CN102493362B - 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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- CN102493362B CN102493362B CN2011103791523A CN201110379152A CN102493362B CN 102493362 B CN102493362 B CN 102493362B CN 2011103791523 A CN2011103791523 A CN 2011103791523A CN 201110379152 A CN201110379152 A CN 201110379152A CN 102493362 B CN102493362 B CN 102493362B
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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, especially a kind of job practices of midspan closing section of large span continuous rigid frame bridge.
Background technology
In prior art, for the wide-span case beam cantilever pouring, mainly be divided into following three parts:
First is 0# section construction: build pier back timber section (being the 0# section) and implement pier beam temporary consolidation on pier jacking frame or counterfeit; The 0# section be highly maximum in all beam bodies, weight is the heaviest one, and on the pier stud top, therefore can not adopt cradle construction.
Second portion is that cantilever pouring is partly constructed: utilize cast-in-place cantilever method, on the 0# section, cantilever cradle is installed, symmetrical segmentation is built girder to the leading portion that joins the two sections of a bridge, etc successively to both sides; This part construction hanging basket is main construction equipment.
Third part is closure section construction: at first carry out end bay closure, carry out finally midspan closing.After midspan closing, make two freely supported structures form a continuous beam, complete twice system conversion.Build the midspan closing section 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, usually all adopt cast-in-place cantilever method.
Cast-in-place cantilever method, claim again to refer in the bridge pier both sides working platform is set without support balance semi-girder method or extension (hanging) basket method, evenly piecemeal to span centre cantilever pouring cement concrete beam body, and applies piecemeal prestressed job practices.Main equipment used is Hanging Basket, reach by 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 whole beam section and moves at stretch-draw anchor and with pier shaft, assembling reinforcement, formwork erection, concreting, executes prestressing force and all carries out thereon.
Hanging Basket in cast-in-place cantilever method is the supporting frame that an energy slides or rolls along back, anchoring is suspended on the construction beam section, can carry out the installing of template, reinforcing bar, prestress pipe of next beam section on Hanging Basket, filling concrete and prestressed stretch-draw, the operations such as grouting, after completing the circulation of a sections, Hanging Basket can move forward and fix, carry out the outstanding filling of next stage, so circulate until cantilever grouting is completed.
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 fill with Hanging Basket and successively segmentation cantilever casting 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 complete the operation of next sections.The main member of Hanging Basket comprises: spandrel girder, pendent form, 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:, across not establishing support, not affect 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 pontic when constructing, except 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 has the requirement of the each side such as movement is flexible, convenient disassembly, handling safety.
As shown in Figure 1, midspan closing section work progress generally includes following flow process:
Step 1: move after construction hanging basket, the midspan closing suspension bracket is installed, and adds 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 are complete, remove the closure suspension bracket.
In most of the cases, the deadweight of the Hanging Basket during midspan closing on two beam sections is larger, not directly utilize cast-in-place cantilever method to carry out the construction of midspan closing section, usually adopt this moment the suspension bracket method to carry out the construction of midspan closing section, namely, by the mode of Hanging Basket mounting suspension on two beam sections, complete the midspan closing section and partly construct.
Adopt the suspension bracket method to carry out the construction flow chart of midspan closing, as shown in Figure 2.
The concrete mounting method of suspension bracket is as follows: reserves vertical hole on the sections of cantilever end, under cantilever end, then sets up longeron and form suspension bracket on crossbeam before and after two crossbeams are hung in respectively, then the steel form of mating formation thereon, form bottom die platform.
, take bottom die platform as basis, side form and internal mold are installed, until complete 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 two beam sections is very approaching, can directly utilize Hanging Basket to carry out the midspan closing construction, but most applications all needs by Hanging Basket mounting suspension on two beam sections, completes middle dragon closure section part and construct.
Job practices for Longspan Bridge boom segments case beam, the mode that mostly adopts cast-in-place cantilever method to combine with the suspension bracket method, as the Ba Qi《 highway of publishing: in August, 2009 " in document the 236th page to 241 pages, a kind of " long-span PC 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, namely 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 Specific construction mode of its cast-in-place cantilever method is as follows: 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 arrange plain bars and prestressed reinforcement on the template that Hanging Basket is suspending in midair, fluid concrete, reach the after-applied prestressing force of intensity of design code when concrete strength, and in pipeline mud jacking, then Hanging Basket is moved on to next sections; Constantly like this repeat same operation, until closure.When building to the midspan closing section, be different from building of continuous beam cantilever part, utilize Hanging Basket bed die and side form system that closure piece suspension bracket is installed, adopt the suspension bracket method to carry out the construction of middle dragon closure.
In sum, in the job practices of midspan closing section, because the Hanging Basket on two beam sections is very approaching, in the situation that do not consider that weight can directly utilize Hanging Basket to carry out outside the special circumstances of midspan closing construction, most applications is before midspan closing except minority, there is larger weight in Hanging Basket on two beam sections, need by removing Hanging Basket, mounting suspension on two beam sections, in the mode of suspension bracket method, completes the midspan closing section and partly construct, but it has the following disadvantages:
1, the complex installation process of suspension bracket, and the required duration is longer; The bed die conversion required time that is positioned at the bed die of case beam bottom suspension bracket and Hanging Basket is long, and in transfer process, potential safety hazard is larger.
2, adopt the form of Hanging Basket and suspension bracket combination, 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 job practices that the purpose of this invention is to provide a kind of midspan closing section of large span continuous rigid frame bridge is characterized in that the method comprises the following 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 make suspension bracket from the parts that Hanging Basket is pulled down, and be arranged on two beam sections of middle dragon closure;
(c) centering is carried out equivalent counterweight across two semi girders of closure section;
(d) after equivalent counterweight, two semi girders of centering dragon closure section carry out back timber;
(e) after back timber, centering is across two semi girder closure lockings of closure section;
(f) concreting;
(g) form removal.
Utilize existing Hanging Basket system in the closure process, do not need again to make suspension bracket.Utilize existing Hanging Basket system, after dismantling, reconfiguring, form the closure suspension bracket, so both guaranteed designing requirement, improved again work efficiency, saved fund, this bridge closure section construction technology, 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 surpassing because installing suspension bracket additional the upper limit of the additional load-carrying gross weight of closure section.
In above-mentioned job practices, described step (b) specifically comprises the following steps:
Step 3, side form is placed on outer sliding beam;
Step 5, adjustment bed die height, make the bottom surface of bed die and case beam closely connected.
The main truss that utilizes Hanging Basket moves to bed die one side of closure section beam section, and with the interior sliding beam of Hanging Basket as longeron, in order to change the main truss bed die, suspender belt is removed the Hanging Basket main truss after being transformed into longeron, the replacement of realization to suspension bracket; Make suspension bracket need not independent design, manufacturing and installation, not only saved man-hour and cost, and simplified the structure, reduced the gross weight of the additional load-carrying of closure section construction.
Preferably, before described step 2, movable hanging basket, make the case beam laminating in its front suspender belt and Hanging Basket the place ahead, and make the bottom laminating of bed die and the case beam of Hanging Basket.After adopting said method to carry out coarse adjustment to the position of bed die, improve construction precision.
Preferably, in described step 3, the method that side form is placed in outer sliding beam is after the suspension rod of side form is removed from the case beam, then is connected on 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 to outer sliding beam, and with other appurtenances and outer sliding beam adaptive after, can realize the conversion of side form.
Preferably, described longeron top is provided with jack, the quantity of described jack is two, described jack top is provided with the suspender belt beam, the movable end of described jack divides the two ends that are located at the suspender belt beam, be provided with pin-and-hole on described suspender belt beam, the pin-and-hole on described pinhole shape and suspender belt is suitable, and described suspender belt is connected with bed die.Adopt such structure, simple in structure and constructability,, by adjustable for height suspender belt, realize the adjustment to the bed die height.
Preferably, described longeron is formed by interior sliding beam or sliding beam cutting outward.Adopt such structure, directly utilize the interior sliding beam pulled down from Hanging Basket or outside sliding beam slightly process, namely can be used as suspender belt (indulging) beam, simple in structure and saving cost.
In above-mentioned job practices, described back timber device is jack and relay short column, and described relay short column is formed by the interior sliding beam cutting of dismounting gained on Hanging Basket.Adopt such structure, the interior cunning that direct utilization is pulled down from Hanging Basket is slightly processed, and namely can be used as the relay short column, simple in structure and saving cost.
In above-mentioned job practices, described step (e) is adjusted the bed die height afterwards again, makes the bottom surface of bed die and case beam closely connected.Adopt said method to carry out accurate adjustment to the position of bed die, further guaranteed the precision of construction.
In above-mentioned job practices, described equivalent counterweight adopts 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 above-mentioned job practices, described concrete adopts the method for pumping to pour into a mould, and the temperature temperature when described concrete enters mould is 10 °～25 °, and described water tank is with the concrete fluence equivalence unloading counterweight of watering.When adopting the defeated method of pump, to the counterweight in water tank carry out in real time, equivalence unloads, the stability of bridge in the time of can further guaranteeing to build; While 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 again to make suspension bracket.Utilize existing Hanging Basket system, after dismantling, reconfiguring, form the closure suspension bracket, so both guaranteed designing requirement, improved again work efficiency, saved fund, this bridge closure section construction technology, 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 surpassing because installing suspension bracket additional the upper limit of the additional load-carrying gross weight of closure section.
Description of drawings
Examples of the present invention will be described by way of reference to the accompanying drawings, wherein:
Fig. 1 is the schematic diagram of midspan closing section work progress in prior art;
Fig. 2 is the construction flow chart that available technology adopting suspension bracket method is carried out midspan closing;
Fig. 3 is the schematic diagram that the available technology adopting cast-in-place cantilever method carries out midspan closing;
Fig. 4 is the schematic diagram of embodiment of the present invention Bridge structure;
Fig. 5 is the schematic flow sheet of job practices of the present invention;
Fig. 6 is structure master's schematic diagram of Hanging Basket in the present invention;
Fig. 7 is the side sectional view of Hanging Basket in the present invention;
Fig. 8 is the structural front view that in the present invention, Hanging Basket is disassembled axle casing;
Fig. 9 is the side sectional view that in the present invention, Hanging Basket is disassembled axle casing;
Figure 10 is the structural front view that in the present invention, Hanging Basket moves axle casing;
Figure 11 is the side sectional view that in the present invention, Hanging Basket moves axle casing;
Figure 12 is the structural representation after in the present invention, suspension system is replaced;
Figure 13 is the side sectional view after in the present invention, suspension system is replaced;
Figure 14 is the schematic diagram of longeron and suspension system in the present invention;
Figure 15 is the suspender belt pulling force schematic diagram of bed die;
Figure 16 is the pulling force schematic diagram of front suspender belt;
Figure 17 is that in the present invention, side form suspention and longeron are replaced the structural front view of completing axle casing;
Figure 18 is that in the present invention, side form suspention and longeron are replaced the side sectional view of completing axle casing;
Figure 19 is the structural representation of back timber device in the present invention;
Figure 20 is the structural representation that in the present invention, stiff skeleton is used in locking.
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 features in this manual, or the step in disclosed all methods or process, except mutually exclusive feature and/or step, all can make up by any way.
Disclosed arbitrary feature in this manual (comprising any accessory claim, summary and accompanying drawing), unless special narration all can be replaced by other equivalences or the alternative features with similar purpose.That is, unless special narration, each feature is an example in a series of equivalences or similar characteristics.
As shown in Figure 4, main bridge span distribution is 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, 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, midspan closing section concrete 54.8m
3One-time cast-forming, the structure of Hanging Basket as shown in Figure 6 and 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 more than 100 tons per 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, surpasses the additional load-carrying gross weight of closure section.
At Hanging Basket system and template system simultaneously in the infeasible situation of scheme of framework, the 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 carry out the construction of midspan closing section.
Its key step comprises: first remove Hanging Basket system and walking track thereof, then utilize Hanging Basket bed die 4 and side form hanging beam 201 to construct as the closure section construction template; Again the bed die of Hanging Basket 4 and side form 2 are moved to the closure section other end, form the closure suspension bracket and complete template construction; And then adopt the locking of welding stiff skeleton and stretch-draw steel Shu Jinhang closure mouth, build concrete and stretch-draw and partly unlocked after permanent the bundle, thereby completed the closure operation.
Concrete, with reference to Fig. 5, concrete construction method of the present invention comprises the steps:
The preparation of construction of A, closure Anterior Segment
Complete girder building and pre-stress construction etc. from the 0# section to the Anterior Segment of joining the two sections of a bridge, etc, carry out the button-up operations before 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 in walking state, prepare the traveling Hanging Basket.
After Hanging Basket is disassembled as shown in Figure 8, Figure 9.
, the traveling Hanging Basket
One end of Hanging Basket closure section is walked to walk to the other end of closure section, make the front suspender belt 10 of Hanging Basket near this section case beam 1.
After Hanging Basket moves as shown in Figure 10, Figure 11.
After movement,, if the floor length of bed die 4 is not enough to touch case beam 1 bottom, need, by lengthening the mode of bed die 4 base plates, make the bed die 4 of Hanging Basket be combined closely connected with case beam 1 bottom.
, suspension system is set
As shown in Figure 12 and Figure 13, at first, the outer sliding beam of Hanging Basket 702 use essences are pricked screw-thread steel 12 to be suspended on the top board of case beam 1, and side form 2 is connected with case beam 1 by suspension rod, the front end of side form hanging beam 201 is placed on outer sliding beam, the rear end of side form hanging beam 201 is suspended on outer sliding beam 702 by hanging wheel, and after connection, side form 2 can be by outer sliding beam 702 travelings.
During in traveling, the front beam of bed die 4 may conflict with side form 2 when side form 2, and can cut off as required part side form 2 this moment.
E、
Longeron is set
The interior sliding beam 701 that to pull down from Hanging Basket, as longeron 9, is placed in the top of case beam 1.
The structure of longeron 9 is as shown in figure 14: be provided with two jack 11 above each longeron 9, the movable end of two jack 11 divides the two ends that are located at suspender belt beam 12, be provided with pin-and-hole on suspender belt beam 12, after removing being connected of suspender belt 10 and former Hanging Basket, after being passed longeron 9, suspender belt 10 aligns with the pin-and-hole on suspender belt beam 12, and by pin with suspender belt 10 and suspender belt beam 12 pin joints, adjust suspender belt beams 12 and suspender belt 10 height by jack 11, to realize the adjustment to bed die 4 height.
After by said method, front suspender belt 10 being adjusted to the right place, with i iron,, as suspender belt beam 12, substitute the front suspender belt 10 of top rail suspention, i iron herein can be formed by interior sliding beam 701 or sliding beam 702 cuttings outward.
After side form suspention and longeron 9 are replaced and are completed as Figure 17, shown in Figure 180.
Longeron 9 in manufacturing process, passes for the ease of suspender belt 10, is provided with on each longeron 9 and runs through slotted eye for what suspender belt 10 passed.Because the quantity of longeron 9 is four, after therefore interior sliding beam 701 being pulled down from Hanging Basket, cut into as required four sections or eight sections, its preparation method separately is as follows:
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; Herein, longeron 9 is cut into 4 long sections of 4m as longeron 9 with interior sliding beam 701, the position of the every equal corresponding suspender belt 10 of longeron 9, and after adding the placement of steel cushion block, longeron 9 is placed on 1, two casees beams, longeron 9 runs through 8 * 22 ㎝ holes in the corresponding position of suspender belt 10, is convenient to suspender belt 10 and passes.
When interior sliding beam 701 cuts into eight sections, during respectively as four longerons 9, the sliding beam section of two Inner after cutting makes up to be between the sliding beam of 9, two Inner of a longeron and is provided with the gap of passing for suspender belt 10.
The longeron 9 that utilizes the interior sliding beam 701 of having removed to be cut into 4 4m length is placed on bridge floor, and as the longerons 9 that use after front suspender belt 10 conversions, key is that can the longeron 9 that use carry bed die 4 and the weight of the section concrete that joins the two sections of a bridge, etc, and is right
The Stren gsth test of longeron is as follows:
According to the Hanging Basket design data, the pulling force of the suspender belt 10 of bed die 4 as shown in figure 15.
Count the 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, 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 front suspender belt 10 is as shown in figure 16.
For the active force of Concrete Beam Segment load to longeron 9, according to longeron 9 mid point Force Calculation, the force rate reality that front like this suspender belt 10 calculates is slightly bigger than normal, belongs to conservative the simplification and calculates.The template weight of bed die 4 is pressed 40t calculating in addition, and 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 being that two jack 11 are born respectively the gravity that suspender belt 10 transmits on longeron 9, to calculate so adopt across the maximum defluxion design formulas under two equal point loads of equidistant layout, design formulas is as follows:
Ymax=6.81P*I
3/ (384*E*I), wherein:
Ymax is deflection value, Dan Wei ㎜.
P is each point load value sum, the kN of unit.
E is the modulus of elasticity of steel, for engineering structural iron, E=210*10
9N/mm^ 2.
I is the cross section moments of inertia of steel, can check in (mm in the shaped steel table
4), herein through the longeron 9 cross section moments of inertia I that table look-up to obtain
y=198764459 mm
4
Result of calculation is as follows:
Ymax=6.81P*I
3/(48*E*I)=6.81*50*198764459
3/(384*210*10
9*198764459)=1.3㎜。
Can find out, deflection value is 1.3mm as calculated, meets designing requirement.
, hanger system is tentatively in place
Adjust the height of soffit formwork, make soffit formwork and case beam 1 bottom surface closely connected, assembled hanger system is tentatively in place by dismantling after Hanging Basket again.
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 after building with the contact surface of concrete, make oblong shaped cartridge with the thick steel plate of 3mm and be enclosed within on suspender belt 10, then build.
After completing above operation, just can carry out the construction of other operation of steel concrete.
, equivalent counterweight
The equivalence counterweight adopts 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, midspan closing section concrete weight is: 2.6*54.8=142t, in closure across the time, be in all the time relatively stable and equilibrium state for making each cantilever at the concrete casting process, need carry out equivalent counterweight, and along with concrete, water fluence equivalence unloading counterweight.
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 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, in closure across the time, configuration 20t water tank is two on the cantilever of end bay side, this water tank is in midspan closing section concrete cast unloading afterwards in 3 days.
Equivalence counterweight computational chart is as shown in table 1:
Table 1: equivalent counterweight computational chart
H、
Back timber
At the former edge of a wing, beam section both sides root, each pre-buried block plate, be provided with jack 11 on steel plate.Be provided with the relay short column between the movable end of jack 11 and the intersegmental distance of another beam.
As shown in figure 19, back timber adopts 2 jack 11, and utilizes the interior sliding beam 701 of pulling down from Hanging Basket as the relay short column.After the relay short column is pulled down, according to gap length intercepting suitable length, and carry out single-ended sealing processing, sealing end is not welded on beam section steel plate, and sealing end contacts with jack 11.
After the installation of back timber device, select the second day in relatively steady three days of 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 of complete time-out 10 minutes, measure, continue the top next stage after normal, 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 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 as far as possible relatively fixing, with the section concrete that prevents from joining the two sections of a bridge, etc, significantly distortion occurs building and hardened in early days in claiming.
, the accurate adjustment hanger system
Adjust the soffit formwork height, make case beam 1 bottom surface after soffit formwork and closure lock closely connected.
The form frame system adjustment of at this moment whole closure section, installation accurate positioning.
, concreting
The order of concreting is by spreading to fulcrum and cantilever end in the middle of support, to reduce the impact of support sedimentation.
Concrete adopts the method construction of pumping.Reach the intensity of designing requirement until concrete strength after, according to the designing requirement order, carry out prestressed stretch-draw, hole path pressure grouting 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, pretensioning is vertical, the transverse prestress bundle, again the vertical base plate bundle of stretch-draw Z1,3,5,7,9 and L2 to design load 80%, remove stiff skeleton, then mend stretch-draw Z1,3,5,7,9 and L2 to 100% mud jacking of design load, when slurry intensity reaches 90% when above, then stretch-draw Z2,4,6,8,10 is to 100% of design load, mud jacking anchoring.
, mud jacking and end-blocking
Stretch-draw is completed and can be carried out hole path pressure grouting, during mud jacking by the high-end pulp of low side pressure injection.End-blocking is mainly base plate tooth piece and top board pawl piece, according to design formwork erection pour concrete.
, form removal
After completing, 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 as follows:, first with suspender belt 10 removal steel pins, and with bed die 4 integral body to transferring, operating space is provided, then carries out form removal.
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 (5)
1. the job practices of the midspan closing section of a large span continuous rigid frame bridge is characterized in that the method comprises the following 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 make suspension bracket from the parts that Hanging Basket is pulled down, and be arranged on two beam sections of midspan closing, described step (b) specifically comprises the following 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 outer sliding beam;
Step 4, will be placed in from the interior sliding beam that Hanging Basket is pulled down case back section as longeron, and bed die will be suspended on longeron;
Step 5, adjustment bed die height, make the bottom surface of bed die and case beam closely connected;
(c) centering is carried out equivalent counterweight across two semi girders of closure section;
(d) after equivalent counterweight, centering is carried out back timber across two semi girders of closure section;
(e) after back timber, centering is across two semi girder closure lockings of closure section;
(f) concreting;
(g) form removal.
2. the job practices of the midspan closing section of large span continuous rigid frame bridge according to claim 1 is characterized in that: before described step 2, movable hanging basket, make the case beam laminating in its front suspender belt and Hanging Basket the place ahead, and fitted in the bed die of Hanging Basket and the bottom of case beam.
3. the job practices of the midspan closing section of large span continuous rigid frame bridge according to claim 2 is characterized in that: in described step 3, the method that side form is placed in outer sliding beam is after the suspension rod of side form is removed from the case beam, then is connected on outer sliding beam.
4. the job practices of the midspan closing section of large span continuous rigid frame bridge according to claim 2, it is characterized in that: described longeron top is provided with jack, the quantity of described jack is two, described jack top is provided with the suspender belt beam, the movable end of described jack divides the two ends that are located at the suspender belt beam, be provided with pin-and-hole on described suspender belt beam, the pin-and-hole on described pinhole shape and suspender belt is suitable, and described suspender belt is connected with bed die.
5. the job practices of the midspan closing section of large span continuous rigid frame bridge according to claim 4 is characterized in that: described longeron is formed by interior sliding beam or sliding beam cutting outward.
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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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| 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 |
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| 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 |
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| 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 |
| CN113832870B (en) * | 2021-08-31 | 2023-04-18 | 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 |
| 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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| DE2240678C3 (en) * | 1972-08-18 | 1975-02-13 | Dyckerhoff & Widmann Ag, 8000 Muenchen | Device for the section-by-section front construction of bridge structures made of reinforced or prestressed concrete |
| CN201526011U (en) * | 2009-07-14 | 2010-07-14 | 四川路桥桥梁工程有限责任公司 | Assembly type non-bracket casting side span cast-in-situ section and closure section in continuous rigid structure |
| CN101935985B (en) * | 2010-09-19 | 2011-11-23 | 湖南路桥建设集团公司 | Mid-span closure method for steel box girder of cable stayed bridge |
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