reinforced concrete support described in 5# pier side, in heave, maximum cantilever calculated length is about 92.5m.

In the present embodiment, nose girder 2 adopts straight line trussed construction, and for reducing nose girder deadweight, adopts And of Varying Depth form.Because front end downwarp in pier process on great cantilever is comparatively large, nose girder 2 pier structure on back timber is set foremost.

In the present embodiment, described end slipway one 6-5 is assembled by multiple eight or three formula railway light military piers; Described end slipway 27 and transverse slipway 8 are reinforced concrete floor.

The thickness of described reinforced concrete floor is 0.25m ± 0.05m and its width is 1.7m ± 0.3m.In the present embodiment, the thickness of described reinforced concrete floor is 0.25m and its width is 1.7m.During practice of construction, can according to specific needs, the thickness of described reinforced concrete floor and width are adjusted accordingly.

In conjunction with 16, Figure 17, the structure of two described upper slide devices 12 is all identical.Described upper slide device 12 comprises and is fixedly mounted on horizontal stand 12-1 bottom steel truss girder 1 and is fixed on the Ship shaped skateboard 12-2 that bottom horizontal stand 12-1 and rear and front end is all bent upwards, and on described transverse slipway 8 and end slipway 27, all tiling has horizontal slide plate 12-3; Described traversing thrustor the inner withstands on horizontal stand 12-1.In the present embodiment, described horizontal slide plate 12-3 is MGE slide plate and it is square plate, one deck corrosion resistant plate 12-4 is surrounded by outside bottom described Ship shaped skateboard 12-2, pad between bottom described horizontal stand 12-1 and steel truss girder 1 and billet 12-5 is housed, bottom described billet 12-5 and steel truss girder 1 and be all fastenedly connected by multiple connector one between horizontal stand 12-1 top.

In the present embodiment, described horizontal stand 12-1 is assembled by multiple eight or the three formula railway light military piers be laid in same level.Further, the left and right sides of described horizontal stand 12-1 is all reinforced by one longitudinal spacing part 12-6.The left and right sides, described horizontal stand 12-1 top is provided with skew locating part, and described skew locating part is specially spacing angle steel.Described longitudinal spacing part 12-6 comprises upper and lower twice to be the angle steel laid of level and to be multiplely connected to the channel-section steel sections be all fixed between angle steel and by angle steel described in twice described in upper and lower twice on horizontal stand 12-1.

Actually add man-hour, described spacing angle steel is that direction across bridge is laid, and described spacing angle steel is weldingly fixed on horizontal stand 12-1.

During actual processing and fabricating, described Ship shaped skateboard 12-2 is the 28mm steel plate be weldingly fixed on bottom horizontal stand 12-1, and described corrosion resistant plate 12-4 is the 4mm corrosion resistant plate be weldingly fixed on bottom Ship shaped skateboard 12-2.Described Ship shaped skateboard 12-2 indulges bridge front and back end upwards to be needed to cut slope process, and the gradient is 1 ︰ 10, and length of grade is generally 100mm, and cutting slope place needs to make circular arc.And described steel truss girder 1 and nose girder 2 rear and front end install Ye Xiao slope, two ends, the Ship shaped skateboard 12-2 direction across bridge left and right process of slide device 12, the gradient is 1 ︰ 10, and length of grade is generally 100mm, and cutting slope place needs to make circular arc.

To sum up, the present invention is according to the erecting structure force request of steel truss girder 1, and upper slide device 12 adopts and is interrupted slideway, and glide path (comprising end slipway one 6-5, end slipway 27 and transverse slipway 8) adopts continuous slideway form.During actual installation, upper slide device 12 is arranged at below the large node of the main couple of steel truss girder 1 and the lower chord of nose girder 2, and the bottom surface of all upper slide devices 12 is in same level.Described upper slide device 12 adopts the horizontal paving of multiple eight or three pier, and eight or three pier quantity on each Nodes in slide device 12 are determined according to joints.Described glide path is arranged continuously, and employing eight or three piers are assembled or concrete glide path, and glide path end face places macromolecule MGE slide plate, and slide plate should be placed in abdomen area.Due to the setting of each node camber, therefore need employing to add pading plate and slide device 12 bottom surface is ensured on same absolute altitude.

As shown in figure 18, described steel truss girder 1 comprises the main couple and the lateral bracing be arranged on described in the two panels of left and right between main couple and sway bracing that two panels symmetry in left and right lays, described main couple by upper chord, be positioned at lower chord below described upper chord and the many web members be arranged between described upper chord and lower chord form; Described lateral bracing comprises top bracing and is positioned at the bottom lateral bracing below described top bracing, between the top that described top bracing is arranged on main couple described in the two panels of left and right and itself and described upper chord are in the same plane, between the bottom that described bottom lateral bracing is arranged on main couple described in the two panels of left and right and itself and described lower chord are in the same plane, and main couple described in the two panels of left and right and top bracing and bottom lateral bracing form a three-dimensional bridge span structure; Described sway bracing comprises the portal frame that multiple middle cross frame and two are supported in described three-dimensional bridge span structure rear ends respectively, and multiple described middle cross frames are supported in the inside of described three-dimensional bridge span structure from front to back.In the present embodiment, steel truss girder 1 total length 156m, longitudinal bearing center distance 156m, transverse support center is 8.6m, and beam-ends is 1m to bearing center line, main couple height 17m, lower chord center distance 8.6m, node ' s length two ends 14.1m, middle 14.2m.

Step 2, steel truss girder gradation assembling and vertical shift: carry out assembled respectively to multiple described steel truss girder sections several times from front to back, and after described in each, steel truss girder section assembling completes, all adopt draw-gear and by end slipway described in twice, a vertical shift carried out to the current assembled steel truss girder 1 completed, complete steel truss girder 1 until assembled and assembled steel truss girder 1 vertical shift completed is put in place; After steel truss girder 1 vertical shift puts in place, the rear and front end of described steel truss girder 1 is supported on described front side falsework and described reinforced concrete support respectively.

Step 3, steel truss girder are traversing: adopt traversing thrustor and undertaken traversing, until put in place traversing for steel truss girder 1 by the steel truss girder 1 that the 8 pairs of vertical shifts of transverse slipway described in twice put in place; Until steel truss girder 1 is traversing put in place after, the rear and front end of described steel truss girder 1 lays respectively at directly over permanent buttress 1 and permanent buttress 24.

Step 4, Luo Liang: the rear and front end of steel truss girder 1 is supported on permanent buttress 1 and permanent buttress 24 respectively.

In the present embodiment, be provided with the rear anchor point of many groups bottom described steel truss girder 1, the described rear anchor point of many groups is laid from front to back, often organizes the rear anchor point that described rear anchor point includes the symmetrical laying in two, left and right; Each described rear anchor point is all provided with one and draws anchor device 14, described in draw anchor device 14 to be connected with continuous jack by pull bar.Described draw-gear comprise multiple be laid in respectively on multiple described rear anchor point draw anchor device 14 and multiple respectively with the described continuous jack drawing anchor device 14 to be used in combination.

During practice of construction, described Continuous Jack Installation is fastened in described temporary support.In the present embodiment, described pull bar is steel wire bundle.To draw described in one end of described steel wire bundle is fixed on anchor device 14 and its other end be fixed on one with described draw anchor device 14 with the use of continuous jack on.

Composition graphs 4, Fig. 5, Fig. 6 and Fig. 7, described temporary concrete pile bent pier comprises many in vertically entering rock stake 6-1 to what lay, the elevation of top entering rock stake 6-1 described in many is all identical and its point of M1 arranges N1 row lays, wherein M1 and N1 is positive integer, M1 > 3 and N1 >=2; Often row described in enter on rock stake 6-1 to be all supported with one crossbeam one 6-2, the quantity of described crossbeam one 6-2 is M1 road, crossbeam one 6-2 described in M1 road all in parallel laying and its be all laid in same level; Crossbeam one 6-2 described in M1 road is erected with longeron one 6-3 that multiple tracks is parallel laying, described in multiple tracks, longeron one 6-3 is all laid in same level, and the cloth set direction of described longeron one 6-3 is consistent to direction with the vertical bridge of steel truss girder 1.Longeron one 6-3 described in multiple tracks is provided with the horizontal bearing beam 6-4 that multiple tracks is parallel laying, described in multiple tracks, horizontal bearing beam 6-4 is all laid in same level, and described crossbeam one 6-2 and horizontal bearing beam 6-4 is all vertical runs with longeron one 6-3.It is parallel laying with longeron one 6-3 that end slipway one 6-5 described in twice is all laid in described end slipway one 6-5 on horizontal bearing beam 6-4 described in multiple tracks; Enter rock stake 6-1 described in many and be reinforced concrete pile.Described in multiple tracks, longeron one 6-3 is Bailey beam; Described end slipway one 6-5 is assembled by multiple eight or three formula railway light military piers.

In the present embodiment, be all that 6-6 is fastenedly connected by longitudinally connecting between the top entering rock stake 6-1 described in adjacent two of front and back on same row, all be fastenedly connected by lateral connection system between the top entering rock stake 6-1 described in adjacent two of left and right on same row, described lateral connection system and described longitudinally connection are that the structure of 6-6 is identical.

Described lateral connection system and described longitudinally connection are that 6-6 includes upper connecting rod 6-6-1, the lower connecting rod 6-6-2 immediately below upper connecting rod 6-6-1 and the bridging 6-6-3 between upper connecting rod 6-6-1 and lower connecting rod 6-6-2, described upper connecting rod 6-6-1, lower connecting rod 6-6-2 and bridging 6-6-3 all on same vertical plane and three be all fastenedly connected and enter between rock stake 6-1 in described in adjacent two of front and back; Described upper connecting rod 6-6-1 and lower connecting rod 6-6-2 all in level to laying and it is shaped steel rod member; Described bridging 6-6-3 is assembled by twice shaped steel rod member.During practice of construction, described lateral connection system is that 6-6 is all positioned at above the 6-7 of ground with described longitudinally connection.

During practice of construction, entering described in every root rock stake 6-1 to be provided with multiple is the built-in fitting of 6-6 for connecting described lateral connection system with described longitudinally connection.

In the present embodiment, described crossbeam one 6-2 is spliced by the i iron that many are laid side by side, and many described i iron are all vertical runs with longeron one 6-3.

During practice of construction, horizontal bearing beam 6-4 described in multiple tracks is in evenly laying, and described horizontal bearing beam 6-4 is i iron.

In the present embodiment, end slipway one 6-5 described in per pass is assembled to two row eight or the three formula railway light military piers laid by vertical bridge, often arranges described eight or three formula railway light military piers assembled from front to back by multiple described eight or three formula railway light military piers.

During practice of construction, described in per pass, the both sides of end slipway one 6-5 are all reinforced by one angle steel.

In the present embodiment, the structure of longeron one 6-3 described in multiple tracks is all identical and it is in evenly laying.Be positioned at described in the N root on same row and enter rock stake 6-1 in evenly laying.

In the present embodiment, M1=2.In actual use procedure, can according to specific needs, the value of M1 and N1 be adjusted accordingly.

During practice of construction, institute's assembling steel truss girder is be erected at the steel truss girder between buttress one and buttress two, and described steel truss girder is assembled from front to back by multiple truss sections, and multiple described truss sections is all laid on same level line.In the present embodiment, permanent buttress 1 and permanent buttress 24 are all positioned at the side, upstream in river, and described in multiple tracks, end slipway one 6-5 is all positioned at the side, downstream in river.

In the present embodiment, described in enter rock stake 6-1 stake footpath be Φ 1.5m.

To sum up, described in enter rock stake 6-1 adopt Reinforced Concrete Pier Column, the stressed demand to the support pier stud of described temporary concrete pile bent pier when steel truss girder 1 is drawn can be met.During practice of construction, longeron 6-3 described in multiple tracks adopts 10 Bailey beams, and direction across bridge spacing is (4 × 225+4 × 225) mm.Spacing described in twice between end slipway one 6-5 is 0.74m.Described crossbeam one 6-2 is made up of 5 i iron laid side by side.In the present embodiment, the longitudinal direction of described temporary concrete pile bent pier arranges that span is (8675+8 × 9000+9200) mm, and lateral arrangement, according to the main couple width of steel truss girder 1, is designed to 8600mm.For ensureing the stability Design of temporary rest pier self, the described lateral connection system adopting the welding of shaped steel rod member to be formed is that 6-6 reinforces with described longitudinally connection, requires that the vertical bearing capacity of single pile into rock stake 6-1 is not less than 450t.In addition, because pile foundation exists sedimentation, be the ride comfort ensureing end slipway one 6-5, should according to the suitable anticipated settlement of geological condition when constructing, to ensure the ride comfort of described long rails.When building pier stud concrete, answer attentional manipulation performance of concrete column confined end face absolute altitude, the accurate positioning of built-in fitting should be controlled simultaneously.

During practice of construction, in conjunction with Figure 12, Figure 13, Figure 14 and Figure 15, described front side falsework is all identical with the structure of described reinforced concrete support and the two includes pile foundation two and the horizontal support platform be laid in described pile foundation two, and described horizontal support platform is reinforced concrete structure.Described in twice set on described front side falsework and described reinforced concrete support, end slipway 27 is all laid on described horizontal support platform.On the described horizontal support platform that transverse slipway 8 set on described front side falsework and permanent buttress 1 is laid in described front side falsework and permanent buttress 1.On the described horizontal support platform that transverse slipway 8 set on described reinforced concrete support and permanent buttress 24 is laid in described reinforced concrete support and permanent buttress 24.

In the present embodiment, described pile foundation two comprises multiple reinforced concrete pile 7-8, multiple described reinforced concrete pile 7-8 divides many row's multiple rows to lay, and is all integrated by being fastenedly connected to binder two 7-12 between the stake of laying in level together between the multiple described reinforced concrete pile 7-8 between the multiple described reinforced concrete pile 7-12 on same row and on same row.Multiple described reinforced concrete pile 7-8 all builds with described horizontal support platform and is integrated.

During practice of construction, end slipway 27 described in twice is respectively the inner side end slipway laid near permanent buttress 1 and permanent buttress 24 side and the outside end slipway be positioned at outside the end slipway of described inner side; Transverse slipway 8 set on described reinforced concrete support and described front side falsework is all divided into inside and outside two chute sections by described inner side end slipway.In the present embodiment, described transverse slipway 8 by multiple tracks be direction across bridge lay H profile steel (being specially HW shaped steel) assembled, H profile steel described in multiple tracks is laid in same level; Described horizontal support platform top is embedded with multiple built-in fitting for fixed lateral slideway 8; Described permanent buttress 1 and permanent buttress 24 are all erected with to carry out the temporary support platform 7-9 of horizontal support to transverse slipway 8 assembled by multiple eight or three formula railway light military piers.Further, on described transverse slipway 5, uniform welding has multiple tracks spacing to be the steel plate stiffening rib of 250mm.

In the present embodiment, the front end of end slipway one 6-5 described in twice set on described temporary concrete pile bent pier is integrated with the rear end compact siro spinning technology of end slipway 27 described in set twice on described reinforced concrete support respectively.

In the present embodiment, described horizontal support platform comprise twice be parallel laying longeron two 7-3-1 with together with crossbeam two 7-3-2 that lays in level, longeron two 7-3-1 described in described crossbeam two 7-3-2 and twice to be all laid in same level and three builds and is integrated; Described in twice, the cloth set direction of longeron two 7-3-1 is all consistent to direction with the vertical bridge of steel truss girder 1, and described crossbeam two 7-3-2 and longeron two 7-3-1 is vertical runs; End slipway 7 described in twice is laid on longeron two 7-3-1 described in twice respectively, and described transverse slipway 8 is laid on crossbeam two 7-3-2.

During practice of construction, residing for transverse slipway 8, the end face of crossbeam two 7-3-2 contradicts with the installation position of dilatory steel wire bundle, therefore within the scope of the back 25cm of crossbeam two 7-3-2, adopt H profile steel to lay as traversing slideway, install again after longitudinal pushing tow puts in place, but need carry out pre-buried in advance for the built-in fitting of fixed lateral slideway 8.

In the present embodiment, the quantity of described traversing thrustor is two, two described traversing thrustors are arranged on described reinforced concrete support and described front side falsework respectively, and described traversing thrustor is arranged on the horizontal support platform of described reinforced concrete support and described front side falsework.

End slipway 27 described in twice is respectively the inner side end slipway laid near permanent buttress 1 and permanent buttress 24 side and the outside end slipway be positioned at outside the end slipway of described inner side; Transverse slipway 8 set on described reinforced concrete support and described front side falsework is all divided into inside and outside two chute sections by described inner side end slipway; Two described upper slide devices 12 are respectively sideslip moving device and are positioned at the outer slide device outside described sideslip moving device.Described traversing thrustor is pushing tow jack 9, described pushing tow jack 9 rear portion prop up withstand on reaction frame 7-6 and its anterior withstand on described outer slide device, pad between described pushing tow jack 9 rear portion and reaction frame 7-6 and be equipped with in level to the reaction beam 10 laid, described reaction beam 10 and described end slipway 27 are in parallel laying and it is fastened and fixed inside reaction frame 7-6; Described reaction beam 10 bottom is fastened and fixed on described reinforced concrete support or described front side falsework and it is positioned at outside the end slipway of described outside.

In the present embodiment, described reaction frame 7-6 bottom is embedded in crossbeam two 7-3-2.

In the present embodiment, described traversing thrustor is pushing tow jack 9, described pushing tow jack 9 rear portion prop up withstand on reaction frame 7-6 and its anterior withstand on described outer slide device, pad between described pushing tow jack 9 rear portion and reaction frame 7-6 and be equipped with in level to the reaction beam 10 laid, and end slipway 27 is parallel laying and it is fastened and fixed inside reaction frame 7-6 for described reaction beam 10.

During practice of construction, pad between described pushing tow jack 9 front portion and described outer slide device and horizontal distribution beam 11 is housed, described horizontal distribution beam 11 and reaction beam 10 are in parallel laying.

In the present embodiment, described horizontal distribution beam 11, reaction beam 10 and pushing tow jack 9 are all laid in same level.The quantity of described pushing tow jack 9 is that multiple and multiple described pushing tow jack 9 is all laid in same level.

Due in steel truss girder 1 heave, larger horizontal friction force can be produced, by on longeron 6-3 and end slipway one 6-5 and described reinforced concrete support lay jam-pack between end slipway 27, horizontal force is passed on the described horizontal support platform (specifically longeron two 7-3-1) residing for end slipway 27, bear horizontal force primarily of longeron two 7-3-1.

In the present embodiment, described reaction beam 10 and horizontal distribution beam 11 are that the i iron of parallel laying is assembled by multiple tracks.

In embodiment, described built-in fitting is be anchored in the dowel 7-7 in crossbeam two 7-3-2.

In the present embodiment, described permanent buttress 1 and permanent buttress 24 are erected with temporary support platform 7-9 transverse slipway 5 being carried out to horizontal support, described temporary support platform 7-9 is assembled by multiple eight or three formula railway light military piers.

Be fastenedly connected by multiple securing member between described transverse slipway 8 and temporary support platform 7-9 and be integrated, bottom described transverse slipway 8 and temporary support platform 7-9 top is provided with multiple respectively for the installing hole that multiple described securing member is installed.In the present embodiment, multiple described eight or a three formula railway light military piers from the bottom to top point multilayer are laid, and to be laid in multiple described eight or three formula railway light military piers in same level assembled by multiple for every layer of described eight or three formula railway light military pier.

In the present embodiment, the inside wall of described crossbeam two 7-3-2 is embedded with the fixing steel plate 13 positioned temporary support platform 7-9, described temporary support platform 7-9 is fixed on described fixing steel plate 13 by multiple connector two.

In the present embodiment, described end slipway 27 adopts C40 concreting to form and its top respectively spreads the HPB300 steel mesh reinforcement of one deck Φ 12mm, and HPB300 steel mesh reinforcement is connected with the interior pre-buried bar dowel of described horizontal support.The cross section of described longeron two 7-3-1 and crossbeam two 7-3-2 is 2m × 1.6m and the HRB400 steel mesh reinforcement of two-layer Φ 28mm respectively need be arranged in the two top and the bottom; Protective layer thickness 63mm, stirrup adopts the HPB300 reinforcing bar of Φ 12mm, and spacing is 200mm.5# pier side arranges the pile foundation of 6 diameter of phi 1.5m altogether, 4# pier side arranges the pile foundation of 4 diameter of phi 1.5m altogether, vertical bridge is to spacing 16m, direction across bridge spacing 8.6m, require that bearing capacity of single pile is not less than 12000kN, two reinforced concrete pile 7-8 are increased in addition at the installation position place of transverse slipway 6, for reducing the span of longeron two 7-3-1, oblique steel pipe concrete is set at span centre and supports pier stud, longitudinal binder that support angle is corresponding is designed to concrete beam, binder width adopts the binder of 1.7m width to connect, and is highly high near pile foundation and the variable cross-section that span centre is low.That root reinforced concrete pile 7-8 joined with longeron one 6-3 in described reinforced concrete support, need build cap on top, and for placing the longeron at two ends, cap size 2m × 1.68m, longitudinal length is 1.7m.

As shown in Fig. 8, Fig. 9, Figure 10 and Figure 11, four top pier stud 5-1 that in described water, temporary rest pier 5 comprises pile foundation one and is laid in described pile foundation one, described pile foundation one comprises many drilled pile 5-2, many described drilled pile 5-2 lay in two separate ranks, and the many described drilled pile 5-2 tops of often arranging in described drilled pile 5-2 are all connected as one by binder between stake one 5-3; Many described drilled pile 5-2 all in vertically to laying, between described stake, binder one 5-3 is that level is to laying; Between described stake, the quantity of binder one 5-3 is two and the two is parallel laying, and between two described stakes, binder one 5-3 is laid in two row described drilled pile 5-2 top respectively.Four top pier stud 5-1 divide two row two row to lay, between each described stake, binder one 5-3 is provided with two described top pier stud 5-1, it is that level is to the glide path beam 5-4 laid together that the described top pier stud 5-1 of two row is respectively arranged with, glide path beam 5-4 described in twice is laid in same level and the cloth set direction of the two is all consistent to direction with the vertical bridge of institute erecting steel truss girder, and between described stake, binder one 5-3 and glide path beam 5-4 is vertical runs; Described in twice set on temporary rest pier 5 in described water, end slipway 27 is laid on glide path beam 5-4 described in twice respectively.Described in twice, glide path beam 5-4 all lays along the vertical bridge of described steel truss girder 1 to direction.

In the present embodiment, be fastenedly connected by one time tie-beam 5-9 between being laid in bottom two described top pier stud 5-1 on same row, described in twice, between stake, binder one 5-3 top is fastenedly connected with the two ends of lower tie-beam 5-9 respectively; The quantity of described lower tie-beam 5-9 for twice and described in twice lower tie-beam 5-9 be laid in same level.

Meanwhile, be laid between the pier stud 5-1 top, two described top on same row and be fastenedly connected by together upper tie-beam 5-6, the quantity of described upper tie-beam 5-6 for twice and upper tie-beam 5-6 described in twice be laid in same level.All be fastenedly connected with tie-beam 5-6 upper described in twice bottom glide path beam 5-4 described in twice.

In the present embodiment, the top and the bottom, inner side of described reinforced concrete floor are provided with one deck steel mesh reinforcement.Between described top pier stud 5-1, drilled pile 5-2, stake, binder one 5-3, lower tie-beam 5-9 and upper tie-beam 5-6 are reinforced concrete structure.

Described glide path beam 5-4 is prestressed reinforced concrete structure; Often arrange many described drilled pile 5-2 in described drilled pile 5-2 all and between the stake being located thereon portion binder 5-3 build and be integrated, described in upper tie-beam 5-6 described in lower tie-beam 5-9, twice described in binder one 5-3 between stake described in twice, four described top pier stud 5-1, twice and twice, glide path beam 5-4 all builds and is integrated.In the present embodiment, the cross section of described upper tie-beam 5-6 and lower tie-beam 5-9 is square, and described upper tie-beam 5-6 two ends all extend out to outside two connected described top pier stud 5-1.

During practice of construction, described glide path beam 5-4 lays along the vertical bridge of described steel truss girder to direction.

The stake footpath of described drilled pile 5-2 is Φ 2.0m ± 0.5m, spacing between the described drilled pile 5-2 of two rows and described in twice between stake between binder one 5-3 is 12m ± 2m, spacing between the adjacent two described drilled pile 5-2 in front and back is 5m ~ 10m, between described stake, the cross section of binder one 5-3 is square, between described stake, the width of binder one 5-3 is 2.5m ± 0.5m and it is highly for 5.5m ± 0.5m, and the length of described glide path beam 5-4 is not less than 20m.In the present embodiment, the stake footpath of described drilled pile 5-2 is Φ 2.0m, between the described drilled pile 5-2 of two rows and spacing described in twice between stake between binder one 5-3 be 12m, between described stake, the width of binder one 5-3 is 2.5m and it is highly 5.5m.

In the present embodiment, the quantity of described drilled pile 5-2 is 8, and 8 described drilled pile 5-2 divide 2 row 4 row to lay.Often arrange the spacing that described drilled pile 5-2 includes in 4 drilled piles, 2,4 described drilled pile 5-2 between the adjacent two described drilled pile 5-2 in left and right and be respectively 6m, 8.6m and 6m from front to back.

In the present embodiment, many described drilled pile 5-2 are all positioned at the longitudinal centre line side of described bridge and it is positioned at the side, downstream in residing river.Between described stake, front portion (namely the meet water side) shape of cross section of binder one 5-3 is for semicircle.

When reality carries out dilatory vertical shift to steel truss girder 1, in water, temporary rest pier 5 is stressed larger, vertically reach 950t (individual node) by the upper slide device 12 load maximum value be delivered on glide path beam 5-4, direction across bridge may bear larger water pressure and wind action, and thus in water, temporary rest pier 5 adopts concrete frame structure form.Due to the restriction of pile foundation one execution conditions, arrange the pile foundation of 8 diameter 2.0m altogether, vertical bridge is to spacing 12m, and direction across bridge spacing 6m+8.6m+6m, requires that bearing capacity of single pile is not less than 15000kN.In described water, the superstructure of temporary rest pier 5 is firm frame construction, and glide path beam 5-4 is single span semi girder, adopts prestressed reinforced concrete construction.Consider the feature of slide device 12 arrangement form, the length of glide path beam 5-4 is not less than 20m, ensures that at least one large node of steel truss girder 1 drops on glide path beam 5-4.Described glide path Liang5-4Ding arranges width 1.7cm and the end slipway 27 of thick 0.25m.

In the present embodiment, the quantity of many groups of described rear anchor points is four groups, after described in four groups, anchor point comprises the rear anchor point one that a group is laid in steel truss girder 1 front bottom end, one group of rear anchor point two be laid in bottom steel truss girder 1 rear end, one group of rear anchor point three being laid on front side of steel truss girder 1 bottom and one group are laid in the rear anchor point four of steel truss girder 1 bottom rear, spacing between described rear anchor point three and described rear anchor point one and between described rear anchor point two and described rear anchor point four is D1, spacing between described rear anchor point three and described rear anchor point four is D2, wherein D2 < D1, after described in four groups, anchor point to be respectively after anchor point after anchor point after 1#, 2#, 3# anchor point after anchor point and 4# from front to back, the quantity of multiple described continuous jack is four, four described continuous jacks divide two groups to lay, and often organize described continuous jack and include the symmetrical continuous jack laid in two, left and right, continuous jack described in two groups comprises one group and is laid in continuous jack on described reinforced concrete support and one group of continuous jack be laid in water on temporary rest pier 5, the quantity of multiple described steel truss girder sections is four, four described steel truss girder sections are respectively 1# steel truss girder sections, 2# steel truss girder sections, 3# steel truss girder sections and 4# steel truss girder sections from front to back, after 1# after anchor point, 2# after anchor point, 3# after anchor point and 4# anchor point be laid in respectively bottom 1# steel truss girder sections, 2# steel truss girder sections, 3# steel truss girder sections and 4# steel truss girder sections.Herein, D1 is 56.7m and D2 is 42.5m.

In the present embodiment, large number of nodes bottom described steel truss girder 1 is 12,12 large nodes are respectively E0 ＇, E1 ＇, E2 ＇, E3 ＇, E4 ＇, E5 ＇, E5, E4, E3, E2, E1 and E0 from front to back, are an internode between adjacent two the large nodes in front and back.The upper slide device 12 installed bottom described steel truss girder 1 is 12 groups, and described in 12 groups, upper slide device 12 is arranged on 12 large nodes respectively.Large number of nodes bottom described nose girder 2 is 8, and the upper slide device 12 installed bottom nose girder 2 is 8 groups, and described in 8 groups, upper slide device 12 is arranged on 8 large nodes respectively.

As Figure 20, Figure 21, Figure 22, Figure 23, shown in Figure 24 and Figure 25, the described anchor device 14 that draws comprises horizontal fixed plate 14-1, be fixed on the vertical installing plate 14-2 of rear side bottom horizontal fixed plate 14-1 and be arranged on the ground tackle 14-3 of vertical installing plate 14-2 middle and lower part, described horizontal fixed plate 14-1 is fixedly mounted on the box-shaped beam 14-4 bottom steel truss girder 1, described horizontal fixed plate 14-1 is positioned at below described box-shaped beam 14-4 and it is fixed on the base plate of box-shaped beam 14-4 by multiple fastening bolt 14-7, the base plate of described box-shaped beam 14-4 and horizontal fixed plate 14-1 all have multiple bolt mounting holes 14-8 supplying multiple described fastening bolt 14-7 to install respectively, the cloth set direction of described box-shaped beam 14-4 is consistent with the direction across bridge direction of institute's erecting steel truss girder, be provided with multiple tracks bottom institute's erecting steel truss girder and be laid in box-shaped beam 14-4 in same level, box-shaped beam 14-4 described in multiple tracks comprises the end floor beam that twice are laid in described steel truss girder rear and front end respectively and the middle cross beam be laid in described in twice between end floor beam, the quantity of described middle cross beam is one or multi-channel, and described box-shaped beam 14-4 is described end floor beam or described middle cross beam, multiple floor 14-5 that vertically puts more energy in parallel laying is provided with on front side of described vertical installing plate 14-2, the described floor 14-5 and horizontal fixed plate 14-1 and vertical installing plate 14-2 that vertically puts more energy into is all in vertical runs, and described floor 14-5 top of vertically putting more energy into is fixed on horizontal fixed plate 14-1 and its rear wall is fixed on vertical installing plate 14-2.

In the present embodiment, be also provided with multiple the sash floor 14-6 in parallel laying, described sash floor 14-6 and vertical installing plate 14-2 on front side of described vertical installing plate 14-2 and vertically put more energy between floor 14-5 all in vertical runs.

In the present embodiment, multiple described multiple fastening bolt 14-7 divides many row's multiple rows to lay.

When actual laying is installed, all mutually concordant with bottom vertical installing plate 14-2 bottom multiple floor 14-5 that vertically puts more energy into.

During practice of construction, described horizontal fixed plate 14-1, vertical installing plate 14-2, vertically the floor 14-5 and sash floor 14-6 that puts more energy into are steel plate, put more energy into floor 14-5 with between horizontal fixed plate 14-1 and vertical installing plate 14-2 and sash floor 14-6 and vertical installing plate 14-2 and vertically put more energy into all to be fixed with welding manner between floor 14-5 and be connected between described horizontal fixed plate 14-1 with vertical installing plate 14-2, vertically.

In the present embodiment, described sash floor 14-6 is divided into multiple plate of putting more energy into by multiple described floor 14-5 that vertically puts more energy into.

Described horizontal fixed plate 14-1 and vertical installing plate 14-2 is square plate; The shape and size of multiple described floor 14-5 that vertically puts more energy into are all identical, and the vertical height of multiple described floor 14-5 that vertically puts more energy into is all identical with the height of described vertical installing plate 14-2; Multiple described sash floor 6 is square plate and its width is all identical with the width of vertical installing plate 14-2.

In the present embodiment, the described floor 14-5 that vertically puts more energy into comprises rectangular slab and is positioned at the right-angled trapezium plate below described rectangular slab, described rectangular slab and described right-angled trapezium plate processing and fabricating are integrated and the rear wall of the two is all fixed on vertical installing plate 14-2, and described rectangular slab front end is mutually concordant with the front end of horizontal fixed plate 14-1; The width of described right-angled trapezium plate from top to bottom reduces gradually, and the upper width of described right-angled trapezium plate is identical with the width of described rectangular slab and its underpart width is 100mm ± 20mm; All vertically put more energy into its installation position place width of floor 5 of the length of multiple described sash floor 14-6 is identical.

Actually add man-hour, the thickness of slab of described sash floor 14-6 and the floor 14-5 that vertically puts more energy into is 20mm ± 5mm, and the thickness of slab of described vertical installing plate 14-2 is 40mm ± 5mm, and the thickness of slab of described horizontal fixed plate 14-1 is 30mm ± 5mm; The height of described vertical installing plate 14-2 is 436mm ± 20mm and its width is 510mm ± 20mm, and the transverse width of described horizontal fixed plate 14-1 is greater than the width of vertical installing plate 14-2 and its longitudinal length is 600mm ± 20mm.The quantity of described sash floor 14-6 and the floor 14-5 that vertically puts more energy into is two, and two described, and floor 14-5 symmetry of vertically putting more energy into is laid in the left and right sides of ground tackle 3 and spacing is therebetween 270mm ± 20mm; Two described sash floor 14-6 are respectively sash floor and are positioned at the lower sash floor below described upper sash floor, spacing between described upper sash floor and horizontal fixed plate 14-1 bottom surface is 190mm ± 20mm, and the distance between described lower sash floor and vertical installing plate 14-2 bottom surface is 50mm ± 10mm.

In the present embodiment, the thickness of slab of described sash floor 14-6 and the floor 14-5 that vertically puts more energy into is 20mm, and the thickness of slab of described vertical installing plate 14-2 is 40mm, and the thickness of slab of described horizontal fixed plate 14-1 is 30mm; The height of described vertical installing plate 14-2 is 466mm and its width is 560mm, and the longitudinal length of described horizontal fixed plate 14-1 is 600mm; Two described spacing of vertically putting more energy between floor 14-5 are 240mm; Spacing between described upper sash floor and horizontal fixed plate 14-1 is 200mm, and the distance bottom described lower sash floor and vertical installing plate 14-2 is 50mm.During practice of construction, can according to specific needs, horizontal fixed plate 14-1, vertical installing plate 14-2, vertically the put more energy into size of floor 14-5 and sash floor 14-6 are adjusted accordingly.

In the present embodiment, described ground tackle 14-3 is strand tapered anchorage, and the dilatory steel wire bundle adopted is fixed in ground tackle 14-3.During practice of construction, described ground tackle 14-3 the steel wire bundle fixed be positioned at the front side of vertical installing plate 2.

As shown in the above, rear anchor point is positioned at the installed anchor device 14 that draws and is specifically arranged on box-shaped beam 14-4, draw anchor device 14 for group welding piece, high-strength bolt is adopted to be arranged on box-shaped beam 14-4, because box-shaped beam 14-4 cannot bear the effect of tractive force, brace need be set and be connected on the lower chord base plate of steel truss girder 1.In the present embodiment, the size of ground tackle 14-3 is not less than φ 300mm; Steel wire bundle radical is determined according to jacking force, and one end connects with continuous jack, and the other end is fixed on and draws on anchor device 14, adopts the steel strand of tensile strength 1860MPa.After drawing anchor device 14 and steel wire bundle to install, pretension be carried out, to ensure steel strand uniform force in pushing tow process.

As shown in figure 19, after described in four groups on the anchor point end floor beam that is laid in described steel truss girder 1 rear and front end respectively and middle cross beam E4-E4 and E4 ＇-E4 ＇, direction across bridge spacing is 5.36m.

In the present embodiment, the quantity of the included large node of 1# steel truss girder sections, 2# steel truss girder sections, 3# steel truss girder sections and 4# steel truss girder sections is respectively 3,3,2 and 3, and wherein 1# steel truss girder sections and nose girder 2 are fastenedly connected and are integrated.Wherein, 1# steel truss girder sections comprises E0 ' E1 ', E1 ' E2 ' and E2 ' E3 ' tri-internodes, and its with nose girder 2 synchronously carry out assembled.2# steel truss girder sections comprises E3 ' E4 ', E4 ' E5 ' and E5 ' E5 tri-internodes.3# steel truss girder sections comprises E5E4 and E4E3 two internodes.4# steel truss girder sections comprises E3E2, E2E1 and E1E0 tri-internodes.

In the present embodiment, the tractive force being laid in the continuous jack on described reinforced concrete support is greater than 283t, adopts 2, ZLD200 type successively incremeantal launching method jack; The tractive force being laid in the continuous jack in water on temporary rest pier 5 is 476-283=193t, adopt 2, ZLD150 type successively incremeantal launching method jack (if friction factor f>0.15 is determined in test, jack model should be selected according to experimental data).During actual installation, be arranged on one end of continuous jack on counter-force bracket set on temporary rest pier 5 in described reinforced concrete support or water, the other end is anchored at and draws on anchor device 14.In each described traversing thrustor, the quantity of pushing tow jack 9 used is two, is specially 350 tonnes of jack.

When reality temporary rest pier 5 is laid described continuous jack when installing in water, a pushing tow point is set inside the glide path beam 5-4 near 4# pier direction, provides pushing tow control to be not more than 2x1000kN.Near 5# pier direction at glide path beam 5-4 arranged outside two deviation correcting devices, conduct correction or spacing use after pier on nose girder 2.In described water in temporary rest pier 5 work progress, avoid ice flood and flood period.

In the present embodiment, when carrying out in step 4 falling beam, adopt 8 800t hydraulic jack, the depth of beam that at every turn falls is 80% stroke of hydraulic jack.Often hold 4 hydraulic jack parallel connections, often fall a stroke time by special steel buttress pad, then falling top falls beam again.

In the present embodiment, in described reinforced concrete support and water, temporary rest pier 5 is provided with the counter-force bracket for described continuous jack support top.When carrying out steel truss girder gradation assembling and vertical shift in step 2, point carry out vertical shift for four times and its process is as follows:

Step 201, first time assembled and vertical shift: in the rear side falsework carries out assembled to nose girder 2 and the 1# steel truss girder sections be positioned on rear side of nose girder 2, assembled complete after draw anchor device to connect with two on anchor point after 1# respectively the one group of continuous jack be laid on described reinforced concrete support, and by be laid in continuous jack on described reinforced concrete support forward single-point draw, complete first time vertical shift.

Step 202, the assembled and vertical shift of second time: in the rear side falsework carries out assembled to the 2# steel truss girder sections be positioned on rear side of 1# steel truss girder sections; After 2# steel truss girder section assembling completes, continue single-point forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 1# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 2# respectively; Continue single-point forward afterwards draw and draw anchor device to be connected with two on anchor point after 1# respectively group continuous jack of on temporary rest pier in water 5, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 carry out multiple spot and draw, complete second time vertical shift.

Step 203, third time assembled and vertical shift: in the rear side falsework carries out assembled to the 3# steel truss girder sections be positioned on rear side of 2# steel truss girder sections; After 3# steel truss girder section assembling completes, continue multiple spot forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 2# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 3# respectively; Continue multiple spot forward afterwards draw and group continuous jack of on temporary rest pier in water 5 is changed to drawing anchor device to be connected with two on anchor point after 2# respectively, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 carry out multiple spot and draw, complete third time vertical shift.

Step 204, the 4th assembled and vertical shift: in the rear side falsework carries out assembled to the 4# steel truss girder sections be positioned on rear side of 3 steel truss girder sections; After 4# steel truss girder section assembling completes, continue multiple spot forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 3# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 4# respectively; Continue multiple spot forward afterwards draw and group continuous jack of on temporary rest pier in water 5 is changed to drawing anchor device to be connected with two on anchor point after 3# respectively, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 carry out multiple spot and draw, complete the 4th vertical shift, now steel truss girder 1 vertical shift puts in place.

In the present embodiment, after the vertical shift of steel truss girder 1 described in step 2 puts in place, first nose girder 2 is removed, again the upper slide device 12 above the temporary rest pier 5 that is in water that steel truss girder 1 is installed is removed, and after the upper slide device 12 above nose girder 2 and the temporary rest pier 5 that is in water all is removed, then carry out traversing to steel truss girder 1; In step 3, steel truss girder 1 is traversing put in place after, transverse slipway 8 described in end slipway described in described temporary supporting system, twice and twice is removed.

Actual when carrying out vertical shift, time in step 201 to nose girder 2 and 1# steel truss girder section assembling, the length of 1# steel truss girder sections is 42.5m, and first time vertical shift length is 48m.Before first time vertical shift, first anchor device is drawn to connect with two on anchor point after 1# respectively group continuous jack of on described reinforced concrete support, after first time vertical shift puts in place, the unsettled 46m of nose girder 2; Before first time vertical shift, the distance on described reinforced concrete support after continuous jack and 1# between anchor point is about 63.25m, in first time vertical shift process, carries out single-point pushing tow by the continuous jack be laid on described reinforced concrete support.

Time in step 202 to 2# steel truss girder section assembling, the length of 2# steel truss girder sections is 42.6m, and second time vertical shift length is 50m.After 2# steel truss girder section assembling completes, the continuous jack on described reinforced concrete support is first adopted to continue after single-point draws 16m forward, on described reinforced concrete support one group continuous jack is changed to drawing anchor device to connect with two on anchor point after 2# respectively, now the front end of nose girder 2 prepares temporary rest pier 5 in upper water, and the distance in water after temporary rest pier 5 and 1# between anchor point is about 63.25-64=-0.75m; Afterwards, adopt the continuous jack on described reinforced concrete support to continue single-point forward and draw 8m, and draw anchor device to connect with two on anchor point after 1# respectively the one group of continuous jack be laid in water on temporary rest pier 5, start afterwards to carry out multi-point pushing, during multi-point pushing, ensure that the tractive force of temporary rest pier 5 pier top continuous jack in water is not more than 100t; Then, by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 continue multiple spot forward and draw 26m.

Time in step 203 to 3# steel truss girder section assembling, the length of 3# steel truss girder sections is 28.2m, and third time vertical shift length is 43m.After 3# steel truss girder section assembling completes, first group continuous jack of on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 3# respectively, then by being laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 continue multiple spot forward and draw 30m; Afterwards, anchor device is drawn to connect with two on anchor point after 2# the one group of continuous jack be laid in water on temporary rest pier 5, then by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 continue multiple spot forward and draw 13m.

Time in step 204 to 4# steel truss girder section assembling, the length of 4# steel truss girder sections is 42.5m, and the 4th time vertical shift length is 79m.After 4# steel truss girder section assembling completes, first group continuous jack of on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 4# respectively, again by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 continue multiple spot forward and draw 16m, now nose girder 2 front end prepares upper described front side falsework; Afterwards, again by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier 5 continue to draw anchor device to connect with two on anchor point after 3# the one group of continuous jack be laid in water on temporary rest pier 5 after multi-point pushing 14m forward, and then continue multiple spot forward and draw 49m, now steel truss girder 1 vertical shift puts in place.

Actually carry out in vertical shift process, need ensure that in described traversing thrustor, 4 jack operations are synchronous, occurred drift condition once observation, can be rectified a deviation by adjustment 4 jack tension power.

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

Claims (10)

1. a steel truss girder assembling construction technology, it is characterized in that: institute's erecting steel truss girder (1) for the beam body on rear and front end is supported in respectively permanent buttress one (3) and permanent buttress two (4) and its be assemblied to form from front to back by multiple steel truss girder sections, described permanent buttress one (3) and permanent buttress two (4) lay respectively at main stem both sides, river; Described permanent buttress one (3) and permanent buttress two (4) are all laid on straight line l1; Described steel truss girder (1) front portion is provided with nose girder (2), and nose girder (2) is laid in the dead ahead of steel truss girder (1); The assembling work progress of described steel truss girder (1) is as follows:

Step one, temporary supporting system and vertical transverse slipway are constructed: in the side of permanent buttress one (3) and permanent buttress two (4) construction temporary supporting system, and fasten in described temporary support and lay twice and carry out vertical bridge for steel truss girder (1) and supply steel truss girder (1) to carry out the transverse slipway (8) of direction across bridge movement to the end slipway of movement and twice;

Described temporary supporting system comprises rear side falsework, is arranged in the front side falsework in described rear side falsework front and is positioned at the water temporary rest pier (5) of river main stem, in described water, temporary rest pier (5) is between described rear side falsework and described front side falsework, in described rear side falsework, water, temporary rest pier (5) and described front side falsework to be all laid on straight line l2 and the elevation of top of three is identical, and straight line l1 and straight line l2 are parallel laying; Described rear side falsework and permanent buttress two (4) are positioned at the same side of river main stem, and described front side falsework and permanent buttress one (3) are positioned at the same side of river main stem; Described rear side falsework comprises and carries out assembled and vertical bridge to the temporary concrete pile bent pier of movement be positioned at the reinforced concrete support in described temporary concrete pile bent pier dead ahead to steel truss girder (1); Spacing in described reinforced concrete support and water between temporary rest pier (5) is not more than the length of nose girder (2), and the spacing in described water between temporary rest pier (5) and described front side falsework is not more than L1, wherein l is the total length of steel truss girder (1) and nose girder (2);

Described steel truss girder (1) is all provided with to organize slide device (12) with nose girder (2) bottom more, many groups of described upper slide devices (12) are laid from front to back, often organize described upper slide device (12) and include the symmetrical upper slide device (12) laid in two, left and right, on described temporary concrete pile bent pier, tiling has twice to carry out the end slipway one (6-5) of straight skidding for two described upper slide devices (12), end slipway one (6-5) described in twice in parallel laying and its vertical bridge along steel truss girder (1) lay to direction, in described water, temporary rest pier (5) and described front side falsework are reinforced concrete structure, in described reinforced concrete support, water, temporary rest pier (5) and described front side falsework are provided with twice carry out straight skidding end slipway two (7) for two described upper slide devices (12), described in twice, end slipway two (7) is in parallel laying, and described in twice, end slipway two (7) is laid in the dead ahead of end slipway one (6-5) described in twice respectively, in end slipway one (6-5) described in twice and described reinforced concrete support, water, on temporary rest pier (5) and described front side falsework, set twice end slipway two (7) forms end slipway described in twice, and the front end of end slipway one (6-5) described in twice set on described temporary concrete pile bent pier is integrated with the rear end compact siro spinning technology of end slipway two (7) described in set twice on described reinforced concrete support respectively, described reinforced concrete support is positioned at permanent buttress two (4) side, described front side falsework is positioned at permanent buttress one (3) side, transverse slipway described in twice (8) comprise be laid in together described reinforced concrete support and the transverse slipway (8) on permanent buttress two (4) and together be laid in transverse slipway (8) on described front side falsework and permanent buttress one (3), transverse slipway described in twice (8) all with end slipway two (7) in vertical runs, described end slipway one (6-5), end slipway two (7) is all identical with the elevation of top of transverse slipway (8),

Step 2, steel truss girder gradation assembling and vertical shift: carry out assembled respectively to multiple described steel truss girder sections several times from front to back, and after described in each, steel truss girder section assembling completes, all adopt draw-gear and by end slipway described in twice, a vertical shift carried out to the current assembled steel truss girder (1) completed, complete steel truss girder (1) until assembled and assembled steel truss girder (1) vertical shift completed is put in place; After steel truss girder (1) vertical shift puts in place, the rear and front end of described steel truss girder (1) is supported on described front side falsework and described reinforced concrete support respectively;

Step 3, steel truss girder are traversing: adopt traversing thrustor and undertaken traversing by the steel truss girder (1) that transverse slipway described in twice (8) puts in place to vertical shift, until put in place traversing for steel truss girder (1); Until steel truss girder (1) is traversing put in place after, the rear and front end of described steel truss girder (1) lays respectively at directly over permanent buttress one (3) and permanent buttress two (4);

Step 4, Luo Liang: the rear and front end of steel truss girder (1) is supported in respectively on permanent buttress one (3) and permanent buttress two (4).

2. according to a kind of steel truss girder assembling construction technology according to claim 1, it is characterized in that: described steel truss girder (1) bottom is provided with the rear anchor point of many groups, many groups of described rear anchor points are laid from front to back, often organize described rear anchor point and include the symmetrical rear anchor point laid in two, left and right; Each described rear anchor point is all provided with one and draws anchor device (14), described in draw anchor device (14) to be connected with continuous jack by pull bar, described Continuous Jack Installation is fastened in described temporary support; Described draw-gear comprise multiple be laid in respectively on multiple described rear anchor point draw anchor device (14) and multiple respectively with the described continuous jack drawing anchor device (14) to be used in combination.

3. according to a kind of steel truss girder assembling construction technology described in claim 1 or 2, it is characterized in that: the quantity of described traversing thrustor is two, two described traversing thrustors are arranged on described reinforced concrete support and described front side falsework respectively; End slipway two (7) described in twice is respectively the inner side end slipway laid near permanent buttress one (3) and permanent buttress two (4) side and the outside end slipway be positioned at outside the end slipway of described inner side; Transverse slipway (8) set on described reinforced concrete support and described front side falsework is all divided into inside and outside two chute sections by described inner side end slipway; Two described upper slide devices (12) are respectively sideslip moving device and are positioned at the outer slide device outside described sideslip moving device; Described traversing thrustor is pushing tow jack (9), described pushing tow jack (9) rear portion prop up withstand on reaction frame (7-6) upper and its anterior withstand on described outer slide device, padding between described pushing tow jack (9) rear portion and reaction frame (7-6) is equipped with in level to the reaction beam laid (10), and described reaction beam (10) and described end slipway two (7) are in parallel laying and it is fastened and fixed in reaction frame (7-6) inner side; Described reaction beam (10) bottom is fastened and fixed on described reinforced concrete support or described front side falsework and it is positioned at outside the end slipway of described outside.

4. according to a kind of steel truss girder assembling construction technology according to claim 2, it is characterized in that: the quantity of the described rear anchor point of many groups is four groups, after described in four groups, anchor point comprises the rear anchor point one that a group is laid in steel truss girder (1) front bottom end, one group of rear anchor point two be laid in bottom steel truss girder (1) rear end, one group of rear anchor point three and one group of rear anchor point four being laid in steel truss girder (1) bottom rear being laid in bottom, steel truss girder (1) front side, spacing between described rear anchor point three and described rear anchor point one and between described rear anchor point two and described rear anchor point four is D1, spacing between described rear anchor point three and described rear anchor point four is D2, wherein D2 < D1, after described in four groups, anchor point to be respectively after anchor point after anchor point after 1#, 2#, 3# anchor point after anchor point and 4# from front to back, the quantity of multiple described continuous jack is four, four described continuous jacks divide two groups to lay, and often organize described continuous jack and include the symmetrical continuous jack laid in two, left and right, continuous jack described in two groups comprises one group and is laid in continuous jack on described reinforced concrete support and one group of continuous jack be laid on temporary rest pier in water (5), the quantity of multiple described steel truss girder sections is four, four described steel truss girder sections are respectively 1# steel truss girder sections, 2# steel truss girder sections, 3# steel truss girder sections and 4# steel truss girder sections from front to back, after 1# after anchor point, 2# after anchor point, 3# after anchor point and 4# anchor point be laid in respectively bottom 1# steel truss girder sections, 2# steel truss girder sections, 3# steel truss girder sections and 4# steel truss girder sections.

5. according to a kind of steel truss girder assembling construction technology according to claim 4, it is characterized in that: in described reinforced concrete support and water, temporary rest pier (5) is provided with the counter-force bracket for described continuous jack support top; When carrying out steel truss girder gradation assembling and vertical shift in step 2, point carry out vertical shift for four times and its process is as follows:

Step 201, first time assembled and vertical shift: in the rear side falsework carries out assembled to nose girder (2) and the 1# steel truss girder sections be positioned on rear side of nose girder (2), assembled complete after draw anchor device to connect with two on anchor point after 1# respectively the one group of continuous jack be laid on described reinforced concrete support, and by be laid in continuous jack on described reinforced concrete support forward single-point draw, complete first time vertical shift;

Step 202, the assembled and vertical shift of second time: in the rear side falsework carries out assembled to the 2# steel truss girder sections be positioned on rear side of 1# steel truss girder sections; After 2# steel truss girder section assembling completes, continue single-point forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 1# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 2# respectively; Continue single-point forward afterwards to draw and draw anchor device to be connected with two on anchor point after 1# respectively one group of continuous jack on temporary rest pier in water (5), subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier (5) carry out multiple spot and draw, complete second time vertical shift;

Step 203, third time assembled and vertical shift: in the rear side falsework carries out assembled to the 3# steel truss girder sections be positioned on rear side of 2# steel truss girder sections; After 3# steel truss girder section assembling completes, continue multiple spot forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 2# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 3# respectively; Continue multiple spot forward afterwards draw and one group of continuous jack on temporary rest pier in water (5) is changed to drawing anchor device to be connected with two on anchor point after 2# respectively, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier (5) carry out multiple spot and draw, complete third time vertical shift;

Step 204, the 4th assembled and vertical shift: in the rear side falsework carries out assembled to the 4# steel truss girder sections be positioned on rear side of 3 steel truss girder sections; After 4# steel truss girder section assembling completes, continue multiple spot forward when drawing the continuous jack institute support top counter-force bracket front that anchor point to 3# is positioned on described reinforced concrete support, the one group of continuous jack be laid on described reinforced concrete support is changed to drawing anchor device to connect with two on anchor point after 4# respectively; Continue multiple spot forward afterwards draw and one group of continuous jack on temporary rest pier in water (5) is changed to drawing anchor device to be connected with two on anchor point after 3# respectively, subsequently by be laid on described reinforced concrete support and two groups of continuous jacks in water on temporary rest pier (5) carry out multiple spot and draw, complete the 4th vertical shift, now steel truss girder (1) vertical shift puts in place.

6. according to a kind of steel truss girder assembling construction technology described in claim 1 or 2, it is characterized in that: after steel truss girder described in step 2 (1) vertical shift puts in place, first nose girder (2) is removed, again the upper slide device (12) of the temporary rest pier that is in water (5) top that steel truss girder (1) is installed is removed, and after the upper slide device (12) above nose girder (2) and the temporary rest pier that is in water (5) is all removed, then carry out traversing to steel truss girder (1); In step 3, steel truss girder (1) is traversing put in place after, transverse slipway (8) described in end slipway described in described temporary supporting system, twice and twice is removed.

7. according to a kind of steel truss girder assembling construction technology according to claim 2, it is characterized in that: described in draw anchor device (14) to comprise horizontal fixed plate (14-1), be fixed on the vertical installing plate (14-2) of horizontal fixed plate (14-1) bottom rear side and be arranged on the ground tackle (14-3) of vertical installing plate (14-2) middle and lower part, described horizontal fixed plate (14-1) is fixedly mounted on the box-shaped beam (14-4) of steel truss girder (1) bottom, described horizontal fixed plate (14-1) is positioned at described box-shaped beam (14-4) below and it is fixed on the base plate of box-shaped beam (14-4) by multiple fastening bolt (14-7), the base plate of described box-shaped beam (14-4) and horizontal fixed plate (14-1) all have multiple bolt mounting holes (14-8) supplying multiple described fastening bolt (14-7) to install respectively, the cloth set direction of described box-shaped beam (14-4) is consistent with the direction across bridge direction of institute's erecting steel truss girder, be provided with multiple tracks bottom institute's erecting steel truss girder and be laid in box-shaped beam (14-4) in same level, box-shaped beam described in multiple tracks (14-4) comprises the end floor beam that twice are laid in described steel truss girder rear and front end respectively and the middle cross beam be laid in described in twice between end floor beam, the quantity of described middle cross beam is one or multi-channel, and described box-shaped beam (14-4) is described end floor beam or described middle cross beam, described vertical installing plate (14-2) front side is provided with multiple floor of vertically putting more energy into (14-5) in parallel laying, described floor (14-5) and horizontal fixed plate (14-1) and the vertical installing plate (14-2) of vertically putting more energy into is all in vertical runs, and described floor (14-5) top of vertically putting more energy into is fixed on horizontal fixed plate (14-1) and goes up and its rear wall is fixed on vertical installing plate (14-2).

8. according to a kind of steel truss girder assembling construction technology described in claim 1 or 2, it is characterized in that: upper slide device (12) described in step one comprises the horizontal stand (12-1) that is fixedly mounted on steel truss girder (1) bottom and is fixed on horizontal stand (12-1) bottom and the Ship shaped skateboard (12-2) that is all bent upwards of rear and front end, described transverse slipway (8) and end slipway two (7) all tile horizontal slide plate (12-3); Described traversing thrustor the inner withstands on horizontal stand (12-1); Described horizontal slide plate (12-3) is for MGE slide plate and it is square plate, described Ship shaped skateboard (12-2) bottom is outer is surrounded by one deck corrosion resistant plate (12-4), pad billet (12-5) is housed between described horizontal stand (12-1) and steel truss girder (1) bottom, bottom described billet (12-5) and steel truss girder (1) and be all fastenedly connected by multiple connector two between horizontal stand (12-1) top; Described horizontal stand (12-1) left and right sides, top is provided with skew locating part.

9. according to a kind of steel truss girder assembling construction technology described in claim 1 or 2, it is characterized in that: the pile bent pier of temporary concrete described in step one comprises many in vertically entering rock stake (6-1) to what lay, the elevation of top entering rock stake (6-1) described in many is all identical and its point of M1 arranges N1 row lays, wherein M1 and N1 is positive integer, M1 > 3 and N1 >=2; Often enter in rock stake (6-1) to be all supported with one crossbeam one (6-2) described in row, the quantity of described crossbeam one (6-2) is M1 road, crossbeam one (6-2) described in M1 road all in parallel laying and its be all laid in same level; Crossbeam one (6-2) described in M1 road is erected with the longeron one (6-3) that multiple tracks is parallel laying, described in multiple tracks, longeron one (6-3) is all laid in same level, and the cloth set direction of described longeron one (6-3) is consistent to direction with the vertical bridge of steel truss girder (1); Longeron one (6-3) described in multiple tracks is provided with the horizontal bearing beam (6-4) that multiple tracks is parallel laying, described in multiple tracks, horizontal bearing beam (6-4) is all laid in same level, described crossbeam one (6-2) and horizontal bearing beam (6-4) all with longeron one (6-3) in vertical runs; End slipway one (6-5) described in twice is all laid in the upper described end slipway one (6-5) of horizontal bearing beam (6-4) described in multiple tracks with longeron one (6-3) in parallel laying; Enter rock stake (6-1) described in many and be reinforced concrete pile; Described in multiple tracks, longeron one (6-3) is Bailey beam; Described end slipway one (6-5) is assembled by multiple eight or three formula railway light military piers.

10. according to a kind of steel truss girder assembling construction technology described in claim 1 or 2, it is characterized in that: four top pier studs (5-1) that in water described in step one, temporary rest pier (5) comprises pile foundation one and is laid in described pile foundation one, described pile foundation one comprises many drilled piles (5-2), many described drilled pile (5-2) point two rows lay, and many described drilled pile (5-2) tops of often arranging in described drilled pile (5-2) are all connected as one by binder between stake one (5-3); Many described drilled piles (5-2) all in vertically to laying, between described stake binder one (5-3) in level to laying; Between described stake, the quantity of binder one (5-3) is two and the two is parallel laying, and between two described stakes, binder one (5-3) is laid in two rows described drilled pile (5-2) top respectively; Four top pier stud (5-1) point two row two row are laid, binder one (5-3) is provided with two described tops pier stud (5-1) between each described stake, it is that level is to the glide path beam (5-4) laid together that two row described top pier stud (5-1) are respectively arranged with, glide path beam (5-4) described in twice is laid in same level and the cloth set direction of the two is all consistent with the pushing tow direction of institute pushing tow steel truss girder, and between described stake, binder one (5-3) and glide path beam (5-4) are in vertical runs; In described water, described in the upper set twice of temporary rest pier (5), end slipway two (7) is laid on glide path beam (5-4) described in twice respectively; Described in twice, glide path beam (5-4) is all laid along the vertical bridge of described steel truss girder (1) to direction.