CN102493362A - Construction method for midspan closure segment of longspan continuous rigid frame bridge - Google Patents
Construction method for midspan closure segment of longspan continuous rigid frame bridge Download PDFInfo
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- CN102493362A CN102493362A CN2011103791523A CN201110379152A CN102493362A CN 102493362 A CN102493362 A CN 102493362A CN 2011103791523 A CN2011103791523 A CN 2011103791523A CN 201110379152 A CN201110379152 A CN 201110379152A CN 102493362 A CN102493362 A CN 102493362A
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Abstract
The invention discloses a construction method for the midspan closure segment of a longspan continuous rigid frame bridge, which is characterized by comprising the following steps: (a) adopting a hanging basket cantilever pouring method, and constructing a cantilever beam section in front of the closure segment; (b) disassembling the hanging basket, manufacturing components disassembled from the hanging basket into a cradle, and installing the cradle on the two beam sections of the midspan closure; (c) carrying out equivalent counterweight; and (d) supporting the beam. The traditional hanging basket is utilized in the closure process instead of manufacturing the cradle again. After the traditional hanging basket system is disassembled and combined again, the closure cradle is formed, thereby guaranteeing the design requirement, improving the working efficiency and saving fund. The construction method for the midspan closure segment is suitable for constructing of the same type of suspended irrigation closure. The traditional hanging basket is modified without additionally adding the cradle, the self weight is lightened, and the problem that the upper limit requirement of the total amount of the additional loading amount of the closure segment is exceeded if the hanging basket is directly used for closure.
Description
Technical field
The present invention relates to the job practices of continuous rigid frame bridge, stride the job practices of closure section in especially a kind of large span continuous rigid frame bridge.
Background technology
In the prior art, mainly be divided into following three parts for the wide-span case beam cantilever pouring:
First is the construction of 0# section: on pier jacking frame or counterfeit, build pier back timber section (being the 0# section) and implement pier beam temporary consolidation; The 0# section be highly maximum in all beam bodies, weight is the heaviest one, and on the pier stud top, so can not adopt cradle construction.
Second portion is that cantilever pouring is partly constructed: utilize cast-in-place cantilever method, the cantilever Hanging Basket is installed on the 0# section, symmetrical successively segmentation is built girder to the leading portion that joins the two sections of a bridge, etc to both sides; This part construction Hanging Basket is main construction equipment.
Third part is a closure section construction: at first carry out end bay closure, stride closure in carrying out at last.In stride closure after, make two freely supported structures form a continuous beam, accomplish twice system conversion.Stride the closure section in building and form the continuous beam system.
Wherein, in above-mentioned box girder cantilever pouring construction process, 0# section construction, cantilever pouring is partly constructed and closure section construction in the end bay closure part, all adopt cast-in-place cantilever method usually.
Cast-in-place cantilever method is claimed no support balance semi-girder method or extension (hanging) basket method again, refers in the bridge pier both sides working platform is set, and evenly piecemeal to span centre cantilever pouring cement concrete beam body, and applies prestressed job practices piecemeal.Used main equipment is Hanging Basket; Reach through Hanging Basket; Symmetrically to both sides span centre paragraph by paragraph pouring concrete, and apply prestressing force, so cycle operation; Hanging Basket is linked to be on the whole beam section at stretch-draw anchor and with pier shaft and moves, and assembling reinforcement, formwork erection, concreting, executes prestressing force and all carries out above that.
Hanging Basket in the cast-in-place cantilever method supporting frame that to be an ability slide or roll along back, anchoring is suspended on the beam section of constructing, on Hanging Basket, can carry out the installing of template, reinforcing bar, prestress pipe of next beam section; Concrete spouting and prestressed stretch-draw; Operations such as grouting, after the circulation of a sections of completion, Hanging Basket can move forward and be fixing; Carry out the outstanding filling of next stage, so circulation is accomplished until the cantilever perfusion.
The working contents of Hanging Basket comprises: erect step beam section in the pier top casting, i.e. 0# section, on starting beam section assembly unit outstanding irritate Hanging Basket and successively segmentation cantilever beam section, end bay and in the closure that collapses; Be similar to mobile scaffold, hang on the beam section of building up, in order to accomplish the operation of next sections.The main member of Hanging Basket comprises: spandrel girder, suspention template, anchor device, walking system and working platform five major parts, at present in the construction, according to the structural shape of Hanging Basket normal adopt mainly contain following three kinds: triangle hanging basket, parallel Hanging Basket and Bei Lei Hanging Basket;
Adopt the major advantage of Hanging Basket cantilever construction to be: not establish support between striding, do not influence navigation or driving etc., be particularly useful for the bridge construction of large span.Because Hanging Basket is a temporary structure that is attached on the pontic when construction; Except that bearing the Hanging Basket sole mass; Also to consider to build the concrete biggest quality of sections; Therefore require Hanging Basket not only from important light, Strength Safety is reliable, distortion is little, when guaranteeing the concrete pouring construction quality, also have move flexibly, the requirement of each side such as convenient disassembly, handling safety.
As shown in Figure 1, in stride the closure section construction process and generally include following flow process:
Step 1: construction moves behind the Hanging Basket, in stride the closure suspension bracket and install, add the counterweight water tank;
Step 2: reinforcing bar binding, prestress pipe is installed, the closure locking;
Step 3: select minimum temperature time on same day concreting, removal water tank ballast step by step;
Step 4: closure section prestressed stretch-draw and anchoring finish, and remove the closure suspension bracket.
In most of the cases; In to stride the deadweight of the Hanging Basket on when closure two beam sections bigger; Not directly utilize cast-in-place cantilever method to stride the construction of closure section in carrying out; Strode the construction of closure section during this moment, employing suspension bracket method was carried out usually, the mode of promptly through Hanging Basket suspension bracket being installed on two beam sections is striden closure section part construction in the completion.
During carrying out, employing suspension bracket method strides the construction flow chart of closure, and as shown in Figure 2.
The concrete mounting method of suspension bracket is following: on the sections of cantilever end, reserve vertical hole, under the cantilever end, on crossbeam, set up longeron then and form suspension bracket before and after two crossbeams are hung in respectively, the steel form of mating formation above that again forms bottom die platform.
With the bottom die platform is the basis, and side form and internal mold are installed, until accomplishing whole closure section; Finally make the support of suspension bracket as whole closure section construction.
The special case that minority is also arranged, referring to: in " the modern commerce and trade industry " in April, 2008, the 20th the 4th phase of volume, a kind of " continuous rigid frame bridge closure section construction and technical essential " (article numbering: 1672-3198 (2008) 04-0292-01) is disclosed.Its middle dragon closure part in closure section construction because the Hanging Basket on the two beam sections is very approaching, can directly utilize Hanging Basket to stride closing construction in carrying out, but most applications all need be installed suspension bracket through Hanging Basket on two beam sections, dragon closure section part construction in the completion.
Job practices for Longspan Bridge boom segments case beam; The mode that adopts cast-in-place cantilever method to combine mostly with the suspension bracket method; As in the 8th phase " highway " document of publishing: in August, 2009 the 236th page to 241 pages; A kind of " large span prestressed concrete bridge boom segments case beam cradle construction technology " disclosed, article numbering: 0451-0712 (2009) 08-0236-05.
Its cantilever case beam adopts Hanging Basket cantilever symmetrical construction, promptly the construction of 0# section, cantilever pouring is partly constructed and closure section construction in the end bay closure part, all adopt cast-in-place cantilever method to construct.
As shown in Figure 3, the concrete form of construction work of its cast-in-place cantilever method is following: the Hanging Basket cantilever construction is to adopt the pier-side bracket construction at No. 0 piece of pier top section, No. 1 piece, then at the portable Hanging Basket of No. 0, No. 1 piece both sides assembly unit; And fix; Then on the template that Hanging Basket is suspending in midair, arrange plain bars and prestressed reinforcement, fluid concrete reaches the after-applied prestressing force of intensity of design code when concrete strength; And in pipeline mud jacking, again Hanging Basket is moved on to next sections; Constantly like this repeat same operation, until closure.Build in stride when section closure, be different from building of continuous beam cantilever part, utilize Hanging Basket bed die and side form system installation and closure piece suspension bracket, adopt the suspension bracket method carry out in the construction of dragon closure.
In sum, in stride in the job practices of closure section, remove minority because the Hanging Basket on the two beam sections is very approaching; Under the situation of not considering weight, can directly utilize Hanging Basket to stride outside the special circumstances of closing construction in carrying out, most applications in stride closure before, there is bigger weight in the Hanging Basket on the two beam sections; Need on two beam sections, suspension bracket to be installed, with the mode of suspension bracket method through removing Hanging Basket; Stride the construction of closure section part in the completion, but there is following weak point in it:
1, the complex installation process of suspension bracket, and the required duration is longer; It is long that the bed die that is positioned at bed die and the Hanging Basket of case beam bottom suspension bracket is changed required time, and potential safety hazard is bigger in the transfer process.
2, the form that adopts Hanging Basket and suspension bracket to combine, it very easily surpasses the upper limit of the additional load-carrying gross weight of closure section from great.
3, suspension bracket needs independent fabrication and installation, and cost is high.
Summary of the invention
The purpose of this invention is to provide a kind of large span continuous rigid frame bridge in stride the job practices of closure section, it is characterized in that this method may further comprise the steps:
(a) adopt the Hanging Basket cast-in-place cantilever method, the cantilever beam section before the closure section is constructed;
(b) disassemble Hanging Basket, will process suspension bracket from the parts that Hanging Basket is pulled down, and on the two beam sections of dragon closure in being installed in;
(c) centering two semi girders of striding closure section carry out equivalent counterweight;
(d) after equivalent counterweight, two semi girders of centering dragon closure section carry out back timber;
(e) after back timber, centering is striden the two semi girders closure locking of closure section;
(f) concreting;
(g) form removal.
Utilize existing Hanging Basket system in the closure process, do not need to make again suspension bracket.Utilize existing Hanging Basket system, after dismantling, reconfiguring, form the closure suspension bracket, so both guaranteed designing requirement, improved work efficiency again, practiced thrift fund, this bridge closure section construction technology is applicable to the construction of similar outstanding filling bridge closure; And utilize existing Hanging Basket to transform, do not need to install additional separately again suspension bracket, alleviated deadweight, avoid because of installing the upper limit that suspension bracket surpasses the additional load-carrying gross weight of closure section additional.
In the above-mentioned job practices, said step (b) specifically may further comprise the steps:
Step 1, internal mold, interior sliding beam and rear suspension are removed from Hanging Basket;
Step 2, the outer sliding beam of Hanging Basket is suspended on the case beam;
The main truss that utilizes Hanging Basket moves to a side of closure section beam section to bed die, and with the interior sliding beam of Hanging Basket as longeron, in order to conversion main truss bed die, suspender belt is removed the Hanging Basket main truss after being transformed into longeron, realization is to the replacement of suspension bracket; Make suspension bracket need not independent design, manufacturing and installation, not only practiced thrift man-hour and cost, and simplified the structure, reduced the gross weight of the additional load-carrying of closure section construction.
Preferably, before the said step 2, move Hanging Basket, the case beam in its preceding suspender belt and Hanging Basket the place ahead is fitted, and fitted in the bed die of Hanging Basket and the bottom of case beam.After adopting said method that coarse adjustment is carried out in the position of bed die, improve construction precision.
Preferably, in the said step 3, with side form place the method for outer sliding beam be the suspension rod of side form is removed from the case beam after, then be connected on the outer sliding beam.Adopt such method, directly with the former suspension rod that is used for the connecting box beam of side form then be connected outer sliding beam, and with other appurtenances and outer sliding beam adaptive after, can realize the conversion of side form.
Preferably; Said longeron top is provided with jack, and the quantity of said jack is two, and said jack top is provided with the suspender belt beam; The movable end branch of said jack is located at the two ends of suspender belt beam; Said suspender belt beam is provided with pin-and-hole, and the pin-and-hole on said pin-and-hole shape and the suspender belt is suitable, and said suspender belt links to each other with bed die.Adopt such structure, simple in structure and be convenient to construction, through adjustable for height suspender belt, realize adjustment to the bed die height.
Preferably, said longeron is formed by interior sliding beam or sliding outward beam cutting.Adopt such structure, directly utilize the interior sliding beam pulled down from Hanging Basket or outside sliding beam process slightly, promptly can be used as suspender belt (indulging) beam, simple in structure and saving cost.
In the above-mentioned job practices, said back timber device is jack and relay short column, and said relay short column is formed by the interior sliding beam cutting of dismounting gained on the Hanging Basket.Adopt such structure, the interior cunning that direct utilization is pulled down from Hanging Basket is processed slightly, promptly can be used as the relay short column, simple in structure and saving cost.
In the above-mentioned job practices, said step (e) is adjusted the bed die height afterwards once more, makes the bottom surface of bed die and case beam closely connected.Adopt said method that accurate adjustment is carried out in the position of bed die, further guaranteed the precision of construction.
In the above-mentioned job practices, said equivalent counterweight is employed in the method setting that adds water in the water tank of cantilever end.Adopt such ballasting method, operation and weight are easy to adjust.
In the above-mentioned job practices, said concrete adopts the method for pumping to pour into a mould, and the temperature temperature when said concrete is gone into mould is 10 °～25 °, and said water tank is with the concrete fluence equivalence unloading counterweight of watering.When adopting the defeated method of pump, to the counterweight in the water tank carry out in real time, equivalence unloads the stability of bridge in the time of can further guaranteeing to build; When adopting 10 °～25 ° temperature temperature to carry out concreting, the good combination property of bridge.
In sum, the invention has the beneficial effects as follows: utilize existing Hanging Basket system in the closure process, do not need to make again suspension bracket.Utilize existing Hanging Basket system, after dismantling, reconfiguring, form the closure suspension bracket, so both guaranteed designing requirement, improved work efficiency again, practiced thrift fund, this bridge closure section construction technology is applicable to the construction of similar outstanding filling bridge closure; And utilize existing Hanging Basket to transform, do not need to install additional separately again suspension bracket, alleviated deadweight, avoid because of installing the upper limit that suspension bracket surpasses the additional load-carrying gross weight of closure section additional.
Description of drawings
The present invention will explain through example and with reference to the mode of accompanying drawing, wherein:
Fig. 1 is the sketch map of striding the closure section construction process in the prior art;
Fig. 2 is the construction flow chart of striding closure during available technology adopting suspension bracket method is carried out;
Fig. 3 is the sketch map of striding closure during the available technology adopting cast-in-place cantilever method carries out;
Fig. 4 is the sketch map of bridge construction in the embodiment of the invention;
Fig. 5 is the schematic flow sheet of job practices of the present invention;
Fig. 6 is structure master's sketch map of Hanging Basket among the present invention;
Fig. 7 is the side sectional view of Hanging Basket among the present invention;
Fig. 8 is the structural front view that Hanging Basket is disassembled axle casing among the present invention;
Fig. 9 is the side sectional view that Hanging Basket is disassembled axle casing among the present invention;
Figure 10 is the structural front view that Hanging Basket moves axle casing among the present invention;
Figure 11 is the side sectional view that Hanging Basket moves axle casing among the present invention;
Figure 12 is the structural representation after the suspension system replacement among the present invention;
Figure 13 is the side sectional view after the suspension system replacement among the present invention;
Figure 14 is the sketch map of longeron and suspension system among the present invention;
Figure 15 is the suspender belt pulling force sketch map of bed die;
Figure 16 is the pulling force sketch map of preceding suspender belt;
Figure 17 is the structural front view that side form suspends in midair and longeron is replaced the completion axle casing among the present invention;
Figure 18 is the side sectional view that axle casing is accomplished in side form suspention and longeron replacement among the present invention;
Figure 19 is the structural representation of back timber device among the present invention;
Figure 20 is the structural representation that locks among the present invention with stiff skeleton.
Reference numeral: case beam-1; Side form-2; Side form hanging beam-201; Internal mold-3; Bed die-4; Front suspension-5; Rear suspension-6; Walking system-7; Interior sliding beam-701; Outer sliding beam-702; Anchor system-8; Longeron--9; Suspender belt--10; Jack-11; Suspender belt beam-12.
The specific embodiment
Disclosed all characteristics in this manual, or the step in disclosed all methods or the process except mutually exclusive characteristic and/or the step, all can make up by any way.
Disclosed arbitrary characteristic in this manual (comprising any accessory claim, summary and accompanying drawing) is only if special narration all can be replaced by other equivalences or the alternative features with similar purpose.That is, only if special narration, each characteristic is an example in a series of equivalences or the similar characteristics.
As shown in Figure 4, main bridge spanning is arranged as follows: middle span length's degree 130m, end bay length 145.32m, main bridge are the two chambers of single case, the wide 20.3m of top board, and the wide 12.9m of base plate, being divided into is 35 beam sections.
The high 15.1m of 0# section wherein, span centre deck-molding 4.6m, the shrinkage joint is established in 16# pier position, bridge floor 1.8% longitudinal gradient, 1.5% horizontal wall inscription, full-bridge design is the same bridge surface running of highway light rail, in stride a closure section concrete 54.8m
3One-time cast-forming, the structure of Hanging Basket such as Fig. 6 and shown in Figure 7 mainly comprise main truss, side form 2, internal mold 3, bed die 4, front suspension 5, rear suspension 6, walking system 7 and anchor system 8.
Designing requirement must not surpass 100 tons for the additional load-carrying gross weight maximum of closure section, and the Hanging Basket system gross weight of design is 90 tons, and the gross weight that the Hanging Basket system adds cope match-plate pattern is 150 tons, has surpassed the additional load-carrying gross weight of closure section.
At Hanging Basket system and template system simultaneously under the infeasible situation of scheme of framework, present embodiment adopts the method that Hanging Basket bed die 4 and side form hanging beam 201 are constructed as the closure section construction template to stride closure section construction in carrying out.
Its key step comprises: remove Hanging Basket system and walking track thereof earlier, utilize Hanging Basket bed die 4 and side form hanging beam 201 to construct as the closure section construction template then; Bed die 4 and side form 2 with Hanging Basket moves to the closure section other end again, forms the closure suspension bracket and accomplishes template construction; And then the locking of employing welding stiff skeleton and stretch-draw steel Shu Jinhang closure mouth, build concrete and stretch-draw part and forever unlocked behind the bundle, thereby accomplished the operation of joining the two sections of a bridge, etc.
Concrete, with reference to Fig. 5, concrete job practices of the present invention comprises the steps:
The preparation of construction of A, closure Anterior Segment
Accomplish girder from the building and pre-stress construction etc. of 0# section to the Anterior Segment of joining the two sections of a bridge, etc, carry out the button-up operations before the closing construction.
, disassemble Hanging Basket
Remove internal mold 3, interior sliding beam 701 and the rear suspension 6 of Hanging Basket, Hanging Basket is placed walking state, prepare the traveling Hanging Basket.
Hanging Basket is disassembled the back like Fig. 8, shown in Figure 9.
, the traveling Hanging Basket
One end of Hanging Basket closure section is walked to walk to the other end of closure section, and the preceding suspender belt 10 that makes Hanging Basket is near this section case beam 1.
Hanging Basket moves the back like Figure 10, shown in Figure 11.
After moving,, then need make the bed die 4 of Hanging Basket combine closely connected through the mode of lengthening bed die 4 base plates with case beam 1 bottom if the floor length of bed die 4 is not enough to touch case beam 1 bottom.
, suspension system is set
Like Figure 12, shown in Figure 13; At first, the smart screw-thread steel 12 of pricking of outer sliding beam 702 usefulness of Hanging Basket is suspended on the top board of case beam 1, and side form 2 is connected with case beam 1 through suspension rod; The front end of side form hanging beam 201 is placed on the outer sliding beam; The rear end of side form hanging beam 201 is suspended on the outer sliding beam 702 through hanging wheel, and after the connection, side form 2 can be through outer sliding beam 702 travelings.
When side form 2 during in traveling, the front beam of bed die 4 may conflict with side form 2, and can cut off part side form 2 this moment as required.
E,
Longeron is set
The interior sliding beam 701 that to pull down from Hanging Basket places the top of case beam 1 as longeron 9.
The structure of longeron 9 is shown in figure 14: above each longeron 9, be provided with two jack 11; The movable end branch of two jack 11 is located at the two ends of suspender belt beam 12, and suspender belt beam 12 is provided with pin-and-hole, remove being connected of suspender belt 10 and former Hanging Basket after; Suspender belt 10 is passed longeron 9 back to align with pin-and-hole on the suspender belt beam 12; And through pinning, through jack 11 adjustment suspender belt beams 12 and suspender belt 10 height, to realize to bed die 4 adjustment highly with suspender belt 10 and suspender belt beam 12 pin joints.
After through said method preceding suspender belt 10 being adjusted to the right place, as suspender belt beam 12, substitute suspender belt 10 before the top rail suspention with i iron, the i iron here can be formed by interior sliding beam 701 or sliding outward beam 702 cuttings.
After side form suspention and longeron 9 replacements are accomplished like Figure 17, shown in Figure 180.
When interior sliding beam 701 cuts into four sections, during respectively as four longerons 9, longeron 9 is offered preformed hole in the position that suspender belt 10 passes, and avoids longeron 9 and suspender belt 10 to disturb, and suspender belt 10 is passed from longeron 9 centers; Here; Longeron 9 is cut into 4 long sections of 4m as longeron 9 with interior sliding beam 701, the position of every longeron 9 equal corresponding suspender belts 10, and after adding the placement of steel cushion block longeron 9 is placed on 1 on two casees beams; Longeron 9 runs through 8 * 22 ㎝ holes in suspender belt 10 pairing positions, is convenient to suspender belt 10 and passes.
When cut into eight inner sliding beams 701, respectively, as the four stringers 9:00, after cutting two beam segments within portfolio showed a slide rails 9, the two beams is arranged between the inner slide for strap 10 passes through clearance.
Utilize the interior sliding beam of having removed 701 to be cut into the long longeron 9 of 4 4m and be placed on the bridge floor, as the longeron 9 that use preceding suspender belt 10 conversion backs, can the longeron 9 that key is to use carry the weight of bed die 4 and closure section concrete, right
The intensity verification of longeron is following:
According to the Hanging Basket design data, the pulling force of the suspender belt 10 of bed die 4 is shown in figure 15.
Count deadweight of bed die frame and bed die 4 deadweights, the deadweight of bed die frame is 40t, and the front and back crossbeam respectively distributes 20t; Then the total needs of the pulling force of front beam suspender belt 10 increase 20t; Middle suspender belt 10 every increase 6t, both sides respectively increase 3t and 1t successively, and the pulling force of preceding suspender belt 10 is shown in figure 16.
For the active force of concrete beam section load to longeron 9, according to longeron 9 mid point Force Calculation, the force rate reality that preceding like this suspender belt 10 calculates is bigger than normal slightly, belongs to conservative the simplification and calculates.The template weight of bed die 4 is pressed 40t calculating in addition, and then suspender belt 10 is because the template pulling force is 10t.
The stressing conditions of analyzing longeron 9 just can be known and changes whether safety of longeron 9.Owing to be that two jack 11 are born the gravity that suspender belt 10 transmits respectively on longeron 9, equidistantly arrange that the maximum defluxion design formulas under two equal point loads calculates between striding so adopt, design formulas is following:
Ymax=6.81P*I
3/ (384*E*I), wherein:
Ymax is a deflection value, Dan Wei ㎜.
P is each point load value sum, the kN of unit.
E is the modulus of elasticity of steel, uses structural iron for engineering, E=210*10
9N/mm^2.
I is the cross section moments of inertia of steel, can in the shaped steel table, check in (mm
4), here through table look-up longeron 9 cross section moments of inertia I
y=198764459 mm
4
Result of calculation is following:
Ymax=6.81P*I
3/(48*E*I)=6.81*50*198764459
3/(384*210*10
9*198764459)=1.3㎜。
Can find out, be 1.3mm through calculating deflection value, adheres to specification.
, hanger system is tentatively in place
The height of adjustment soffit formwork makes that soffit formwork and case beam 1 bottom surface are closely connected, and is tentatively in place by hanger system assembled again behind the dismounting Hanging Basket.
At this moment; For the ease of building the dismounting of back strap 10, the concrete casing place that passes through at each suspender belt 10 is embedded with square hole, and mounting method is: suspender belt 10 is being built the contact surface of back with concrete; Process oblong shaped cartridge with the thick steel plate of 3mm and be enclosed within on the suspender belt 10, build again.
After accomplishing above operation, just can carry out the construction of other operation of steel concrete.
, equivalent counterweight
The equivalence counterweight is employed in the method setting that adds water in the water tank of cantilever end, and its load(ing) point and tonnage are all according to the equal bending moments setting.
In the present embodiment, in stride closure section concrete weight and be: 2.6*54.8=142t, when in closure, striding, be in relatively stable and equilibrium state all the time at the concrete casting process for making each cantilever, need carry out equivalent counterweight, and water fluence equivalence unloading counterweight along with concrete.
The equivalence counterweight is pressed the equal bending moments setting, and operation is before the stiff skeleton locking.
Counterweight respectively is half weight of closure section concrete, and the configuration center position is the 28# section, counterweight N=71* (129.5/121.5)=76t.Each distributes closure section both sides according to four water tanks, and then the volume of each water tank is 19m
3, each water tank volume plan is: long 6m, wide 3.5m, high 1.3m.During the equivalence unloading, every cast 1m
3The closure concrete, 2.78t discharges water.For making 15#T structure two ends in a basic balance, when in closure, striding, configuration 20t water tank is two on the cantilever of end bay side, this water tank in stride closure section concrete cast unloading after 3 days.
Equivalence counterweight computational chart is as shown in table 1:
Table 1: equivalent counterweight computational chart
H,
Back timber
The root on the former edge of a wing, beam section both sides, each pre-buried block plate, steel plate is provided with jack 11.Be provided with the relay short column between the movable termination of jack 11 and the intersegmental distance of another beam.
Shown in figure 19, back timber adopts 2 jack 11, and utilizes the interior sliding beam of pulling down from Hanging Basket 701 as the relay short column.After the relay short column is pulled down, according to gap length intercepting suitable length, and carry out the single-ended processing of sealing, sealing end is not welded on the beam section steel plate, and sealing end contacts with jack 11.
After the installation of back timber device, select second day in steady relatively three days of the temperature, with two jack 11 synchronization jobs; Total top power 400t; 20%, 50%, 80%, 90%, 100% Pyatyi by total top power is carried out, and every grade finishes and suspends 10 minutes, measures; Normal continued top next stage, until top power with back down distance and roughly coincide.
According to COMPREHENSIVE CALCULATING, the distance that back timber device correspondence is backed down is 40mm, and this moment, concrete compression was an optimum state, can guarantee the linear and concrete durability of integral bridge.
I,
The closure locking
After back timber finishes, the locking of joining the two sections of a bridge, etc.The purpose of closure locking is that a closure section both sides cantilever end is connected temporarily, keeps relative fixed as far as possible, significantly distortion takes place in claiming with the section concrete that prevents to join the two sections of a bridge, etc building and hardened in early days.
, the accurate adjustment hanger system
Adjustment soffit formwork height makes case beam 1 bottom surface after soffit formwork and closure lock closely connected.
This moment, form frame system adjustment, the installation of whole closure section were accurately in place.
, concreting
The order of concreting is by spreading to fulcrum and cantilever end in the middle of the support, to reduce the influence of support sedimentation.
Concrete adopts the method construction of pumping.After treating that concrete strength reaches the intensity of designing requirement, carry out prestressed stretch-draw, hole path pressure grouting according to the designing requirement order in batches.
Along with concrete waters fluence, synchronously with the equivalence of the water in water tank unloading.
, pre-stress construction
Concrete strength reaches 90% when above of design strength through maintenance; Vertical, the transverse prestress bundle of pretensioning, the more vertical base plate bundle of stretch-draw Z1,3,5,7,9 and L2 to 80% of design load, remove stiff skeleton; Mend then stretch-draw Z1,3,5,7,9 and L2 to 100% mud jacking of design load; When slurry intensity reaches 90% when above, stretch-draw Z2,4,6,8,10 is to 100% of design load, mud jacking anchoring again.
, mud jacking and end-blocking
Stretch-draw is accomplished can carry out hole path pressure grouting, presses the high-end pulp of notes by low side during mud jacking.End-blocking mainly is base plate tooth piece and top board pawl piece, according to design formwork erection pour concrete.
, form removal
After accomplishing, stretch-draw, mud jacking remove bed die 4 and side form 2.
Convenient for the ease of form removal, the method for dismounting of bed die 4 is following: to transferring, the operating space is provided earlier with suspender belt 10 removal steel pins, and with bed die 4 integral body, carries out form removal again.
The present invention is not limited to the aforesaid specific embodiment.The present invention expands to any new feature or any new combination that discloses in this manual, and the arbitrary new method that discloses or step or any new combination of process.
Claims (10)
- A large span continuous rigid frame bridge in stride the job practices of closure section, it is characterized in that this method may further comprise the steps:(a) adopt the Hanging Basket cast-in-place cantilever method, the cantilever beam section before the closure section is constructed;(b) disassemble Hanging Basket, will process suspension bracket, and stride in being installed on the two beam sections of closure from the parts that Hanging Basket is pulled down;(c) centering two semi girders of striding closure section carry out equivalent counterweight;(d) after equivalent counterweight, two semi girders that centering is striden the closure section carry out back timber;(e) after back timber, centering is striden the two semi girders closure locking of closure section;(f) concreting;(g) form removal.
- Large span continuous rigid frame bridge according to claim 1 in stride the job practices of closure section, it is characterized in that: said step (b) specifically may further comprise the steps:Step 1, internal mold, interior sliding beam and rear suspension are removed from Hanging Basket;Step 2, the outer sliding beam of Hanging Basket is suspended on the case beam;Step 3, side form is placed on the outer sliding beam;Step 4, will place case back portion, and bed die will be suspended on the longeron from the interior sliding beam that Hanging Basket is pulled down as longeron;Step 5, adjustment bed die height make the bottom surface of bed die and case beam closely connected.
- Large span continuous rigid frame bridge according to claim 2 in stride the job practices of closure section, it is characterized in that: before the said step 2, move Hanging Basket, the case beam in its preceding suspender belt and Hanging Basket the place ahead is fitted, and make the bottom applying of the bed die and the case beam of Hanging Basket.
- Large span continuous rigid frame bridge according to claim 3 in stride the job practices of closure section, it is characterized in that: in the said step 3, with side form place the method for outer sliding beam be the suspension rod of side form is removed from the case beam after, then be connected on the outer sliding beam.
- Large span continuous rigid frame bridge according to claim 3 in stride the job practices of closure section; It is characterized in that: said longeron top is provided with jack, and the quantity of said jack is two, and said jack top is provided with the suspender belt beam; The movable end branch of said jack is located at the two ends of suspender belt beam; Said suspender belt beam is provided with pin-and-hole, and the pin-and-hole on said pin-and-hole shape and the suspender belt is suitable, and said suspender belt links to each other with bed die.
- Large span continuous rigid frame bridge according to claim 5 in stride the job practices of closure section, it is characterized in that: said longeron is formed by interior sliding beam or sliding outward beam cutting.
- 7. according to the job practices of striding the closure section in the described large span continuous rigid frame bridge of arbitrary claim in the claim 1 to 6; It is characterized in that: said back timber device is jack and relay short column, and said relay short column is formed by the interior sliding beam cutting of dismounting gained on the Hanging Basket.
- Large span continuous rigid frame bridge according to claim 7 in stride the job practices of closure section, it is characterized in that: said step (e) is adjusted the bed die height afterwards once more, makes the bottom surface of bed die and case beam closely connected.
- Large span continuous rigid frame bridge according to claim 8 in stride the job practices of closure section, it is characterized in that: said equivalent counterweight is employed in the method setting that adds water in the water tank of cantilever end.
- Large span continuous rigid frame bridge according to claim 9 in stride the job practices of closure section; It is characterized in that: said concrete adopts the method for pumping to carry out the mud jacking cast; Temperature when said concrete is gone into mould is 10 °～25 °, and said water tank is with the concrete fluence equivalence unloading counterweight of watering.
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| CN2011103791523A CN102493362B (en) | 2011-11-24 | 2011-11-24 | Construction method for midspan closure segment of longspan continuous rigid frame bridge |
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Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102758404A (en) * | 2012-07-19 | 2012-10-31 | 中铁十六局集团第一工程有限公司 | Front fulcrum hanging basket travelling device of spatial V-shaped cable-stayed bridge |
| CN104727231A (en) * | 2015-04-03 | 2015-06-24 | 中铁第五勘察设计院集团有限公司 | Cantilever irrigation method construction continuous beam and continuous rigid frame bridge geometrical parameter structure |
| CN105040594A (en) * | 2015-07-19 | 2015-11-11 | 南宁市政工程集团有限公司 | Variable cross-section box girder bridge closure segment construction method |
| CN106284080A (en) * | 2016-08-11 | 2017-01-04 | 中铁十二局集团第二工程有限公司 | Continuous rigid frame aqueduct closure segment construction method |
| CN106836013A (en) * | 2017-03-20 | 2017-06-13 | 北京科技大学 | Ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction |
| CN108457191A (en) * | 2018-01-31 | 2018-08-28 | 中交第二航务工程局有限公司 | Large span T-steel structure beam sections for joining island bridge install closure method |
| CN109944170A (en) * | 2019-05-06 | 2019-06-28 | 重庆建工市政交通工程有限责任公司 | Continuous beam with high-pier end bay Cast-in-Situ Segment and closure section integrated construction system and construction method |
| CN110258332A (en) * | 2019-04-03 | 2019-09-20 | 中国一冶集团有限公司 | Closure linker water tank ballast device and method |
| CN110593126A (en) * | 2019-10-12 | 2019-12-20 | 中国十七冶集团有限公司 | Counterweight system for bridge closure and construction method |
| CN111254832A (en) * | 2020-01-21 | 2020-06-09 | 中铁大桥科学研究院有限公司 | Integral hoisting closure method and system for long section of cable-stayed bridge steel girder |
| CN111926720A (en) * | 2020-08-12 | 2020-11-13 | 中建七局交通建设有限公司 | Construction method suitable for continuous steel-structure cantilever beam closure in loess area |
| CN112709139A (en) * | 2020-12-23 | 2021-04-27 | 中铁二十局集团第二工程有限公司 | Construction method for closure section of main bridge continuous beam |
| CN113239429A (en) * | 2021-04-26 | 2021-08-10 | 河南省交通规划设计研究院股份有限公司 | Method for manufacturing precast assembled bridge of concrete segments |
| CN113832870A (en) * | 2021-08-31 | 2021-12-24 | 中交基础设施养护集团有限公司 | Construction method of rhombic hanging basket |
| CN114892543A (en) * | 2022-06-01 | 2022-08-12 | 中国十九冶集团有限公司 | Construction method of bridge closure device |
| CN117166376A (en) * | 2023-11-02 | 2023-12-05 | 中铁十六局集团路桥工程有限公司 | Lightweight construction method for side span cast-in-situ frame body of high mountain gorge Gu Ou continuous beam |
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| CN102758404A (en) * | 2012-07-19 | 2012-10-31 | 中铁十六局集团第一工程有限公司 | Front fulcrum hanging basket travelling device of spatial V-shaped cable-stayed bridge |
| CN102758404B (en) * | 2012-07-19 | 2014-01-08 | 中铁十六局集团第一工程有限公司 | Front fulcrum hanging basket travelling device of spatial V-shaped cable-stayed bridge |
| CN104727231A (en) * | 2015-04-03 | 2015-06-24 | 中铁第五勘察设计院集团有限公司 | Cantilever irrigation method construction continuous beam and continuous rigid frame bridge geometrical parameter structure |
| CN105040594A (en) * | 2015-07-19 | 2015-11-11 | 南宁市政工程集团有限公司 | Variable cross-section box girder bridge closure segment construction method |
| CN106284080A (en) * | 2016-08-11 | 2017-01-04 | 中铁十二局集团第二工程有限公司 | Continuous rigid frame aqueduct closure segment construction method |
| CN106284080B (en) * | 2016-08-11 | 2019-01-11 | 中铁十二局集团第二工程有限公司 | Continuous rigid frame aqueduct closes up section constructing method |
| CN106836013A (en) * | 2017-03-20 | 2017-06-13 | 北京科技大学 | Ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction |
| CN108457191A (en) * | 2018-01-31 | 2018-08-28 | 中交第二航务工程局有限公司 | Large span T-steel structure beam sections for joining island bridge install closure method |
| CN110258332A (en) * | 2019-04-03 | 2019-09-20 | 中国一冶集团有限公司 | Closure linker water tank ballast device and method |
| CN109944170A (en) * | 2019-05-06 | 2019-06-28 | 重庆建工市政交通工程有限责任公司 | Continuous beam with high-pier end bay Cast-in-Situ Segment and closure section integrated construction system and construction method |
| CN110593126A (en) * | 2019-10-12 | 2019-12-20 | 中国十七冶集团有限公司 | Counterweight system for bridge closure and construction method |
| CN111254832A (en) * | 2020-01-21 | 2020-06-09 | 中铁大桥科学研究院有限公司 | Integral hoisting closure method and system for long section of cable-stayed bridge steel girder |
| CN111926720A (en) * | 2020-08-12 | 2020-11-13 | 中建七局交通建设有限公司 | Construction method suitable for continuous steel-structure cantilever beam closure in loess area |
| CN111926720B (en) * | 2020-08-12 | 2022-01-25 | 中建七局交通建设有限公司 | Construction method suitable for continuous steel-structure cantilever beam closure in loess area |
| CN112709139A (en) * | 2020-12-23 | 2021-04-27 | 中铁二十局集团第二工程有限公司 | Construction method for closure section of main bridge continuous beam |
| CN113239429A (en) * | 2021-04-26 | 2021-08-10 | 河南省交通规划设计研究院股份有限公司 | Method for manufacturing precast assembled bridge of concrete segments |
| CN113832870A (en) * | 2021-08-31 | 2021-12-24 | 中交基础设施养护集团有限公司 | Construction method of rhombic hanging basket |
| CN114892543A (en) * | 2022-06-01 | 2022-08-12 | 中国十九冶集团有限公司 | Construction method of bridge closure device |
| CN117166376A (en) * | 2023-11-02 | 2023-12-05 | 中铁十六局集团路桥工程有限公司 | Lightweight construction method for side span cast-in-situ frame body of high mountain gorge Gu Ou continuous beam |
| CN117166376B (en) * | 2023-11-02 | 2024-02-20 | 中铁十六局集团路桥工程有限公司 | Lightweight construction method for side span cast-in-situ frame body of high mountain gorge Gu Ou continuous beam |
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