CN106836594A - Multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system and preparation method - Google Patents
Multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system and preparation method Download PDFInfo
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- CN106836594A CN106836594A CN201710050583.2A CN201710050583A CN106836594A CN 106836594 A CN106836594 A CN 106836594A CN 201710050583 A CN201710050583 A CN 201710050583A CN 106836594 A CN106836594 A CN 106836594A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
- E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
Abstract
The invention discloses a kind of multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system, including peripheral frame (7) and more than one Prefabricated hollow grid cell.Prefabricated hollow grid cell includes wind up empty stomach mesh module, lower edge empty stomach mesh module and concrete shear key.Empty stomach of winding up mesh module includes the chord member one and the chord member two of more than of more than, and lower edge empty stomach mesh module includes the chord member three and the chord member four of more than of more than.Empty stomach of winding up mesh module is scheduled on the surface of lower edge empty stomach mesh module by concrete shear keying.The invention also discloses a kind of preparation method of multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system, the construction method of prefabrication and assembly construction proposed by the present invention, used in the ratio between length direction Lx and span direction Ly Lx/Ly ＞ 1.5, construction speed is accelerated while construction cost is greatly lowered.
Description
Technical field
The present invention relates to a kind of space of public and industrial building that multilayer large-span superstructure plane is long narrow rectangle plane
Structural system, and in particular to a kind of multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system and preparation method.
Background technology
For a long time in building engineering field, the reinforced concrete floor of multilayer large-span building rests on frame always
Frame, primary-secondary beam system, such as one three floor gymnasium building, its superstructure plane is 30m × 37.5m=1125m2, periphery pillar net is
7.5m, i.e. span direction Ly=4 × 7.5m=30m, length direction Lx=5 × 7.5m=37.5m, using the traditional knots of such as Fig. 1
Structure system, concrete (C40) converting thickness 47cm/m2, steel using amount is in (135kg~150kg)/m2Between.As the whole nation has every year
250 such to complete for use, and it needs nearly 40 ten thousand stere of concrete, 120,000 tons of steel.The mid-90 in last century and sheet
The patented technology (ZL97200102.6 and ZL200610200188.X) that initial stage in century occurs, i.e. " steel reinforced concrete shearing force keyed
The two-way big plate of empty stomach (also known as open-spandrel sandwich board) ", " the U-shaped big panel ceiling for storied building of steel concrete combined hollow ".Concrete amount 24cm/
m2, rolled steel dosage (70kg/m2~80kg/m2) between, annual 250, the ten thousand stere of concrete amount 20.3, rolled steel dosage
6.33 ten thousand tons, annual to save the ten thousand stere of concrete 19.7,5.67 ten thousand tons of saving steel, concrete unit price presses 0.12 ten thousand yuan/m3
(material, transport template etc.), steel 0.8 ten thousand yuan/ton (processing, transport, raw material etc.) of unit price are annual to use orthogonal spatial on an empty stomach
Superstructure, saves RMB total 2.364 hundred million+4.536 hundred million=6.9 hundred million yuan.Fig. 2 is that relative Fig. 1 planes use orthogonal spatial on an empty stomach
Floor structure scheme figure.Such multilayer large-span superstructure (Fig. 2) meets the principles and requirements of recycling economy three, from dialectics analysis
Problem, things has dual character, its advantage show while, its deficiency also occurs in practice, such as Fig. 2 superstructures it prop up at the scene
Template is wire-tie in-situ casting construction, and its concrete upper and lower chord node of orthogonal spatial laced beam has 308, need to make at the scene
Make, shuttering is wire-tie and makes cumbersome, expends man-hour, and fabricated assembly overall orthogonal spatial concrete empty stomach superstructure is proposed for this
Novel construction method, makes building cover structure construct and reaches industrialization.
But as the ratio between its length direction (Lx) of multilayer large-span superstructure plane and span direction (Ly) Lx/Ly ＞ 1.5, then adopt
Orthogonal spatial hollow floor system is used, its space three-dimensional stress is remarkably decreased, and its economy is affected.It is " big that in April, 2015 declares
Span armored concrete orthogonal-diagonal lattice hollow floor system and preparation method thereof (application number 201510211060.2) ", makes Long-span Multi-storey Frame
Long narrow shape plane superstructure space three-dimensional stress is spent, span L y=30m, length Lx=52.5m, every layer of superstructure area reach 1575m2's
Superstructure uniform force, if still using orthogonal spatial hollow floor system, the ratio between its Lx and Ly Lx/Ly=52.5/30=1.75, superstructure
Load makes superstructure stress extremely uneven along short transmission 81%, and along its length only 19%.Such as use orthogonal-diagonal lattice concrete
Hollow floor system, superstructure load is uniformly transferred along the direction of both sides 450, and while construction costs is saved, its empty stomach position is building
The central air-conditioning pipe mechanical floor of needs, its regular grid moulding replaces conventional furred ceiling, significantly saves engineering and makes
Valency.But this superstructure span is big, area big, conventional construction process die amount is big, constructs cumbersome, and the present invention is proposing multilayer large-span just
Friendship tiltedly puts assembled integral hollow floor system and preparation method.
The content of the invention
It is an object of the invention to the drawbacks described above for overcoming prior art to exist, a kind of multilayer large-span orthogonal-diagonal lattice is proposed
Assembly concrete hollow floor system and preparation method.
The present invention solves its technical problem and is achieved through the following technical solutions：
Multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system, including peripheral frame (7), cast-in-situ floor and
Prefabricated hollow grid cell more than individual, sets up reference axis, in peripheral frame (7) institute in the plane where peripheral frame (7)
Plane on take an origin as coordinate points, a horizontal direction is taken in the plane where peripheral frame (7) as coordinate points
X-axis, by the coordinate points direction vertical relative to X-axis as coordinate points Y-axis, the downside of peripheral frame (7) is put down with X-axis
OK, the left side of peripheral frame (7) is parallel with Y-axis；Length of peripheral frame (7) downside in X-axis is Lx, and peripheral frame (7) is left
Length of the side in Y-axis is Ly, and Lx/Ly ＞ 1.5, the Prefabricated hollow grid cell peripheral frame (7) surrounded it is flat
Arranged in face；The Prefabricated hollow grid cell includes wind up empty stomach mesh module, lower edge empty stomach mesh module, concrete shear
Key (2) and steel bar truss floor support plate；
The empty stomach mesh module that winds up is fixed on just going up for lower edge empty stomach mesh module by concrete shear key (2)
Side；The empty stomach mesh module that winds up includes more than one chord member one (61) and more than one string being parallel to each other being parallel to each other
Bar two (62), the chord member one (61) is mutually orthogonal in the same plane with chord member two (62)；Described more than one is parallel to each other
Chord member one (61) and more than one chord member two (62) being parallel to each other surround square one；
The lower edge empty stomach mesh module is mutually flat including more than one chord member three (63) being parallel to each other and more than one
Capable chord member four (64), the chord member three (63) is mutually orthogonal in the same plane with chord member four (64)；More than one phase
Mutually parallel chord member three (63) and more than one chord member four (64) being parallel to each other surround square two；
Described square one is equal with the length of side of square two；
The chord member one (61) is 45 degree with the angle of X-axis, and the chord member three (63) is 45 degree with the angle of X-axis, described
Chord member one (61) and chord member three (63) are symmetrical above and below, and the chord member two (62) is 45 degree with the angle of Y-axis, the chord member four (64)
It it is 45 degree with the angle of Y-axis, the chord member two (62) and the chord member four (64) are symmetrical above and below；
Described concrete shear key (2) one end is arranged on the orthogonal place of chord member one (61) and chord member two (62), while described
Four angles at the orthogonal place of chord member one (61) and chord member two (62) are mounted on rest (1), and the concrete shear key
(2) other end is arranged on the orthogonal place of the chord member three (63) and chord member four (64)；
The chord member one (61) is provided with reserved stirrup one (41) away from the side of lower edge empty stomach mesh module, and the string
One end of bar one (61) is provided with the first reserved steel bar stress one (511), and the other end is provided with the second reserved steel bar stress one
(512), and the reserved stirrup one (41) with the reserved steel bar stress one (512) of the first reserved steel bar stress one (511), second
It is perpendicular；
The chord member two (62) is provided with reserved stirrup two (42) away from the side of lower edge empty stomach mesh module, and the string
One end of bar two (62) is provided with the first reserved steel bar stress two (521), and the other end is provided with the second reserved steel bar stress two
, and reserved stirrup two (42) mutually hangs down with the reserved steel bar stress two (522) of reserved first steel bar stress two (521), second (522)
Directly；
One end of the chord member three (63) is provided with the first reserved steel bar stress three (531), and it is pre- that the other end is provided with second
Stay steel bar stress three (532)；
One end of the chord member four (64) is provided with the first reserved steel bar stress four (541), and it is pre- that the other end is provided with second
Stay steel bar stress four (542)；
For two adjacent Prefabricated hollow grid cells, the first reserved stress of one of Prefabricated hollow grid cell
Second reserved steel bar stress one (512) of reinforcing bar one (511) and another Prefabricated hollow grid cell is connected；One of them is prefabricated
Second reserved stress steel of the reserved steel bar stress two (521) of the first of empty stomach grid cell and another Prefabricated hollow grid cell
Muscle two (522) is connected；The first of one of Prefabricated hollow grid cell reserved steel bar stress three (531) and another prefabricated sky
The reserved steel bar stress three (532) of the second of abdomen grid cell is connected；The first of one of Prefabricated hollow grid cell is reserved to be received
Second reserved steel bar stress four (542) of power reinforcing bar four (541) and another Prefabricated hollow grid cell is connected；
And for the Prefabricated hollow grid cell against peripheral frame (7), the first reserved steel bar stress one (511), second
The reserved steel bar stress two (522), first of the reserved reserved steel bar stress two (521), second of steel bar stress one (512), first is reserved
The reserved stress of the reserved steel bar stress four (541) and second of the reserved steel bar stress three (532), first of steel bar stress three (531), second
Reserved chord member of the reinforcing bar four (542) with peripheral frame (7) is connected；
The cast-in-situ floor include it is first cast-in-place, second cast-in-place, the 3rd cast-in-place, the 4th cast-in-place, the 5th cast-in-place, the 6th show
Pour, wherein, described first it is cast-in-place be the first reserved steel bar stress one (511) and the second reserved junction of steel bar stress one (512)
It is cast-in-place, second it is cast-in-place be that the first reserved steel bar stress two (521) and second reserves showing for the junction of steel bar stress two (522)
Pour, the 3rd it is cast-in-place be that the first reserved steel bar stress three (531) and second reserves the cast-in-place of the junction of steel bar stress three (532), the
Four it is cast-in-place be that the first reserved steel bar stress four (541) and second reserves the cast-in-place of the junction of steel bar stress four (542), the 5th is cast-in-place
Cast-in-place for peripheral frame (7), the 6th is cast-in-place for cast-in-place at the top of Prefabricated hollow grid cell；
The steel bar truss floor support plate is arranged in the square region that chord member one (61) and chord member two (62) are surrounded,
And the steel bar truss floor support plate is arranged on the rest (1) in surrounded a square region.
Further, the multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system it is main by A units, unit B,
C cell and D units are combined and spliced forms, the A units include one (61), two chord members two (62), three strings bar of three strings bar
Three (63) and two chord members four (64), the unit B includes two chord members three of chord member two (62), two of chord member one (61), two
(63) and two chord members four (64), the C cell includes two chord members three of chord member two (62), two of chord member one (61),
(63) and a chord member four (64), the D units include a chord member three of chord member two (62), of chord member one (61),
And a chord member four (64) (63).
Further, the steel bar truss floor support plate includes way and double-layer steel bar girder and sheet metal, the way and double-layer
Steel bar girder and sheet metal are connected by stool muscle.
The preparation method of multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system：Comprise the following steps：
(1) prefabricated chord member one (61), chord member two (62), chord member three (63) and chord member four (64), chord member one (61) and chord member
Two (62) orthogonal compositions are winded up empty stomach mesh module, chord member three (63) and the orthogonal composition lower edge empty stomach grid mould of chord member four (64)
Block, the empty stomach mesh module that winds up is fixed on the surface of lower edge empty stomach mesh module, coagulation by concrete shear key (2)
Native shear connector (2) one end is arranged on the orthogonal place of chord member one (61) and chord member two (62), and concrete shear key (2) other end is installed
At chord member three (63) and the orthogonal place of chord member four (64)；
(2) empty stomach of winding up mesh module is connected to form prefabricated with lower edge empty stomach mesh module by concrete shear key (2)
Empty stomach grid cell, the Prefabricated hollow grid cell is combined connection, a Prefabricated hollow according to peripheral frame (7) requirement
Second reserved steel bar stress one of the reserved steel bar stress one (511) of the first of grid cell and another Prefabricated hollow grid cell
(512) carry out waiting strong ties using straight thread sleeve pipe (9)；The reserved steel bar stress of the first of one of Prefabricated hollow grid cell
Two (521) and the second reserved steel bar stress two (522) of another Prefabricated hollow grid cell carried out using straight thread sleeve pipe (9)
Deng strong ties；The first of one of Prefabricated hollow grid cell reserved steel bar stress three (531) and another Prefabricated hollow net
The reserved steel bar stress three (532) of the second of lattice unit carries out waiting strong ties using straight thread sleeve pipe (9)；One of Prefabricated hollow
Second reserved steel bar stress four of the reserved steel bar stress four (541) of the first of grid cell and another Prefabricated hollow grid cell
(542) carry out waiting strong ties using straight thread sleeve pipe (9)；
(3) the square region inner cover steel bar truss floor support plate surrounded in chord member one (61) and chord member two (62),
Steel bar truss floor support plate is arranged on the rest (1) in the square region for being surrounded；
(4) respectively in the first reserved steel bar stress one (511) and the second reserved junction of steel bar stress one (512), first
The reserved junction of steel bar stress two (522) of reserved steel bar stress two (521) and second, first reserve steel bar stress three (531) and
The second reserved junction of steel bar stress three (532), the first reserved reserved steel bar stress four of steel bar stress four (541) and second
(542) junction, Prefabricated hollow grid cell top and peripheral frame (7) carry out cast-in-place concrete, treat that curing cycle reaches
After carry out subsequent processing.
Beneficial effects of the present invention are：
Key point of the invention is, by traditional empty stomach grid superstructure blocking, the space lattice of field fabrication to be converted to
Prefabricated hollow grid cell, while in the ratio between the length and span of peripheral frame being Lx/Ly ＞ by orthogonal spatial grid before
Orthogonal-diagonal lattice grid is changed to when 1.5 so that the scope of application of open-spandrel sandwich board further expands, in the situation of rectangle plane arrangement
Under also can reach the purpose of component uniform stressed.These units are prefabricated in precasting yard, the still in-situ casting such as peripheral frame.From Fig. 3
Analyzing three floors, to cover chord member and lower boom total more than 900 nodes, all in precasting yard making, i.e., more than 90% work
Measure in precasting yard processing, formwork cost and man-hour is greatly reduced, scene is only in the junction of modules and prefabricated sky
The top second pouring concrete of abdomen grid cell.Prefabricated assembled construction technology is used on the basis of new structure, is promoted
The industrialized development of building structure.
Brief description of the drawings
Fig. 1 is the long narrow shape plane orthogonal-diagonal lattice concrete empty stomach superstructure plan of multilayer large-span；
Fig. 2 is that Fig. 1 superstructures are divided into tetra- kinds of prefabricated units of A, B, C, D, prefabricated scheme of installation；
Fig. 3 is orthogonal-diagonal lattice precast concrete empty stomach grid cell A, B, C, D arrangement schematic diagram between six post nets of Fig. 2；
Fig. 4 is that the corresponding unit Bs of Fig. 3 are winded up empty stomach mesh module floor map；
Fig. 5 is the schematic cross-section of cross shear connector in the corresponding unit Bs of Fig. 3；
Fig. 6 is that the corresponding C cells of Fig. 3 wind up empty stomach mesh module floor map；
Fig. 7 is the schematic cross-section of cross shear connector in the corresponding C cells of Fig. 3；
Fig. 8 is the profile construction schematic diagram of the corresponding unit Bs of Fig. 3.
Description of reference numerals
The reserved stirrup two, 511- first of the reserved stirrup one, 42- of 1- rests, 2- concrete shears key, 41- reserves stress steel
Muscle one, 512- second reserve steel bar stress one, 521- first reserve steel bar stress two, 522- second reserve steel bar stress two,
531- first reserves steel bar stress three, 532- second and reserves steel bar stress three, 541- first and reserves steel bar stress four, 542- second
Reserved steel bar stress four, 61- chord members one, 62- chord members two, 63- chord members three, 64- chord members four, 7- peripheral frames, 9- straight thread sets
Pipe.
Specific embodiment
Below by specific embodiment, the invention will be further described, and following examples are descriptive, is not limit
Qualitatively, it is impossible to which protection scope of the present invention is limited with this.
Implement the present invention be directed to three floor lids, specific span L y=30m, length Lx=52.5m, length-width ratio Lx/Ly
=37.5/30=1.75.As shown in Fig. 2 superstructure is divided into tetra- kinds of Prefabricated hollow grid cells of A, B, C, D, wherein A units 24, B
Unit 8, C cell 3, D units 21, these units in-site installation after precasting yard making in batches forms assembling whole
Body formula multilayer large-span orthogonal-diagonal lattice concrete space empty belly lattice superstructure.
Multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system, including peripheral frame 7, cast-in-situ floor and one
Prefabricated hollow grid cell above, reference axis is set up in the plane where peripheral frame 7, flat where peripheral frame 7
An origin is taken on face as coordinate points, X-axis of the horizontal direction as coordinate points is taken in the plane where peripheral frame 7, led to
Y-axis of the coordinate points direction vertical relative to X-axis as coordinate points is crossed, the downside of peripheral frame 7 is parallel with X-axis, peripheral frame 7
Left side it is parallel with Y-axis；Length of the downside of peripheral frame 7 in X-axis is Lx, length of the left side of peripheral frame 7 in Y-axis is Ly,
And Lx/Ly＞ 1.5, Prefabricated hollow grid cell is arranged in the plane that peripheral frame 7 is surrounded；Prefabricated hollow grid cell bag
Include the empty stomach mesh module that winds up, lower edge empty stomach mesh module, concrete shear key 2 and steel bar truss floor support plate；
Empty stomach of winding up mesh module is fixed on the surface of lower edge empty stomach mesh module by concrete shear key 2, winds up
Empty stomach mesh module includes more than one chord member 1 being parallel to each other and more than one chord member 2 62 being parallel to each other, chord member one
61 is mutually orthogonal in the same plane with chord member 2 62, and more than one chord member 1 being parallel to each other and more than one are parallel to each other
Chord member 2 62 surround square one.
Lower edge empty stomach mesh module includes more than one chord member 3 63 being parallel to each other and more than one string being parallel to each other
Bar 4 64, chord member 3 63 is mutually orthogonal in the same plane with chord member 4 64.The chord member 3 63 and one being parallel to each other for more than one
The chord member 4 64 more than root being parallel to each other surrounds square two.
Square one is equal with the length of side of square two.
The angle of chord member 1 and X-axis is 45 degree, and chord member 3 63 is 45 degree with the angle of X-axis, chord member 1 and chord member three
63 is symmetrical above and below, and chord member 2 62 is 45 degree with the angle of Y-axis, and chord member 4 64 is 45 degree with the angle of Y-axis, the He of the chord member 2 62
The chord member four (64) is symmetrical above and below.
One end of concrete shear key 2 is arranged on the orthogonal place of chord member 1 and chord member 2 62, while the chord of chord member 1
Four angles at the orthogonal place of bar 2 62 are mounted on rest 1, and the length and width of rest 1 is equal.Concrete shear key 2
The other end is arranged on the orthogonal place of chord member 3 63 and chord member 4 64.
Chord member 1 is provided with reserved stirrup 1 away from the side of lower edge empty stomach mesh module, and one end of chord member 1
The first reserved steel bar stress 1 is provided with, the other end is provided with the second reserved steel bar stress 1, and reserved stirrup 1
It is perpendicular with the first reserved reserved steel bar stress 1 of steel bar stress one 511, second.
Chord member 2 62 is provided with reserved stirrup 2 42 away from the side of lower edge empty stomach mesh module, and one end of chord member 2 62
The first reserved steel bar stress 2 521 is provided with, the other end is provided with the second reserved steel bar stress 2 522, and reserved stirrup 2 42
It is perpendicular with the reserved steel bar stress 2 522 of reserved first steel bar stress 2 521, second.
One end of chord member 3 63 is provided with the first reserved steel bar stress 3 531, and the other end is provided with the second reserved stress steel
Muscle 3 532.
One end of chord member 4 64 is provided with the first reserved steel bar stress 4 541, and the other end is provided with the second reserved stress steel
Muscle 4 542.
For two adjacent Prefabricated hollow grid cells, the first reserved stress of one of Prefabricated hollow grid cell
Second reserved steel bar stress 1 of reinforcing bar 1 and another Prefabricated hollow grid cell is connected；One of Prefabricated hollow
Second reserved steel bar stress two of the reserved steel bar stress 2 521 of the first of grid cell and another Prefabricated hollow grid cell
522 connections；The reserved steel bar stress 3 531 of the first of one of Prefabricated hollow grid cell and another Prefabricated hollow grid list
The reserved steel bar stress 3 532 of the second of unit is connected；The reserved steel bar stress 4 541 of the first of one of Prefabricated hollow grid cell
Steel bar stress 4 542 is reserved with the second of another Prefabricated hollow grid cell to connect.
And for the Prefabricated hollow grid cell against peripheral frame 7, the first reserved steel bar stress one 511, second is reserved
The reserved steel bar stress three of the reserved steel bar stress 2 522, first of the reserved steel bar stress 2 521, second of steel bar stress one 512, first
531st, the second reserved steel bar stress 4 542 of the reserved reserved steel bar stress 4 541 and second of steel bar stress 3 532, first is stretched into
To the inside of peripheral frame 7 and it is anchored in concrete.
Cast-in-situ floor include it is first cast-in-place, second cast-in-place, the 3rd cast-in-place, the 4th cast-in-place, the 5th cast-in-place, the 6th cast-in-place, its
In, first it is cast-in-place be the first reserved steel bar stress 1 cast-in-place with the second reserved junction of steel bar stress 1, second is existing
Pour cast-in-place for the reserved junction of steel bar stress 2 522 of the first reserved steel bar stress 2 521 and second, the 3rd it is cast-in-place be first pre-
Stay the cast-in-place of the reserved junction of steel bar stress 3 532 of steel bar stress 3 531 and second, the 4th it is cast-in-place be the first reserved steel bar stress
4 541 and second the reserved junction of steel bar stress 4 542 it is cast-in-place, the 5th is cast-in-place cast-in-place for peripheral frame 7, and the 6th cast-in-place is
It is cast-in-place at the top of Prefabricated hollow grid cell；
Steel bar truss floor support plate is arranged in the square region that chord member 1 and chord member 2 62 are surrounded, and reinforcing bar purlin
Frame floor support plate is arranged on the rest 1 in the square region for being surrounded.Steel bar truss floor support plate includes way and double-layer reinforcing bar
Truss and sheet metal, way and double-layer steel bar girder and sheet metal are connected by stool muscle.
As shown in Fig. 2 multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system is main mono- by A units, unit B, C
Unit forms with D units are combined and spliced, and A units include one 61, two chord members 2 62 of three strings bar, three strings bar 3 63 and two strings
Bar 4 64, unit B includes two chord members 3 63 of chord member 2 62, two of chord member one 61, two and two chord members 4 64, C cell bag
Include two chord members 3 63 of chord member 2 62, two of chord member one 61, one and a chord member 4 64, D units include a chord member 1,
2 62, chord member 3 63 of a piece chord member and a chord member 4 64.
The present invention also can be using the 3 63, chord member 4 64 of chord member of chord member 2 62, of chord member one 61,
Prefabricated hollow grid cell is made, simply such a unit volume is too small, it is necessary to the place of connection is excessive, uneconomical, so
Do not use.
It is described below using preparation method step of the invention and relevant work principle：
In precasting yard, subdivision makes the component of superstructure area more than 90% of the present invention in batches.The only cast-in-place peripheral frame in scene
Frame, after the completion for the treatment of that peripheral frame is constructed, then installs prefabricated A, B or C cell, and the present invention uses concrete C40 to prefabricated sky
Abdomen grid cell is poured into a mould.
(1) prefabricated chord member 1, chord member 2 62, chord member 3 63 and chord member 4 64, chord member 1 and the orthogonal structure of chord member 2 62
Into the empty stomach mesh module that winds up, chord member 3 63 and chord member 4 64 it is orthogonal constitute lower edge empty stomach mesh module, empty stomach of winding up grid mould
Block is fixed on the surface of lower edge empty stomach mesh module by concrete shear key 2, and one end of concrete shear key 2 is arranged on string
The orthogonal place of bar 1 and chord member 2 62, the other end is arranged on the orthogonal place of chord member 3 63 and chord member 4 64；
(2) empty stomach of winding up mesh module is connected to form prefabricated sky with lower edge empty stomach mesh module by concrete shear key 2
Abdomen grid cell, Prefabricated hollow grid cell is combined connection, a Prefabricated hollow grid cell according to the requirement of peripheral frame 7
The first reserved steel bar stress 1 and another Prefabricated hollow grid cell the second reserved steel bar stress 1 using straight
Threaded sleeve 9 carries out waiting strong ties；First reserved steel bar stress 2 521 of one of Prefabricated hollow grid cell and another
The reserved steel bar stress 2 522 of the second of Prefabricated hollow grid cell carries out waiting strong ties using straight thread sleeve pipe 9；One of them is pre-
Second reserved stress steel of the reserved steel bar stress 3 531 of the first of empty stomach grid cell processed and another Prefabricated hollow grid cell
Muscle 3 532 carries out waiting strong ties using straight thread sleeve pipe 9；The reserved steel bar stress of the first of one of Prefabricated hollow grid cell
4 541 carry out grade with the second of another Prefabricated hollow grid cell the reserved steel bar stress 4 542 using straight thread sleeve pipe 9 connects by force
Connect；
(3) the square region inner cover steel bar truss floor support plate surrounded in chord member 1 and chord member 2 62, reinforcing bar
Truss floor support plate is arranged on the rest 1 in the square region for being surrounded；
(4) reserved in the first reserved reserved junction of steel bar stress 1 of steel bar stress one 511 and second, first respectively
Steel bar stress 2 521 and second reserves the junction of steel bar stress 2 522, the first reserved steel bar stress 3 531 and second and reserves and receive
The junction of power reinforcing bar 3 532, the first reserved steel bar stress 4 541 and the second reserved junction of steel bar stress 4 542, Prefabricated hollow
Grid cell top and peripheral frame 7 carry out cast-in-place one-level concrete C45 high, and lower support is removed after reaching curing cycle
Or scaffold carries out the next process of superstructure, or carry out second, third layer of construction of prefabricated assembled superstructure.
The above is only the preferred embodiment of the present invention, it is noted that for the ordinary skill people of the art
For member, under the premise without departing from the principles of the invention, some improvements and modifications can also be made, these improvements and modifications also should
It is considered as protection scope of the present invention.
Claims (4)
1. a kind of multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system, it is characterised in that：Including peripheral frame (7),
Cast-in-situ floor and more than one Prefabricated hollow grid cell, reference axis is set up in the plane where peripheral frame (7),
An origin is taken in plane where peripheral frame (7) as coordinate points, a level side is taken in the plane where peripheral frame (7)
To the X-axis as coordinate points, by the coordinate points direction vertical relative to X-axis as coordinate points Y-axis, peripheral frame (7)
Downside is parallel with X-axis, and the left side of peripheral frame (7) is parallel with Y-axis；Length of peripheral frame (7) downside in X-axis is Lx, week
Length of frame (7) left side in Y-axis is Ly, and Lx/Ly ＞ 1.5, and the Prefabricated hollow grid cell is in peripheral frame (7)
Arrangement in the plane for being surrounded；The Prefabricated hollow grid cell include wind up empty stomach mesh module, lower edge empty stomach mesh module,
Concrete shear key (2) and steel bar truss floor support plate；
The empty stomach mesh module that winds up is fixed on the surface of lower edge empty stomach mesh module by concrete shear key (2)；Institute
Stating the empty stomach mesh module that winds up includes more than one chord member one (61) being parallel to each other and more than one chord member two being parallel to each other
(62), the chord member one (61) is mutually orthogonal in the same plane with chord member two (62)；More than one string being parallel to each other
The chord member two (62) that bar one (61) and more than one are parallel to each other surrounds square one；
The lower edge empty stomach mesh module is parallel to each other including more than one chord member three (63) being parallel to each other and more than one
Chord member four (64), the chord member three (63) is mutually orthogonal in the same plane with chord member four (64)；Described more than one mutually flat
The chord member four (64) that capable chord member three (63) and more than one are parallel to each other surrounds square two；
Described square one is equal with the length of side of square two；
The chord member one (61) is 45 degree with the angle of X-axis, and the chord member three (63) is 45 degree with the angle of X-axis, the chord member
One (61) and chord member three (63) it is symmetrical above and below, the angle of the chord member two (62) and Y-axis is 45 degree, the chord member four (64) and Y
The angle of axle is 45 degree, and the chord member two (62) and the chord member four (64) are symmetrical above and below；
Described concrete shear key (2) one end is arranged on the orthogonal place of chord member one (61) and chord member two (62), while the chord member
One (61) and four angles at orthogonal place of chord member two (62) be mounted on rest (1), and the concrete shear key (2) is another
One end is arranged on the orthogonal place of the chord member three (63) and chord member four (64)；
The chord member one (61) is provided with reserved stirrup one (41) away from the side of lower edge empty stomach mesh module, and the chord member one
(61) one end is provided with the first reserved steel bar stress one (511), and the other end is provided with the second reserved steel bar stress one (512),
And the reserved stirrup one (41) mutually hangs down with the first reserved reserved steel bar stress one (512) of steel bar stress one (511), second
Directly；
The chord member two (62) is provided with reserved stirrup two (42) away from the side of lower edge empty stomach mesh module, and the chord member two
(62) one end is provided with the first reserved steel bar stress two (521), and the other end is provided with the second reserved steel bar stress two (522),
And reserved stirrup two (42) is perpendicular with the reserved steel bar stress two (522) of reserved first steel bar stress two (521), second；
One end of the chord member three (63) is provided with the first reserved steel bar stress three (531), and the other end is provided with second and reserved receives
Power reinforcing bar three (532)；
One end of the chord member four (64) is provided with the first reserved steel bar stress four (541), and the other end is provided with second and reserved receives
Power reinforcing bar four (542)；
For two adjacent Prefabricated hollow grid cells, the first reserved steel bar stress of one of Prefabricated hollow grid cell
One (511) and the second reserved steel bar stress one (512) of another Prefabricated hollow grid cell connect；One of Prefabricated hollow
Second reserved steel bar stress two of the reserved steel bar stress two (521) of the first of grid cell and another Prefabricated hollow grid cell
(522) connect；The first of one of Prefabricated hollow grid cell reserved steel bar stress three (531) and another Prefabricated hollow net
The reserved steel bar stress three (532) of the second of lattice unit is connected；The reserved stress steel of the first of one of Prefabricated hollow grid cell
Second reserved steel bar stress four (542) of muscle four (541) and another Prefabricated hollow grid cell is connected；
And for the Prefabricated hollow grid cell against peripheral frame (7), the first reserved steel bar stress one (511), second is reserved
The reserved stress of the reserved steel bar stress two (522), first of the reserved steel bar stress two (521), second of steel bar stress one (512), first
The reserved steel bar stress of the reserved steel bar stress four (541) and second of the reserved steel bar stress three (532), first of reinforcing bar three (531), second
Four (542) the reserved chord members with peripheral frame (7) is connected；
The cast-in-situ floor include it is first cast-in-place, second cast-in-place, the 3rd cast-in-place, the 4th cast-in-place, the 5th cast-in-place, the 6th cast-in-place, its
In, described first it is cast-in-place be that the first reserved steel bar stress one (511) reserves showing for the junction of steel bar stress one (512) with second
Pour, second it is cast-in-place be that the first reserved steel bar stress two (521) and second reserves the cast-in-place of the junction of steel bar stress two (522), the
Three it is cast-in-place be that the first reserved steel bar stress three (531) and second reserves the cast-in-place of the junction of steel bar stress three (532), the 4th is cast-in-place
For the first reserved steel bar stress four (541) and second reserves the cast-in-place of the junction of steel bar stress four (542), the 5th it is cast-in-place be periphery
Framework (7) it is cast-in-place, the 6th is cast-in-place for cast-in-place at the top of Prefabricated hollow grid cell；
The steel bar truss floor support plate is arranged in the square region that chord member one (61) and chord member two (62) are surrounded, and institute
State on the rest (1) that steel bar truss floor support plate is arranged in surrounded a square region.
2. multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system as claimed in claim 1, it is characterised in that：It is described
Multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system is main combined and spliced by A units, unit B, C cell and D units
Form, the A units include three strings bar one (61), two chord members two (62), three strings bar three (63) and two chord members four
(64), the unit B includes two chord member one (61), two chord members, two (62), two chord members three (63) and two chord members four
(64), the C cell includes two chord member one (61), chord member, two (62), two chord members three (63) and a chord member four
(64), the D units include chord member one (61), chord member, two (62), chord member three (63) and a chord member four
(64)。
3. multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system as claimed in claim 1, it is characterised in that：It is described
Steel bar truss floor support plate includes way and double-layer steel bar girder and sheet metal, and the way and double-layer steel bar girder and sheet metal pass through plate
Stool muscle is connected.
4. a kind of multilayer large-span orthogonal-diagonal lattice assembly concrete hollow floor system based on described in any one of claims 1 to 3
Preparation method, it is characterised in that：Comprise the following steps：
(1) prefabricated chord member one (61), chord member two (62), chord member three (63) and chord member four (64), chord member one (61) and chord member two
It is (62) orthogonal to constitute the empty stomach mesh module that winds up, chord member three (63) and the orthogonal composition lower edge empty stomach mesh module of chord member four (64),
The empty stomach mesh module that winds up is fixed on the surface of lower edge empty stomach mesh module, concrete by concrete shear key (2)
Shear connector (2) one end is arranged on the orthogonal place of chord member one (61) and chord member two (62), and concrete shear key (2) other end is arranged on
The orthogonal place of chord member three (63) and chord member four (64)；
(2) empty stomach of winding up mesh module is connected to form Prefabricated hollow with lower edge empty stomach mesh module by concrete shear key (2)
Grid cell, the Prefabricated hollow grid cell is combined connection, a Prefabricated hollow grid according to peripheral frame (7) requirement
Second reserved steel bar stress one of the reserved steel bar stress one (511) of the first of unit and another Prefabricated hollow grid cell
(512) carry out waiting strong ties using straight thread sleeve pipe (9)；The reserved steel bar stress of the first of one of Prefabricated hollow grid cell
Two (521) and the second reserved steel bar stress two (522) of another Prefabricated hollow grid cell carried out using straight thread sleeve pipe (9)
Deng strong ties；The first of one of Prefabricated hollow grid cell reserved steel bar stress three (531) and another Prefabricated hollow net
The reserved steel bar stress three (532) of the second of lattice unit carries out waiting strong ties using straight thread sleeve pipe (9)；One of Prefabricated hollow
Second reserved steel bar stress four of the reserved steel bar stress four (541) of the first of grid cell and another Prefabricated hollow grid cell
(542) carry out waiting strong ties using straight thread sleeve pipe (9)；
(3) the square region inner cover steel bar truss floor support plate surrounded in chord member one (61) and chord member two (62), reinforcing bar
Truss floor support plate is arranged on the rest (1) in the square region for being surrounded；
(4) reserved with the second reserved junction of steel bar stress one (512), first in the first reserved steel bar stress one (511) respectively
Steel bar stress two (521) and second reserves the junction of steel bar stress two (522), the first reserved steel bar stress three (531) and second
The reserved junction of steel bar stress three (532), the first reserved reserved steel bar stress four (542) of steel bar stress four (541) and second are even
The place of connecing, Prefabricated hollow grid cell top and peripheral frame (7) carry out cast-in-place concrete, are carried out down after reaching curing cycle
One operation.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107514081A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular I types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN107514082A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular II types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN114215251A (en) * | 2022-01-28 | 2022-03-22 | 中国建筑西南设计研究院有限公司 | Steel grid sprayed concrete combined dome structure and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0932177A (en) * | 1995-07-14 | 1997-02-04 | Maeda Corp | Slab structure |
| JPH11172828A (en) * | 1997-12-10 | 1999-06-29 | Nippon Kaiser Kk | Concrete slab and structure |
| CN1478968A (en) * | 2003-07-04 | 2004-03-03 | 贵州工业大学 | Construction method of large span building roof or floor of building and its double lattice beam structure |
| CN101942884A (en) * | 2009-07-09 | 2011-01-12 | 贵州大学 | Roof with approximately quadrate plane and super large space pre-stressed steel grid structure and manufacturing method thereof |
| CN203846660U (en) * | 2014-05-23 | 2014-09-24 | 贵州建工集团第一建筑工程有限责任公司 | Prefabricated assembled type open-web net rack for reinforced concrete |
-
2017
- 2017-01-23 CN CN201710050583.2A patent/CN106836594B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0932177A (en) * | 1995-07-14 | 1997-02-04 | Maeda Corp | Slab structure |
| JPH11172828A (en) * | 1997-12-10 | 1999-06-29 | Nippon Kaiser Kk | Concrete slab and structure |
| CN1478968A (en) * | 2003-07-04 | 2004-03-03 | 贵州工业大学 | Construction method of large span building roof or floor of building and its double lattice beam structure |
| CN101942884A (en) * | 2009-07-09 | 2011-01-12 | 贵州大学 | Roof with approximately quadrate plane and super large space pre-stressed steel grid structure and manufacturing method thereof |
| CN203846660U (en) * | 2014-05-23 | 2014-09-24 | 贵州建工集团第一建筑工程有限责任公司 | Prefabricated assembled type open-web net rack for reinforced concrete |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107514081A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular I types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN107514082A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular II types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN114215251A (en) * | 2022-01-28 | 2022-03-22 | 中国建筑西南设计研究院有限公司 | Steel grid sprayed concrete combined dome structure and construction method thereof |
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| CN106836594B (en) | 2018-12-14 |
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