CN105863088B - Ultralong floor concrete last-cost joint design and construction technique - Google Patents
Ultralong floor concrete last-cost joint design and construction technique Download PDFInfo
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- CN105863088B CN105863088B CN201610393923.7A CN201610393923A CN105863088B CN 105863088 B CN105863088 B CN 105863088B CN 201610393923 A CN201610393923 A CN 201610393923A CN 105863088 B CN105863088 B CN 105863088B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/66—Sealings
- E04B1/68—Sealings of joints, e.g. expansion joints
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Abstract
The invention belongs to structure design and construction field, more particularly to a kind of ultralong floor concrete last-cost joint design and construction technique, following steps are mainly taken：1) beam slab last-cost joint sideline is determined；2) mounting rail plate face plate；3) beam slab unbonded reinforcement region is determined；4) beam steel bar colligation is filled with beam last-cost joint；5) colligation of slab muscle is filled with plate last-cost joint；6) casting beams board concrete；7) concrete curing；8) last-cost joint pours；9) last-cost joint conserves.The present invention is extension adaptability to changes of the scientific utilization last-cost joint without steel bonding muscle abundance, reaches the purpose of release superstructure concrete temperature stress, it is ensured that ultralong floor is without cracking phenomena.It is of the invention compared with traditional rear pouring tape construction method, without post-cast strip both sides superstructure cracking and steel bar corrosion phenomenon, constructing operation is simple, and construction period and a large amount of saving comprehensive costs is greatly shortened, with significant economic and social profit, meet energy-efficient green construction requirement.
Description
Technical field
The present invention relates to a kind of ultralong floor concrete last-cost joint design and construction technique, belongs to structure design and is handed over construction
Technical field is pitched, suitable for the temperature last-cost joint design and construction of various structural system superstructures, for substituting traditional overlength building
Lid concrete temperature post-cast strip.
Background technology
Super plane building is more and more at present, to solve the temperature stress release during ultralong floor concrete construction
With structure crack problem, the method for generally setting temperature post-cast strip using superstructure solves.But engineering practice is poured after proving temperature
Following construction drawback be present in band：First, when pouring superstructure concrete, cement mortar is after often from post-cast strip both sides, steel wire leaks into
Pour in band, the release of severe constraints superstructure concrete temperature stress；Second, the rubbish that post-cast strip dabbing is formed needs to remove its branch
Can totally be cleared up after support body system, and need it is secondary set up late poured band support system, it is not only time-consuming, and in support system
Demolishing process can cause post-cast strip region both sides superstructure cracking；Third, exposed reinforcement corrosion is serious, it is necessary to the place that derusts in post-cast strip
Reason etc..In summary, traditional post-pouring zone construction process not only weakens superstructure bearing capacity, anti-seismic performance and temperature stress and discharged
Function, and tedious process, long construction period, comprehensive cost is high, turns into a national key technique problem urgently to be resolved hurrily.
The content of the invention
The technical problem to be solved in the present invention is：A kind of technological precedence, simple to operate, short construction period, Integrated Cost are provided
With small, the ultralong floor concrete last-cost joint technique of design and construction of quality and functionality can be ensured, by being poured after scientific utilization
Stitch without the sufficient extension ability of steel bonding muscle and shrink prestressing force, realize release superstructure concrete temperature stress and resistance residual shrinkage
The purpose of stress, it is ensured that cracking phenomena does not occur for ultralong floor.
Ultralong floor concrete last-cost joint design and construction technique of the present invention, takes following steps：
1) beam slab last-cost joint sideline is determined：Counted from superstructure edge at interval of 30m~40m, close to beam slab bearing 1/3 across
The stupefied upper measurement of the beam slab bottom lumps of wood time of superstructure support system and snap the line determine the center line of last-cost joint in the range of degree, then from center
Line moves in parallel the ㎜ snap the line of 10 ㎜~15 to both sides respectively and determines beam slab last-cost joint sideline；
2) beam slab bottom panel is installed：Beam slab bottom panel is installed on the beam slab bottom lumps of wood is time stupefied, and by beam slab bottom panel edge
Alignd with beam slab last-cost joint sideline, form beam slab last-cost joint；
3) beam slab unbonded reinforcement region is determined：From beam slab last-cost joint center line respectively to both sides move in parallel 250 ㎜~
300 ㎜, snap the line determine beam slab unbonded reinforcement sideline, then beam bottom longitudinal reinforcement, the plate lower lateral between its two sideline
2~4 layers of PVC film and 1~2 layer of adhesive waterproof tape are wound respectively on to reinforcing bar and beam top longitudinal reinforcement, plate upper lateral reinforcing bar,
Adhesive waterproof tape gross thickness 1.0mm~2.0mm, as beam longitudinal reinforcement sliding layer and plate transverse steel sliding layer, formed beam slab without
Bond reinforcing bar region；
4) beam steel bar colligation is filled with beam last-cost joint：First step：Padding girder last-cost joint bottom extruded polystyrene board, Jiang Liangxia
Portion's longitudinal reinforcement is arranged in its reserved groove；Second step：Insert extruded polystyrene board and beam last-cost joint in the middle part of beam last-cost joint
After the expanded metal lath assembly of both sides, beam top longitudinal reinforcement is arranged in its reserved groove；Third step：By on beam last-cost joint
Portion's extruded polystyrene board is inserted in the expanded metal lath of beam last-cost joint both sides, then colligation beam stirrup and mounting rail side panel；
5) colligation of slab muscle is filled with plate last-cost joint：First step：Plate last-cost joint bottom extruded polystyrene board is filled, by under plate
Portion's transverse steel is arranged in its reserved groove；Second step：Insert extruded polystyrene board and plate last-cost joint in the middle part of plate last-cost joint
After the expanded metal lath assembly of both sides, by plate upper lateral reinforcement installation in its reserved groove；Third step：By on plate last-cost joint
In the expanded metal lath of portion extruded polystyrene board insertion plate last-cost joint both sides, then colligation plate lower, transverse reinforcing bar and plate bottom longitudinal direction steel respectively
Muscle and colligation plate upper lateral reinforcing bar and plate top longitudinal reinforcement；
6) casting beams board concrete：Treat superstructure support system, beam-slab template, beam reinforced steel bar and beam slab last-cost joint acceptance(check)
Afterwards, the symmetrical casting beams board concrete since the beam slab last-cost joint both sides；
7) concrete curing：When normal temperature is constructed, beam slab concrete surface plastic covering film moisture-keeping maintaining 14 days；Work as the winter
When phase constructs, beam slab concrete surface plastic covering film conserves 14 days with mineral wool felt heat and moisture preserving；
8) last-cost joint pours：After beam slab concreting 45 days~60 days, the extrusion molding cleaned out in beam slab last-cost joint gathers
Benzene plate, and beam slab last-cost joint bottom faces lath is inserted, then use 5MPa higher than beam slab concrete microdilatancy chemical grouting material
Pour beam slab last-cost joint；
9) last-cost joint conserves：When normal temperature is constructed, after beam slab last-cost joint pours 6 hours, 1 is set in flat both sides thereon:2 cement
Mortar cofferdam, water storing conservation 14 days；During winter construction, it is ensured that microdilatancy chemical grouting material pour after temperature at 5 DEG C~10 DEG C
Section, and 1 layer~2 layers plastic sheeting of covering and 3 layers~4 layers mineral wool felt heat and moisture preserving conserve 14 days at an upper portion thereof in time.
Beam slab last-cost joint is being set in the span scope of beam slab bearing 1/3 in step 1), the purpose is to utilize soap-free emulsion polymeization
Reinforcing bar region promotes the formation of Vierendeel girder plastic hinge, realizes strong column and weak beam effect.
Beam slab unbonded reinforcement region in step 3), according to《Loading code for design of building structures》(GB50009-2012) make such as
Lower calculate determines：
Uniform temperature effect and the shrinkage and creep standard value in a beam slab unbonded reinforcements region calculate：
ΔTk=Ts,max-T0,min+Txs=45-5+15=55 DEG C
In formula：ΔTk- uniform temperature acts on and shrinkage and creep standard value；Unit DEG C；
Ts,max- structure maximum average temperature, take usual 45 DEG C of thickness superstructure concrete maximum temperature rise；
T0,minThe minimum initial average temperature of-structure, take 5 DEG C of the minimum molding temperature of superstructure concrete of winter construction；
Txs- concrete material creep and blockage effect, according to《Railway bridges and culverts designs fundamental norms》(TB10002.1-
2005) take equivalent to 15 DEG C of temperature of reduction；
The contraction strain of the b reinforcing bar temperature difference calculates：
(1) beam slab unbonded reinforcement temperature difference values of shrinkage strain calculates：Δ l=aTΔTkL=12 × 10-6×55×40000
=26.4 ㎜；
(2) beam slab unbonded reinforcement extension ability checking computations：Δl≤δgt lw=26.4 ㎜ ＜ 7.5%lw=0.075 × 500
=37.5 ㎜；Beam slab unbonded reinforcement extension ability meets the requirement of reinforcing bar temperature difference values of shrinkage strain；
(3) contraction strain of the reinforcing bar temperature difference calculates：ε=Δ l/l=26.4 ÷ 40000=0.00066
In formula：Δ l-unbonded reinforcement temperature difference values of shrinkage strain；Dan Wei ㎜；
aT- reinforcing bar linear expansion coefficient takes 12 × 10-6/℃；
ΔTk- uniform temperature acts on and shrinkage and creep standard value；Unit DEG C；
L-superstructure last-cost joint spacing takes the ㎜ of higher value 40000；
δgtThe elongation of-HRB400 level reinforcing bars takes 7.5%；
lw- superstructure last-cost joint beam slab unbonded reinforcement total length takes the ㎜ of smaller value 500；
Reinforcing bar temperature difference strain in ε-last-cost joint spacing range；
The c beam slab unbonded reinforcements temperature difference shrinks calculation of Prestress：
σs=Esε=2.0 × 105× 0.00066=132N/mm2；
In formula：σs- beam slab unbonded reinforcement the temperature difference shrinks prestressing force；
EsThe springform of-reinforcing bar measures 2.0 × 105N/mm2；
Reinforcing bar temperature difference strain in ε-last-cost joint spacing range.
The beam longitudinal reinforcement and plate transverse steel in the beam slab unbonded reinforcement region in step 3) are that insertion is set, so as to
Form the prestressing force of resistance concrete residual shrinkage and improve Seismic Bearing Capacity.
Plate last-cost joint both sides expanded metal lath in beam last-cost joint both sides expanded metal lath and step 5) in step 4) uses thickness
The ㎜ of 0.3 ㎜~0.5, grid length and width are the ㎜ of 1.5 ㎜~2.0 expanded metal lath.
Step 8) beam slab last-cost joint, which pours selection temperature, reduces the time, is shunk to discharge the concrete temperature difference to greatest extent
Stress.
The beneficial effects of the invention are as follows：
1) a kind of last-cost joint technique of design and construction for substituting post-cast strip is provided for ultralong floor concrete, tradition can be saved
The cumbersome operational procedures such as the supporter of post-cast strip is secondary to be set up, construction joint dabbing and cleaning, reinforcing bar derusting, make efficiency of construction at double
Improve, construction period is greatly shortened, it is a large amount of to save construction comprehensive cost, have significant economic benefit should with extensive promote
With value；
2) last-cost joint both sides construction joint largely reduces construction noise without dabbing processing；Extruded polystyrene board can in last-cost joint
Secondary recovery utilizes, and largely reduces building waste；Reinforcing bar largely reduces dust from construction sites, meets environmental protection without derusting in last-cost joint
Energy-conservation and the requirement of green construction, have significant social benefit.
Brief description of the drawings
Fig. 1, ultralong floor concrete last-cost joint floor map；
Fig. 2, A-A section beam slab last-cost joint extruded polystyrene flaggy schematic diagram；
Fig. 3, A-A section beam slab last-cost joint both sides steel plate stratum reticulare schematic diagram；
Fig. 4, B-B section beam last-cost joint set schematic diagram；
Fig. 5, B-B section beam last-cost joint pour schematic diagram；
Fig. 6, C-C section plate last-cost joint set schematic diagram；
Fig. 7, C-C section plate last-cost joint pour schematic diagram.
In figure：1st, superstructure support system；2nd, the beam slab bottom lumps of wood time is stupefied；3rd, beam slab last-cost joint sideline；3.1st, beam slab last-cost joint；
4th, beam slab bottom panel；5th, beam bottom longitudinal reinforcement；6th, beam longitudinal reinforcement sliding layer；7th, beam slab unbonded reinforcement sideline；8th, Liang Hou
Pour seam bottom extruded polystyrene board；9th, extruded polystyrene board in the middle part of beam last-cost joint；9.1st, beam last-cost joint both sides expanded metal lath；10th, beam top
Longitudinal reinforcement；11st, beam stirrup；12nd, beam last-cost joint top extruded polystyrene board；13rd, plate lower, transverse reinforcing bar；14th, plate transverse steel
Sliding layer；15th, plate upper lateral reinforcing bar；16th, plate bottom longitudinal reinforcement；17th, plate top longitudinal reinforcement；18th, plate last-cost joint bottom
Extruded polystyrene board；19th, extruded polystyrene board in the middle part of plate last-cost joint；19.1st, plate last-cost joint both sides expanded metal lath；20th, plate last-cost joint top
Extruded polystyrene board；21st, beam sides plate；22nd, beam slab concrete；23rd, beam slab last-cost joint bottom faces lath；24th, microdilatancy chemistry fills
Slurry.
Embodiment
The present invention is described further below in conjunction with the accompanying drawings：
As shown in Fig. 1~Fig. 7, ultralong floor concrete last-cost joint design and construction technique of the present invention, take with
Lower step：
1) beam slab last-cost joint sideline is determined：Counted from superstructure edge at interval of 30m~40m, close to beam slab bearing 1/3 across
Measurement and snap the line determine the center line of beam slab last-cost joint 3.1 on the beam slab bottom lumps of wood time stupefied 2 of superstructure support system 1 in the range of degree, so
The ㎜ snap the line of 10 ㎜~15 is moved in parallel from center line to both sides respectively determine beam slab last-cost joint sideline 3 afterwards；
2) mounting rail plate face plate：Beam slab bottom panel 4 is installed on the beam slab bottom lumps of wood times stupefied 2, and by the edge of beam slab bottom panel 4
Alignd with beam slab last-cost joint sideline 3, form beam slab last-cost joint 3.1；
3) beam slab unbonded reinforcement region is determined：From beam slab last-cost joint center line respectively to both sides move in parallel 250 ㎜~
300 ㎜, snap the line determine beam slab unbonded reinforcement sideline 7, then the beam bottom longitudinal reinforcement 5 between its two sideline, plate bottom
2~4 layers of PVC film and 1~2 layer are wound respectively on transverse steel 13 and beam top longitudinal reinforcement 10, plate upper lateral reinforcing bar 15
Adhesive waterproof tape, adhesive waterproof tape gross thickness 1.0mm~2.0mm, as beam longitudinal reinforcement sliding layer 6 and plate transverse steel sliding layer
14, form beam slab unbonded reinforcement region；
4) beam steel bar colligation is filled with beam last-cost joint：First step：Padding girder last-cost joint bottom extruded polystyrene board 8, by beam
Bottom longitudinal reinforcement 5 is arranged in its reserved groove；Second step：After inserting beam last-cost joint middle part extruded polystyrene board 9 and beam
After pouring the seam assembly of both sides expanded metal lath 9.1, beam top longitudinal reinforcement 10 is arranged in its reserved groove；Third step：Will
Beam last-cost joint top extruded polystyrene board 12 is inserted in beam last-cost joint both sides expanded metal lath 9.1, then colligation beam stirrup 11 and mounting rail
Side panel 21；
5) colligation of slab muscle is filled with plate last-cost joint：First step：Plate last-cost joint bottom is filled in beam slab last-cost joint to squeeze
Styrofoam 18 is moulded, plate lower, transverse reinforcing bar 13 is arranged in its reserved groove；Second step：Insert in the middle part of plate last-cost joint and squeeze
After moulding styrofoam 19 and the assembly of plate last-cost joint both sides expanded metal lath 19.1, it is reserved recessed that plate upper lateral reinforcing bar 15 is arranged on its
In groove；Third step：Plate last-cost joint top extruded polystyrene board 20 is inserted in plate last-cost joint both sides expanded metal lath 19.1, then distinguished
Colligation plate lower, transverse reinforcing bar 13 and plate bottom longitudinal reinforcement 16 and plate upper lateral reinforcing bar 15 and plate top longitudinal reinforcement 17；
6) casting beams board concrete：Treat that superstructure support system 1, beam-slab template, beam reinforced steel bar and beam slab last-cost joint 3.1 are checked and accepted
After qualified, the symmetrical casting beams board concrete 22 since the both sides of beam slab last-cost joint 3.1；
7) concrete curing：When normal temperature is constructed, the surface plastic covering film moisture-keeping maintaining 14d of beam slab concrete 22；When
During winter construction, the surface plastic covering film of beam slab concrete 22 and mineral wool felt heat and moisture preserving maintenance 14d；
8) last-cost joint pours：After beam slab concrete 22 pours 45d~60d, the extrusion molding cleaned out in beam slab last-cost joint 3.1
Styrofoam, and beam slab last-cost joint bottom faces lath 23 is inserted, then using the microdilatancy chemistry than 22 high 5MPa of beam slab concrete
Grouting material 24 pours beam slab last-cost joint 3.1；
9) last-cost joint conserves：When normal temperature is constructed, after beam slab last-cost joint 3.1 pours 6h, 1 is set in flat both sides thereon:2 cement
Mortar cofferdam, water storing conservation 14d；During winter construction, it is ensured that microdilatancy chemical grouting material 24 pour after temperature control 5 DEG C~
10 DEG C of sections, and cover 1 layer~2 layers plastic sheeting and 3 layers~4 layers mineral wool felt heat and moisture preserving maintenance 14d at an upper portion thereof in time；
Beam slab last-cost joint 3.1 is being set in the span scope of beam slab bearing 1/3 in step 1), the purpose is to using without viscous
The formation that reinforcing bar region promotes Vierendeel girder plastic hinge is tied, realizes strong column and weak beam effect；
Beam slab unbonded reinforcement region in step 3), according to《Loading code for design of building structures》(GB50009-2012) make such as
Lower calculate determines：
Uniform temperature effect and the shrinkage and creep standard value in a beam slab unbonded reinforcements region calculate
ΔTk=Ts,max-T0,min+Txs=45-5+15=55 DEG C
In formula：ΔTk- uniform temperature acts on and shrinkage and creep standard value (DEG C)；
Ts,max- structure maximum average temperature, take usual 45 DEG C of thickness superstructure concrete maximum temperature rise；
T0,minThe minimum initial average temperature of-structure, take 5 DEG C of the minimum molding temperature of superstructure concrete of winter construction；
Txs- concrete material creep and blockage effect, according to《Railway bridges and culverts designs fundamental norms》(TB10002.1-
2005) take equivalent to 15 DEG C of temperature of reduction.
The contraction strain of the b reinforcing bar temperature difference calculates
(1) beam slab unbonded reinforcement temperature difference values of shrinkage strain calculates：Δ l=aTΔTkL=12 × 10-6×55×40000
=26.4 ㎜；
(2) beam slab unbonded reinforcement extension ability checking computations：Δl≤δgt lw=26.4 ㎜ ＜ 7.5%lw=0.075 × 500
=37.5 ㎜.Beam slab unbonded reinforcement extension ability meets the requirement of reinforcing bar temperature difference values of shrinkage strain.
(3) contraction strain of the reinforcing bar temperature difference calculates：ε=Δ l/l=26.4 ÷ 40000=0.00066
In formula：Δ l-unbonded reinforcement temperature difference values of shrinkage strain (㎜)；
aT- reinforcing bar linear expansion coefficient takes 12 × 10-6/℃；
ΔTk- uniform temperature acts on and shrinkage and creep standard value (DEG C)；
L-superstructure last-cost joint spacing takes the ㎜ of higher value 40000；
δgtThe elongation of-HRB400 level reinforcing bars takes 7.5%；
lw- superstructure last-cost joint beam slab unbonded reinforcement total length takes the ㎜ of smaller value 500；
Reinforcing bar temperature difference strain in ε-last-cost joint spacing range.
C beam slab unbonded reinforcement temperature difference shrinkage stress calculates
σs=Esε=2.0 × 105× 0.00066=132N/mm2, it is remaining that reinforcing bar temperature difference shrinkage stress possesses resistance superstructure
The ability of shrinkage stress.
In formula：σs- beam slab unbonded reinforcement the temperature difference shrinks prestressing force N/mm2；
EsThe springform of-reinforcing bar measures 2.0 × 105N/mm2；
Reinforcing bar temperature difference strain in ε-last-cost joint spacing range.
The beam longitudinal reinforcement and plate transverse steel in the beam slab unbonded reinforcement region in step 3) are that insertion is set, so as to
Form the prestressing force of resistance concrete residual shrinkage and improve Seismic Bearing Capacity；
The plate last-cost joint both sides expanded metal lath 19.1 in beam last-cost joint both sides expanded metal lath 9.1 and step 5) in step 4) is adopted
With the ㎜ of the ㎜ of thickness 0.3~0.5, grid length and width is the ㎜ of 1.5 ㎜~2.0 expanded metal lath.
Step 8) beam slab last-cost joint 3.1, which pours, preferably selects temperature to reduce the time, to discharge coagulation soil temperature to greatest extent
Poor shrinkage stress.
Claims (5)
1. a kind of ultralong floor concrete after-pouring joint construction technique, it is characterised in that take following steps：
1) beam slab last-cost joint sideline is determined：Counted from superstructure edge at interval of 30m~40m, close to the span model of beam slab bearing 1/3
Enclose the center that measurement and snap the line on the beam slab bottom lumps of wood time stupefied (2) of interior superstructure support system (1) determine beam slab last-cost joint (3.1)
Line, then move in parallel the ㎜ snap the line of 10 ㎜~15 to both sides respectively from center line and determine beam slab last-cost joint sideline (3)；
2) beam slab bottom panel is installed：Beam slab bottom panel (4) is installed on the beam slab bottom lumps of wood time stupefied (2), and by beam slab bottom panel (4)
Edge aligns with beam slab last-cost joint sideline (3), forms beam slab last-cost joint (3.1)；
3) beam slab unbonded reinforcement region is determined：From beam slab last-cost joint (3.1) center line respectively to both sides move in parallel 250 ㎜~
300 ㎜, snap the line determine beam slab unbonded reinforcement sideline (7), then beam bottom longitudinal reinforcement (5), the plate between its two sideline
It is thin that 2~4 layers of PVC are wound respectively on lower, transverse reinforcing bar (13) and beam top longitudinal reinforcement (10), plate upper lateral reinforcing bar (15)
Film and 1~2 layer of adhesive waterproof tape, adhesive waterproof tape gross thickness 1.0mm~2.0mm are horizontal as beam longitudinal reinforcement sliding layer (6) and plate
Slip of bar layer (14), form beam slab unbonded reinforcement region；
4) beam steel bar colligation is filled with beam last-cost joint：First step：Padding girder last-cost joint bottom extruded polystyrene board (8), Jiang Liangxia
Portion's longitudinal reinforcement (5) is arranged in its reserved groove；Second step：Insert extruded polystyrene board (9) and beam in the middle part of beam last-cost joint
After the expanded metal lath assembly of last-cost joint both sides, beam top longitudinal reinforcement (10) is arranged in its reserved groove；Third step：Will
In beam last-cost joint top extruded polystyrene board (12) insertion beam last-cost joint both sides expanded metal lath (9.1), then colligation beam stirrup (11) and
Mounting rail side panel (21)；
5) colligation of slab muscle is filled with plate last-cost joint：First step：Beam slab last-cost joint bottom extruded polystyrene board (18) is filled, by plate
Lower, transverse reinforcing bar (13) is arranged in its reserved groove；Second step：Insert extruded polystyrene board (19) in the middle part of plate last-cost joint
After plate last-cost joint both sides expanded metal lath (19.1) assembly, plate upper lateral reinforcing bar (15) is arranged in its reserved groove；
Third step：By in plate last-cost joint top extruded polystyrene board (20) insertion plate last-cost joint both sides expanded metal lath (19.1), then distinguish
Colligation plate lower, transverse reinforcing bar (13) is indulged with plate bottom longitudinal reinforcement (16) and colligation plate upper lateral reinforcing bar (15) with plate top
To reinforcing bar (17)；
6) casting beams board concrete：Treat that superstructure support system (1), beam-slab template, beam reinforced steel bar and beam slab last-cost joint (3.1) are checked and accepted
After qualified, the symmetrical casting beams board concrete (22) since beam slab last-cost joint (3.1) both sides；
7) concrete curing：When normal temperature is constructed, beam slab concrete (22) surface plastic covering film moisture-keeping maintaining；Applied when the teletostage
Man-hour, beam slab concrete (22) surface plastic covering film conserve with mineral wool felt heat and moisture preserving；
8) last-cost joint pours：After beam slab concrete (22) pours, the extruded polystyrene board cleaned out in beam slab last-cost joint (3.1),
And beam slab last-cost joint bottom faces lath (23) is inserted, then use the microdilatancy chemical grouting higher 5MPa than beam slab concrete (22)
Material (24) pours beam slab last-cost joint (3.1)；
9) last-cost joint conserves：When normal temperature is constructed, after beam slab last-cost joint (3.1) pours, 1 is set in flat both sides thereon:2 cement mortar
Cofferdam, water storing conservation；During winter construction, it is ensured that microdilatancy chemical grouting material (24) pour after temperature in 5 DEG C~10 DEG C areas
Between, and cover 1 layer~2 layers plastic sheeting and 3 layers~4 layers mineral wool felt heat and moisture preserving maintenance at an upper portion thereof in time.
2. ultralong floor concrete after-pouring joint construction technique according to claim 1, it is characterised in that：Beam in step 3)
Plate unbonded reinforcement region, according to《Loading code for design of building structures》Determination is calculated as below in GB50009-2012：
Uniform temperature effect and the shrinkage and creep standard value in a beam slab unbonded reinforcements region calculate：
ΔTk=Ts,max-T0,min+Txs=45-5+15=55 DEG C
In formula：ΔTk- uniform temperature acts on and shrinkage and creep standard value, unit DEG C；
Ts,max- structure maximum average temperature, take usual 45 DEG C of thickness superstructure concrete maximum temperature rise；
T0,minThe minimum initial average temperature of-structure, take 5 DEG C of the minimum molding temperature of superstructure concrete of winter construction；
Txs- concrete material creep and blockage effect, according to《Railway bridges and culverts designs fundamental norms》TB10002.1-2005 takes
Equivalent to 15 DEG C of temperature of reduction；
The contraction strain of the b reinforcing bar temperature difference calculates：
(1) beam slab unbonded reinforcement temperature difference values of shrinkage strain calculates：Δ l=aTΔTkL=12 × 10-6× 55 × 40000=26.4
㎜；
(2) beam slab unbonded reinforcement extension ability checking computations：Δl≤δgt lw=26.4 ㎜ ＜ 7.5%lw=0.075 × 500=
37.5㎜；Beam slab unbonded reinforcement extension ability meets the requirement of reinforcing bar temperature difference values of shrinkage strain；
(3) contraction strain of the reinforcing bar temperature difference calculates：ε=Δ l/l=26.4 ÷ 40000=0.00066
In formula：Δ l-unbonded reinforcement temperature difference values of shrinkage strain, Dan Wei ㎜；
aT- reinforcing bar linear expansion coefficient takes 12 × 10-6/℃；
ΔTk- uniform temperature acts on and shrinkage and creep standard value, unit DEG C；
L-superstructure last-cost joint spacing takes the ㎜ of higher value 40000；
δgtThe elongation of-HRB400 level reinforcing bars takes 7.5%；
lw- superstructure last-cost joint beam slab unbonded reinforcement total length takes the ㎜ of smaller value 500；
Reinforcing bar temperature difference strain in ε-last-cost joint spacing range；
The c beam slab unbonded reinforcements temperature difference shrinks calculation of Prestress：
σs=Esε=2.0 × 105× 0.00066=132N/mm2；
In formula：σs- beam slab unbonded reinforcement the temperature difference shrinks prestressing force N/mm2；
EsThe springform of-reinforcing bar measures 2.0 × 105N/mm2；
Reinforcing bar temperature difference strain in ε-last-cost joint spacing range.
3. ultralong floor concrete after-pouring joint construction technique according to claim 1, it is characterised in that：Beam in step 3)
The beam longitudinal reinforcement and plate transverse steel in plate unbonded reinforcement region are that insertion is set.
4. ultralong floor concrete after-pouring joint construction technique according to claim 1, it is characterised in that：Beam in step 4)
Plate last-cost joint both sides expanded metal lath (19.1) in last-cost joint both sides expanded metal lath (9.1) and step 5) uses ㎜~0.5 of thickness 0.3
㎜, grid length and width are the ㎜ of 1.5 ㎜~2.0 expanded metal lath.
5. ultralong floor concrete after-pouring joint construction technique according to claim 1, it is characterised in that：After step 8) beam slab
Pour seam (3.1) and pour the selection temperature reduction time.
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| CN109740278B (en) * | 2019-01-14 | 2022-11-11 | 青岛理工大学 | Anti-cracking method for construction of upper ultra-long concrete structure |
| CN110173051A (en) * | 2019-05-15 | 2019-08-27 | 中国建筑第八工程局有限公司 | Super-length seamless concrete structure and its construction method |
| CN113931365A (en) * | 2021-10-19 | 2022-01-14 | 北京中建建筑设计院有限公司 | Post-cast strip-free floor system structure and construction method |
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