CN101736700B - Construction method for hoisting broad width steel box girder cantilever - Google Patents

Construction method for hoisting broad width steel box girder cantilever Download PDF

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Publication number
CN101736700B
CN101736700B CN 200910259821 CN200910259821A CN101736700B CN 101736700 B CN101736700 B CN 101736700B CN 200910259821 CN200910259821 CN 200910259821 CN 200910259821 A CN200910259821 A CN 200910259821A CN 101736700 B CN101736700 B CN 101736700B
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China
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steel case
bridge
lifting
steel
cantilever
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CN 200910259821
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Chinese (zh)
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CN101736700A (en
Inventor
彭立志
应虹
田连民
李勇
阎王虎
王俊伟
檀兴华
樊俊丽
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中交路桥华北工程有限公司
路桥集团国际建设股份有限公司
中国交通建设股份有限公司
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Priority to CN 200910259821 priority Critical patent/CN101736700B/en
Publication of CN101736700A publication Critical patent/CN101736700A/en
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Abstract

The invention relates to a construction method for lifting a broad width steel box girder cantilever. A cantilever lifting machine is installed on a finished bridge segment, a steel box girder to be lifted and installed is transported below the position to be installed by a girder transportation ship, and loading tentative lifting is carried out on the lifting machine by utilizing the steel box girder; the steel box girder is lifted to a bridge deck set elevation by the cantilever lifting machine, secondary tensioning is carried out on a stay cable of the finished bridge segment located by the cantilever lifting machine, and then axial-direction bridge deviation regulation, direction across bridge deviation regulation, girder segment elevation regulation and girder segment deformation regulation are carried out on the lifted steel box girder; the lifted steel box girder and the finished bridge segment are in whole section welding, hanging and first tensioning are carried out on the stay cable of the lifted girder segment, and then holding load is discharged by the cantilever lifting machine; and a next steel box girder is lifted by repeating the steps.

Description

Construction method for hoisting broad width steel box girder cantilever

Technical field

The present invention relates to the steel case beam hanging method in a kind of bridge construction process, particularly a kind of construction method for hoisting broad width steel box girder cantilever.

Background technology

Be to solve the congested problem of urban traffic, urban planning has strengthened the traffic capacity of road, bridge, has occurred the bridge in two-way eight tracks at present; According to the needs of urban construction, when carrying out urban planning and bridge design, many bridges adopt the light-duty main beam structure based on broad width steel box girder, and in order to improve the service life of bridge, the broad width steel box girder of employing is the orthotropic structure.

The common mounting method of steel case beam has cantilever lift-on/lift-off system, incremental launching method, full support crane barge lift-on/lift-off system etc., and when bridge is crossed over the transportation river course that can not be interrupted, adopts the cantilever construction method to be undoubtedly a kind of more satisfactory method; Yet broad width steel box girder for two-way eight tracks, adopt cantilever lifting construction process because the distortion that the deadweight of steel case beam produces is big, big between steel case beam in conjunction with aligning difficulty, therefore in the hoisting broad width steel box girder cantilever process, solve the lifting beam and becomes the bridge binding end to face positive hanging method one-tenth to attach most importance to and difficult point.Hoisting broad width steel box girder cantilever does not still have the job practices of mature and reliable at present, generally all is construction in the work progress while exploring, thereby is difficult to guarantee construction quality and duration.

Summary of the invention

The objective of the invention is to, provide a kind of maturation, standard, reliable construction method for hoisting broad width steel box girder cantilever, to satisfy the needs of bridge construction.

The objective of the invention is to realize by following technical scheme:

Construction method for hoisting broad width steel box girder cantilever is characterized in that, may further comprise the steps:

(1) becoming two cantilever cranes are installed on the bridge section, and described cantilever crane is being debugged; Described cantilever crane mainly is made up of main frame, hoisting system, vertical governor motion, vertical shift mechanism and slideway, adjustable support, anchoring mechanism, maintenance platform, electrical system, hydraulic system, and described hoisting system comprises triangle suspender, running block, fixed pulley group, directive wheel, hoist engine;

(2) transport below, position to be installed to by transporting the steel case beam of beam ship with installation to be lifted, after fortune beam ship transports the steel case beam of installation to be lifted to position to be installed below, be engaged in before and after the fortune beam ship according to " splay configuration " the four-hole anchor of dishing out by anchor boat, adjusting anchor line then will transport the beam ship and progressively adjust the location, adjustment process adopts the bridge coordinate system to cooperate fortune beam ship positionning, deviation reduced so that the installation of loop wheel machine suspender as far as possible, and utilize described steel case beam that described cantilever crane is loaded examination and hang; Utilize steel case beam that cantilever crane is loaded examination when hanging, stressed detection the to four summits of loop wheel machine main frame, and 24 hours four times record testing results, described 24 hours four times record is respectively 8 o'clock, 14 o'clock, 20 o'clock and 8 o'clock next day, sling height is 100cm, try to hang the observation data of measuring point is analyzed by loading, draw the deformation values of its main frame under temperature load, steel case beam load action, with this deformation values as steel case beam splicing, the reference frame of temperature, static load when vertically regulating;

(3) by cantilever crane steel case beam is risen and winch to bridge floor and set absolute altitude, and the suspension cable that becomes the bridge section at cantilever crane place carried out the stretch-draw second time, then to lifting steel case beam carry out along bridge to off normal adjustment, direction across bridge off normal adjust, the beam segment mark is high adjusts and the distortion of beam section is adjusted; During lifting steel case beam, hung four point of suspension of setting on the steel case beam, described four point of suspension lay respectively at two and are symmetrically distributed in and are hung steel case beam width center line both sides and be parallel on the straight line of width centreline, the described straight line that is parallel to width centreline is positioned near the rigid joint position the half steel case beam center of gravity, and described half steel case beam center of gravity is meant the center of gravity of the half steel case beam that steel case beam is cut into width centreline; Described every straight line is provided with two point of suspension, and two point of suspension are to be hung the center line symmetry of steel case beam length direction, apart from distance between two suspension centres on the triangle suspender that equals cantilever crane;

(4) the steel case beam with lifting carries out full section welding with becoming the bridge section, and carries out hanging and stretch-draw for the first time of lifting beam section suspension cable, and lotus is held in the cantilever crane unloading then;

(5) according to the method for described step (2), carry out the lifting of next section steel case beam to (4).

Described step (3) further comprises:

(31) at each suspension centre hanger is set, when the crossbeam of the triangle suspender of two cantilever cranes is transferred to distance hanger 50cm, stop to transfer the triangle suspender, adjust anchor line once more by fortune beam ship and make hanger, continue to transfer the triangle suspender then, regulate the length of the adjustable diagonal control arm of triangle suspender over against triangle hanger beam below, with the crossbeam of triangle suspender than low side feeding hanger after, suitably stop to transfer the triangle suspender, treat that low end floor beam is finished bearing pin and connected after, continue to transfer the triangle suspender again and finish its installation; Two symmetrical monitoring prisms are installed on steel case back plate in the hoisting process, are calculated the theoretical coordinate value of lifting beam section according to the position of prism;

(32) on four hoist engines of two cantilever cranes, the load electronic sensor is set respectively, keeps four load electronic sensors to show that payload values is identical in the steel case beam lifting stage; All check normal after, carry out the lifting of steel case beam, hoist engine hierarchical loading way is adopted in the lifting of steel case beam, is divided into to be 0~20%, 20~50%, 50~100% 3 grades and to carry out the lifting of steel case beam.

Three grades of described branches promote steel case beam, specifically:

(321) when hoist engine is loaded on 20%, held lotus 5 minutes, fortune beam ship is further accurately located, and the upstream and downstream discrepancy in elevation of steel case beam is adjusted to minimum, the Height Adjustment of two tackle pulley of every cantilever crane is to the same, make the initial tensile force balance between every hoist engine, reach the power of holding near consistent state;

(322) after the awaiting carrying beam ship remains static, continue to be loaded on 50% and hold lotus and left standstill 5 minutes, temporary fixed between fortune beam ship and the steel case beam is connected releasing;

(323) be loaded on 100%, reach the purpose of hanging in advance, left standstill 5 minutes, check each supporting and anchoring, hydraulic system and electrical system, hoist engine is with main frame and be connected everywhere, the situation of safety device; Start four hoist engines then simultaneously and promote steel case beam to bridge floor; In lifting process, observation back prism determines whether the beam section is in level, and keeping up and down, the discrepancy in elevation of walking beam section is no more than 10cm.

Suitable bridge in the described step (3) is adjusted to off normal adjustment, the adjustment of direction across bridge off normal, the high adjustment of beam segment mark and the distortion of beam section, and specifically method of adjustment is as follows:

(33) suitable bridge is to the off normal adjustment

A, measure the horizontal situation that the beam section is determined in observation by prism, and by electric winch with the leveling of beam section direction across bridge;

The suitable bridge of b, physical measurement steel case beam should be considered steel case beam deformation values under deadweight effect along bridge to drawing distance over to one's side to drawing distance over to one's side, and hangs the middle deformation values of observing under the steel work day and night temperature that obtains according to the loading examination of step (2);

C, according to the suitable bridge of physical measurement to regulated value, by four vertical governor motions along contrary bridge to drawing slide that steel case beam is moved along the bridge synchronously, and measure the oil cylinder stroke of governor motion, to guarantee the stroke unanimity of four table oil cylinders;

D, when vertically being adjusted to steel case beam and becoming bridge section clear distance to be 5cm, stop vertical shift; The space that 5cm regulates as steel case beam axis of pitch off normal;

(34) the direction across bridge off normal is adjusted

A, the adjustment of described direction across bridge off normal are to adopt Chain block to be equipped with the very heavy head of wire rope to be connected on lifting steel case beam and the interim suspension centre that becomes the bridge section, promptly on the median ventral plate, form splayed to drawing the location, and the axis off normal of beam section is adjusted in the 5mm;

B, weld limiting plate respectively with inclined-plane in the median ventral plate both sides of Cheng Qiaogang case beam, the inclined-plane of two limiting plates formation relatively has " V " type fluted shaft line stopping means, behind the axis stopping means installation in position, adopt band to survey the spirit level of verticality by median ventral plate, observe its verticality, if verticality can't meet the demands, regulate the height of tackle pulley with hoist engine; All check normal after, start vertical governor motion and will lift beam Duan Yuyi Cheng Qiaogang case beam and dock and close up;

(35) the beam segment mark is high adjusts

Described beam segment mark is high adjust be meant butt joint close up in the steel case beam that becomes bridge section end along bridge to the discrepancy in elevation adjust, this discrepancy in elevation along bridge to become between the bridge section to form a little subtended angle, described subtended angle form is " ∧ " or " ∨ ", is called " following subtended angle " and " going up subtended angle "; Method of adjustment is to become the lever of a fulcrum in the centre is set on the bridge section, an end of lever by the hinged suspension centre that is connected in lifting steel case beam with dock between the end face; For " following subtended angle ", then between a side of the disconnected lifting steel case beam that becomes bridge section and balance pivot, jack is set, with top lever on the jack, will lift steel case beam butt end and press down, hanging oneself with the hoist engine of cantilever crane simultaneously lifts steel case beam; For " going up subtended angle ", then becoming bridge section and being connected between the side that lifts steel case beam of balance pivot that jack is set, with top lever on the jack, to lift on the steel case beam butt end and carry, transfer lifting steel case beam with the hoist engine of cantilever crane simultaneously, make the beam section be able to balance with respect to hoisting point position front and rear sections weight, when angle approached zero, promptly top board stitched the wide identical loading that then stops with base plate; Jack loads when adjusting, and loaded weight is no more than the utmost carrying ability of cantilever crane;

(36) adjustment of steel case beam distortion

In the time will lifting steel case beam and become bridge section coupling, begin coupling earlier from the centre, and connect, adopt lever jack pair steel case beam to regulate then in the position of outer side edges web with bolt, and then adopt bolt to connect, finish steel case beam and the contraposition coupling that becomes between the bridge section.

The invention has the advantages that:

The present invention guarantees that quality control on construction meets the requirement of correlation technique standard, compares the precision that can improve installation with job specfication with existing steel case beam installation quality, as following table 1:

Table 1: lifting construction method of the present invention is installed measured result

The present invention not only can improve construction quality, and economic benefit is more remarkable.To build certain bridge is example, the cantilever hoisting cycle of standard sections steel case beam is brought up to 1 day/sheet by 2 days/sheet, and finish beam Duan Chengqiao and accurately mate, steel case beam quantity according to this bridge, save about 30 days of duration, artificial nearly 900, directly construction cost can be saved 500,000 yuan, other indirect expense meter.Therefore, for wide cut opposite sex steel case beam, the present invention can effectively improve wide different in nature width of cloth steel case beam construction efficiency, greatly shorten the construction period, save construction cost, improve the economic benefit of work items.

Description of drawings

Fig. 1 is a construction method for hoisting broad width steel box girder cantilever block diagram of the present invention.

Fig. 2 is a hoisting broad width steel box girder cantilever construction equipment simplified schematic diagram of the present invention.

Fig. 3 is the structural representation of cantilever crane.

Fig. 4 is loop wheel machine and triangle suspender connection diagram.

Fig. 5 is that the triangle suspender is hung steel case beam connection diagram with quilt.

Fig. 6 is that the direction across bridge off normal is adjusted schematic diagram.

Fig. 7 is that lifting steel case beam docks the axis stopping means figure that prevents the direction across bridge off normal when closing up with Cheng Qiaogang case beam.

Fig. 8 is to discrepancy in elevation adjusting device structural representation along bridge.

The specific embodiment

Below in conjunction with accompanying drawing, and, method of the present invention is described in detail by specific embodiment.

Certain bridge is only post leaning tower space pinch plane rope hybrid beam cable stayed bridge, and main navigation hole is striden the footpath and consisted of 109+188+88m, and wherein 188+88m is 22 sections steel case beams, and its width is 44m, highly is 3.5m, is broad width steel box girder.Wherein the deadweight of 3~14# standard sections steel case beam is about 288 tons, and 15~No. 20 maximum deadweights of beam section are about 331 tons.Steel box girder integral lifting construction is that 1,2,15~22 sections adopt full support hoisting slide in place, and 3~No. 14 steel casees of standard sections beam adopts method of the present invention, with DQP200t cantilever crane lifting and regulate in place.

See also shown in Figure 1ly, a kind of construction method for hoisting broad width steel box girder cantilever provided by the present invention may further comprise the steps:

Construction method for hoisting broad width steel box girder cantilever is characterized in that, may further comprise the steps:

(1) becoming two cantilever cranes are installed on the bridge section, and described cantilever crane is being debugged;

(2) transport below, position to be installed to by transporting the steel case beam of beam ship, and utilize described steel case beam that described cantilever crane is loaded examination and hang installation to be lifted;

(3) by cantilever crane steel case beam is risen and winch to bridge floor and set absolute altitude, and the suspension cable that becomes the bridge section at cantilever crane place carried out the stretch-draw second time, then to lifting steel case beam carry out along bridge to off normal adjustment, direction across bridge off normal adjust, the beam segment mark is high adjusts and the distortion of beam section is adjusted;

(4) the steel case beam with lifting carries out full section welding with becoming the bridge section, and carries out hanging and stretch-draw for the first time of lifting beam section suspension cable, and lotus is held in the cantilever crane unloading then;

(5) according to the method for described step (2), carry out the lifting of next section steel case beam to (4).

Described cantilever crane designs according to the weight of each sections of steel case beam, the rigid joint position of steel case beam etc., comprising:

1.1, steel case beam point of suspension Position Design sees also shown in Figure 2ly, cantilever crane is installed in and becomes on the bridge section 10.For being hung broad width steel box girder 1, for example width is 44m, highly the standard sections steel case beam deadweight for 3.5m is 288 tons, adopt two cantilever cranes, 2 usefulness triangle suspenders 3 to lift, therefore need to set four point of suspension, described four point of suspension lay respectively at two and are symmetrically distributed in and are hung steel case beam width center line m both sides and be parallel on the straight line of width centreline m, described every straight line is provided with two point of suspension A, B, described two point of suspension A that are located on the straight line, B is to be hung the center line n symmetry of steel case beam 1 length direction, two point of suspension A, distance between the B equals two suspension centre distances on the triangle suspender 3, and hanger 4 is set being hung on the point of suspension of steel case beam, the described straight line that is parallel to width centreline m is positioned near the rigid joint position the half steel case beam center of gravity, and described half steel case beam center of gravity is meant the center of gravity of the half steel case beam that steel case beam is cut into width centreline m;

1.2, two cantilever cranes of weight design of the lifting ability of cantilever crane design consideration separate unit loop wheel machine and single-unit steel case beam, described two cantilever cranes 2 connect triangle suspender 3 (as Fig. 2, shown in Figure 4) by cross-arm 5, described every loop wheel machine 2 (as shown in Figure 3) mainly is made up of main frame 21, hoisting system, vertical governor motion 23, vertical shift mechanism and track 25, adjustable support 26, anchoring mechanism, maintenance platform 28, electrical system 29, hydraulic system, and hoisting system comprises triangle suspender 3, running block 31, fixed pulley group 32, directive wheel 33, hoist engine 22.

As a kind of example, be 44m for the above-mentioned width of lifting, highly the standard sections steel case beam deadweight for 3.5m is 288 tons, the designing and calculating of cantilever crane is as follows:

1) main frame calculates

Main frame stress analysis (kg/cm 2) main frame Displacement Analysis (cm)

Each bar cross section characteristic of main frame and stress (material is Q235B, and material yield stress is 2350gk/cm2)

Annotate: I is a upper chord, is welding box-shaped cross section, the wide 400mm in cross section, high 400mm

II is a hound, and the cross section is 2[40 ([])+2 δ 10X380

III is column 2[40 ([])

IV is diagonal member 2[40 ([])+2 δ 10X380

V is lower chord 2[40 (] [)

VI is lower edge afterbody bracing chord member 2[40 (] [)

VII is other connection structure chord member, afterbody connection structure web member bar 2[20 ([])

VIII is other connection structure web member [16

Main frame flexing steady load coefficient:

Critical load coefficient=-3.49553 of buckling

2) the triangle suspender calculates

Result of calculation such as following table 2:

Table 2

Member title admissible value actual value safety factor

Spandrel girder [W]=9705cm 3W=12045.7cm 31.24

Tackle pulley connects otic placode [σ]=149Mpa σ=101Mpa 1.48

Upper pin [τ]=234Mpa τ=68.6Mpa 3.41

Lower bearing pin [τ]=234Mpa τ=92.6Mpa 2.53

Diagonal control arm junction plate [τ]=149Mpa τ=92.6Mpa 1.61

Diagonal control arm [τ]=149Mpa τ=92.6Mpa 1.61

Adjusting rod [τ]=234Mpa τ=94.58Mpa 2.47

Lower transverse beam [τ]=102Mpa τ=57.2Mpa 1.78

3) front fulcrum, anchor point calculate

Front fulcrum calculates: front fulcrum transverse width 34cm, and vertical width 70, steel case beam diaphragm thickness of slab 2cm, material is Q345C, allows that partial pressing's stress is [σ c]=3450kg/cm 2, front fulcrum acts on the center of steel case beam diaphragm, and the vertical pressure that single front fulcrum acts on the steel case beam diaphragm is P=150t, and partial pressing's stress that then diaphragm bore is:

σ c=150000kg/(34×2)=2205kg/cm 2<[σ c]=3450kg/cm 2

Anchor point calculates: the vertical pulling force of single anchor point is P=42t.Anchorage is welded in the center of steel case beam diaphragm, anchorage transverse width 52cm, and vertical width 28cm, the vertical pulling force of anchor point passes to diaphragm by the vertical rib of U type, and the weld seam length overall of vertical rib of U type and diaphragm is 73cm, and weld bead height is 8mm, double welding.Then the weld seam of vertical rib of U type and the diaphragm maximum pull that can bear is:

T=28.2×0.7h f×2×τ×2+18.4×0.7h f×2×σ

=28.2×0.7×0.8×2×1991×2+18.4×0.7×0.8×2×3450=196865kg≈197t

Then safety factor is 197t/42t=4.69.

Described loop wheel machine is installed and debugging comprises:

Measure setting-out, described measurement setting-out is a paving location of measuring the loop wheel machine moving track 25 that draws on the bridge floor that becomes bridge section 10 (shown in Fig. 2,3);

Attachment rail, the guide rail paving location attachment rail 25 that draws according to setting-out on the bridge floor;

Vertical shift mechanism and adjustable support 26 are installed;

Main frame 21 lower chords and contact framework thereof are installed;

Back windlass structure is installed;

The base 29 and the hoist engine 22 of hoist engine are installed;

The remaining part of main frame 21 is installed;

Vertical governor motion 23 and fixed pulley group 32 are installed;

Vertical shift mechanism and directive wheel are installed;

Hydraulic system, electrical system 24 are installed;

Movable pulley 31 and reeve are installed

Triangle suspender 3 is installed;

Hanging ladder and maintenance platform 28 are installed;

The cantilever crane debugging

The cantilever crane vertical shift;

Back anchoring part is installed and anchoring;

Cantilever crane loads examination and hangs.

Described cantilever crane loading examination is hung and is: after steel case beam is transported to, utilizing the 1 on-the-spot cantilever lifting of steel case beam to load examination hangs, and to four end points 0 of loop wheel machine main frame, P, Q, the stressed detection of R (as shown in Figure 3), load test need be held lotus 24 hours, and 24 hours four times record testing results, described 24 hours four times records are respectively 8 o'clock, 14 o'clock, 20 o'clock and 8 o'clock next day, sling height is 100cm, by the analysis of load test to the observation data of measuring point, draw steel truss at temperature load, deformation values under the steel case beam load action, this deformation values is spliced temperature when vertically regulating as steel case beam, the reference frame of static load, as shown in table 3.

Table 3

Fortune beam ship transports steel case beam to job site, carry out temporary fixed connection, enter main bridge bridge floor below according to steel box girder segment design plane of living in position, cooperate according to " splay configuration " the front and back four-hole anchor certain distance position far away of dishing out one by one by anchor boat, adjust anchor line then and will transport the design plane position that the beam ship progressively is adjusted to steel case beam; Adjustment process adopts the bridge coordinate system to cooperate fortune beam ship positionning by survey crew, and deviation is reduced so that the installation of loop wheel machine triangle suspender as far as possible.

According to the lifting position of the position of cantilever crane 2, steel case beam 1, with the space of last beam sections, determine the pile No. position of the tackle pulley of cantilever crane; Specifically be fly block group 31 to be adjusted to desired location by the slide position of regulating on the cantilever crane 2; Adjust the length of regulating adjustable diagonal control arm 34 in the triangle suspender 3, extended line with the hoist cable that guarantees triangle suspender 3 tops is crossing with the length axes at the center of gravity place of steel case beam, and promptly the heart that hangs of the center of gravity of steel case beam and triangle suspender is positioned at (as shown in Figure 5) on the same plumb line.The adjustable diagonal control arm 34 of described triangle suspender 3 is that two sections formations are arranged, and two sections screw rods with turn buckle of the adjustable diagonal control arm of described formation are connected with nut, rotate the length that described screw rod can be regulated described adjustable diagonal control arm.

Behind the fortune beam secure location, when the triangle suspender of two cantilever cranes is transferred lower transverse beam 35 to the triangle suspender apart from back hanger 50cm, stop to transfer the triangle suspender, adjusting anchor line once more by fortune beam ship makes hanger 4 over against triangle suspender 3 crossbeams 35 belows, continue to transfer triangle suspender 3 then, regulate the length of adjustable diagonal control arm 32, with the lower transverse beam 35 of triangle suspender 3 than low side feeding hanger after, suitably stop loop wheel machine and transfer triangle suspender 3, after treating that low end floor beam is finished the bearing pin connection, continue to transfer triangle suspender 3 again and finish its installation; Two symmetrical monitoring prisms 6 (as shown in Figure 2) are installed on steel case beam 1 top board in the hoisting process, are calculated the theoretical coordinate value of lifting beam section according to the position of prism 6;

On four low speed winch 22 of two cantilever cranes, be provided with the load electronic sensor, should keep four load electronic sensors to show that payload values is identical in the steel case beam lifting stage; After all check normally, carry out the steel case beam lifting stage, hoist engine hierarchical loading way is adopted in the lifting of steel case beam, and being divided into is the lifting of 0~20%, 20~50%, 50~100% 3 progressive cross girders sections:

A, when hoist engine is loaded on 20%, held lotus 5 minutes, fortune beam ship is further accurately located, and the upstream and downstream discrepancy in elevation of steel case beam is adjusted in minimum, the Height Adjustment of two tackle pulley of every group of cantilever crane is to the same, make the initial tensile force balance between the hoist engine, reach the power of holding near consistent state;

After b, awaiting carrying beam ship remain static, continue to be loaded on 50% and hold lotus and left standstill 5 minutes, temporary fixed between fortune beam ship and the steel case beam is connected releasings, awaiting carrying beam ship floating on water surface is stable, and the lifting process strictness is monitored four hoist engines and held the power unanimity;

C, be loaded on 100%, reach the purpose of hanging in advance, left standstill 5 minutes, check each supporting and anchoring, hydraulic system and electrical system, hoist engine is with main frame and be connected everywhere, the situation of safety device;

D, carry out level measurement under the lifting state by the measurement group, verify that it overcomes suitable bridge after the center of gravity unstability to the discrepancy in elevation, whether its discrepancy in elevation is near the bridge longitudinal gradient; And observe the size of its high difference and the discrepancy in elevation towards, provide the data foundation to becoming bridge contraposition adjustment;

E, start four hoist engine lifting beam sections to bridge floor simultaneously; In lifting process, determine by survey crew observation back prism 6 whether the beam section is in level, keeping up and down, the discrepancy in elevation of walking beam section is no more than 10cm.

Cantilever crane is promoted to steel case beam near behind the bridge floor monitoring absolute altitude, the discrepancy in elevation is in 5cm the time, the suspension cable that carries out cantilever crane place beam section carries out the stretch-draw second time, enter steel case beam then and become bridge to dock the adjustment operation, comprise that suitable bridge is out of shape adjustment to off normal adjustment, the adjustment of direction across bridge off normal, the high adjustment of beam segment mark and beam section.Concrete method of adjustment is as follows:

Along bridge to the off normal adjustment:

A, measure the horizontal situation that the beam section is determined in observation by prism 6, and by hoist engine 22 with the leveling of beam section direction across bridge;

The suitable bridge of b, physical measurement steel case beam should be considered steel case beam deformation values under deadweight effect along bridge to drawing distance over to one's side to drawing distance over to one's side, and according to the deformation values of observing in the load test of step 2 under the steel work day and night temperature that obtains;

C, according to the suitable bridge of physical measurement to regulated value, by four vertical governor motions along contrary bridge to draw synchronously slide make steel case beam along bridge to slip, measure the oil cylinder stroke of vertical governor motion by the special messenger, to guarantee the stroke unanimity of four table oil cylinders;

D, when vertically being adjusted to two segment steel case beam clear distance and being 5cm, stop vertical shift; The space that 5cm regulates as steel case beam axis of pitch off normal;

The direction across bridge off normal is adjusted:

A, the adjustment of described direction across bridge off normal are to adopt Chain block to be equipped with on the interim suspension centre that very heavy 30 of wire rope be connected in the front and rear beam section (as shown in Figure 6), described interim suspension centre is positioned on the median ventral plate 7, form splayed to drawing the location, the axis off normal of beam section is adjusted in the 5mm;

B, weld limiting plate 8 (as shown in Figure 7) respectively with inclined-plane in median ventral plate 7 both sides of Cheng Qiaogang case beam, the inclined-plane of two limiting plates 8 formation relatively has " V " type fluted shaft line stopping means, after the axis limit mounting is in place, adopt band to survey the spirit level of verticality by median ventral plate, observe its verticality, if verticality can't meet the demands, regulate the height of tackle pulley with hoist engine 22; All check normal after, start vertical governor motion and will lift steel case beam section 1 and dock with Cheng Qiaogang case beam 10 and close up;

The beam segment mark is high to be adjusted:

Described beam segment mark is high adjust be meant butt joint close up in the steel case beam 1 that becomes bridge section end along bridge to the discrepancy in elevation adjust, this discrepancy in elevation along bridge to become between the bridge section 10 to form a little subtended angle, described subtended angle form is " ∧ " or " ∨ ", is called " following subtended angle " and " going up subtended angle "; Method of adjustment is to become to be provided with on the bridge section lever 41 (as shown in Figure 8) of a fulcrum 40 in the centre, an end of lever 41 by hinged 42 suspension centres that are connected in lifting steel case beam 1 with dock between the end face; For " following subtended angle ", then becoming on the bridge section 10, away from being hung steel case beam 1 end jack 43 is set in lever 41, with top lever 41 on the jack 43, will lift steel case beam 1 butt end and press down, hanging oneself with the hoist engine of cantilever crane simultaneously lifts steel case beam 1; For " going up subtended angle ", then becoming on the bridge section 10, near lifting steel case beam-ends jack 44 is set in lever 41, with top lever 41 on the jack 44, to lift on steel case beam 1 butt end and carry, the hoist engine 22 that hangs with cantilever is transferred lifting steel case beam 1 simultaneously, makes the beam section be able to balance with respect to hoisting point position front and rear sections weight; The jack loading procedure is by the variation of special messenger's observation " upper and lower subtended angle ", and when angle approached zero, promptly top board stitched the wide identical loading that then stops with base plate; Jack loads when adjusting, and loaded weight does not allow to surpass the utmost carrying ability of cantilever crane.

The adjustment of steel case beam distortion:

Because the deflection between the two segment steel case beam is inconsistent, therefore when carrying out beam section coupling, begin coupling earlier from the centre, and connect with bolt, adopt above-mentioned lever lifting jack steel case beam adjusting device to regulate then in the position of outer side edges web, and then adopt bolt to connect, finish the contraposition coupling between the steel case beam beam section.

After beam section contraposition coupling is finished, carry out the full section weld job between the beam section, and carry out hanging and stretch-draw for the first time of lifting beam section suspension cable, in beam section butt joint work progress, cantilever crane guarantees to hold lotus all the time, can unload after suspension cable stretch-draw for the first time.

By said method, just finished the lifting of a width of cloth broad width steel box girder, cantilever crane moves forward along track, and adopting uses the same method carries out the lifting of next beam section.

Tackle in the steel box girder cantilever hoisting process that steel case beam and the suspension cable of Cheng Qiao are monitored, monitoring must be at night, before sunrise, pass through purpose monitoring, the plan-position of detecting the beam section according to the measuring point that has indicated comprises axis, mileage, elevation comprises absolute elevation, relative relief, and the Suo Li of the relevant rope of test.

Claims (4)

1. construction method for hoisting broad width steel box girder cantilever is characterized in that, may further comprise the steps:
(1) becoming two cantilever cranes are installed on the bridge section, and described cantilever crane is being debugged; Described cantilever crane mainly is made up of main frame, hoisting system, vertical governor motion, vertical shift mechanism and slideway, adjustable support, anchoring mechanism, maintenance platform, electrical system, hydraulic system, and described hoisting system comprises triangle suspender, running block, fixed pulley group, directive wheel, hoist engine;
(2) transport below, position to be installed to by transporting the steel case beam of beam ship with installation to be lifted, after fortune beam ship transports the steel case beam of installation to be lifted to position to be installed below, be engaged in before and after the fortune beam ship according to " splay configuration " the four-hole anchor of dishing out by anchor boat, adjusting anchor line then will transport the beam ship and progressively adjust the location, adjustment process adopts the bridge coordinate system to cooperate fortune beam ship positionning, deviation reduced so that the installation of loop wheel machine suspender as far as possible, and utilize described steel case beam that described cantilever crane is loaded examination and hang; Utilize steel case beam that cantilever crane is loaded examination when hanging, stressed detection the to four summits of loop wheel machine main frame, and 24 hours four times record testing results, described 24 hours four times record is respectively 8 o'clock, 14 o'clock, 20 o'clock and 8 o'clock next day, sling height is 100cm, try to hang the observation data of measuring point is analyzed by loading, draw the deformation values of its main frame under temperature load, steel case beam load action, with this deformation values as steel case beam splicing, the reference frame of temperature, static load when vertically regulating;
(3) by cantilever crane steel case beam is risen and winch to bridge floor and set absolute altitude, and the suspension cable that becomes the bridge section at cantilever crane place carried out the stretch-draw second time, then to lifting steel case beam carry out along bridge to off normal adjustment, direction across bridge off normal adjust, the beam segment mark is high adjusts and the distortion of beam section is adjusted; During lifting steel case beam, hung four point of suspension of setting on the steel case beam, described four point of suspension lay respectively at two and are symmetrically distributed in and are hung steel case beam width center line both sides and be parallel on the straight line of width centreline, the described straight line that is parallel to width centreline is positioned near the rigid joint position the half steel case beam center of gravity, and described half steel case beam center of gravity is meant the center of gravity of the half steel case beam that steel case beam is cut into width centreline; Described every straight line is provided with two point of suspension, and two point of suspension are to be hung the center line symmetry of steel case beam length direction, apart from distance between two suspension centres on the triangle suspender that equals cantilever crane;
(4) the steel case beam with lifting carries out full section welding with becoming the bridge section, and carries out hanging and stretch-draw for the first time of lifting beam section suspension cable, and lotus is held in the cantilever crane unloading then;
(5) according to the method for described step (2), carry out the lifting of next section steel case beam to (4).
2. construction method for hoisting broad width steel box girder cantilever according to claim 1 is characterized in that, described step (3) further comprises:
(31) at each suspension centre hanger is set, when the crossbeam of the triangle suspender of two cantilever cranes is transferred to distance hanger 50cm, stop to transfer the triangle suspender, adjust anchor line once more by fortune beam ship and make hanger, continue to transfer the triangle suspender then, regulate the length of the adjustable diagonal control arm of triangle suspender over against triangle hanger beam below, with the crossbeam of triangle suspender than low side feeding hanger after, suitably stop to transfer the triangle suspender, treat that low end floor beam is finished bearing pin and connected after, continue to transfer the triangle suspender again and finish its installation; Two symmetrical monitoring prisms are installed on steel case back plate in the hoisting process, are calculated the theoretical coordinate value of lifting beam section according to the position of prism;
(32) on four hoist engines of two cantilever cranes, the load electronic sensor is set respectively, keeps four load electronic sensors to show that payload values is identical in the steel case beam lifting stage; All check normal after, carry out the lifting of steel case beam, hoist engine hierarchical loading way is adopted in the lifting of steel case beam, is divided into to be 0~20%, 20~50%, 50~100% 3 grades and to carry out the lifting of steel case beam.
3. construction method for hoisting broad width steel box girder cantilever according to claim 2 is characterized in that, three grades of described branches promote steel case beam, specifically:
(321) when hoist engine is loaded on 20%, held lotus 5 minutes, fortune beam ship is further accurately located, and the upstream and downstream discrepancy in elevation of steel case beam is adjusted to minimum, the Height Adjustment of two tackle pulley of every cantilever crane is to the same, make the initial tensile force balance between every hoist engine, reach the power of holding near consistent state;
(322) after the awaiting carrying beam ship remains static, continue to be loaded on 50% and hold lotus and left standstill 5 minutes, temporary fixed between fortune beam ship and the steel case beam is connected releasing;
(323) be loaded on 100%, reach the purpose of hanging in advance, left standstill 5 minutes, check each supporting and anchoring, hydraulic system and electrical system, hoist engine is with main frame and be connected everywhere, the situation of safety device; Start four hoist engines then simultaneously and promote steel case beam to bridge floor; In lifting process, observation back prism determines whether the beam section is in level, and keeping up and down, the discrepancy in elevation of walking beam section is no more than 10cm.
4. construction method for hoisting broad width steel box girder cantilever according to claim 3 is characterized in that, step (3) is described to be adjusted to off normal adjustment, the adjustment of direction across bridge off normal, the high adjustment of beam segment mark and the distortion of beam section along bridge, and specifically method of adjustment is as follows:
(33) suitable bridge is to the off normal adjustment
A, measure the horizontal situation that the beam section is determined in observation by prism, and by electric winch with the leveling of beam section direction across bridge;
The suitable bridge of b, physical measurement steel case beam should be considered steel case beam deformation values under deadweight effect along bridge to drawing distance over to one's side to drawing distance over to one's side, and hangs the middle deformation values of observing under the steel work day and night temperature that obtains according to the loading examination of step (2);
C, according to the suitable bridge of physical measurement to regulated value, by four vertical governor motions along contrary bridge to drawing slide that steel case beam is moved along the bridge synchronously, and measure the oil cylinder stroke of governor motion, to guarantee the stroke unanimity of four table oil cylinders;
D, when vertically being adjusted to steel case beam and becoming bridge section clear distance to be 5cm, stop vertical shift; The space that 5cm regulates as steel case beam axis of pitch off normal;
(34) the direction across bridge off normal is adjusted
A, the adjustment of described direction across bridge off normal are to adopt Chain block to be equipped with the very heavy head of wire rope to be connected on lifting steel case beam and the interim suspension centre that becomes the bridge section, promptly on the median ventral plate, form splayed to drawing the location, and the axis off normal of beam section is adjusted in the 5mm;
B, weld limiting plate respectively with inclined-plane in the median ventral plate both sides of Cheng Qiaogang case beam, the inclined-plane of two limiting plates formation relatively has " V " type fluted shaft line stopping means, behind the axis stopping means installation in position, adopt band to survey the spirit level of verticality by median ventral plate, observe its verticality, if verticality can't meet the demands, regulate the height of tackle pulley with hoist engine; All check normal after, start vertical governor motion and will lift beam Duan Yuyi Cheng Qiaogang case beam and dock and close up;
(35) the beam segment mark is high adjusts
Described beam segment mark is high adjust be meant butt joint close up in the steel case beam that becomes bridge section end along bridge to the discrepancy in elevation adjust, this discrepancy in elevation along bridge to become between the bridge section to form a little subtended angle, described subtended angle form is " ∧ " or " ∨ ", is called " following subtended angle " and " going up subtended angle "; Method of adjustment is to become the lever of a fulcrum in the centre is set on the bridge section, an end of lever by the hinged suspension centre that is connected in lifting steel case beam with dock between the end face; For " following subtended angle ", then between a side of the disconnected lifting steel case beam that becomes bridge section and balance pivot, jack is set, with top lever on the jack, will lift steel case beam butt end and press down, hanging oneself with the hoist engine of cantilever crane simultaneously lifts steel case beam; For " going up subtended angle ", then becoming bridge section and being connected between the side that lifts steel case beam of balance pivot that jack is set, with top lever on the jack, to lift on the steel case beam butt end and carry, transfer lifting steel case beam with the hoist engine of cantilever crane simultaneously, make the beam section be able to balance with respect to hoisting point position front and rear sections weight, when angle approached zero, promptly top board stitched the wide identical loading that then stops with base plate; Jack loads when adjusting, and loaded weight is no more than the utmost carrying ability of cantilever crane;
(36) adjustment of steel case beam distortion
In the time will lifting steel case beam and become bridge section coupling, begin coupling earlier from the centre, and connect, adopt lever jack pair steel case beam to regulate then in the position of outer side edges web with bolt, and then adopt bolt to connect, finish steel case beam and the contraposition coupling that becomes between the bridge section.
CN 200910259821 2009-12-15 2009-12-15 Construction method for hoisting broad width steel box girder cantilever CN101736700B (en)

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CN103318747A (en) * 2012-11-03 2013-09-25 芜湖合建路桥机械有限公司 Damage prevention hoisting equipment used for deflecting weight
CN105908633A (en) * 2016-06-06 2016-08-31 中国葛洲坝集团第工程有限公司 Hoisting method for steel box beam pieces of river-crossing double-layer multi-amplitude bridge
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CN107151982A (en) * 2017-06-29 2017-09-12 中铁大桥科学研究院有限公司 Deviation correcting device and method for the assembled faulting of slab ends of wide cut PK combined box beams cable-stayed bridge
CN110541368A (en) * 2019-09-29 2019-12-06 中交路桥华南工程有限公司 method for mounting steel box girder of cable-stayed bridge
CN110820515A (en) * 2019-11-18 2020-02-21 重庆交通建设(集团)有限责任公司 Steel box girder structure convenient for positioning girder section and construction method thereof
CN111155435A (en) * 2020-01-08 2020-05-15 中铁大桥局第七工程有限公司 Mid-span closure construction method for steel box girder bridge

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