CN108979156A - The construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement - Google Patents
The construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement Download PDFInfo
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Abstract
A kind of construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement, including step 1, the Deepen Design of steel plate concrete combined shear wall Core Walls Structure；Step 2, the processing of structural elements.Step 3, the installation of the pre-buried section of core barrel mast and the installation of sill anchor component；Step 4, foundation structure concrete pour；Step 5, the lifting of the steel box column of core barrel mast；Step 6 carries out the installation of steel plate shear force wall light plate；Step 7, the lifting of girder steel；Step 8, the construction of column concrete；Step 9, the construction of steel plate shear force wall and the floor slab construction of Core Walls Structure floor.The present invention solves traditional core wall structure from great, speed of application is slow, and the material in structure is non-renewable to utilize resource, the big and at high cost technical problem of consumption of materials.
Description
Technical field
The invention belongs to the realm of building construction more particularly to a kind of anti-buckling steel plate concrete combined shear wall cores of basement
The construction method of heart cylinder.
Background technique
Wall is based on concrete shear force wall in traditional core wall structure, without steel construction, also without steel plate wall；It is this
Core wall structure has the following disadvantages: that dead load is big, speed of application is slow, and the material in structure is non-renewable to utilize resource, material
Expect that consumption is big and at high cost.
Summary of the invention
The object of the present invention is to provide a kind of construction parties of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement
Method will solve traditional core wall structure from great, speed of application is slow, and the material in structure is non-renewable to utilize resource, material
The big and at high cost technical problem of consumption.
To achieve the above object, the present invention adopts the following technical scheme that.
A kind of construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement, including steps are as follows.
Step 1, the Deepen Design of steel plate concrete combined shear wall Core Walls Structure: the steel plate concrete combined shear wall core
Heart cylinder includes core barrel mast, girder steel, steel plate shear force wall and floor.
Step 2, the processing of structural elements.
The peace of step 3, the installation of the pre-buried section of core barrel mast and the sill anchor component to junction steel plate shear wall
Dress.
Step 4, foundation structure concrete pour.
The lifting of the steel box column of core barrel mast: step 5 is faced after steel box column lifting is in place using lifting ear plate
When fix, first revisal is carried out to the verticality of steel box column, unclamps suspension hook, carries out the lifting of next steel box column.
Step 6 carries out the installation of steel plate shear force wall light plate after steel box column lifting is completed.
Step 7, the lifting of girder steel.
Step 8, the construction of column concrete.
Step 9, the reinforcing bar binding of steel plate shear force wall.
Step 10, the formwork erection of steel plate shear force wall.
Step 11, steel plate shear force wall concrete pour.
Step 12, form removable, the concrete curing of steel plate shear force wall.
Step 13, the floor slab construction of Core Walls Structure floor: including that the reinforcing bar binding of floor and the concrete of floor pour
It builds, maintenance construction.
Step 14 successively carries out the construction of next layer of core barrel mast, girder steel and steel plate shear force wall.
Preferably, the processing of structural elements includes the processing of core barrel mast raising middle flask steel column in step 2；Steel box column
Processing method specifically: open up the jacking hole to jacking post concrete on the side wall of steel box column, and jack in hole and weld
Connect conduit；Wherein, conduit uses steel pipe processing and fabricating matched with pump line, and one end of conduit passes through jacking hole and protrudes into steel box column
It is interior, and protrude into part and be bent upwards, the other end of conduit is processed into the connector being adapted with pump line and connect with pump line；It leads
It is welded to connect between pipe and steel box column, on the outer wall of steel box column, is equipped with a circle sealing plate along weld seam.
Preferably, the pre-buried section of core barrel mast is connected on the locating support in foundation structure in step 3, the depth of burying
For 1.5m~2.5m；It is successively arranged waterproof layer and mortar cover above the bed course of foundation structure, on the top of mortar cover
Portion is embedded with the first backing plate；The locating support includes column bottom support construction, pre-buried section ruggedized construction and lateral support structure；
The bottom of pre-buried section is arranged in column bottom support construction, which includes one group of first vertical supporting；Wherein,
The lower end of first vertical supporting is supported on the first backing plate, is connected with waling stripe between the top of adjacent first vertical supporting,
The first diagonal brace is respectively equipped in the opposite side of every first vertical supporting；The pre-buried section ruggedized construction includes upper ring plate, lower ring
Plate and vertical stiffener；The lower ring plate is connected horizontally on the bottom surface of pre-buried section, and the upper ring plate level is set in pre-buried section
Outside；The vertical stiffener is connected between upper ring plate and lower ring plate, and the inner side edge of vertical stiffener and pre-buried section
Lateral surface connection；The lateral support structure include along one group of second diagonal brace of the circumferentially spaced-apart setting of pre-buried section, wherein
Every second diagonal brace is supported between lower layer's reinforced mesh of foundation structure and vertical stiffener, and the tilt angle of the second diagonal brace is
45 °~75 °.
Preferably, sill anchor component is arranged in foundation structure in step 3, above the bed course of foundation structure successively
Equipped with waterproof layer and mortar cover, the second horizontal backing plate is embedded at the top of mortar cover；Sill anchor component
Installation includes the support bracket fastened production of anchor bolt and installation, the installation of lower support structure, the installation of lateral support structure and anchor
The installation of bolt；The fixed bracket of the anchor bolt includes upper positioning plate, lower positioning plate and vertical connecting rod；The upper positioning plate is in length
Strip in the plate face of upper positioning plate, is spaced apart the hole being equipped with across anchor bolt along long axis direction；The lower positioning plate is in strip
Shape is arranged with upper positioning plate parallel interval；It has been set at the hole location of positioning plate in the plate face of lower positioning plate, in correspondence logical
Hole；The vertical connecting rod has two groups, is connected between positioning plate and the two sides of lower positioning plate；The anchor bolt is corresponding
It is threaded through in the hole of positioning plate and the through-hole of lower positioning plate；The bottom support is along the long axial elongated of steel plate shear force wall
It is embedded in foundation structure, includes the second vertical supporting and horizontally-supported；Wherein, the lower end of the second vertical supporting is connected to base
It is horizontally-supported to be correspondingly connected at the top of the second vertical supporting on second backing plate of plinth structural base；The fixed bracket of the anchor bolt
It is mounted on the top of bottom support；Wherein, the lower end of anchor bolt exceeds the bottom of lower positioning plate, is fixed on lower positioning by double nut
On plate, the upper end of anchor bolt exceeds the top surface of foundation structure；The lateral support structure includes two groups of third diagonal braces, wherein every group
Third diagonal brace is supported between foundation structure and the fixed bracket of anchor bolt along the support bracket fastened side of anchor bolt, parallel interval；Described
The tilt angle of three diagonal braces is 45 °~75 °, wherein the lower end of third diagonal brace is supported on lower layer's reinforced mesh of foundation structure,
The upper end of third diagonal brace is supported in vertical connecting rod.
Preferably, one group of bolt hole to wear split bolt is drilled in the plate face of step 6 light plate, and one
Group bolt hole is in rectangular distribution；Spacing between bolt hole is 400mm~500mm；Split bolt correspondence is threaded through bolt hole
In, and with steel plate firm welding；It is also spaced apart equipped with one group for steel plate two in the plate face of steel plate, along the short transverse of steel plate
The hole that side concrete freely trickles；Spacing between adjacent hole is 750mm~1250mm；Wherein, the diameter at each hole
For 400mm~500mm.
Preferably, the top of the steel plate, the width at corresponding floor elevation location along steel plate is elongated is welded with steel concealed beam；
Height at the steel plate of door opening two sides, corresponding door opening two sides position along steel plate is elongated to be welded with steel sleeper.
Preferably, in step 6, when the top of steel plate is steel concealed beam, two suspension centres, suspension centre are set in the top of steel plate
Position be arranged according to the length of the position of steel plate and steel concealed beam, each setting one of bilateral symmetry；It, will after the completion of steel beam lifting
Welded with steel box column integral in the both ends of steel concealed beam；
When steel plate is arranged in the top of steel plate, two lifting lugs are set in the top of steel plate；The lifting of steel plate using piecemeal merogenesis by
Layer installation, steel plate are fixed using temporary connection with the steel plate being installed afterwards in place.
Preferably, in step 7 before girder steel lifting, connecting plate first is set in one end of steel beam web plate, the high-altitude to girder steel
It positions and is temporarily connect with steel box column；After girder steel positioning, connecting plate is installed in the other end of steel beam web plate, by girder steel and box
Steel column is fixed.
Preferably, the column concrete in steel box column is primary every two layers of jacking, column concrete reach design strength 70% with
Afterwards, by Catheter ablation, the concrete at jacking hole is cut, then again smoothes out the cement mortar of the same label of concrete surface；
Welding slag is polished flat, the jacking hole on steel box column is then blocked into repair welding with plugging plate.
Preferably, the formwork erection of the steel plate shear force wall of step 10 specifically: in the two sides installation template of steel plate shear force wall
Panel, installation secondary joist, main joist and template diagonal brace after form surfacing installation, one of template diagonal brace spacing 1.5m~2.5m, mould
The angle of plate diagonal brace is 45 °~60 °, is adjusted after template diagonal brace and split bolt keep form surfacing vertical, locking template diagonal brace and
Split bolt；Using material distributing machine to the uniform blanking in steel plate two sides, steel plate when the concreting of step 11 light plate shear wall
Two sides concreting difference in height is not greater than 1m；It is less than the coagulation of 30mm when the concreting of steel plate shear force wall using diameter
Native vibrating spear vibrates.
Compared with prior art the invention has the characteristics that and beneficial effect.
1, the anti-buckling steel plate concrete combined shear wall Core Walls Structure light plate shear wall of basement of the invention is using steel again
The structure of plate two sides casting concrete, compared to for traditional concrete shear force wall have anti-seismic performance it is good, dead load gently and
The fast advantage of speed of application, and installation is reduced present invention optimizes steel plate shear force wall light plate erection sequence in method
Error ensure that the installation accuracy of steel plate；For the present invention according to the sequence construction of concrete after first steel construction, operation process is coherent,
Reduce and promote the activity duration, has not only saved fund, also substantially increased promotion operating efficiency.
2, cast-in fixing bolt fixing bracket system is improved in the present invention, pre-buried using sill anchor component and fixed anchor bolt
Group designs economical rationality, saves artificial, material investment, and the construction of sill anchor component is flexible and convenient, can satisfy steel construction work
The construction needs of journey quickly, safe, improve high-strength anchor bolt group's Embedment Construction efficiency and precision.
3, anchor bolt group of the invention is embedded on the fixed bracket of anchor bolt, the fixed bracket of anchor bolt ensure that anchor bolt verticality and
The overall precision of anchor bolt group keeps the stability of bracket itself by bottom support and lateral support structure, is formed simply and steady
A certain number of anchor bolts are first assembled into an entirety before pre-buried, guarantee the support bracket fastened stabilization of anchor bolt, make by fixed integral system
Construction loads gravity load on bracket is transmitted to bottom cushion.
4, when sill anchor component of the invention design, the requirement of anchor bolt group's verticality, sill anchor group should be fully considered
The upper positioning plate on part top and anchor bolt top are welded to connect, bottom support and the lower layer's reinforced mesh point of sill anchor component lower part
Solid welding is fixed, ensure that the stabilization of sill anchor component.
5, traditional wall form fixation is optimized in the present invention, reserves through-wall bolt hole on the steel plate, it will be to drawing
The precision for improving Template Location on the steel plate is welded and fixed after bolt is through walls, ensure that the construction quality of wall.
6, the construction method operating procedure in the present invention is simple, convenient, and speed of application is fast, not only ensures installation quality,
And shorten the construction period.
Detailed description of the invention
The present invention will be further described in detail with reference to the accompanying drawing.
Fig. 1 is that a kind of example structure of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement in the present invention is shown
It is intended to.
Fig. 2 is the structural schematic diagram on the locating support that pre-buried section of the invention is connected in foundation structure.
Fig. 3 is the structural schematic diagram that sill anchor component of the invention is arranged in foundation structure.
Fig. 4 is the structural schematic diagram of upper positioning plate of the invention.
Fig. 5 is the structural schematic diagram of lower positioning plate of the invention.
Fig. 6 is the structural schematic diagram that conduit is arranged on steel box column of the invention.
Fig. 7 is the structural schematic diagram of the formwork erection of steel plate shear force wall of the invention.
Appended drawing reference: 1- core barrel mast, the pre-buried section of 1.1-, 2- girder steel, 3- steel plate shear force wall, 4- foundation structure,
5- conduit, 6- pump line, 7- sealing plate, 8- bed course, 9- waterproof layer, 10- mortar cover, the first backing plate of 11-, 12-
First vertical supporting, 13- waling stripe, the first diagonal brace of 14-, 15- upper ring plate, 16- lower ring plate, 17- vertical stiffener,
Positioning plate under the second diagonal brace of 18-, the second backing plate of 19-, the upper positioning plate of 20-, 21-, the vertical connecting rod of 22-, 23- hole,
24- anchor bolt, 25- through-hole, the second vertical supporting of 26-, 27- be horizontally-supported, 28- third diagonal brace, 29- floor, 30- pairs
Draw bolt, 31- form surfacing, 32- secondary joist, 33- main joist, 34- template diagonal brace.
Specific embodiment
The construction technique principle of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of this basement of the present embodiment is:
Pre-buried using sill anchor component and fixed anchor bolt group first installs Core Walls Structure after the completion of the underplate concrete construction of foundation structure 4
The pre-buried section 1.1 of column 1, then girder steel 2 and steel plate shear force wall 3 are installed, after two layers of steel box column professional construction of core barrel mast 1, open
Begin to carry out the professional construction of concrete, when concrete construction first jacks the concrete in steel box column, then carries out steel plate shear force wall 3
The construction of concrete more efficiently reduces bring structure construction deviation due to professional crossed construction.
The construction method of this anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement, including steps are as follows.
Step 1, the Deepen Design of steel plate concrete combined shear wall Core Walls Structure: the steel plate concrete combined shear wall core
Heart cylinder includes core barrel mast 1, girder steel 2, steel plate shear force wall 3 and floor 29.
Step 2, the processing of structural elements.
Step 3, the installation of the pre-buried section 1.1 of core barrel mast 1 and the sill anchor group to junction steel plate shear wall 3
The installation of part.
Step 4,4 concrete of foundation structure pour.
Step 5, the lifting of the steel box column of core barrel mast 1: the suspension centre of steel box column is located at capital, steel box column lifting
It is fixed temporarily after in place using lifting ear plate, first revisal is carried out to the verticality of steel box column, suspension hook is unclamped, carries out next
The lifting of steel box column.
Step 6 carries out the installation of 3 light plate of steel plate shear force wall after steel box column lifting is completed.
Step 7, the lifting of girder steel 2.
Step 8, the construction of column concrete.
Step 9, the reinforcing bar binding of steel plate shear force wall 3.
Step 10, the formwork erection of steel plate shear force wall 3.
Step 11,3 concrete of steel plate shear force wall pour.
Step 12, form removable, the concrete curing of steel plate shear force wall 3.
The floor 29 of step 13, Core Walls Structure floor is constructed: including the reinforcing bar binding of floor 29 and mixing for floor 29
Solidifying soil pours, maintenance construction.
Step 14 successively carries out the construction of next layer of core barrel mast 1, girder steel 2 and steel plate shear force wall 3.
In the present embodiment, the processing of structural elements includes the processing of steel box column in core barrel mast 1 in step 2；Box steel
The processing method of column specifically: open up the jacking hole to jacking post concrete on the side wall of steel box column, and jack hole
Middle welding conduit 5；Wherein, conduit 5 uses steel pipe processing and fabricating matched with pump line 6, and one end of length 300mm, conduit 5 are worn
It crosses jacking hole to protrude into steel box column, and protrudes into part and be bent upwards, the angle of 45o is kept between conduit 5 and steel box column,
The other end of conduit 5 is processed into the connector being adapted with pump line 6 and is connect with pump line 6 by hose；Conduit 5 and steel box column
Between be welded to connect, conduit 5 is without obvious crackle and hole, to guarantee conduit 5 and pump line 6 is easy to connect and pumping concrete pressure；?
On the outer wall of steel box column, it is equipped with a circle sealing plate 7 along weld seam, as shown in Figure 6.
Certainly in other embodiments, the angle between the conduit 5 and steel box column may also stay at 30o~60o
In the range of.
As shown in Fig. 2, the pre-buried section 1.1 of core barrel mast 1 is connected on the locating support in foundation structure 4 in step 3,
The depth of burying is 1.5m~2.5m；It is successively arranged waterproof layer 9 and mortar cover 10 above the bed course 8 of foundation structure 4, in sand
The top of slurry protective layer 10 is embedded with the first backing plate 11；The locating support includes column bottom support construction, pre-buried section reinforcing knot
Structure and lateral support structure；
The bottom of pre-buried section 1.1 is arranged in column bottom support construction, which includes one group of first vertical branch
Support 12；Wherein, the lower end of the first vertical supporting 12 is supported on the first backing plate 11, between the top of adjacent first vertical supporting 12
It is connected with waling stripe 13, is respectively equipped with the first diagonal brace 14 in the opposite side of every first vertical supporting 12；
The pre-buried section ruggedized construction includes upper ring plate 15, lower ring plate 16 and vertical stiffener 17；The lower ring plate 16 is horizontal
It is connected on the bottom surface of pre-buried section 1.1,15 level of upper ring plate is set in the outside of pre-buried section 1.1；The vertical stiffener
17 are connected between upper ring plate 15 and lower ring plate 16, and the inner side edge of vertical stiffener 17 is connect with the lateral surface of pre-buried section 1.1；
The lateral support structure includes along one group of second diagonal brace 18 of the circumferentially spaced-apart setting of pre-buried section 1.1, wherein often
The second diagonal brace of root 18 is supported between lower layer's reinforced mesh of foundation structure 4 and vertical stiffener 17, the inclination of the second diagonal brace 18
Angle is 45 °~75 °.
As shown in figure 3, sill anchor component is arranged in foundation structure 4 in step 3, on the bed course 8 of foundation structure 4
Side is successively arranged waterproof layer 9 and mortar cover 10, and the second horizontal backing plate 19 is embedded at the top of mortar cover 10；Ground
The installation of foot anchor component includes the support bracket fastened production of anchor bolt and installation, the installation of lower support structure, lateral support knot
The installation of structure and the installation of anchor bolt 24；
The fixed bracket of the anchor bolt ensure that the verticality of anchor bolt 24 and the overall precision of anchor bolt 24, include upper positioning plate 20,
Lower positioning plate 21 and vertical connecting rod 22；The upper positioning plate 20 is in long strip, in the plate face of upper positioning plate 20, along long axis side
To the hole 23 spaced apart being equipped with across anchor bolt 24；The lower positioning plate 21 is in long strip, sets with upper 20 parallel interval of positioning plate
It sets；Through-hole 25 has been set at 23 position of hole of positioning plate 20 in the plate face of lower positioning plate 21, in correspondence；The vertical connection
Bar 22 has two groups, is connected between positioning plate 20 and the two sides of lower positioning plate 21；The correspondence of anchor bolt 24 is threaded through
In the through-hole 25 of the hole 23 of upper positioning plate 20 and lower positioning plate 21；
Bottom support along steel plate shear force wall 3 it is long it is axial it is elongated be embedded in foundation structure 4, include the second vertical branch
Support 26 and horizontally-supported 27；Wherein, the lower end of the second vertical supporting 26 is connected on the second backing plate 19 of 4 bottom of foundation structure,
Horizontally-supported 27 are correspondingly connected at the top of the second vertical supporting 26；The fixed bracket of the anchor bolt is mounted on the upper of bottom support
Side；Wherein, the lower end of anchor bolt 24 exceeds the bottom of lower positioning plate 21, is fixed on lower positioning plate 21 by double nut, anchor bolt 24
Upper end exceed foundation structure 4 top surface；
The lateral support structure includes two groups of third diagonal braces 28, keeps the fixed bracket itself of anchor bolt by third diagonal brace 28
Stability is formed simply and stable integral system, and the construction loads gravity load on bracket is made to be transmitted to bed course 8, and every group the
Three diagonal braces 28 are supported between foundation structure 4 and the fixed bracket of anchor bolt along the support bracket fastened side of anchor bolt, parallel interval；Described
The tilt angle of three diagonal braces 28 is 45 °~75 °, wherein the lower end of third diagonal brace 28 is supported on lower layer's steel mesh of foundation structure 4
On piece, the upper end of third diagonal brace 28 are supported in vertical connecting rod 22；After lower layer's reinforced mesh is all put in place, anchor bolt is carried out
24 lifting construction before anchor bolt 24 lifts, needs first to be combined into anchor bolt group with the fixed bracket group of anchor bolt, and through self-test acceptance(check).
In the present embodiment, when the sill anchor component in step 3 designs, the requirement of 24 verticality of anchor bolt should be fully considered,
The upper end of anchor bolt 24 and upper positioning plate 20 are welded to connect, and the lower end of anchor bolt 24 is fixed with horizontally-supported 27 spot welding；Sill anchor group
Part is welded to connect at lower layer's reinforced mesh position with lower layer's reinforced mesh, guarantees the stabilization of sill anchor component.
In the present embodiment, the steel plate in step 6 optimizes member segments, steel plate, which uses, to be divided according to the needs of transport and lifting
Piece production transport, steel plate during transportation, using jig frame special, distortion preventing；The width of all steel plates all control 5m with
Interior, more than 5m wide wall is segmented in the position of core barrel mast 1, avoids the vertical weld seam in scene of steel plate；According to loading-unloading vehicle
Lifting lug is arranged in operating conditions different with lifting on the steel plate respectively, and lifting lug is arranged symmetrically, reduces lifting deformation；
One group of bolt hole to wear split bolt 30 is drilled in the plate face of step 6 light plate, and one group of bolt hole is in
Rectangular distribution；Spacing between bolt hole is 400mm~500mm；The correspondence of split bolt 30 is threaded through in bolt hole, and and steel
Plate firm welding optimizes traditional wall form fixation, improves the precision of Template Location, ensure that applying for wall
Working medium amount；Using material distributing machine to the uniform blanking in steel plate two sides when concreting, to prevent steel plate two sides concreting height
Difference carrys out moderate finite deformation to steel plate strip, and the trickling that one group of diameter is 400mm~500mm is arranged every 1m along steel plate wall short transverse
Hole allows the concrete of steel plate two sides freely to trickle, and steel plate deformed is avoided to influence the shock resistance of steel plate wall.
In the present embodiment, width at the top of the steel plate, corresponding floor elevation location along steel plate is elongated to be welded with steel
Concealed beam；Height at the steel plate of door opening two sides, corresponding door opening two sides position along steel plate is elongated to be welded with steel sleeper.
In the present embodiment, in step 6, when the top of steel plate is steel concealed beam, two suspension centres are set in the top of steel plate,
The position of suspension centre is arranged according to the position of steel plate and the length of steel concealed beam, each setting one of bilateral symmetry；It lifts and completes to girder steel 2
Afterwards, the both ends of steel concealed beam are welded with steel box column integral；
When steel plate is arranged in the top of steel plate, two lifting lugs are set in the top of steel plate；The lifting of steel plate using piecemeal merogenesis by
Layer installation, steel plate are fixed using temporary connection with the steel plate being installed afterwards in place.
After the completion of steel plate is installed and is welded, the gap between steel plate sole and basis should carry out back-grouting, grouting
It using close, shrinkage-free cement mortar grouting material, when column root-plate is longer, is in the milk using subregion, guarantees concrete surface
It is smooth, closely knit；After it reaches intensity, pouring for 3 concrete of steel plate shear force wall can be carried out.
In the present embodiment, before girder steel 2 lifts by crane in step 7, connecting plate first is set in one end of 2 web of girder steel, to girder steel
2 high-altitude positions and temporarily connect with steel box column；After girder steel 2 positions, connecting plate is installed in the other end of 2 web of girder steel, it will
Girder steel 2 is fixed with steel box column.
In the present embodiment, the column concrete in steel box column is primary every two layers of jacking, and column concrete reaches design strength
After 70%, conduit 5 is cut off, the concrete at jacking hole is cut, then again by the concrete surface cement mortar of same label
It smoothes out；Welding slag is polished flat, the jacking hole on steel box column is then blocked into repair welding with plugging plate.
As shown in fig. 7, the formwork erection of the steel plate shear force wall 3 of step 10 specifically: installed in the two sides of steel plate shear force wall 3
Form surfacing 31, form surfacing 31 install secondary joist 32, main joist 33 and template diagonal brace 34,34 spacing of template diagonal brace after installing
Together, the angle of template diagonal brace 34 is 45 °~60 ° to 1.5m~2.5m, and adjusting template diagonal brace 34 and split bolt 30 makes template face
After plate 31 is vertical, template diagonal brace 34 and split bolt 30 are locked；
Using material distributing machine to the uniform blanking in steel plate two sides, steel plate two sides when the concreting of step 11 light plate shear wall 3
Concreting difference in height is not greater than 1m；It is less than the concrete of 30mm when the concreting of steel plate shear force wall 3 using diameter
Vibrating spear vibrates.
In the present embodiment, 3 light plate of steel plate shear force wall with a thickness of 30mm, field welding form is mainly transverse joint and vertical
Seam.Weld seam is longer, if can carry out moderate finite deformation because of weld seam uneven heating extending stress band using continuously straight-through weld seam when welding；
Welding sequence and method are reasonably selected, deformation caused by stress and stress can be reduced；To reduce welding stress, integral solder is suitable
Sequence follow " first column Hou Qiang, after first standing it is horizontal, from top to down, from centre to both sides " principle, vertical weld seam welding uses four groups
Welder's welding；The vertical abutment joint of steel plate, the method welding taken merogenesis backstep welding from bottom to up, be layered welding, weld seam are perpendicular
It is not more than 1.8m to merogenesis length, is layered every layer of throat depth of welding no more than 6mm；It is concentrated to reduce weld stress, it is a plurality of
When weld seam welds, the principle of " the double welderings of single pole, the weldering of double rod list " must be followed strictly.The weld seam of 3 light plate of steel plate shear force wall belongs to length
Weld seam, long weld seam must follow the principle of " balanced welding, segmentation room for manoeuvre weldering, wandering sequence " when welding；Wherein, vertical weld seam is using segmentation
Room for manoeuvre welding method, whole weld seam are divided into four sections.Upper and lower two pieces of steel plate butt welds, when being equipped with steel sleeper, on the inside of first welding steel
The butt weld of steel sleeper, the then butt weld of welding steel again.
Above-described embodiment is not the exhaustion of specific embodiment, can also there is other embodiments, and above-described embodiment purpose exists
In illustrating the present invention, the protection scope being not intended to limit the present invention, all applications from simple change of the present invention all fall within this
In the protection scope of invention.
Claims (10)
1. a kind of construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement, which is characterized in that including step
It is rapid as follows:
Step 1, the Deepen Design of steel plate concrete combined shear wall Core Walls Structure: the steel plate concrete combined shear wall Core Walls Structure
Including core barrel mast (1), girder steel (2), steel plate shear force wall (3) and floor (29)；
Step 2, the processing of structural elements；
Step 3, the installation of the pre-buried section (1.1) of core barrel mast (1) and the sill anchor to junction steel plate shear wall (3)
The installation of component；
Step 4, foundation structure (4) concrete pour；
The lifting of the steel box column of core barrel mast (1): step 5 is carried out temporarily after steel box column lifting is in place using lifting ear plate
It is fixed, first revisal is carried out to the verticality of steel box column, suspension hook is unclamped, carries out the lifting of next steel box column；
Step 6 carries out the installation of steel plate shear force wall (3) light plate after steel box column lifting is completed；
Step 7, the lifting of girder steel (2)；
Step 8, the construction of column concrete；
Step 9, the reinforcing bar binding of steel plate shear force wall (3)；
Step 10, the formwork erection of steel plate shear force wall (3)；
Step 11, steel plate shear force wall (3) concrete pour；
Step 12, form removable, the concrete curing of steel plate shear force wall (3)；
Step 13, floor (29) construction of Core Walls Structure floor: including reinforcing bar binding and the floor (29) of floor (29)
Concreting, maintenance construction；
Step 14 successively carries out the construction of next layer of core barrel mast (1), girder steel (2) and steel plate shear force wall (3).
2. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 1,
Be characterized in that: the processing of structural elements includes the processing of steel box column in core barrel mast (1) in step 2；The processing of steel box column
Method specifically: open up the jacking hole to jacking post concrete on the side wall of steel box column, and jack welding in hole and lead
It manages (5)；Wherein, conduit (5) is passed through jacking hole and is protruded into using the matched steel pipe processing and fabricating with pump line (6), one end of conduit (5)
It in steel box column, and protrudes into part and is bent upwards, the other end of conduit (5) is processed into the connector, simultaneously being adapted with pump line (6)
It is connect with pump line (6)；It is welded to connect between conduit (5) and steel box column, on the outer wall of steel box column, is equipped with one along weld seam
It encloses sealing plate (7).
3. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 1,
Be characterized in that: the pre-buried section (1.1) of core barrel mast (1) is connected on the locating support in foundation structure (4) in step 3, is buried
Depth is 1.5m~2.5m；It is successively arranged waterproof layer (9) and mortar cover (10) above the bed course (8) of foundation structure (4),
The first backing plate (11) are embedded at the top of mortar cover (10)；The locating support includes column bottom support construction, pre-buried
Save ruggedized construction and lateral support structure；
Column bottom support construction is arranged in the bottom of pre-buried section (1.1), which includes one group first vertical
It supports (12)；Wherein, the lower end of the first vertical supporting (12) is supported on the first backing plate (11), adjacent first vertical supporting (12)
Top between be connected with waling stripe (13), be respectively equipped with the first diagonal brace in the opposite side of every first vertical supporting (12)
(14)；
The pre-buried section ruggedized construction includes upper ring plate (15), lower ring plate (16) and vertical stiffener (17)；The lower ring plate
(16) it is connected horizontally on the bottom surface of pre-buried section (1.1), upper ring plate (15) level is set in the outside of pre-buried section (1.1)；
The vertical stiffener (17) is connected between upper ring plate (15) and lower ring plate (16), and the inner side edge of vertical stiffener (17) with
The lateral surface of pre-buried section (1.1) connects；
The lateral support structure include along one group of second diagonal brace (18) of the circumferentially spaced-apart setting of pre-buried section (1.1),
In every second diagonal brace (18) be supported between lower layer's reinforced mesh of foundation structure (4) and vertical stiffener (17), second tiltedly
The tilt angle for supportting (18) is 45 °~75 °.
4. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 1,
Be characterized in that: in step 3 sill anchor component be arranged in foundation structure (4), foundation structure (4) bed course (8) above according to
It is secondary to be equipped with waterproof layer (9) and mortar cover (10), the second horizontal backing plate is embedded at the top of mortar cover (10)
(19)；The installation of sill anchor component includes the support bracket fastened production of anchor bolt and the installation, installation of lower support structure, lateral
The installation of the installation of support construction and anchor bolt (24)；
The fixed bracket of the anchor bolt includes upper positioning plate (20), lower positioning plate (21) and vertical connecting rod (22)；It is described fixed
Position plate (20) is in long strip, is spaced apart in the plate face of upper positioning plate (20), along long axis direction equipped with the hole across anchor bolt (24)
Hole (23)；The lower positioning plate (21) is in long strip, is arranged with upper positioning plate (20) parallel interval；Plate in lower positioning plate (21)
Through-hole (25) have been set at hole (23) position of positioning plate (20) on face, in correspondence；The vertical connecting rod (22) has two groups,
It is connected between positioning plate (20) and the two sides of lower positioning plate (21)；Anchor bolt (24) correspondence is threaded through positioning
In the hole (23) of plate (20) and the through-hole (25) of lower positioning plate (21)；
Bottom support along steel plate shear force wall (3) it is long it is axial it is elongated be embedded in foundation structure (4), include second perpendicular
To support (26) and horizontally-supported (27)；Wherein, the lower end of the second vertical supporting (26) is connected to the of foundation structure (4) bottom
On two backing plates (19), horizontally-supported (27) are correspondingly connected at the top of the second vertical supporting (26)；The fixed bracket peace of the anchor bolt
Mounted in the top of bottom support；Wherein, the lower end of anchor bolt (24) exceeds the bottom of lower positioning plate (21), is fixed on by double nut
On lower positioning plate (21), the upper end of anchor bolt (24) exceeds the top surface of foundation structure (4)；
The lateral support structure includes two groups of third diagonal braces (28), wherein every group of third diagonal brace (28) is along the fixed bracket of anchor bolt
Side, parallel interval is supported between the fixed bracket of foundation structure (4) and anchor bolt；The tilt angle of the third diagonal brace (28)
It is 45 °~75 °, wherein the lower end of third diagonal brace (28) is supported on lower layer's reinforced mesh of foundation structure (4), third diagonal brace
(28) upper end is supported on vertical connecting rod (22).
5. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 1,
It is characterized in that: being drilled with one group of bolt hole to wear split bolt (30), and one group in the plate face of step 6 light plate
Bolt hole is in rectangular distribution；Spacing between bolt hole is 400mm~500mm；Split bolt (30) correspondence is threaded through bolt
Kong Zhong, and with steel plate firm welding；
In the plate face of steel plate, also it is spaced apart along the short transverse of steel plate and freely trickles equipped with one group for steel plate two sides concrete
Hole；Spacing between adjacent hole is 750mm~1250mm；Wherein, the diameter at each hole is 400mm~500mm.
6. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 5,
It is characterized in that: being welded with steel concealed beam along the width of steel plate is elongated at the top of the steel plate, corresponding floor elevation location；Positioned at door
Height at the steel plates of hole two sides, corresponding door opening two sides position along steel plate is elongated to be welded with steel sleeper.
7. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 6,
It is characterized in that: in step 6, when the top of steel plate is steel concealed beam, two suspension centres, the position of suspension centre being set in the top of steel plate
It is arranged according to the length of the position of steel plate and steel concealed beam, each setting one of bilateral symmetry；After the completion of girder steel (2) lifting, by steel
Welded with steel box column integral in the both ends of concealed beam；
When steel plate is arranged in the top of steel plate, two lifting lugs are set in the top of steel plate；The lifting of steel plate using piecemeal merogenesis by
Layer installation, steel plate are fixed using temporary connection with the steel plate being installed afterwards in place.
8. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 1,
It is characterized in that: in step 7 before girder steel (2) lifting, connecting plate first being set in one end of girder steel (2) web, to girder steel (2)
High-altitude positions and temporarily connect with steel box column；After girder steel (2) positioning, connecting plate is installed in the other end of girder steel (2) web, it will
Girder steel (2) is fixed with steel box column.
9. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 2,
Be characterized in that: the column concrete in steel box column is primary every two layers of jacking, will after column concrete reaches design strength 70%
Conduit (5) excision cuts the concrete at jacking hole, then again smoothes out the cement mortar of the same label of concrete surface；It will
Welding slag polishes flat, and the jacking hole on steel box column is then blocked repair welding with plugging plate.
10. the construction method of the anti-buckling steel plate concrete combined shear wall Core Walls Structure of basement according to claim 1,
It is characterized in that: the formwork erection of the steel plate shear force wall (3) of step 10 specifically: in the two sides installation template of steel plate shear force wall (3)
Panel (31) installs secondary joist (32), main joist (33) and template diagonal brace (34), template diagonal brace after form surfacing (31) installation
(34) together, the angle of template diagonal brace (34) is 45 °~60 ° to spacing 1.5m~2.5m, adjusts template diagonal brace (34) and to drawing spiral shell
After bolt (30) keeps form surfacing (31) vertical, template diagonal brace (34) and split bolt (30) are locked；
Using material distributing machine to the uniform blanking in steel plate two sides, steel plate two when the concreting of step 11 light plate shear wall (3)
Side concreting difference in height is not greater than 1m；It is mixed less than 30mm using diameter when the concreting of steel plate shear force wall (3)
Solidifying soil vibrating spear vibrates.
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