CN110397305A - A kind of concrete underpinning structure and the method using its progress decaying concrete displacement - Google Patents
A kind of concrete underpinning structure and the method using its progress decaying concrete displacement Download PDFInfo
- Publication number
- CN110397305A CN110397305A CN201910774402.XA CN201910774402A CN110397305A CN 110397305 A CN110397305 A CN 110397305A CN 201910774402 A CN201910774402 A CN 201910774402A CN 110397305 A CN110397305 A CN 110397305A
- Authority
- CN
- China
- Prior art keywords
- concrete
- rest
- shear wall
- displacement
- column
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000006073 displacement reaction Methods 0.000 title claims abstract description 74
- 238000009424 underpinning Methods 0.000 title claims abstract description 29
- 238000000034 method Methods 0.000 title claims abstract description 25
- 238000012544 monitoring process Methods 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 26
- 239000010959 steel Substances 0.000 claims description 26
- 230000008878 coupling Effects 0.000 claims description 13
- 238000010168 coupling process Methods 0.000 claims description 13
- 238000005859 coupling reaction Methods 0.000 claims description 13
- 238000009434 installation Methods 0.000 claims description 9
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 238000004080 punching Methods 0.000 claims description 6
- 230000000737 periodic effect Effects 0.000 claims description 4
- 238000004062 sedimentation Methods 0.000 claims description 4
- 238000007596 consolidation process Methods 0.000 claims description 2
- 238000007405 data analysis Methods 0.000 claims description 2
- 238000013480 data collection Methods 0.000 claims description 2
- 239000007788 liquid Substances 0.000 claims description 2
- 230000011218 segmentation Effects 0.000 claims description 2
- 238000003466 welding Methods 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims 2
- 238000002386 leaching Methods 0.000 claims 1
- 238000012423 maintenance Methods 0.000 claims 1
- 230000000116 mitigating effect Effects 0.000 claims 1
- 239000010902 straw Substances 0.000 claims 1
- 238000011065 in-situ storage Methods 0.000 abstract description 4
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 239000004744 fabric Substances 0.000 abstract description 3
- 238000005266 casting Methods 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 4
- 230000007547 defect Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 229920000049 Carbon (fiber) Polymers 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000004917 carbon fiber Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011549 displacement method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
- 210000001364 upper extremity Anatomy 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
The invention belongs to decaying concrete reinforcement technique fields, are related to a kind of concrete underpinning structure and the method using its progress decaying concrete displacement；Concrete underpinning structure includes multiple combined support framves and transverse connection that combined support frame links together；The method of decaying concrete displacement: it step A, punches in designated position；Step B, top cross-bar is installed and by base cross members；Step C, joist bracket；Step D, rest column is installed；Step E, transverse connection is installed；Step F, concrete is cut；Step G, supporting module；Step H, casting concrete；Step I, form removal；Step J, deformation monitoring is carried out；Step K, underpinning structure is removed；The present invention can carry out concrete structure displacement in situ under the premise of not destroying and changing fabric structure appearance, solve the safety problem of decaying concrete structure.
Description
Technical field
The invention belongs to decaying concrete reinforcement technique fields, more particularly, to a kind of concrete underpinning structure and apply it
The method for carrying out decaying concrete displacement.
Background technique
It is to build due to its outstanding bearer properties during shear wall structure is widely used in house, business contour level is built
Build the primary structure that object resists horizontal loading and vertical load.In concreting process often due to pouring quality defect,
The problems such as process management and control is made mistakes causes the bearing capacity of concrete structure for pouring completion insufficient, is unable to satisfy design requirement.Industry at present
The interior mode reinforced to decaying concrete is relatively more, such as: dead burning plate is reinforced, carbon fiber method is reinforced, Enlargement of Section is reinforced.But
It is that often will affect by it using function or undesirable society is caused to reflect for commercial building while changing its constructional appearance,
Cause residential sale difficult.Therefore, how concrete in situ is carried out under the premise of not destroying and changing fabric structure appearance
Structure replacing is a problem to be solved.
Summary of the invention
In view of this, the present invention is directed to propose a kind of concrete underpinning structure and application its carry out decaying concrete displacement
Method can carry out concrete structure displacement in situ under the premise of not destroying and changing fabric structure appearance, solve defect
The safety problem of concrete structure.
In order to achieve the above objectives, the technical scheme of the present invention is realized as follows:
A kind of concrete underpinning structure, including multiple combined support framves being mounted between upper layer floor and lower layer's floor with
And the transverse connection that two neighboring combined support frame links together；Combined support frame include rest column, top cross-bar,
Base cross members and joist bracket；Top cross-bar extends through displacement layer top plate shear wall and is located on displacement layer concrete roof
Side, base cross members extend through displacement layer bottom plate shear wall and are supported on displacement layer concrete floor lower surface, joist bracket branch
Support is under base cross members；Rest column is symmetrically distributed in the two sides of shear wall to be replaced, and the upper end of rest column passes through displacement layer
Concrete roof and support be fixed in top cross-bar lower surface, the lower end of rest column is connected to the upper of displacement layer concrete floor
Surface, and the lower end of rest column and base cross members are indirectly coupled to one by passing through the connecting elements of displacement layer concrete floor
It rises.
Further, the lower end of rest column is fixed on lower margin connecting plate, and the upper surface of base cross members is connected with one piece
Junction steel plate, connecting elements are linked together rest column and base cross members by lower margin connecting plate and junction steel plate.
Further, in each combined support frame, joist bracket is symmetrically mounted on the two sides of displacement layer bottom plate shear wall,
Joist bracket is detachably fixed on displacement layer bottom plate shear wall while supporting base cross members.
Further, transverse connection includes coupling beam and waist rail, connects a coupling beam between every adjacent two top cross-bars,
A coupling beam is connected between per adjacent two root bottom parts crossbeam；Meanwhile one is connected between the waist per adjacent two rest columns
Waist rail.
It further, further include more raker beams, raker beam skewed horizontal load is between two adjacent rest columns.
A kind of method of decaying concrete displacement, comprising the following steps:
Step A, it using more than displacement layer concrete roof a certain specified altitude assignment as the bottom elevation of top cross-bar, and is setting
Layer top plate shear wall punching internal is changed so that top cross-bar passes through, is opened at the position of passing through that displacement layer concrete roof corresponds to rest column
Hole, while in displacement layer bottom plate shear wall punching internal so that base cross members pass through；
Step B, top cross-bar is passed through into displacement layer top plate shear wall, base cross members is passed through into displacement layer bottom plate shear wall；
Top cross-bar is expired top cross-bar top flange and the gap filling at hole edge with high-strength mortar in installation through walls, base cross members
Base cross members lower flange and the gap filling at hole edge are expired with high-strength mortar in installation through walls；
Step C, the joist bracket under base cross members, so that joist bracket is supported under base cross members；
Step D, rest column is installed, rest the upper end of the column is passed through into displacement layer concrete roof and by rest the upper end of the column
Be fixed together with top cross-bar, rest column lower end is indirectly connected with base cross members together with；
Step E, transverse connection is installed, each rest column is laterally joined together to form one by transverse connection
Whole underpinning structure；
Step F, the concrete structure of shear wall to be replaced is cut；To avoid injuring original reinforcing bar and to intact concrete
Excessive vibration, it is mixed that original low-intensity is manually cut in such a way that pneumatic pick, electric pick, electric hammer are combined with hand hammer, chisel
Solidifying soil, tool small using vibration as far as possible；
Step G, supporting module；During this, there are enough distances between template and rest column；
Step H, the concrete of label identical as displacement concrete is poured in a template；
Step I, form removal and concrete curing is carried out, is covered after demoulding with straw bag, and often sprinkled water or sprayed with water pipe
Leaching maintenance；
Step J, it carries out shear wall and carries out deformation monitoring and underpinning structure Internal Force Monitoring；
Step K, underpinning structure is removed, what the dismounting of underpinning structure will first remove floor underpins support, then removes shearing
Wall underpins support.
Further, in the step D, bquster in a pre-installation, is first made in rest column lower part in the lower end of rest column
Apply prestressing force for rest column, and to reserve enough distances between shear wall to be replaced when the installation of rest column.
Further, the step E, the method for installing transverse connection are as follows: in every adjacent two top cross-bars and often
A channel steel is welded between adjacent two root bottom parts crossbeam, and channel steel is fixed on corresponding shear wall with anchor bolt, while
A channel steel is welded between waist per adjacent two rest columns by rest column lateral connection；In addition more angle steel are welded to make
It is welded by wing plate on the outside of junction steel plate and rest column at both ends for skewed horizontal load structure, angle steel.
Further, it in the step H, when concreting, according to on-site actual situations, is poured in vertical direction segmentation
It builds, pours a mouthful concrete liquid level and should be higher than that and pour finished surface, and use vibrating spear vibration compacting in time.
Further, in the step J, the method that shear wall carries out deformation monitoring is carried out are as follows: set in shear wall concrete
Deformation monitoring is carried out to 2 layers or more shear wall structures during changing, special messenger's periodic monitor is sent in monitoring process, to set in advance
Observation point periodic observation, and altitude data is recorded in detail, it is ensured that the sedimentation and deformation of original structure are within the allowable range；If gone out
Existing sedimentation and deformation aggravation or overall settling amount exceed setting value, should stop constructing immediately, carry out consolidation process to underpinning structure, to
The rate of settling, which tends to mitigate, can continue to construct；
The method for carrying out underpinning structure Internal Force Monitoring are as follows: monitoring instrument uses type vibration wire surface strain meter, and strain gauge is pacified
Mounted in rest column middle position, data collection and analysis is carried out, early warning value is set, should stop constructing when reaching early warning value, is reported
Party A and management are accused, reason is analyzed, constructs again after taking measures.
Compared with the existing technology, present invention has the advantage that
The invention proposes a kind of methods of its progress decaying concrete displacement of concrete underpinning structure and application, are suitable for
Decaying concrete shear wall structure carries out displacement in situ, and concrete underpinning structure is that the non-chisel that picks of one kind retains the safe and effective of structure
Support, it is practical to give the underpinning structure fit applications construction method, it effectively can ensure not pick the stress of chisel steel tendon concrete structure
And deformation is within the allowable range, reduces structure to greatest extent and picks the influence after dug to other structures, while reducing structure in floor
Bearing area, increase operation working face, for it is subsequent replace concrete pouring construction convenience is provided.
Detailed description of the invention
The attached drawing for constituting a part of the invention is used to provide further understanding of the present invention, schematic reality of the invention
It applies example and its explanation is used to explain the present invention, do not constitute improper limitations of the present invention.In the accompanying drawings:
Fig. 1 is the structural diagram of the present invention；
Fig. 2 is the cross-sectional view in Fig. 1 at the section A.
Description of symbols:
1- rest column；21- top cross-bar；22- base cross members；3- coupling beam；31- anchor bolt；41- waist rail；42- diagonal brace
Beam；421- junction steel plate；5- joist bracket；61- lower margin connecting plate；62- billet；7- connection bolt；81- displacement layer concrete
Top plate；82- displacement layer concrete floor；91- displacement layer top plate shear wall；92- displacement layer bottom plate shear wall；93- template；94-
Shear wall to be replaced；The upper layer 95- floor；96- lower layer floor.
Specific embodiment
It should be noted that in the absence of conflict, the feature in embodiment and embodiment in the present invention can phase
Mutually combination.
In the description of the present invention, it is to be understood that, term " center ", " longitudinal direction ", " transverse direction ", "upper", "lower",
The orientation or positional relationship of the instructions such as "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outside" is
It is based on the orientation or positional relationship shown in the drawings, is merely for convenience of description of the present invention and simplification of the description, rather than instruction or dark
Show that signified device or element must have a particular orientation, be constructed and operated in a specific orientation, therefore should not be understood as pair
Limitation of the invention.In addition, term " first ", " second " etc. are used for description purposes only, it is not understood to indicate or imply phase
To importance or implicitly indicate the quantity of indicated technical characteristic.The feature for defining " first ", " second " etc. as a result, can
To explicitly or implicitly include one or more of the features.In the description of the present invention, unless otherwise indicated, " multiple "
It is meant that two or more.
In the description of the present invention, it should be noted that unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or be integrally connected；It can
To be mechanical connection, it is also possible to be electrically connected；It can be directly connected, can also can be indirectly connected through an intermediary
Connection inside two elements.For the ordinary skill in the art, above-mentioned term can be understood by concrete condition
Concrete meaning in the present invention.
The present invention will be described in detail below with reference to the accompanying drawings and embodiments.
As shown in Figs. 1-2, a kind of concrete underpinning structure, including it is multiple be mounted on upper layer floor 95 and lower layer's floor 96 it
Between combined support frame and transverse connection that two neighboring combined support frame links together；Transverse connection is by each group
It closes support frame and is joined together to form an entirety, concrete underpinning structure as of the present invention.
Combined support frame includes rest column 1, top cross-bar 21, base cross members 22 and joist bracket 5；Top cross-bar 21 is hung down
It directly extends through displacement layer top plate shear wall 91 and is located at 81 top of displacement layer concrete roof, base cross members 22 extend vertically through logical
It crosses displacement layer bottom plate shear wall 92 and is supported on 82 lower surface of displacement layer concrete floor, joist bracket 5 is supported on base cross members
Under 22；Top cross-bar 21 and base cross members 22 are respectively arranged with more, and top cross-bar 21 and about 22 base cross members are right two-by-two
Positive to install, in the present embodiment, top cross-bar 21 and base cross members 22 use I-steel；Rest column 1 is symmetrically distributed in be replaced
The two sides of shear wall 94, in the present embodiment, rest column 1 uses I-steel, and the upper end of rest column 1 passes through displacement layer concrete
Top plate 81 and support be fixed in 21 lower surface of top cross-bar, the upper end of rest column 1 and top cross-bar 21 weld together, rest
The lower end of column 1 is connected to the upper surface of displacement layer concrete floor 82, and the lower end of rest column 1 and base cross members 22 pass through
The connecting elements for passing through displacement layer concrete floor 82 is indirectly connected with together, and connecting elements is using connection bolt in the embodiment
7, specifically, the lower end of rest column 1 is welded on lower margin connecting plate 61, and the upper surface of base cross members 22 is welded with one piece of connection
Steel plate 421, connecting elements (connection bolt 7) extend through displacement layer concrete floor 82 and by lower margin connecting plate 61 and connection steel
Plate 421 links together.
Further, in each combined support frame, joist bracket 5 is symmetrically mounted on the two of displacement layer bottom plate shear wall 92
Side, joist bracket 5 are detachably fixed on displacement layer bottom plate shear wall 92 while supporting base cross members 22.Displacement layer bottom plate
92 two sides of shear wall setting 5 one side of joist bracket ensures the stable connection of base cross members 22, and on the other hand ensuring smoothly will be upper
Portion's structural capacity is transferred on next story shear wall construction.
In the present embodiment, joist bracket 5 is using support bracket.It supports bracket to connect by connection bolt 7, specifically, leads to
It crosses one group of connection bolt 7 and the support bracket of two sides is joined together to form rock-steady structure across displacement layer bottom plate shear wall 92.
Transverse connection includes coupling beam 3 and waist rail 41, connects a coupling beam 3 between every adjacent two top cross-bars 21, often
A coupling beam 3 is connected between adjacent two root bottom parts crossbeam 22, coupling beam 3 is on the fixed corresponding shear wall of anchor bolt 31；Meanwhile
A waist rail 41 is connected between waist per adjacent two rest columns 1.In the present embodiment, coupling beam 3 and waist rail 41 use channel steel,
Welding manner company is all made of between coupling beam 3 and top cross-bar 21 and base cross members 22 and between rest column 1 and waist rail 41
It connects.Transverse connection can increase the stability of integrated support structure, so that whole underpinning structure uniform stressed.
It preferably, further include more raker beams 42,42 skewed horizontal load of raker beam is between two adjacent rest columns 1.
Raker beam 42 uses angle steel, is welded by junction steel plate 421 and 1 outside wing plate of rest column, to further enhance the steady of structure
It is qualitative.
Using above-mentioned concrete underpinning structure, a kind of method of decaying concrete displacement, comprising the following steps:
Step A, it using 81 or more 300mm of displacement layer concrete roof as the bottom elevation of top cross-bar 21, and is replacing
Layer top plate shear wall 91 punches so that top cross-bar 21 passes through, in passing through for the corresponding rest column 1 of displacement layer concrete roof 81
Position punches, while punching in displacement layer bottom plate shear wall 92 so that base cross members 22 pass through.Steel is used before punching in all holes
Muscle scanner finds out reinforcement location, and makes marks, and structure stress main reinforcement is avoided when punching；In order to guarantee the verticality of column, together
The position that punches of a piece corresponding top cross-bar 21 of rest column 1 and base cross members 22 will be in same vertical line.
Step B, top cross-bar 21 is passed through into displacement layer top plate shear wall 91, base cross members 22 is passed through into displacement layer bottom plate and are cut
Power wall 92；Top cross-bar 21 wants equal in 91 two sides protruded length of displacement layer top plate shear wall, and base cross members 22 are at displacement layer bottom
92 two sides protruded length of plate shear wall wants equal；Top cross-bar 21 is in installation through walls with high-strength mortar by 21 upper limb of top cross-bar
The gap filling at edge and hole edge is full, base cross members 22 in installation through walls with high-strength mortar by 22 lower flange of base cross members with
The gap filling at hole edge is full, so that rest column 1 and top cross-bar 21,22 power transmission of base cross members are uniform, and keeps holding in the palm
Change the globality of structure.
Step C, the joist bracket 5 under base cross members 22, so that joist bracket 5 is supported under base cross members 22；Support
Boom support 5 is symmetrically mounted on the two sides of displacement layer bottom plate shear wall 92, and joist bracket 5 is detachably fixed in displacement layer bottom plate and is cut
On power wall 92, one group of connection bolt 7 can be used across displacement layer bottom plate shear wall 92, the joist bracket 5 of two sides is connected to one
It rises.92 two sides of displacement layer bottom plate shear wall setting 5 one side of joist bracket ensures the stable connection of base cross members 22, on the other hand
Ensure that smoothly superstructure power is transferred on next story shear wall construction, and reduces the bending deformation of base cross members 22.
Step D, rest column 1 is installed, 1 upper end of rest column is passed through into displacement layer concrete roof 81 and by rest column
1 upper end is fixed together with top cross-bar 21,1 lower end of rest column is indirectly connected with base cross members 22 together with；Rest is vertical
Vertical Force transmission parts of the column 1 as entire strutting system, using I-steel, the blanking of I-steel is true according to the actual length in scene
Fixed, 1 upper end of rest column welds together with top cross-bar 21, and the lower end of rest column 1 is welded on lower margin connecting plate 61, In
One piece of junction steel plate 421 is welded in the upper surfaces of base cross members 22, will connection bolt 7 extend through displacement layer concrete floor 82 and
Lower margin connecting plate 61 and junction steel plate 421 are linked together.
Preferably, in step D, the connection of rest column 1 and top cross-bar 21 and base cross members 22 will guarantee close, top
Real, in a pre-installation, first making bquster in 1 lower part of rest column is that rest column 1 applies prestressing force, to the greatest extent for the lower end of rest column 1
The sedimentation and deformation that superstructure may be reduced prevents from causing superstructure wall crazing；And rest column 1 install when will with wait set
Change between shear wall 94 and reserve enough distances (not less than 50mm), with guarantee the later period when being poured concrete template 93 it is lateral
Deformation will not generate lateral thrust to rest column 1, and lead to the unstability of underpinning structure.
Step E, transverse connection is installed, each rest column 1 is connected laterally at by transverse connection and is formed together one
A entirety underpinning structure；So far, entire underpinning structure installs, and makes its whole uniform stressed by applying prestressing force, until
This has effectively unloaded the load of the concrete in addition to that need to replace, and can carry out shear wall concrete replacement construction.
During this, the stability of integrated support structure can be increased by installing transverse connection additional, so that whole underpinning structure
Uniform stressed specifically welds a slot between every adjacent two top cross-bars 21 and every adjacent two root bottom parts crossbeam 22
Steel, and channel steel anchor bolt 31 is fixed on corresponding shear wall, while between the waist of every adjacent two rest columns 1
A channel steel is welded by 1 lateral connection of rest column；In addition more angle steel are welded as skewed horizontal load structure, to further enhance
It is welded by junction steel plate 421 and 1 outside wing plate of rest column at the both ends of the stability of structure, angle steel.
Step F, the concrete structure of shear wall 94 to be replaced is cut；To avoid injuring original reinforcing bar and to intact coagulation
The excessive vibration of soil, is manually cut original low-intensity in such a way that pneumatic pick, electric pick, electric hammer are combined with hand hammer, chisel
Concrete, tool small using vibration as far as possible.
Walk G, supporting module 93；Cleaned out before supporting module 93 rubbish in reinforcing bar, wood chip, wood shavings, sawdust, soil and
The sundries such as the loose concrete on reinforcing bar；According to on-site actual situations, guaranteeing that template 93 has enough intensity, rigidity and steady
Under the premise of qualitatively, it is contemplated that the purpose of economic security, using plank sheathing, support system uses 48 Diameter Wall 3.5mm steel of Φ
Pipe and split bolt, it is desirable that carpenter is strictly operated by this work post safety regulation for operations；Guarantee that 93 seam of template is not leaked tightly
Slurry, template 93, which installs, requires solid and reliable, indeformable not swollen mould；The support of template 93 must consolidate, it is ensured that geometry, template
93 pieces must be tight, guarantees casting and compacting of concrete not spillage；There are enough distances between template 93 and rest column 1, give template 93
Lateral deformation reserve enough spaces, prevent template 93 from squeezing rest column 1 in the state of swollen mould.
Step H, the concrete that label identical as displacement concrete is poured in template 93；When concreting, according to scene
Actual conditions can be divided to two sections to pour, i.e., be poured to 1.8 meters of height for the first time, pour a mouthful coagulation in vertical direction if necessary
Native liquid level, which should be higher than that, pours 0.2 meter of finished surface, and in time use vibrating spear vibration compacting, before concrete initial set closing pour mouth after
Continuous casting concrete, it is final to pour mouth and be higher by 0.3 meter of two-layer structure absolute altitude or so, guarantee that concrete pressure is closely knit, closing
Concrete uses grouting material.
Step I, form removal 93 and concrete curing is carried out；Forbid disturbance treatment portion after concrete perfusion in 24 hours
Position, demoulding at 12 hours or so after perfusion；It is covered after demoulding with straw bag, and often sprinkles water or sprayed with water pipe, continuously conserve 14
It, remains that concrete surface is in moisture state；The dismounting of template 93 must not notably be prized firmly and be pounded firmly, in order to avoid damage coagulation
Soil structure.
Step J, it carries out shear wall and carries out deformation monitoring and underpinning structure Internal Force Monitoring；In shear wall concrete replacement process
In need to carry out deformation monitorings to 2 layers or more shear wall structures, prevent from deforming excessive reason superstructure concrete members caused to produce
Crack is given birth to, special messenger's periodic monitor must be sent in monitoring process, to observation point periodic observation set in advance, and records elevation in detail
Data, it is ensured that the sedimentation and deformation of original structure are within the allowable range；It is super if there is sedimentation and deformation aggravation or overall settling amount
20mm out should stop constructing immediately, carry out consolidation process to underpinning structure, and tending to mitigation to the rate of settling can continue to construct.
In work progress, should also to underpinning structure carry out Internal Force Monitoring, according to stress condition in time adjust dismounting speed and
Sequentially, it prevents from having an impact original structure because deformation is excessive.Monitoring instrument uses type vibration wire surface strain meter, strain gauge readout instrument
And electric welding machine, strain gauge is mounted on 1 middle position of rest column, carries out data collection and analysis, early warning value is designed as being perpendicular
Be 700KN to support axle power, should stop constructing when reaching early warning value, report Party A and management, analyze reason, after taking measures again into
Row construction.
Step K, underpinning structure is removed；After the completion of shear wall concrete replacement, carry out an acceptance inspection to the concrete newly poured,
When the solid strength of maintaining test block with same condition intensity and non-breakage monitoring reaches design value, underpinning structure can be removed.Support
What the dismounting for changing structure will first remove floor underpins support, then that removes shear wall underpin support；The same condition of concrete to be replaced
Curing test block intensity, which reaches 80% design strength, can carry out succeeding body structure construction.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Within mind and principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of concrete underpinning structure, it is characterised in that: be mounted on upper layer floor (95) and lower layer's floor (96) including multiple
Between combined support frame and transverse connection that two neighboring combined support frame links together；
Combined support frame includes rest column (1), top cross-bar (21), base cross members (22) and joist bracket (5)；
Top cross-bar (21) extends through displacement layer top plate shear wall (91) and is located above displacement layer concrete roof (81), bottom
Portion's crossbeam (22) extends through displacement layer bottom plate shear wall (92) and is supported on displacement layer concrete floor (82) lower surface, joist
Bracket (5) is supported under base cross members (22)；Rest column (1) is symmetrically distributed in the two sides of shear wall to be replaced (94), rest
The upper end of column (1) passes through displacement layer concrete roof (81) and support is fixed in top cross-bar (21) lower surface, rest column
(1) lower end is connected to the upper surface of displacement layer concrete floor (82), and the lower end of rest column (1) and base cross members (22)
Connecting elements by passing through displacement layer concrete floor (82) is indirectly connected with together.
2. concrete underpinning structure according to claim 1, it is characterised in that: the lower end of rest column (1) is fixed in ground
On foot connecting plate (61), the upper surface of base cross members (22) is connected with one piece of junction steel plate (421), and connecting elements is connected by lower margin
Fishplate bar (61) and junction steel plate (421) link together rest column (1) and base cross members (22).
3. concrete underpinning structure according to claim 1, it is characterised in that: in each combined support frame, joist branch
Frame (5) is symmetrically mounted on the two sides of displacement layer bottom plate shear wall (92), and joist bracket (5) is while supporting base cross members (22)
Detachably it is fixed on displacement layer bottom plate shear wall (92).
4. concrete underpinning structure according to claim 1, it is characterised in that: transverse connection includes coupling beam (3) and waist
Beam (41) often connects a coupling beam (3), connects between every adjacent two root bottom parts crossbeam (22) between adjacent two top cross-bars (21)
Connect a coupling beam (3)；Meanwhile a waist rail (41) is connected between the waist per adjacent two rest columns (1).
5. concrete underpinning structure according to claim 4, it is characterised in that: further include more raker beams (42), diagonal brace
Beam (42) skewed horizontal load is between two adjacent rest columns (1).
6. a kind of method of decaying concrete displacement, special using the described in any item concrete underpinning structures of claim 1-5
Sign is: the following steps are included:
Step A, using a certain specified altitude assignment more than displacement layer concrete roof (81) as the bottom elevation of top cross-bar (21), and
It punches in displacement layer top plate shear wall (91) so that top cross-bar (21) passes through, in displacement layer concrete roof (81) corresponding rest
The position of passing through of column (1) punches, while punching in displacement layer bottom plate shear wall (92) so that base cross members (22) pass through；
Step B, top cross-bar (21) are passed through into displacement layer top plate shear wall (91), base cross members (22) is passed through into displacement layer bottom plate
Shear wall (92)；Top cross-bar (21) is in installation through walls with high-strength mortar by top cross-bar (21) top flange and hole edge
Gap filling is full, and base cross members (22) are in installation through walls with high-strength mortar by base cross members (22) lower flange and hole edge
Gap filling is full；
Step C, the joist bracket (5) under base cross members (22), so that joist bracket (5) is supported on base cross members (22)
Under；
Step D, rest column (1) is installed, rest column (1) upper end is passed through into displacement layer concrete roof (81) and founds rest
Column (1) upper end is fixed together with top cross-bar (21), and rest column (1) lower end and base cross members (22) are indirectly coupled to one
It rises；
Step E, transverse connection is installed, each rest column (1) is connected laterally at by transverse connection and is formed together one
Whole underpinning structure；
Step F, the concrete structure of shear wall to be replaced (94) is cut；It is mutually tied using pneumatic pick, electric pick, electric hammer and hand hammer, chisel
The mode of conjunction is manually cut original weak concrete, during cutting, uses the small tool of vibration；
Step G, supporting module (93)；During this, there are enough distances between template (93) and rest column (1)；
Step H, the concrete of label identical as displacement concrete is poured in template (93)；
Step I, form removal (93) and concrete curing is carried out, is covered after demoulding with straw bag, and often sprinkled water or sprayed with water pipe
Leaching maintenance；
Step J, it carries out shear wall and carries out deformation monitoring and underpinning structure Internal Force Monitoring；
Step K, underpinning structure is removed, what the dismounting of underpinning structure will first remove floor underpins support, then removes shear wall
Underpin support.
7. the method for decaying concrete displacement according to claim 6, it is characterised in that: in the step D, rest column
(1) in a pre-installation, first making bquster in rest column (1) lower part is that rest column (1) applies prestressing force, and rest is vertical for lower end
Column (1) will reserve enough distances between shear wall to be replaced (94) when installing.
8. the method for decaying concrete displacement according to claim 6, it is characterised in that: the step E, installation laterally connect
The method of fitting are as follows: weld a slot between in every adjacent two top cross-bars (21) and per adjacent two root bottom parts crossbeam (22)
Steel, and channel steel is fixed on corresponding shear wall with anchor bolt (31), while in the waist of every adjacent two rest columns (1)
Between a piece channel steel of welding by rest column (1) lateral connection；In addition more angle steel are welded as skewed horizontal load structure, angle steel
It is welded by wing plate on the outside of junction steel plate (421) and rest column (1) at both ends.
9. the method for decaying concrete displacement according to claim 6, it is characterised in that: in the step H, concrete is poured
It when building, according to on-site actual situations, is poured in vertical direction segmentation, pours a mouthful concrete liquid level and should be higher than that and pour finished surface, and
Vibrating spear vibration compacting is used in time.
10. the method for decaying concrete displacement according to claim 6, it is characterised in that: in the step J, cut
The method of power wall progress deformation monitoring are as follows: 2 layers or more shear wall structures are deformed during shear wall concrete replacement
It monitors, sends special messenger's periodic monitor in monitoring process, to observation point periodic observation set in advance, and record altitude data in detail,
The sedimentation and deformation for ensuring original structure are within the allowable range；If there is sedimentation and deformation aggravation or overall settling amount beyond setting
Value, should stop constructing immediately, carry out consolidation process to underpinning structure, and tending to mitigation to the rate of settling can continue to construct；
The method for carrying out underpinning structure Internal Force Monitoring are as follows: monitoring instrument uses type vibration wire surface strain meter, and strain gauge is mounted on
Rest column (1) middle position carries out data collection and analysis, sets early warning value, should stop constructing when reaching early warning value, reports
Party A and management analyze reason, construct again after taking measures.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910774402.XA CN110397305A (en) | 2019-08-21 | 2019-08-21 | A kind of concrete underpinning structure and the method using its progress decaying concrete displacement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910774402.XA CN110397305A (en) | 2019-08-21 | 2019-08-21 | A kind of concrete underpinning structure and the method using its progress decaying concrete displacement |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110397305A true CN110397305A (en) | 2019-11-01 |
Family
ID=68328954
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910774402.XA Pending CN110397305A (en) | 2019-08-21 | 2019-08-21 | A kind of concrete underpinning structure and the method using its progress decaying concrete displacement |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110397305A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111140013A (en) * | 2020-02-08 | 2020-05-12 | 王永泉 | High-rise frame column concrete replacement construction method based on active control technology |
| CN111395795A (en) * | 2020-03-28 | 2020-07-10 | 陕西省建筑科学研究院有限公司 | Replacement method of defective concrete shear wall |
| CN111794555A (en) * | 2020-09-09 | 2020-10-20 | 上海建工一建集团有限公司 | Method for repairing multi-story historical building |
| CN113323446A (en) * | 2021-04-23 | 2021-08-31 | 江苏省苏科建设技术发展有限公司 | Building construction supporting device, monitoring system and dismounting method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102505866A (en) * | 2011-11-18 | 2012-06-20 | 广州华特建筑结构设计事务所 | Displacement method of defective concrete of column body |
| CN107401232A (en) * | 2017-08-22 | 2017-11-28 | 天津联鉴建筑质量鉴定检测有限公司 | A kind of underpinning structure and construction method for replacing underproof shear wall concrete |
| CN208267406U (en) * | 2018-03-19 | 2018-12-21 | 山东省建筑科学研究院 | Wall displacement support device under the high load action of reinforced concrete shear wall structure |
| CN210685474U (en) * | 2019-08-21 | 2020-06-05 | 中建六局建设发展有限公司 | Concrete underpins structure |
-
2019
- 2019-08-21 CN CN201910774402.XA patent/CN110397305A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102505866A (en) * | 2011-11-18 | 2012-06-20 | 广州华特建筑结构设计事务所 | Displacement method of defective concrete of column body |
| CN107401232A (en) * | 2017-08-22 | 2017-11-28 | 天津联鉴建筑质量鉴定检测有限公司 | A kind of underpinning structure and construction method for replacing underproof shear wall concrete |
| CN208267406U (en) * | 2018-03-19 | 2018-12-21 | 山东省建筑科学研究院 | Wall displacement support device under the high load action of reinforced concrete shear wall structure |
| CN210685474U (en) * | 2019-08-21 | 2020-06-05 | 中建六局建设发展有限公司 | Concrete underpins structure |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111140013A (en) * | 2020-02-08 | 2020-05-12 | 王永泉 | High-rise frame column concrete replacement construction method based on active control technology |
| CN111140013B (en) * | 2020-02-08 | 2021-09-07 | 南京工程学院 | High-rise frame column concrete replacement construction method based on active control technology |
| CN111395795A (en) * | 2020-03-28 | 2020-07-10 | 陕西省建筑科学研究院有限公司 | Replacement method of defective concrete shear wall |
| CN111395795B (en) * | 2020-03-28 | 2022-05-06 | 陕西省建筑科学研究院有限公司 | Replacement method of defective concrete shear wall |
| CN111794555A (en) * | 2020-09-09 | 2020-10-20 | 上海建工一建集团有限公司 | Method for repairing multi-story historical building |
| CN113323446A (en) * | 2021-04-23 | 2021-08-31 | 江苏省苏科建设技术发展有限公司 | Building construction supporting device, monitoring system and dismounting method |
| CN113323446B (en) * | 2021-04-23 | 2023-08-15 | 江苏省苏科建设技术发展有限公司 | Building construction supporting device, monitoring system and dismounting method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110397305A (en) | A kind of concrete underpinning structure and the method using its progress decaying concrete displacement | |
| CN103498425B (en) | One completely knocks down multifunctional assembled bearing bracket structure and construction method thereof | |
| CN106337555A (en) | Method for constructing triangular steel support for cantilever structure of outer wall of building | |
| CN109680979B (en) | Existing structure reinforcing construction method | |
| CN105937274B (en) | The prefabricated horizontal piece channel steel of shear wall is welded to connect device and connection method | |
| CN110258289A (en) | Prestressed concrete continuous box girder bridge laterally spells wide structure | |
| CN102251481B (en) | Railway pier layered construction method and construction device | |
| CN107165056B (en) | Anti-overturning steel bar bracket for cantilever bent cap concrete pouring and mounting method thereof | |
| CN104499608A (en) | Method for designing and constructing prestressed section steel reinforced shear wall | |
| CN109235662A (en) | A kind of column board connecting equipment comprising multiple shear connector | |
| CN106320192B (en) | A kind of beam section replacing and reinforcing method for large span concrete continuous beam bridge | |
| CN211079936U (en) | Novel assembled high-shear-resistance bailey bracket | |
| CN110565540A (en) | Novel assembly type high-shear-resistance bailey bracket and construction method thereof | |
| CN210685474U (en) | Concrete underpins structure | |
| CN114277672B (en) | Large-span prestressed concrete bent cap structure and construction method thereof | |
| CN113818352B (en) | Soft foundation high pier curve cast-in-situ box girder bridge and construction method thereof | |
| CN107090772B (en) | A kind of construction method of the especially big cast-in-place boom support of cable-stayed bridge end bay | |
| CN205840052U (en) | Reinforced concrete wall and attachment structure thereof is filled out in a kind of assembled steel framework | |
| CN214116312U (en) | Socket type longitudinal connecting device suitable for bridge is assembled to festival segmentation cantilever | |
| CN108951643A (en) | The big region support replacement construction method of Super High deep basal pit basement Core Walls Structure large span | |
| CN112479027A (en) | Gantry crane prefabricated foundation and installation method thereof | |
| CN210439720U (en) | Reinforced structure for increasing cross section of concrete beam side | |
| CN103526698B (en) | Cast-in-cantilever construction 0# block concrete supporting system and construction method | |
| CN206987420U (en) | The antidetonation iterative structure reinforced for existing structure across bearing beam greatly | |
| CN205399827U (en) | Concrete column, roof beam, board handing -over department are with prefabricated unit -installment reinforced frame |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |