CN109736586A - A method of it abolishing existing underground station side wall and punches transformation - Google Patents
A method of it abolishing existing underground station side wall and punches transformation Download PDFInfo
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- CN109736586A CN109736586A CN201811534925.9A CN201811534925A CN109736586A CN 109736586 A CN109736586 A CN 109736586A CN 201811534925 A CN201811534925 A CN 201811534925A CN 109736586 A CN109736586 A CN 109736586A
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Abstract
The present invention relates to underground engineering technical fields, it discloses and a kind of abolish existing underground station side wall and punch the method for transformation, area dividing is carried out to side wall, including beam column region, rectangle span centre region and rectangle ending region, odevity number is carried out in order respectively to all beam column regions, rectangle span centre region, tunnel opening area, whole process uses the thinking of " turn parts into the whole, accumulate zero to be whole ", according to the sequence of " span centre after first support ", and the technique for combining " even number after first odd number " and " with broken with branch "；Reduce the influence in transformation process to building up station, it is ensured that existing structure safety, two vertical H profile steels of installation are supported in each horizontal hole, disposably underpin that range is small, and operation safety, reinforcing bar is few across vertical H profile steel quantity, and steel-bar arrangement speed is fast；1/3 extension position of every bridge is arranged in construction joint, ensure that newly pouring the stress of beam column construction compared with macroportion is disposable concreting, improves the mechanical property of structure after transformation.
Description
Technical field
It is the present invention relates to underground engineering technical field, in particular to a kind of to abolish existing underground station side wall and punch transformation
Method.
Background technique
Recently as the fast development of urban population and space, a wide range of spatial organization compels to be essential in especially Hub in Metropolitan Area
Construct efficient rail traffic support system.The track traffic line meshwork planning in each city also with city fast development and
It is continuously updated adjustment.And the adjustment of gauze, necessarily cause the part general station of original track transit's routes to be adjusted to new with planning
The transfer stop of route transfer.And the generally all not reserved civil engineering condition with line transfer at a specified future date in the station of construction early period.Therefore it need to be to preceding
Existing underground station side wall that phase has built carries out civil engineering and punches transformation, to meet the transfer function of newly planning gauze.
Document [1] Huangping is raw, Gao Zhihong, Yang Kaiwu, and the engineering for waiting time phasing subway station to break wall joint technology is real
[ J ] municipal administration technology is trampled, 2010 (S2): 105-109,146. with existing No. 5 lines in the junction Beijing Metro Song Jiazhuan and later period Yi Zhuang
Line station interface embodiment is engineering background, has studied design spare interface condition and designs non-two kinds of allusion quotations of spare interface condition
The project treatment principle of type situation and measure summarize the experience and lessons in project implementing process.For not reserving post and lintel system
Place, substantially construction way are as follows: (1) temporary steel support system is set on the inside of the range that punches.(2) it punches in design and opens in range
Hole is abolished at wall to doorframe beam bottom 500mm every hole, carries out temporary support using H fashioned iron, and overall height abolishes doorframe column wall,
Perform doorframe column reinforced concrete structure.(3) wall is abolished at rest part beam to 500 mm of beam bottom and carries out temporary support (H
Fashioned iron), with broken with branch, perform doorframe girder construction.(4) beam bottom residue wall is abolished, beam column concrete strength to be doed for supplement reaches
After 100%, temporary steel support system is removed.
No. 5 lines and Yi Zhuang line station interface break wall and plug into completion of having constructed, and work progress and monitoring data show brokenly wall
On building up station structure safety and normal operation substantially without influence, which is reasonable for construction.But the method
Have the disadvantage that (1) doorframe beam is gradually abolished rear whole support across the several relatively flexible H profile steels of all uses and underpined, due to soft
Property bearing range it is big, H profile steel disposably underpins that range is big, and there is a certain security risk；(2) the doorframe column and door newly poured
For two component of grid beam using applying by stages, construction joint is arranged in the beam-ends of internal force larger part, doorframe beam column globality it is relatively poor and
The position of construction joint is unreasonable for the stress of doorframe beam；(3) reinforcing bar of doorframe beam need to cross the pre- of several vertical type steel supports
It boxes out, difficulty of construction is larger, needs using the binding that can complete reinforcing bar after several sections of reinforcing bar connection spreadings.
Therefore existing side wall abolish sequence and after pour the process that pours of beam column and be further improved.
Summary of the invention
The technical problems to be solved by the present invention are: in view of the above problems, providing one kind and abolishing existing underground
Station side wall punches the method for transformation, can be effectively applicable to the later period of the existing underground station of not set reserved opening frame beam column
Punch operation, is guiding theory with " breaking the whole up into parts, product zero is whole ", the stress for underpining frame structure according to hole after punching is special
The quasi- range classifying and dividing that punches of existing underground station side wall is that fragmentary block is orderly abolished by point, strict control single
Side wall abolishes width；By the order for reasonably organizing side wall to abolish, and vertical supporting member is set in time to meet side wall
" with broken with branch " principle in transformation process is abolished existingly according to the sequence of " span centre after first support " in conjunction with " jumping storehouse " technique
Debarkation stop side wall punches, and completes the construction of reinforcement frame structure, and work progress is safe and reliable, structurally reasonable after completing construction
And stability is good.
It abolishes existing underground station side wall The technical solution adopted by the invention is as follows: a kind of and punches the method for transformation, step
It is as follows,
The first, the overall dimension to punch on side wall, including width and height are determined, and region point is carried out to general size range
Block, area dividing include that beam column region, rectangle span centre region and rectangle ending region, beam column region include " inverted L " type beam column area
Domain and T-shape beam column region carry out odevity number to all beam column regions, in order to all rectangle span centres region in order
Odevity number is carried out, odevity number is carried out to all tunnel opening areas in order, includes two rectangles in each tunnel opening area
The lower part in ending region and a rectangle span centre region is grouped as, and " inverted L " type beam column region includes cylinder region and cylinder region
1/3 region Duan Liang of side, T-shape beam column region include 1/3 region Duan Liang of cylinder region and cylinder region two sides, rectangle across
Middle region includes 1/3 region Duan Liang and the lower area on top；
The second, the wall in the region corresponding 1/3 Duan Liang of odd-numbered beam column region is abolished, and is abolishing each level to be formed
Two vertical H profile steels being used to support are installed in hole；
Third abolishes wall in the corresponding cylinder region in odd-numbered beam column region, forms vertical hole, in horizontal hole and
Reinforcing bar is set in vertical hole, wherein a reinforcing bar passes through the web of vertical H profile steel, after completing steel-bar arrangement, formwork and in water
Casting concrete in flat hole hole and vertical hole, forms the beam column construction of armored concrete；
4th, the concrete to pour in third step reaches design strength, and after formation effectively support, abolishes even-numbered beam column
Wall in the region corresponding 1/3 Duan Liang of region, and abolishing what installation two in each horizontal hole to be formed was used to support
Vertical H profile steel；
5th, abolish the wall in the corresponding cylinder region in even-numbered beam column region, form vertical hole, in horizontal hole and
Reinforcing bar is set in vertical hole, wherein a reinforcing bar passes through the web of vertical H profile steel, after completing steel-bar arrangement, formwork and in water
Casting concrete in flat hole hole and vertical hole, forms the beam column construction of armored concrete；
6th, the concrete to pour in the 5th step reaches design strength, and after formation effectively support, abolishes odd-numbered rectangle
Wall in span centre region, formwork, setting reinforcing bar and casting concrete in the hole that 1/3 region Duan Liang at an upper portion thereof is formed；
7th, the wall in even-numbered rectangle span centre region is abolished, branch in the hole that 1/3 region Duan Liang at an upper portion thereof is formed
Mould, setting reinforcing bar and casting concrete；
8th, the additional length of the vertical H profile steel bottom in odd-numbered tunnel opening area is cut, and abolishes odd-numbered hole area
Wall in the corresponding rectangle ending region of domain；
9th, the additional length of the vertical H profile steel bottom in even-numbered tunnel opening area is cut, and abolishes even-numbered hole area
Wall in the corresponding rectangle ending region of domain.
By this method, the thinking of " turn parts into the whole, accumulate zero to be whole " is used, according to the sequence of " span centre after first support ", and
In conjunction with the technique of " even number after first odd number ", the influence in transformation process to building up station is reduced to greatest extent, it is ensured that both
There is the structure safety of underground station；Two vertical H profile steels of installation are supported in each horizontal hole, disposably underpin range
It is small, it ensure that operation safety, tail off but also reinforcing bar needs guiding through vertical H profile steel quantity, accelerate the speed of steel-bar arrangement；Construction
1/3 extension position set in every bridge is seamed, ensure that the stress for newly pouring beam column construction is poured compared with macroportion for disposable concrete
It builds, improves the mechanical property of structure after transformation.
It is of the present invention it is a kind of abolish existing underground station side wall and punch the method for transformation, abolish the area 1/3 Duan Liang
After wall in domain, the height of the horizontal hole of formation is greater than the subsequent actual (real) thickness for pouring the beam to be formed, the vertical H profile steel
Top and bottom have support plate, and both sides have floor, and floor bottom has raising plate, and the length of the vertical H-shaped steel is small
In the height of the horizontal hole, when installing the vertical H profile steel, first the vertical H profile steel is installed to horizontal hole,
Two sides raising plate bottom is withstood by two jack again, the vertical H profile steel is up pushed up, so that at the top of vertical H profile steel
Support plate holds out against the top of horizontal hole, then inserts wedge between the support plate of vertical H profile steel bottom and the bottom of horizontal hole
Shape supporting block can remove jack so that entire vertical H profile steel stabilization is supported in horizontal hole.
By this method, facilitate the installation of vertical H profile steel, and guarantees that vertical H profile steel can form stabilization in horizontal hole
Reliable support, guarantees the safety of subsequent construction.
It is of the present invention it is a kind of abolish existing underground station side wall and punch the method for transformation, it is mixed to what is poured in the 6th step
After solidifying soil reaches the 50% of design strength, then carry out the 7th step；After concrete after pour in the 7th step reaches design strength, then
Carry out the 8th step.
By this method, the concrete for guaranteeing that subsequent construction operation will not pour preceding process is impacted, and is guaranteed
Newly-laid concrete abolishes other concrete side walls after forming stable support again, guarantees construction safety.
It is of the present invention it is a kind of abolish existing underground station side wall and punch the method for transformation, abolish in the cylinder region
Wall after, the width of the vertical hole of formation is greater than the subsequent developed width for pouring the column to be formed, and extra width can be used for
Formwork for placing is set.
So set, formwork for placing can separate newly-laid concrete and the concrete side wall in rectangle ending region, make
When obtaining the subsequent concrete side wall abolished in rectangle ending region, newly-laid concrete will not be impacted.
It is of the present invention it is a kind of abolish existing underground station side wall and punch the method for transformation, the vertical H profile steel web
Vertical center have preformed hole, passed through for a reinforcing bar.
So set, preformed hole facilitates reinforcing bar to pass through.
Compared with prior art, having the beneficial effect that by adopting the above technical scheme
(1) the method for the present invention does not need to abolish the road surface of existing underground station range, during building up station is transformed, to traffic above-ground
It is influenced with underground utilities small；
(2) during the transformation of existing underground station, use " turn parts into the whole, accumulate zero to be whole " thinking, according to " after first support across
In " sequence, and combine " even number after first odd number " technique, reduce the shadow in transformation process to building up station to greatest extent
It rings, it is ensured that the structure safety of existing underground station；
(3) existing underground station side wall abolishes the work that " even number after first odd number " is all made of with pouring for newly-laid concrete structure
Skill accelerates the progress of transformation under the premise of ensureing structure safety to greatest extent；
(4) according to structure feature, in conjunction with the loading characteristic of steel construction and reinforced concrete structure, different parts are targetedly
Using existing reinforced concrete side wall, vertical H profile steel, the underpinning structures such as reinforced concrete beam column structure are newly poured, each operating condition is realized
" with broken with branch ", has effectively ensured the reasonable and safe system transform for the stress that building up station side wall is abolished；
(5) two vertical H profile steels of installation are supported in each horizontal hole, and it is small disposably to underpin range, ensure that operation peace
Entirely, but also reinforcing bar needs guiding through vertical H profile steel quantity tails off, the speed of steel-bar arrangement is accelerated；Construction joint is arranged in every bridge
1/3 extension position, ensure that newly pouring the stress of beam column construction compared with macroportion is disposable concreting, after improving transformation
The mechanical property of structure.
Detailed description of the invention
Fig. 1 is the schematic diagram for carrying out area dividing in the present invention to existing side wall；
Fig. 2 is the schematic diagram that the wall in the region corresponding 1/3 Duan Liang of odd-numbered beam column region is abolished in the present invention；
Fig. 3 is the schematic diagram that the wall in the corresponding cylinder region in odd-numbered beam column region is abolished in the present invention；
Fig. 4 is the schematic diagram that the horizontal hole formed in figure 2 and figure 3 and vertical hole carry out concreting；
Fig. 5 is the schematic diagram that the wall in the region corresponding 1/3 Duan Liang of even-numbered beam column region is abolished in the present invention；
Fig. 6 is the schematic diagram that the wall in the corresponding cylinder region in even-numbered beam column region is abolished in the present invention；
Fig. 7 is the schematic diagram that the horizontal hole formed in fig. 5 and fig. and vertical hole carry out concreting；
Fig. 8 is the schematic diagram that wall and casting concrete in odd-numbered rectangle span centre region are abolished in the present invention；
Fig. 9 is the schematic diagram that wall and casting concrete in even-numbered rectangle span centre region are abolished in the present invention；
The additional length of the vertical H profile steel bottom in tunnel opening area is cut in Figure 10 present invention and to abolish tunnel opening area corresponding
The schematic diagram of wall in rectangle ending region；
Figure 11 is the schematic diagram that hole transformation is completed in the present invention；
Figure 12 is the schematic diagram of vertical H profile steel in the present invention.
Appended drawing reference: 1 is ground, and 2 be building up station top plate, and 3 be plate in building up station, and 4 be side wall, and 5 be beam column region,
6 be rectangle span centre region, and 7 be rectangle ending region, and 8 be horizontal hole, and 9 be vertical hole, and 10 be vertical H profile steel, and 10-1 is
Support plate, 10-2 are floor, and 10-3 is raising plate, and 10-4 is preformed hole, and 11 be steel pipe.
Specific embodiment
The present invention is described further with reference to the accompanying drawing.
Illustrate:
x- Q:xOperation number is represented, Q, which is represented, locally to be abolished early period.
x- P:xOperation number is represented, P represents disposable overall height and abolishes.
x- H:xRepresent operation number, H represents the later period and locally abolishes.
x- S:xOperation number is represented, S represents the reinforced concrete member applied.
As shown in Fig. 1 to 12, a method of it abolishing existing underground station side wall and punches transformation, steps are as follows,
The first, the overall dimension to punch on side wall 4, including width and height are determined, and region is carried out to general size range
Piecemeal, area dividing include that beam column region 5, rectangle span centre region 6 and rectangle ending region 7, beam column region 5 include " inverted L " type
Beam column region and T-shape beam column region carry out odevity number to all beam column regions 5, to all rectangle span centres area in order
Domain 6 carries out odevity number in order, forms a tunnel opening area between adjacent beam column region 5, presses to all tunnel opening areas
Sequence carries out odevity number, includes under two rectangle ending regions 7 and a rectangle span centre region 6 in each tunnel opening area
Part forms, and " inverted L " type beam column region includes 1/3 region Duan Liang of cylinder region and cylinder region side, T-shape beam column region
1/3 region Duan Liang including cylinder region and cylinder region two sides, 1/3 region Duan Liang in rectangle span centre region 6 including top and
Lower area；
The second, the wall in 5 region corresponding 1/3 Duan Liang of odd-numbered beam column region is abolished, and is abolishing each water to be formed
Two vertical H profile steels 10 being used to support are installed in flat hole hole 8；Abolish odd-numbered " inverted L " type beam column region cylinder region
Wall in 1/3 region Duan Liang of side abolishes 1/3 area Duan Liang of odd-numbered T-shape beam column region center pillar body region two sides
Wall in domain, i.e., all region 1-Q inner walls；The existing underground station side wall 4 and top plate that do not abolished using two sides are born
Load increment after abolishing；
Third abolishes wall in the corresponding cylinder region in odd-numbered beam column region 5, vertical hole 9 is formed, in horizontal hole
8 and vertical hole 9 in reinforcing bar (not shown) is set, wherein reinforcing bar passes through the web of vertical H profile steel 10, vertical H-type
The vertical center of 10 web of steel have preformed hole 10-4, passed through for this root reinforcing bar, complete steel-bar arrangement after, formwork and
Casting concrete in horizontal hole 8 and vertical hole 9, forms the beam column construction of armored concrete, further, abolishes cylinder area
After wall in domain, the width of the vertical hole 9 of formation is greater than the subsequent developed width for pouring the column to be formed, and extra width can
For formwork for placing (not shown) to be arranged；Abolish all region 2-P inner walls；Utilize the mounted H-type of second step
Steel and the existing underground station side wall 4 that do not abolish and top plate bear the load increment after abolishing；
4th, the concrete to pour in third step reaches design strength, and after formation effectively support, abolishes even-numbered beam column
Wall in 5 region corresponding 1/3 Duan Liang of region, and be used to support abolishing installation two in each horizontal hole 8 to be formed
Vertical H profile steel 10；The wall in 1/3 region Duan Liang of even-numbered " inverted L " type beam column region cylinder region side is abolished,
Abolish the wall in 1/3 region Duan Liang of even-numbered T-shape beam column region center pillar body region two sides, i.e., all regions 4-Q
Inner wall；The existing underground station side wall 4 and top plate that do not abolished using two sides bear the load increment after abolishing；
5th, the wall in the corresponding cylinder region in even-numbered beam column region 5 is abolished, vertical hole 9 is formed, in horizontal hole
8 and vertical hole 9 in reinforcing bar is set, wherein reinforcing bar passes through the web of vertical H profile steel 10, vertical 10 web of H profile steel it is perpendicular
There is preformed hole 10-4 to center, passed through for this root reinforcing bar, after completing steel-bar arrangement, formwork and in 8 He of horizontal hole
Casting concrete in vertical hole 9, forms the beam column construction of armored concrete, further, abolishes the wall in cylinder region
Afterwards, the width of the vertical hole 9 of formation is greater than the subsequent developed width for pouring the column to be formed, and extra width, which can be used for being arranged, to be poured
Building mould (not shown)；Abolish all region 5-P inner walls；Using the mounted H profile steel of the 4th step and it is existing not
The underground station side wall 4 and top plate abolished bear the load increment after abolishing；
6th, the concrete to pour in the 5th step reaches design strength, and after formation effectively support, abolishes odd-numbered rectangle
Wall in span centre region 6, formwork, setting reinforcing bar and casting concrete in the hole that 1/3 region Duan Liang at an upper portion thereof is formed；
1/3 section concrete herein is connect with 1/3 section concrete before and after it, forms the entire length of this bridge；Using its two sides
The load increment after beam column construction bears to abolish newly is poured through what is completed；Formwork is supported using steel pipe 11 herein；
7th, after the concrete after pour in the 6th step reaches the 50% of design strength, even-numbered rectangle span centre region 6 is abolished
Interior wall, formwork, setting reinforcing bar and casting concrete in the hole that 1/3 region Duan Liang at an upper portion thereof is formed；Herein 1/3
Section concrete is connect with 1/3 section concrete before and after it, forms the entire length of this bridge；It has been completed using its two sides new
It pours beam column construction and bears the load increment after abolishing；Formwork is supported using steel pipe 11 herein；
8th, after the concrete after pour in the 7th step reaches design strength, the vertical H-type in odd-numbered tunnel opening area is cut
The additional length of 10 bottom of steel, and abolish the wall in odd-numbered tunnel opening area corresponding rectangle ending region 7；
9th, the additional length of 10 bottom of vertical H profile steel in even-numbered tunnel opening area is cut, and abolishes even-numbered hole
Wall in the corresponding rectangle ending region 7 of region.
Further, after abolishing the wall in 1/3 region Duan Liang, the height of the horizontal hole 8 of formation is greater than subsequent pour
The actual (real) thickness of the beam of formation, has support plate 10-1 at the top and bottom of vertical H profile steel 10, and both sides have floor 10-2, rib
The bottom plate 10-2 has raising plate 10-3, and the length of vertical H-shaped steel is less than the height of horizontal hole 8, is installing vertical H profile steel 10
When, first vertical H profile steel 10 is installed to horizontal hole 8, then withstand two sides jacking by two jack (not shown)s
The bottom plate 10-3 up pushes up vertical H profile steel 10, so that the support plate 10-1 at 10 top of vertical H profile steel holds out against horizontal hole 8
Top, then wedge shaped support block is inserted (in figure between the support plate 10-1 of vertical 10 bottom of H profile steel and the bottom of horizontal hole 8
It is not shown) so that the entire vertical stabilization of H profile steel 10 is supported in horizontal hole 8, jack can be removed.
By three across for (i.e. complete working hour forms three holes), as shown in Figure 1, general size range is carried out region point
Block forms four beam column regions 5, three rectangle span centre regions 6 and six rectangles ending regions 7, also forms three tunnel opening areas,
It is " inverted L " type that each tunnel opening area, which contains two rectangles ending, 7, the first and the four, region beam column regions 5, and second and the
Three beam column regions 5 are T-shape；Odevity number is carried out from left to right to all beam column regions 5, to all rectangle span centres area
Domain 6 carries out odevity number from left to right, a tunnel opening area is formed between adjacent beam column region 5, to all tunnel opening areas
Odevity number is carried out from left to right；
Work progress after the completion of piecemeal:
1, as illustrated in fig. 1 and 2, the wall in 5 region corresponding 1/3 Duan Liang of odd-numbered beam column region is abolished, and abolishing shape
At each horizontal hole 8 in install two vertical H profile steels 10 being used to support；Abolish first " inverted L " type beam column region column
Wall in 1/3 region Duan Liang of body region upper right abolishes third T-shape beam column region middle column body area top left and right sides
1/3 region Duan Liang in wall, that is, abolish all region 1-Q inner walls, the existing underground station that do not abolish using two sides
Side wall 4 and top plate bear the load increment after abolishing；
2, as shown in Fig. 1,3 and 4, the wall in the corresponding cylinder region in odd-numbered beam column region 5 is abolished, that is, is abolished all
The region 2-P inner wall forms vertical hole 9, utilizes vertical H profile steel 10 mounted in step 1 and the existing underground that do not abolish
Station side wall 4 and top plate bear the load increment after abolishing；Then reinforcing bar is set in horizontal hole 8 and vertical hole 9, wherein
A piece reinforcing bar passes through the web of vertical H profile steel 10, and the vertical center of vertical 10 web of H profile steel has preformed hole 10-4, can
It is passed through for this root reinforcing bar, after completing steel-bar arrangement, formwork and the casting concrete in horizontal hole 8 and vertical hole 9 form steel
The beam column construction of reinforced concrete forms the reinforcing bar of armored concrete " inverted L " the type beam column construction and an entirety of an entirety
Concrete T-shape beam column construction, i.e. two regions 3-S；
3, after as described in figures 1 and 5, the concrete after pour in step 2 reaches design strength, even-numbered beam column region 5 is abolished
Wall in the region corresponding 1/3 Duan Liang, and abolish in each horizontal hole 8 to be formed install two be used to support it is vertical
H profile steel 10；The wall in 1/3 region Duan Liang of the second T-shape beam column region middle column body area top left and right sides is abolished, is abolished
Wall in 1/3 region Duan Liang of the 4th " inverted L " type beam column region cylinder region upper left-hand, that is, abolish all regions 4-Q
Inner wall, the existing underground station side wall 4 that do not abolished using two sides and top plate bear the load increment after abolishing；
4, as shown in Fig. 1,6 and 7, the wall in the corresponding cylinder region in even-numbered beam column region 5 is abolished, that is, is abolished all
The region 5-P inner wall forms vertical hole 9, utilizes vertical H profile steel 10 mounted in step 3 and the existing underground that do not abolish
Station side wall 4 and top plate bear the load increment after abolishing；Then reinforcing bar is set in horizontal hole 8 and vertical hole 9, wherein
A piece reinforcing bar passes through the web of vertical H profile steel 10, and the vertical center of vertical 10 web of H profile steel has preformed hole 10-4, can
It is passed through for this root reinforcing bar, after completing steel-bar arrangement, formwork and the casting concrete in horizontal hole 8 and vertical hole 9 form steel
The reinforcing bar of the beam column construction of reinforced concrete, that is, the armored concrete T-shape beam column construction and an entirety that form an entirety is mixed
Solidifying soil " inverted L " type beam column construction, i.e. two regions 6-S；
5, as shown in figs. 1 and 8, the concrete to pour in step 4 reaches design strength, and after formation effectively support, abolishes surprise
Wall in number number rectangle span centre region 6, that is, abolish all region 7-P inner walls, 1/3 region Duan Liang shape at an upper portion thereof
At hole in formwork, setting reinforcing bar and casting concrete, the reinforced concrete structure being here formed as is the region 8-S, herein
Formwork is supported using steel pipe 11；Herein the newly-laid concrete in 1/3 region Duan Liang in rectangle span centre region 6 respectively with " inverted L " type beam
The concrete in 1/3 region Duan Liang of the concrete and T-shape beam column region in 1/3 region Duan Liang of columnar region connects, formed this across
The entire length of beam, construction joint is just in junction, i.e. 1/3 position of this bridge length；It is newly poured using what its two sides had been completed
Beam column construction bears the load increment after abolishing；
6, as illustrated in figs 1 and 9, the concrete to pour in step 5 reaches the 50% of design strength, and after formation effectively support,
The wall in even-numbered rectangle span centre region 6 is abolished, that is, abolishes all region 9-P inner walls, 1/3 section of beam at an upper portion thereof
Formwork, setting reinforcing bar and casting concrete in the hole that region is formed, the reinforced concrete structure being here formed as is the area 10-S
Domain, formwork is supported using steel pipe 11 herein；Herein the newly-laid concrete in 1/3 region Duan Liang in rectangle span centre region 6 respectively with its
The concrete in 1/3 region Duan Liang in the T-shape beam column region of left and right sides connects, and forms the entire length of this bridge, construction joint is just
In junction, i.e. 1/3 position of this bridge length；The lotus after abolishing is born using the beam column construction of newly pouring that its two sides has been completed
Carry increment；
7, as shown in figs. 1 and 10, after the concrete after pour in step 6 reaches design strength, odd-numbered tunnel opening area is cut
The additional length of interior 10 bottom of vertical H profile steel, and abolish the wall in odd-numbered tunnel opening area corresponding rectangle ending region 7
Body abolishes the wall in all regions 11-H；Then, 10 bottom of vertical H profile steel in even-numbered tunnel opening area is cut
Additional length, and abolish the wall in even-numbered tunnel opening area corresponding rectangle ending region 7, that is, abolish all 12-H
Wall in region；
8, all steel pipes 11 being used to support as shown in figure 11, are removed, all formworks of dismantling can be completed side wall 4 and punch transformation.
The invention is not limited to specific embodiments above-mentioned.The present invention, which expands to, any in the present specification to be disclosed
New feature or any new combination, and disclose any new method or process the step of or any new combination.If this
Field technical staff is altered or modified not departing from the unsubstantiality that spirit of the invention is done, should belong to power of the present invention
The claimed range of benefit.
Claims (5)
- It abolishes existing underground station side wall 1. a kind of and punches the method for transformation, it is characterised in that: steps are as follows,The first, the overall dimension to punch on side wall (4), including width and height are determined, and area is carried out to general size range Domain partitioning, area dividing include beam column region (5), rectangle span centre region (6) and rectangle ending region (7), beam column region (5) packet " inverted L " type beam column region and T-shape beam column region are included, odevity number is carried out in order to all beam column regions (5), to all Rectangle span centre region (6) carries out odevity number in order, carries out odevity number, each hole in order to all tunnel opening areas Lower part including two rectangles endings region (7) and a rectangle span centre region (6) in the domain of mouth region is grouped as, " inverted L " type beam column Region includes 1/3 region Duan Liang of cylinder region and cylinder region side, and T-shape beam column region includes cylinder region and cylinder area 1/3 region Duan Liang of domain two sides, rectangle span centre region (6) include 1/3 region Duan Liang and the lower area on top；The second, it abolishes the wall in odd-numbered beam column region (5) region corresponding 1/3 Duan Liang, and each of to be formed abolishing Two vertical H profile steels (10) being used to support are installed in horizontal hole (8)；Third abolishes wall in the corresponding cylinder region in odd-numbered beam column region (5), vertical hole (9) is formed, in level Reinforcing bar is set in hole (8) and vertical hole (9), wherein a reinforcing bar passes through the web of vertical H profile steel (10), completes reinforcing bar and sets It postpones, formwork and in horizontal hole (8) and vertical hole (9) interior casting concrete forms the beam column construction of armored concrete；4th, the concrete to pour in third step reaches design strength, and after formation effectively support, abolishes even-numbered beam column Wall in region (5) region corresponding 1/3 Duan Liang, and be used for abolishing installation two in each horizontal hole (8) to be formed The vertical H profile steel (10) of support；5th, the wall in the corresponding cylinder region in even-numbered beam column region (5) is abolished, vertical hole (9) are formed, in level Reinforcing bar is set in hole (8) and vertical hole (9), wherein a reinforcing bar passes through the web of vertical H profile steel (10), completes reinforcing bar and sets It postpones, formwork and in horizontal hole (8) and vertical hole (9) interior casting concrete forms the beam column construction of armored concrete；6th, the concrete to pour in the 5th step reaches design strength, and after formation effectively support, abolishes odd-numbered rectangle Wall in span centre region (6), formwork in the hole that 1/3 region Duan Liang at an upper portion thereof is formed are arranged reinforcing bar and pour coagulation Soil；7th, the wall in even-numbered rectangle span centre region (6) is abolished, the hole that 1/3 region Duan Liang at an upper portion thereof is formed Interior formwork, setting reinforcing bar and casting concrete；8th, the additional length of vertical H profile steel (10) bottom in odd-numbered tunnel opening area is cut, and abolishes odd-numbered hole Wall in corresponding rectangle ending region (7) in mouth region domain；9th, the additional length of vertical H profile steel (10) bottom in even-numbered tunnel opening area is cut, and abolishes even-numbered hole Wall in corresponding rectangle ending region (7) in mouth region domain.
- It a kind of abolish existing underground station side wall 2. according to claim 1 and punches the method for transformation, it is characterised in that: is broken After the wall in the region 1/3 Duan Liang, the height of the horizontal hole (8) of formation is greater than the subsequent reality for pouring the beam to be formed Thickness, vertical H profile steel (10) top and bottom have support plate (10-1), and both sides have floor (10-2), floor The bottom (10-2) has raising plate (10-3), and the length of the vertical H-shaped steel is less than the height of the horizontal hole (8), is pacifying It is first that vertical H profile steel (10) installation is interior to horizontal hole (8) then very heavy by two when filling vertical H profile steel (10) The bottom two sides raising plate (10-3) is withstood, the vertical H profile steel (10) is up pushed up, so that at the top of vertical H profile steel (10) Support plate (10-1) holds out against the top of horizontal hole (8), then support plate (10-1) and lateral aperture in vertical H profile steel (10) bottom Wedge shaped support block is inserted between the bottom in hole (8), is supported in horizontal hole (8) so that entire vertical H profile steel (10) is stablized, i.e., Jack can be removed.
- It a kind of abolish existing underground station side wall 3. according to claim 2 and punches the method for transformation, it is characterised in that: to After the concrete poured in 6th step reaches the 50% of design strength, then carry out the 7th step；Concrete to be poured in the 7th step After reaching design strength, then carry out the 8th step.
- It a kind of abolish existing underground station side wall 4. according to claim 3 and punches the method for transformation, it is characterised in that: is broken After the wall in the cylinder region, the width of the vertical hole (9) of formation is greater than the subsequent practical width for pouring the column to be formed Degree, extra width can be used for that formwork for placing is arranged.
- It a kind of abolish existing underground station side wall 5. according to claim 4 and punches the method for transformation, it is characterised in that: institute The vertical center for stating vertical H profile steel (10) web has preformed hole (10-4), passes through for a reinforcing bar.
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| CN201811534925.9A CN109736586A (en) | 2018-12-14 | 2018-12-14 | A method of it abolishing existing underground station side wall and punches transformation |
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| CN201811534925.9A CN109736586A (en) | 2018-12-14 | 2018-12-14 | A method of it abolishing existing underground station side wall and punches transformation |
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| CN111395390A (en) * | 2020-03-18 | 2020-07-10 | 广州地铁设计研究院股份有限公司 | Reinforcing structure and method for existing structure opening and new structure connection node |
| CN111677000A (en) * | 2020-05-07 | 2020-09-18 | 中铁十八局集团有限公司 | Method for simultaneously removing multiple connection parts of side wall of new and old subway station |
| CN113186984A (en) * | 2020-01-14 | 2021-07-30 | 中铁第六勘察设计院集团有限公司 | Construction process for connecting newly-built underground passage with existing underground structure |
| CN113216250A (en) * | 2021-04-25 | 2021-08-06 | 中铁第一勘察设计院集团有限公司 | Side wall reinforcing method for later-period reconstruction of existing subway station |
| CN113982041A (en) * | 2021-12-29 | 2022-01-28 | 中国铁路设计集团有限公司 | Method for reconstructing side wall of underground operation station by punching |
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