CN1208521C - Manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam - Google Patents
Manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam Download PDFInfo
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- CN1208521C CN1208521C CN02133640.7A CN02133640A CN1208521C CN 1208521 C CN1208521 C CN 1208521C CN 02133640 A CN02133640 A CN 02133640A CN 1208521 C CN1208521 C CN 1208521C
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Abstract
The present invention provides a technology for manufacturing a single-track prestressed steel bar concrete track beam of a bridge type, which comprises the steps: fabricating steel bar frames; banding with steel bars; mounting templates; stirring, pouring and finishing concrete; curing concrete, carrying out post-tensioning prestressing and pre-tensioning prestressing, and demoulding. The present invention is characterized in that a making and binding work room of the steel bars adopts the procedures of the paying off of a trolley, the installation of a support seat, and the installation of embedded parts at the bottom, and an end mould mounting procedure is arranged in a work room of the binding of the steel bars and the installation of the templates. After the demoulding procedure, a procedure that the surfaces of beam bodies are repaired and the line shape adjustment is carried out is adopted. The present invention has the advantages of low manufacturing cost and high dimensional precision of the track beam which is made, and the present invention can overcome structural deformation caused by the prestressing, so that the running of vehicles can not be influenced.
Description
Technical field:
What the present invention relates to is a kind of prestressed reinforced concrete rail beam manufacturing process, particularly be a kind of straddle type single rail prestressed reinforced concrete rail beam (PC beam) manufacturing process.
Background technology:
Straddle type single rail prestressed reinforced concrete rail beam belongs to prestressed reinforced concrete structure category, and the prestressed reinforced concrete structure is widely used in all kinds of building structure, in railroad bridge, highway bridge and light rail transit spanning structure.Manufacturing process has: reinforced frame, reinforcing bar binding, template are installed, concrete stirring and transportation, concrete water and smash, concrete curing, the construction of post-tensioned prestressing pre-tensioned prestressing, the demoulding etc.Its weak point is:
(1) manufacturing process of existing prestressed reinforced concrete beam (as: railroad bridge, highway bridge) must be that template is corresponding one by one with the product of same size, specification, that is: a cover template can only be made a kind of product of specification, manufacturing cost height.
(2) existing process using broken line forms curve, and linear round not suitable, dimensional accuracy is not high, does not reach the requirement of straddle type single rail prestressed reinforced concrete rail beam.
(3) existing process using is reserved the antiarch value in rail beam bottom, after prestressing force makes beam produce arch, the single-track vehicle aspect of travelling is had a negative impact.
Summary of the invention:
The objective of the invention is can reduce manufacturing cost in order to provide a kind of, the rail beam dimensional accuracy height that produces can overcome the manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam that deformation that prestressing force causes structure has a negative impact to the vehicle ' face.
The object of the present invention is achieved like this:
Manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam of the present invention, comprise that reinforced frame making, reinforcing bar binding, template are installed, concrete stirs, concrete waters and smashes, concrete is wiped one's face, concrete curing, the construction of post-tensioned prestressing pre-tensioned prestressing, demoulding, it is characterized in that between reinforcement fabrication and reinforcing bar binding operation, adopting chassis unwrapping wire, bearing installation, bottom built-in fitting installation procedure, between reinforcing bar binding and template installation procedure, be provided with end mould installation procedure, adopted the repairing of beam surface, linear adjustment operation after the demoulding operation, when the end mould is installed:
1. with the default antiarch value of beam body end as the horizontal bottom of end pad thickness value, the wood block filler of processing, with wood block filler with on the bolt in end mould bottom;
2. at chassis termination installation end die drawing pole support;
3. press the linear unwrapping wire of beam body plane position lifting end mould;
4. will hold mould to be connected with bearing pin with four butt die drawing bars with the pull bar pillar;
5. two pull bar length in adjustable side mould bottom make end mould bottom inner edge overlap with sideline, beam bottom on the chassis;
6. the two pull bar length in adjustable side mould top make end mould top tilt to the angle value of regulation to the beam middle part;
7. two jackscrews in adjustable side mould bottom are adjusted end mould corner;
8. adjustable side mould medial and lateral pull bar length is adjusted end mould bottom inner edge and beam body center line angle;
9. bellows is penetrated oviduct, and with sealing tape with joint sealing;
10. after above each operation was finished, that repetition measurement is striden was multiple, beam length and end mould inclination angle, corner;
When above-mentioned concrete is wiped one's face operation, be that benchmark is slightly smeared with trowel with linear pallet face, single-track vehicle is travelled have a negative impact to overcome the arch that causes owing to prestressing force with the default antiarch value of the linear pallet face of rail beam end face.
It is to adopt a. to emit the chassis longitudinal centre line as beam body center line that above-mentioned chassis unwrapping wire operation is emitted the plane and straight line beam, do in the center line both sides respectively with centreline spacing be that the parallel lines of 1/2 beam body width are as beam body bottom surface line; B. on the chassis longitudinal centre line, make chassis transverse center point, with the central point is benchmark, and making distance to the chassis two ends respectively is the point of L/2, and L is the beam body length, the vertical line of making longitudinal centre line after this point intersects with beam body sideline respectively, promptly emits beam body end sideline and bearing center; C. make the string of a musical instrument of the parallel lines of chassis longitudinal centre line as beam body center line; D. therefrom the horizontal heart line of the string of a musical instrument and chassis intersection point rises, on the middle string of a musical instrument, make the vertical line of spacing 0.4～0.6, also make a vertical line in two bearing centers, on every vertical line according to calculated data, make the point on beam inside and outside side line and the center line respectively, each point is connected successively be beam inside and outside side line and center line; E. with the chassis cross central line string of a musical instrument in the beam body is made at two ends respectively that is as the criterion, the outer string of a musical instrument, the intersection point in bearing and beam body sideline connects corresponding intersection point and promptly gets beam body end sideline and bearing center.
Center distance among the above-mentioned a is 425mm, among the d therefrom the string of a musical instrument and the horizontal heart line of chassis intersection point rise, be the vertical line of 0.5mm as spacing at the middle string of a musical instrument.
Repair above-mentioned beam surface, during linear adjustment operation to length more than or equal to 100mm, width is more than or equal to 50mm, the degree of depth should be repaired with homochromy epoxy mortar before second batch of stretch-draw more than or equal to the defective of 10mm, just repairing face is cut a hole before repairing mao and is cleaned out, and polishes flat after the repairing, length is greater than 10mm, width is greater than 50mm, and the degree of depth should be repaired second batch of stretch-draw greater than the defective of 10mm, during the blibbing defective, earlier the concrete shell around the bubble is knocked out, polish flat again after the repairing;
Manufacturing process of the present invention by chassis unwrapping wire, Side Template install, template is installed and operation such as the linear adjustment of beam body is only overlapped any plane curved beam that template production linear beam and radius are 80m～∞ and vertical curve PC rail beam and can be reached deck-siding ± 2mm, beam length ± 5mm, deck-molding ± 3mm, linear error≤L2500 by the camber beam and the accuracy of manufacture that straight line, plane curve, vertical curve are formed with one.By with the linear default antiarch value of rail beam end face, to overcome since the arch that prestressing force causes the single-track vehicle aspect of travelling is had a negative impact.
Worker artistic skill of the present invention reduces manufacturing cost, and the straddle type single rail prestressed reinforced concrete rail beam dimensional accuracy height that produces can overcome the deformation that prestressing force causes structure vehicle ' is had a negative impact.
Description of drawings:
Fig. 1 is the utility model bridge lateral view.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is the B-B sectional view of Fig. 1.
Fig. 4 is the E-E sectional view of Fig. 1.
Fig. 5 is Fig. 1 bridge center line sectional drawing.
Fig. 6 is bridge and bridge connection diagram.
The specific embodiment:
Referring to Fig. 1～Fig. 5, the two sides of bridge are 2,3 vertical with last plane 1 respectively, are positioned at 2,3 places, side at bridge and are symmetrical arranged fluted 4,5.Bridge bottom surface 6 is the plane.
Referring to Fig. 6, be provided with in the bridge end and make bridge and bridge chimeric castellated plates 7 mutually.
Referring to Fig. 2, when light rail train is walked on bridge, its road wheel 8 place on the plane 1 and in addition two rubber wheels 9 be close on the two sides 2,3.
Making straddle type single rail prestressed reinforced concrete rail beam is that the PC beam process is as follows:
1 reinforcement fabrication
1.1 butt welding
Hot rolled circular steel muscle and indented bars adopt flash butt welding, and the joint welding is good, complete penetration, and phenomenon such as burn patriotism crack must not be arranged.Should pass through joint clod wash and tensile test after the welding.
1.2 steel bar cold-drawn straightening
Cold drawn elongation rate should be controlled at following scope: the 16mm reinforcing bar smaller or equal to 1%, the 12mm reinforcing bar smaller or equal to 1.5%, 8mm is smaller or equal to 3%.In the cold drawing process, crackle must not appear in butt joint, otherwise program is carried out feedback information in accordance with regulations, and the butt welding quality is reexamined approval.
1.3 reinforcing bar blanking
The reinforcing bar blank size should be considered simultaneously to carry out behind the stretch value in the process of bending by working drawing, should remove the defective part of outward appearance during blanking.
1.4 reinforcing bar moulding
1.4.1 carry out the bar bending moulding by working drawing, bend in the process phenomenons such as finding reinforcing bar brittle failure, cracking, should be in time program feedback information in accordance with regulations.
1.4.2 the reinforcing bar after moulding model in accordance with regulations is numbered sign.
1.5 the welding before the moulding reinforcing bar binding
PC back portion and bottom stirrup should be welded into full wafer by the working drawing point on the frock pedestal, postwelding should be eliminated welding slag.The stirrup sheet that weldering is made behind the type should be numbered sign by figure.
2 internal molds are made
2.1 the batten that with the cross section is 40 * 40mm or 40 * 20mm is made the internal mold skeleton by working drawing.
2.2 five laminates are laid on the internal mold skeleton as panel.
3 chassis unwrapping wire
3.1 PC Liangping upper thread shape unwrapping wire
3.1.1 plane and straight line beam (containing the plane and straight line beam of being with vertical curve)
A. emit the chassis longitudinal centre line as beam body center line with transit and straight steel ruler, do in the center line both sides respectively with centreline spacing be that the parallel lines of 425mm are as sideline, beam body bottom surface.
B. on the chassis longitudinal centre line, make chassis transverse center point with invar tape, with the central point is benchmark, making distance to the chassis two ends respectively with invar tape is the point of L/2 and L/2, L is the beam body length, the vertical line of making longitudinal centre line after this point intersects with beam body sideline respectively, promptly emits beam body end sideline and bearing center.
3.1.2 the linear unwrapping wire of plane curve beam (containing the planar line beam of being with vertical curve)
A. be certificate with the job instruction, make the string of a musical instrument of the parallel lines of chassis longitudinal centre line as beam body center line.
B. therefrom the string of a musical instrument and chassis cross central line intersection point rise with square and invar tape, on the middle string of a musical instrument, make the vertical line of spacing 0.5m, also make a vertical line in two bearing centers, on every vertical line according to the calculated data in the job instruction, make point on beam inside and outside side line and the center line respectively with straight steel ruler, each point is connected successively be beam inside and outside side line and center line (all replacing) with broken line.
C. with the chassis cross central line intersection point in the string of a musical instrument, the outer string of a musical instrument, bearing and beam body sideline in the beam body is made at two ends respectively that is as the criterion, connect corresponding intersection point and promptly get beam body end sideline and bearing center.
4 bearings are installed
4.1 will mark on the bearing in length and breadth to center line
4.2 with the bearing hoisted in position, make bearing in length and breadth to center line respectively with chassis on the bearing center and the beam body central lines of making, and with the bearing leveling.
4.3 adjustable dolly panel is installed, and is tightened with the jig leveling.
4.4 paste seam with sealing tape.
5 bottom built-in fittings are installed
5.1 make the built-in fitting position at the chassis end face by PC beam bottom built-in fitting drawing of site.
5.2 the bottom built-in fitting is sticked on the relevant position with viscose glue.
6 reinforcing bar groups are upright
Carry out 6.1 PC beam steel group stands on the chassis, stirrup sheet spacing is by the upright frock control of reinforcing bar group.
6.2 on the stirrup sheet of PC beam bottom, every about 0.5m, use two bottoms of thin wire colligation Concrete seat pad.
6.3 lay bottom stirrup sheet and network for location sheet (both carry out spot welding), penetrate vertical distribution reinforcement, and will it with bottom stirrup sheet spot welding with the formation cage of reinforcement.
6.4 internal mold is hung in the cage of reinforcement by working drawing.
6.5 lay top stirrup sheet, penetrate vertical distribution reinforcement, and with top stirrup sheet respectively with vertical distribution reinforcement and bottom stirrup sheet spot welding.
6.6 other reinforcing bar of colligation is as diagonal bar, horizontal bar etc.
6.7 colligation internal mold place and side Concrete seat pad, spacing 0.5m.
7 bellowss are installed
7.1 by working drawing the bellows of internal diameter φ 50mm is penetrated the corresponding hole of network for location sheet, and with the iron wire colligation of network for location sheet.
7.2 bellows must be straight, and the possibility of spillage must not be arranged.
The assembling of 8 end moulds
8.1 finger-type plate built-in fitting iron seat is installed earlier, interdigitated plate built-in fitting again, built-in fitting must be fitted closely with corresponding built-in fitting iron seat.
8.2 with base plate with on the bolt the end mould on.
9 end moulds are installed
9.1 with the default antiarch value of job instruction central sill body end as end mould bottom pad thickness value, the wood block filler of processing 860 * 150mm.With wood block filler with on the bolt in end mould bottom.
9.2 at chassis termination installation end die drawing pole support.
9.3 press the linear unwrapping wire of beam body plane position lifting end mould.
9.4 will hold mould to be connected with bearing pin with the pull bar pillar with four butt die drawing bars.
9.5 the two pull bar length in mould bottom, adjustable side make end mould bottom inner edge overlap with sideline, beam bottom on the chassis.
9.6 the two pull bar length in mould top, adjustable side make end mould top tilt to the angle value of regulation to the beam middle part.
9.7 two jackscrews in mould bottom, adjustable side are adjusted end mould corner.
9.8 position, mould medial and lateral, adjustable side pole length is adjusted end mould bottom inner edge and beam body center line angle.
9.9 bellows is penetrated oviduct 50mm, and with sealing tape with joint sealing.
After 9.10 above each operation is finished, repetition measurement span, beam length and end mould inclination angle, corner.
10 formwork erections, promptly template is installed
10.1 the side built-in fitting is fixed on the groove panel with bolt.
10.2 regulate side form arm suspension rod, make side form integral body move up and down to the side form lower edge be 20mm to chassis end face spacing.
Regulate screw mandrel 10.3 adjust span centre place vertical curve, making the linear pallet face in both sides, spaning middle section place to the chassis end face discrepancy in elevation is 1500mm.
10.4 the linear pallet face height with the spaning middle section place that regulates is a benchmark, adjusts vertical curve and regulates screw mandrel and makes the corresponding linear pallet face of section of each screw mandrel and the linear pallet face discrepancy in elevation at spaning middle section place meet corresponding reservation antiarch value in the job instruction.
10.5 unclamp the fastening bolt of groove template and side template, adjust the groove template and regulate screw mandrel, make the drift angle at every joint groove template two ends arrive linear pallet identity distance from being 415mm.
10.6 after each concave-board is transferred to the position, tighten fastening bolt.
10.7 gap with each groove template seam crossings of sealing such as glass cement, sealing compounds.
10.8 rotate main assistor and additional force device screw mandrel push-and-pull side template (rotate counterclockwise be as the criterion, clockwise rotate) successively, side template be adjusted into required linear to drawing.Measure each cross section deck-siding with inside micrometer, and the foundation when getting each scale bar reading as formwork erection.
10.9 the discrepancy in elevation of test desk roof face and land mark point, the foundation during as formwork erection.
10.10 beam body cage of reinforcement is sent into the concrete pouring position with chassis.Adjust chassis two ends Chain block, regulate the chassis lengthwise position, at chassis side pushing tow, adjust the chassis lateral attitude with jack.When chassis both sides gauge point and land mark point were positioned at same vertical line, chassis is in place to finish.
10.11 chassis is hanged part jack-up with jack, make chassis face level, and the analog value of gained when making the discrepancy in elevation of chassis end face and land mark point equal the debugging of sky mould.
10.12 lock each main assistor to two ends successively from spaning middle section, the corresponding scale bar reading of gained carries out the big displacement adjustment of side form when debugging by empty mould.
10.13 lock each additional force device to two ends successively from spaning middle section, unclamp main assistor, carry out side form by corresponding scale bar reading and accurately adjust.
10.14 the end that will hold the die drawing bar to be connected with the pull bar pillar unloads and is connected with side form and strains.
10.15 the bottom chamfer adhesive tape is pushed the side template lower edge after stretching, the jack on the sealing joint strip to be depressed, sealing joint strip will put the push-tight of chamfering adhesive tape in place.
10.16, and pin with bearing pin with anti-the floating in the card of internal mold on side template on the anti-floating pressure bolt of internal mold.
10.17 with lock shaft lower margin pull bar one end is connected in the lower margin pull bar Connection Block of side template, the other end is connected in the lower margin pull bar connecting box on basis, ground.
11 concrete mixs
11.1 mixing station is by the match ratio of the test room mix of preparing burden.
11.2 concrete slump is controlled at 10～12cm, at one group of test specimen of the on-the-spot every work of perfusion, makes a slump and measures.
11.3 test room sends the testing crew field sampling to make the concrete test specimen, every PC beam is made 18 groups of resistance to compression test specimens at least, 15 groups of modulus of elasticity test specimens.Wherein: the demoulding, 7 days, 28 days, 3 months, 6 months, 1 year each three groups of compressive strength test specimen, initial tensioning, whole stretch-draw, 3 months, 6 months, 1 year each three groups of bullet mould test specimen.
11.4 every dish concrete material duration of mixing must not be less than 120 seconds.
12 concrete pourings
12.1 after checking the every data of formwork erection and obtaining site technology person in charge agreement, just allow to pour into.
12.2 concrete-pouring method:
12.2.1 perfusion should finish from an end to the other end, and is incremental along the oblique layering of beam length direction, once perfusion finishes continuously.
12.2.2 the concrete pouring blanking should be even, the hopper mouth should be aimed at the beam center line, and under the close fit of hoistman, every bucket concrete material draws back about 4 meters along the beam length direction.After the preceding a pipeful of material jolt ramming, a pipeful of material in the back inclined-plane of a pipeful of material in the past begins to draw back blowing.
12.2.3 whenever put a pipeful of material, the front blowing, the back is with the immersion vibrator jolt ramming of following up.
12.2.4 during vibration, vibrating head must not touch bellows and internal mold.
Also check the place that has or not spillage 12.3 should arrange the special messenger to check each size during perfusion.
13 concretes are wiped one's face
13.1 when reaching linear pallet face after the section of the perfusion jolt ramming, should in time follow up and wipe one's face.
13.2 remove earlier the anti-floating bolt of pressing of the internal mold of jolt ramming section, be that benchmark is slightly smeared with trowel with linear pallet face again, the concrete that will be higher than linear pallet face is scraped to top surface of the beam and is lower than linear pallet face place.With the limit compacting, and it is clean that the concrete of linear pallet face is wiped examination with trowel.
13.3 accurately wipe one's face
13.3.1 the special plastering spirit level is placed on linear pallet face.Spirit level bottom should with the concrete surface on same, be added on recess otherwise should remove the unnecessary concrete in protruding place.
13.3.2 the special plastering spirit level is promoted after linear pallet face is gone forward, presses the operation of 4.13.3.1 bar.
13.3.3 observe the concrete surface state, when concrete during near initial set, the spirit level of will wiping one's face places on the linear pallet face, laterally and towards direction scrubbing brush gently, makes the concrete surface form uniform elongated lines (lines dark about 0.2～0.5mm) with the fine, soft fur row brush.So whole top surface of the beam has been brushed in operation.
13.4 when wiping one's face to the beam end end face, the concrete surface should be equal with end face finger-type plate built-in fitting iron seat, this part should especially carefully be smeared.
14 maintenances
14.1 it is for the first time steam-cured
14.1.1 quiet stopping
Between the quiet stopping time be 6 hours (from the beam body concrete all perfusion finish start at).The curing temperature in quiet stopping time is 20～25 ℃ (the natural environment temperature surpasses 25 ℃ and do not limit).
14.1.2 heat up
Programming rate is smaller or equal to 15 ℃/hour.
14.1.3 constant temperature
Thermostat temperature keeps 50 positive and negative 5 ℃, when concrete strength reaches 30% design strength, by test room's cooling advice note down, finishes constant temperature.
14.1.4 cooling
Cooling rate is smaller or equal to 20 ℃/hour, and the difference of beam surface temperature and natural environment temperature must not be greater than 20 ℃ during form removal.Otherwise the PC beam should be with mould by its cooling of delaying time naturally, until the difference of beam surface temperature and environment temperature less than etc. 20 ℃, just allow the demoulding.
14.2 it is for the second time steam-cured
14.2.1 after the demoulding of PC beam it is proceeded stream curing for the second time.
14.2.2 steam-cured program is as follows for the second time:
A. heat up: programming rate is smaller or equal to 15 ℃/hour.
B. constant temperature: thermostat temperature is 50 positive and negative 5 ℃, when beam body concrete strength reaches 85% design strength, should finish constant temperature by test room's cooling advice note down.
C. cooling: cooling rate is smaller or equal to 20 ℃/hour, when the difference of beam surface temperature and natural environment temperature during smaller or equal to 20 ℃, the PC beam shifted out steam-cured position.
14.3 in the stream curing process, per hour look into temperature later on once and carry out record for vapour, note adjusting temperature simultaneously.Must not layout of thermometer less than 3 places, one of span centre is layouted, and all the other 2 are arranged in L/8～L/4 and are advisable.
14.4 natural curing
14.4.1 finish steam-cured after, when the natural environment temperature greater than 10 ℃, water seasoning is carried out in reply beam surface, curing time is no less than 10 days, the number of times of water seasoning decide with Changes in weather, daytime should not above two hours once, four hours nights are once.On the sunny side and the luvisde number of times that should water more, water should be able to make the concrete surface keep fully moist for spending.
14.4.2 the maintenance in winter should be taked the insulation measure, is lower than 5 ℃ and then must not waters to the beam body if bridge is put the natural environment temperature of putting.
14 demouldings
14.1 unload the bolt of clamped beam body side surface built-in fitting.
14.2 unload 8 lower margin pull bars on the side form.
14.3 unclamp the hydraulic jack fuel tap on the side form, sealing joint strip will be pulled original position under the effect of return spring, take off the chamfering adhesive tape.
14.4 will hold the die drawing bar to unload, be connected on the end die drawing pole support of chassis from the side form termination.
14.5 lock all main assistors, open the additional force device, clockwise rotate main assistor screw mandrel, side form is drawn back to side form apart from PC beam sides minimum range more than or equal to 100mm.
14.6 unload the Chain block at chassis two ends and the jack of top chassis.
14.7 beam is pulled out perfusion platform position with chassis.
14.8 unload the end mould
14.8.1 unload the connecting bolt of finger-type plate built-in fitting iron seat and finger-type plate built-in fitting on lower mould side, the end face with inner hexagon spanner, take off finger-type plate built-in fitting iron seat.
14.8.2 firmly hold mould with crane, unload lower end die drawing bar after, will hold mould to hang down chassis, put to end module dress district.
14.9 should be in time after the demoulding clear mould uses when guaranteeing the next time perfusion.
15 stretch-draw
15.1 first stretch-draw
15.1.1 when PC beam beam body concrete strength more than or equal to 55.5Mpa, and the elasticity mould satisfies respective design and requires the back to leave the stretch-draw advice note by test room, carries out first prestressed stretch-draw on chassis.
15.1.2 stretch-draw order, power value, oil meter reading in accordance with regulations carry out synchronously at every bundle steel hinge line two ends, and based on the oil meter reading, stretch value checked.
15.1.3 when the stretch-draw jack is installed, the foreign material on anchor circle, the male cone be cleaned out.
15.1.4 first stressing sequence:
0---quiet the stopping 5 minutes of initial stress oil meter reading (making the stretch value mark)---oil supply stretch-draw to proof stress time oil meter reading---, oil meter reading when checking proof stress, survey stretch value---oil return, intermediate plate self-locking, survey amount of recovery and intermediate plate exposed pads, the total amount of recovery in two ends is smaller or equal to 12mm, and stretch value is in 94～106% scopes of theoretical stretch value.
15.1.5 reply PC beam apparent size detects before and after first stretch-draw.
15.1.6 after the stretch-draw, beam is moved to beam strorage area deposits, and carry out natural curing.When depositing, PC beam two ends jib-length is 1.18～1.12m.
15.2 second batch of stretch-draw
15.2.1 reach design strength when PC beam beam body concrete strength, play mould and meet design requirement, and concrete length of time during more than or equal to 14 days, carry out second batch of prestressed stretch-draw.
15.2.2 the second batch of stretch-draw requirement and program are with first stretch-draw.
15.2.3 before and after the second batch of stretch-draw, reply PC beam carries out apparent size and detects.
16 pipeline pneumatic mortars
Must be after second batch of stretch-draw is all finished carry out later in 24 hours 16.1 cut silk, cut off unnecessary steel hinge line head apart from male cone 25～35mm place with the disconnected muscle device of hydraulic pressure.
16.2 cover anchor
Cut the slit between silk back obstruction steel strand and ground tackle, the caulking joint material should add the fine sand of particle diameter less than 0.3 mm with No. 525 Portland cements, and is by 1: 1.5 the suitable poach of match ratio, suitable thick unsuitable rare.Caulking joint is patient and painstaking, mainly is manual operations, referring to except that catching, can adopt instruments such as little spades, iron wire, scraper.
16.3 mud jacking
16.3.1 mud jacking carried out later on covering anchor in 12 hours.
16.3.2 with high-pressure blast the ponding in the pipeline, foreign material are blown out earlier.
16.3.3 pipeline pneumatic mortar adopts disposable mud jacking.Be pressed into cement paste from the first end, treat that the second end sprays dense cement paste after, sealing second end.When boosting 0.6～0.7Mpa, seals pressure the first end again.
16.3.4 the mud jacking order should be pursued root from top to bottom and carry out according to the pipeline distribution situation, is to guarantee that cement paste is pressed full compacting in the duct, the necessary tail end of the short tube after the mud jacking sealing up.
16.3.5 the mud jacking operation must be carried out under more than or equal to 5 ℃ condition in environment temperature, otherwise should take the insulation measure or handle by the winter construction method.
16.3.6 not early, treat in the pipeline cement paste pressure back (be cement paste does not return excessive) that disappears in dismounting mud jacking pipeline time in peaceful evening, can dismantle.
17 end-blockings.
17.1, in ground tackle 50mm, can not beat with beam concave surface cutter hair.Water is rinsed foreign material well.
17.2 after treating that the beam-ends face is done, put into and the fixed sealing end bar, the end-blocking model be installed.
17.3 after the form removal to end-blocking concrete water seasoning 10 days.
18 PC beam skin patchings, the linear adjustment.
18.1 more than or equal to 100mm, width is more than or equal to 50mm to length, the degree of depth should be repaired with homochromy epoxy mortar before second batch of stretch-draw more than or equal to the defective of 10mm, just repairing face is cut a hole before repairing mao and is cleaned out.Repairing the back polishes flat with special tool.
18.2 length is greater than 100mm, width is greater than 50mm, and the degree of depth should be repaired second batch of stretch-draw greater than the defective of 10mm, and method is the same.
18.3 when repairing the blibbing defective (only repair straight the and the defective of the degree of depth 〉=2mm), earlier the concrete shell around the bubble is knocked out, polishes flat with special tool again after the repairing.
Claims (3)
1, manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam, comprise the reinforced frame making, reinforcing bar binding, template is installed, concrete stirs, concrete waters to be smash, concrete is wiped one's face, concrete curing, the construction of post-tensioned prestressing pre-tensioned prestressing, demoulding, it is characterized in that between reinforcement fabrication and reinforcing bar binding operation, adopting the chassis unwrapping wire, bearing is installed, bottom built-in fitting installation procedure, between reinforcing bar binding and template installation procedure, be provided with end mould installation procedure, adopted the beam surface to repair after the demoulding operation, linear adjustment operation, when the end mould is installed
1. with the default antiarch value of beam body end as end mould bottom pad thickness value, the processing wood block filler, with wood block filler with on the bolt in end mould bottom;
2. at chassis termination installation end die drawing pole support;
3. press the linear unwrapping wire of beam body plane position lifting end mould;
4. will hold mould to be connected with bearing pin with four butt die drawing bars with the pull bar pillar;
5. two pull bar length in adjustable side mould bottom make end mould bottom inner edge overlap with sideline, beam bottom on the chassis;
6. the two pull bar length in adjustable side mould top make end mould top tilt to the angle value of regulation to the beam middle part;
7. two jackscrews in adjustable side mould bottom are adjusted end mould corner;
8. adjustable side mould medial and lateral pull bar length is adjusted end mould bottom inner edge and beam body center line angle;
9. bellows is penetrated oviduct, and with sealing tape with joint sealing.
10. after above each operation is finished, repetition measurement span, beam length and end mould inclination angle, corner;
When concrete is wiped one's face operation, be that benchmark is slightly smeared with trowel with linear pallet face with the default antiarch value of the linear pallet face of rail beam end face.
2, manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam according to claim 1, it is characterized in that it is to adopt a. to emit the chassis longitudinal centre line as beam body center line that chassis unwrapping wire operation is emitted the plane and straight line beam, do in the center line both sides respectively with centreline spacing be that the parallel lines of 1/2 beam body width are as beam body bottom surface line; B. on the chassis longitudinal centre line, make chassis transverse center point, with the central point is benchmark, and making distance to the chassis two ends respectively is the point of L/2, and L is the beam body length, the vertical line of making longitudinal centre line after this point intersects with beam body sideline respectively, promptly emits beam body end sideline and bearing center; C. make the string of a musical instrument of the parallel lines of chassis longitudinal centre line as beam body center line; D. therefrom the horizontal heart line of the string of a musical instrument and chassis intersection point rises, on the middle string of a musical instrument, make the vertical line of spacing 0.4～0.6, also make a vertical line in two bearing centers, on every vertical line according to calculated data, make the point on beam inside and outside side line and the center line respectively, each point is connected successively be beam inside and outside side line and center line; E. with the chassis cross central line string of a musical instrument in the beam body is made at two ends respectively that is as the criterion, the outer string of a musical instrument, the intersection point in bearing and beam body sideline connects corresponding intersection point and promptly gets beam body end sideline and bearing center.
3, manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam according to claim 2 is characterized in that the center distance among a is 425mm, among the d therefrom the string of a musical instrument and the horizontal heart line of chassis intersection point rise, be the vertical line of 0.5mm as spacing at the middle string of a musical instrument.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN02133640.7A CN1208521C (en) | 2002-08-21 | 2002-08-21 | Manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN02133640.7A CN1208521C (en) | 2002-08-21 | 2002-08-21 | Manufacturing technology of straddle type single rail prestressed reinforced concrete rail beam |
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| CN1427123A CN1427123A (en) | 2003-07-02 |
| CN1208521C true CN1208521C (en) | 2005-06-29 |
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| CN102259388B (en) * | 2011-08-17 | 2013-03-27 | 中铁二十三局集团轨道交通工程有限公司 | Construction process for precasting prestressed pretensioned concrete U-shaped beams in rail transit |
| CN103215886B (en) * | 2013-04-12 | 2015-06-24 | 北京交通大学 | Novel short segment steel box-concrete combined beam |
| CN103321113B (en) * | 2013-07-02 | 2016-03-02 | 北京交通大学 | The fast method for preparing of different size and shaped tracks beam |
| CN103786241A (en) * | 2014-01-23 | 2014-05-14 | 北京交通大学 | Mortar-leakage-proof internal mold for straddle type monorail transportation system track beam body |
| CN103790081A (en) * | 2014-01-23 | 2014-05-14 | 北京交通大学 | Steel rail beam anti-skidding surface layer for straddle type single-rail traffic |
| CN104988951B (en) * | 2015-07-08 | 2017-01-04 | 中铁工程设计咨询集团有限公司 | Straddle monorail underground section track wall construction and construction method thereof |
| CN105648851A (en) * | 2016-03-17 | 2016-06-08 | 北京交通大学 | Straddle type concrete slab track beam for monorail transportation |
| CN106493835B (en) * | 2016-09-21 | 2017-09-29 | 比亚迪股份有限公司 | Track girder prefabricated mould |
| CN106626024A (en) * | 2016-11-30 | 2017-05-10 | 重庆渝桥建筑构件有限公司 | Cast-in-place concrete sleeper construction technology |
| CN106758577B (en) * | 2017-03-07 | 2018-09-21 | 中铁工程设计咨询集团有限公司 | The moveable whole transfering type straddle-type monorail PC track beam forms of bed die |
| CN106638175A (en) * | 2017-03-22 | 2017-05-10 | 成都市新筑路桥机械股份有限公司 | Novel monorail traffic rail beam unit and system |
| CN109750564A (en) * | 2019-01-07 | 2019-05-14 | 柳州市轨道交通工程有限责任公司 | A kind of construction method of PC track girder |
| CN110747702A (en) * | 2019-10-28 | 2020-02-04 | 江苏东南结构防灾工程有限公司 | Track beam line type control method for straddle type monorail train |
| CN111636264B (en) * | 2020-06-15 | 2022-03-11 | 中国铁建重工集团股份有限公司 | Test platform of straddle type monorail maintenance equipment |
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2002
- 2002-08-21 CN CN02133640.7A patent/CN1208521C/en not_active Expired - Lifetime
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