CN106088337A - Large cantilever steel frame structure with pull rod and construction method thereof - Google Patents
Large cantilever steel frame structure with pull rod and construction method thereof Download PDFInfo
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- CN106088337A CN106088337A CN201610580087.3A CN201610580087A CN106088337A CN 106088337 A CN106088337 A CN 106088337A CN 201610580087 A CN201610580087 A CN 201610580087A CN 106088337 A CN106088337 A CN 106088337A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 229
- 239000010959 steel Substances 0.000 title claims abstract description 229
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 230000003014 reinforcing effect Effects 0.000 claims description 80
- 238000000465 moulding Methods 0.000 claims description 9
- 238000011900 installation process Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 6
- 238000009434 installation Methods 0.000 abstract description 4
- 238000013461 design Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 241000209094 Oryza Species 0.000 description 2
- 235000007164 Oryza sativa Nutrition 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 235000009566 rice Nutrition 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000036541 health Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
- 239000004246 zinc acetate Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/34—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
- E04B1/3404—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability supported by masts or tower-like structures
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
- E04G21/121—Construction of stressing jacks
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention discloses a large cantilever steel frame structure with a pull rod and a construction method thereof. The method comprises the steps of pouring a core barrel, installing a cantilever layer steel structure, erecting a temporary steel column support, erecting a steel pull rod, constructing a roof and a roof framework layer steel frame and dismantling the temporary steel column support. The hoisting device is suitable for hoisting a large cantilever structure and a steel structure with a high and large inner space, and has the advantages of stable overall structure, high installation precision, high safety factor and small overall construction difficulty.
Description
Technical field
The present invention relates to building encorbelment technical field of construction, specifically, relate to the large cantilever steel framework of a kind of band pull bar
Shelf structure and construction method thereof.
Background technology
Along with the development of technology, in modern architecture construction field, skyscraper gradually increases.And for attractive in appearance or technique
Demand, skyscraper is often designed with outer cantilevered structure in the high level position, middle and upper part of its agent structure, and outer cantilevered structure is usual
Outer overhanging steel structure truss is relied on to realize.
In existing constructing structure, cantilevered structure emerges in an endless stream, but being of limited application of existing cantilevered structure,
Run into bigger encorbelment height and encorbelment span when, existing structure is the most inapplicable, is especially running into inner space floor
The when of high, difficulty of construction is bigger.Concrete, in the Construction of Steel Structure of large space, steel structure hoisting, install impacted relatively
Greatly；High-formwork construction difficulty is big, and danger coefficient is high；And in work progress, need to set up high support construct, encorbelment and high
Large-spatial structures lifts, welding procedure difficulty is big.
Drawbacks described above, is worth solving.
Summary of the invention
In order to overcome the deficiency of existing technology, the present invention provides the large cantilever steel-frame structure of a kind of band pull bar and executes
Work method.
Technical solution of the present invention is as described below:
With the large cantilever steel-frame structure of pull bar, including steel frame body, it is characterised in that described steel frame body includes two
Vertical Core Walls Structure and the N shell steel frame being set up on described Core Walls Structure, described steel frame includes girder steel, steel column and steel bar girder
Floor support plate, the lower end, side of described steel frame body is provided with the floor of encorbelmenting of M shell, described in the encorbelment unsettled place of floor be provided with removable
The interim steel column unloaded supports, and M+1 layer to n-th layer is pull bar layer, and number of plies N of described steel frame meets: 7≤N≤16, described outstanding
Choose number of floor levels M and be not more than 4.
Described steel frame body is longitudinally provided with some axial planes, the described steel framework of the neighbouring two-layer being positioned on described axial plane
Frame is fixed by reinforcing pull rod, and described reinforcing pull rod is positioned at the outside of described Core Walls Structure the ramped shaped in " outside under on ".
Further, by the described steel frame that reinforcing pull rod is fixing, every three layers of described steel frame are one group of steel frame group,
Often organizing in described steel frame group, the outer fix of bottom steel frame connects the interposition of middle level steel frame by described reinforcing pull rod
Putting, the centre position of middle level steel frame connects the position of close Core Walls Structure inside top layer steel frame by described reinforcing pull rod；Upper one
Organize the described top layer steel frame that described bottom steel frame is next described steel frame group of group of described steel frame group.
Further, the top of n-th layer steel frame is provided with top floor.
Further, described axial plane includes the first axial plane, the second axial plane, the 3rd axial plane and the 4th axial plane, described first
Axial plane and described second axial plane are positioned at the side of described steel frame body axial line, described 3rd axial plane and described 4th axial plane pair
The opposite side being distributed in described axial line claimed.
Further, in described second axial plane, inside described Core Walls Structure, it is provided with auxiliary reinforcing pull rod, described auxiliary reinforcing pull rod
Symmetrical with reinforcing pull rod during the year of same layer.
Further, described interim steel column supports the concrete crossover location being located at one layer of ground.
Further, corresponding with described interim steel column Support Position underground floor is provided with support.
Further, encorbelment described in and be provided with dismountable temporary support moulding bed at the large space within floor.
The construction method of the large cantilever steel frame with pull bar, it is characterised in that comprise the following steps:
S1: water two Core Walls Structures, and install the floor the 1st steel construction to M shell of encorbelmenting；
S2: span correspondence steel column locations sets up interim steel column to support in floor encorbelments place and two Core Walls Structures, described temporarily
Steel column supports and uses steel pipe buttress top to install jack；
S3: install the steel frame of M+1 layer, and pour the described of the floorslab concrete of M+1 layer, the first axial plane and the 4th axial plane
Steel frame pre-arch camber 10mm, described steel frame includes girder steel, steel column, steel bar truss floor support plate；
S4: install M+2 layer and the steel frame of M+3 layer, and install the M+1 layer reinforcing pull rod to M+3 layer；
S5: retain interim steel column and support, make to encorbelment end and internal greatly across vertical deformation close to 0mm；
S6: repeat step S3-S4, install the M+4 layer steel frame to n-th layer, and install the M+4 layer reinforcing pull rod to n-th layer；
S7: construction roof and roof trusses layer steel frame；
S8: M+4 layer of the most successively constructing is to garret composite floor；
S9: add the building additional dead load such as way, curtain wall；
S10: add and use live load；
S11: remove interim steel column and support.
Further, in described step S4, the installation process of reinforcing pull rod includes:
S41: simultaneously use four set tensioning equipments to carry out the reinforcing pull rod of stretch-draw the second axial plane；
S42: simultaneously use four set tensioning equipments to carry out the reinforcing pull rod outside the Core Walls Structure of stretch-draw the 3rd axial plane, the top one of every side
Root reinforcing pull rod connects M+3 layer steel frame near the position of Core Walls Structure and the centre position of M+2 layer steel frame, one, lower section steel
Pull bar connects M+2 layer steel frame centre position and M+1 layer outer fix, make reinforcing pull rod outside the Core Walls Structure of every side in " on
In lower outer " ramped shaped, stretch-draw apply pretightning force step by step；
S43: simultaneously use the reinforcing pull rod outside the Core Walls Structure of four set tensioning equipment stretch-draw the first axial plane and the 4th axial planes successively, often
One, the top of side reinforcing pull rod connects M+3 layer steel frame near the position of Core Walls Structure and the centre position of M+2 layer steel frame,
Piece reinforcing pull rod in lower section connects M+2 layer steel frame centre position and M+1 layer outer fix, makes the steel outside the Core Walls Structure of every side
Pull bar, in the ramped shaped of " outside under on ", utilizes torque wrench to apply the pretightning force in step S42.
Further, in described step S41, specifically include following steps:
S411: 4 reinforcing pull rods in first Core Walls Structure centre position, simultaneous tension both sides, the reinforcing pull rod at the Core Walls Structure of every side connects M+
3 layers of steel frame are near the position of Core Walls Structure and the centre position of M+2 layer steel frame, and connect in M+2 layer steel frame
Between position and M+1 layer steel frame away from the position of Core Walls Structure；
S412: simultaneous tension Core Walls Structure both sides encorbelment end 4 reinforcing pull rods, the reinforcing pull rod at the Core Walls Structure of every side connects M+3 layer
Steel frame is near the position of Core Walls Structure and the centre position of M+2 layer steel frame, and connects the interposition of M+2 layer steel frame
Put with M+1 layer steel frame away from the position of Core Walls Structure；
S413: stretch-draw apply pretightning force step by step, makes steel frame disengage interim steel column and supports, the reinforcing pull rod of Core Walls Structure both sides, every side
It is distributed in "eight" shape.
Further, also include the construction of large space, concrete, before setting up described large space, described tall and big
The position in space first sets up temporary support moulding bed, then sets up the described steel frame above described large space, interim removing
Steel column removes described temporary support moulding bed while supporting.
According to the present invention of such scheme, it has the beneficial effects that, present invention may apply to long cantilever construction and inside
The lifting of the steel construction of large space, going for encorbelmenting highly reaches 10-25 rice, and span of encorbelmenting reaches the knot of encorbelmenting of 15-23 rice
Structure；Lifting, fix after, interim steel column support and temporary support moulding bed dismountable, overall structure is stable, installation accuracy height,
Safety coefficient is high, and integral construction difficulty is little；The present invention can also be greatly saved the engineering time simultaneously.
Accompanying drawing explanation
Fig. 1 is the integrally-built side view of the embodiment of the present invention.
Fig. 2 is that the interim steel column of embodiment of the present invention band supports and the side view of temporary support moulding bed.
Fig. 3 is the structure top view of the embodiment of the present invention.
Fig. 4-7 is the present invention the first axial plane side view to the 4th axial plane.
In the drawings, 10, steel frame body；11, Core Walls Structure；12, girder steel；13, steel bar truss floor support plate；14, steel column；20、
Reinforcing pull rod；31, interim steel column supports；32, temporary support moulding bed；41, the first axial plane；42, the second axial plane；43, the 3rd axial plane；
44, the 4th axial plane.
Detailed description of the invention
Below in conjunction with the accompanying drawings and the present invention is conducted further description by embodiment:
Embodiment one
As shown in Figure 1-2, the large cantilever steel-frame structure of band pull bar, including steel frame body 10, steel frame body 10 includes two
The vertical Core Walls Structure of root 11 and the N shell steel frame being set up on Core Walls Structure 11, steel frame includes girder steel 12, steel column 14 and reinforcing bar purlin
Frame floor support plate 13, the lower end, side of steel frame body 11 is provided with the floor of encorbelmenting of M shell, and the unsettled place of floor of encorbelmenting is provided with detachably
Interim steel column support 31, M+1 layer to n-th layer is pull bar layer, steel frame body longitudinal direction is provided with some axial planes, be positioned on axial plane
The steel frame of neighbouring two-layer fixed by reinforcing pull rod 20, reinforcing pull rod 20 is positioned at the outside of Core Walls Structure 11 and in " under on
Ramped shaped outward ".
Number of plies N of steel frame meets: 7≤N≤16, in the present embodiment, N=10, M=3, and construction has on the second layer
The large space of one two-layer.
By in the fixing steel frame of reinforcing pull rod 20, every compound steel framework is one group of steel frame group, often in group steel frame group,
The outer fix of bottom steel frame connects the centre position of middle level steel frame, the centre position of middle level steel frame by reinforcing pull rod 20
The position of close Core Walls Structure 11 inside top layer steel frame is connected by reinforcing pull rod 20；The bottom steel frame of upper one group of steel frame group is
The top layer steel frame of next group steel frame group.In the present embodiment, 4-6 layer is one group of steel frame group, the limit of the 4th layer of steel frame
Edge position is connected with the centre position of the 5th layer of steel frame by reinforcing pull rod 20, and reinforcing pull rod is passed through in the centre position of the 5th layer of steel frame
20 are connected near the position of Core Walls Structure 11 with the 6th layer of steel frame；6-8 layer is second group of steel frame group, the limit of the 6th layer of steel frame
Edge position is connected with the centre position of the 7th layer of steel frame by reinforcing pull rod 20, and reinforcing pull rod is passed through in the centre position of the 7th layer of steel frame
20 are connected near the position of Core Walls Structure 11 with the 8th layer of steel frame；By that analogy, until the centre position of the 9th layer of steel frame is passed through
Reinforcing pull rod 20 is connected near the position of Core Walls Structure 11 with the 10th layer of steel frame.
The top of the 10th layer of steel frame is provided with top floor.
As shown in fig. 3 to 7, axial plane includes the first axial plane the 41, second axial plane the 42, the 3rd axial plane 43 and the 4th axial plane 44, the
One axial plane 41 and the second axial plane 42 are positioned at dividing of the side of steel frame body axial line, the 3rd axial plane 43 and the 4th axial plane 44 symmetry
It is distributed in the opposite side of axial line.In second axial plane 42, being provided with auxiliary reinforcing pull rod 20 inside Core Walls Structure 11, auxiliary reinforcing pull rod 20 is with same
Layer year time reinforcing pull rod 20 symmetrical.That is, reinforcing pull rod 20 and the 5th layer of steel framework are passed through in the center of inside position of the 4th layer of steel frame
Centre position within frame connects, and reinforcing pull rod 20 and the 6th layer of steel frame are passed through near core in the 5th layer of centre position within steel frame
The position of heart cylinder 11 connects, by that analogy.
Interim steel column supports the 31 concrete crossover locations being located at one layer of ground.
The underground floor supporting 31 positions with interim steel column corresponding is provided with support.
Encorbelment and be provided with dismountable temporary support moulding bed 32 at the large space within floor.
Build the construction method of the large cantilever steel frame of the band pull bar of above-described embodiment, comprise the following steps:
One, two Core Walls Structures 11 of pouring, and the steel construction of floor the 1st to the 3rd layer of encorbelmenting is installed；
Two, in floor encorbelments place and two Core Walls Structures 11, span correspondence steel column locations sets up interim steel column support 31, temporarily
Steel column supports 31 use steel pipe buttress tops and installs jack；
Three, the steel frame of installation the 4th layer, and pour the floorslab concrete of the 4th layer, the first axial plane 41 and steel framework of the 4th axial plane 44
Frame pre-arch camber 10mm, steel frame includes girder steel, steel column, steel bar truss floor support plate；
Four, the 5th layer and the steel frame of the 6th layer are installed, and the reinforcing pull rod 20 of the 4th layer to the 6th layer is installed.Concrete,
1, use four set tensioning equipments to carry out the reinforcing pull rod 20 of stretch-draw the second axial plane 42 simultaneously；It specifically includes step:
1. 4 reinforcing pull rods 20 in first Core Walls Structure 11 centre position, simultaneous tension both sides, the reinforcing pull rod 20 at every side Core Walls Structure 11 is even
Connect the 6th layer of steel frame near the position of Core Walls Structure 11 and the centre position of the 5th layer of steel frame, and connect the 5th layer of steel frame
Centre position and the 4th layer of steel frame are away from the position of Core Walls Structure 11；
2. simultaneous tension Core Walls Structure 11 both sides encorbelment end 4 reinforcing pull rods 20, the reinforcing pull rod 20 at every side Core Walls Structure 11 connects the 6th
Layer steel frame is near the position of Core Walls Structure 11 and the centre position of the 5th layer of steel frame, and connects the interposition of the 5th layer of steel frame
Put with the 4th layer of steel frame away from the position of Core Walls Structure 11；
3. substep stretch-draw apply 1000kN pretightning force, makes steel frame disengage interim steel column and supports 31, Core Walls Structure 11 both sides, every side
Reinforcing pull rod 20 be distributed in "eight" shape.
2, use four set tensioning equipments to carry out the reinforcing pull rod 20 outside the Core Walls Structure 11 of stretch-draw the 3rd axial plane 43, every side simultaneously
One, top reinforcing pull rod 20 connect the 6th layer of steel frame near the position of Core Walls Structure 11 and the centre position of the 5th layer of steel frame, under
Fang Yigen reinforcing pull rod 20 connects the 5th layer of steel frame centre position and the 4th layer of outer fix, makes the steel outside every side Core Walls Structure 11 draw
The bar 20 ramped shaped in " on lower outer ", step by step stretch-draw the pretightning force of 1000kN that applies；
3, use the steel outside the Core Walls Structure 11 of four set tensioning equipment stretch-draw the first axial plane 41 and the 4th axial planes 44 successively to draw simultaneously
Bar 20, one, the top of every side reinforcing pull rod 20 connects the 6th layer of steel frame in the position of Core Walls Structure 11 and the 5th layer of steel frame
Between position, one, lower section reinforcing pull rod 20 connects the 5th layer of steel frame centre position and the 4th layer of outer fix, makes every side Core Walls Structure 11
The reinforcing pull rod 20 in outside, in the ramped shaped of " outside under on ", utilizes torque wrench to apply initial pretightning force.
Five, retain interim steel column and support 31, make to encorbelment end and internal greatly across vertical deformation close to 0mm；
Six, repeat step 3, four, the steel frame of the 7th layer to the 10th layer is installed, and the reinforcing pull rod 20 of the 7th layer to the 10th layer is installed；
During installing 7-10 layer reinforcing pull rod 20, the pretightning force that stretch-draw applies step by step is 500kN.
Seven, construction roof and roof trusses layer steel frame；
Eight, the most successively construction the 7th layer is to garret composite floor；
Nine, the building additional dead load such as way, curtain wall is added；
Ten, use live load is added；
11, remove interim steel column and support 31.
Further, in step 4, the installation process of reinforcing pull rod 20 includes:
The present embodiment also includes the construction of the large space of layer 2-3, concrete, before setting up large space, at the 2nd layer of first frame
If temporary support moulding bed 32, then set up the steel frame of the 4th layer, remove temporary support tire removing while interim steel column supports 31
Frame 32.
Application Example:
Before within 2016, being positioned at Shenzhen City, Guangdong Province, the ruling by law mansion item body structure in sea realizes binding smoothly.
Ruling by law mansion project uses unique " balance " design concept, uses the band of the Core Walls Structure 11 stress Framed frame of both sides
Brace steel frame structural system, simultaneously application bridge mode of construction, be aided with the high-strength E650 of φ 220mm in fact by arranging steel frame
Core brace solves thing both sides 17.4m large cantilever and middle part large span, thus realizes complex Space Idea.This structure
Technical approach processing technique is complicated, and installation accuracy requires high, still belongs to the first in the house construction engineering of the whole nation.
During project construction, carry out Core Walls Structure 11 steel concrete integrated construction, complete large overhanging steel structure install, complete complete
State's maximum gauge reinforcing pull rod 20 is constructed and steel construction health monitoring etc. becomes several big technical barrier, is also that can construction plan suitable
The key that profit is implemented.
It should be appreciated that for those of ordinary skills, can be improved according to the above description or be converted,
And all these modifications and variations all should belong to the protection domain of claims of the present invention.
Above in conjunction with accompanying drawing, patent of the present invention is carried out exemplary description, it is clear that the realization of patent of the present invention is not subject to
The restriction of aforesaid way, if the various improvement that the method design that have employed patent of the present invention is carried out with technical scheme, or without
Improve and design and the technical scheme of patent of the present invention are directly applied to other occasion, the most within the scope of the present invention.
Claims (10)
1. the large cantilever steel-frame structure of band pull bar, including steel frame body, it is characterised in that described steel frame body includes two
The vertical Core Walls Structure of root and the N shell steel frame being set up on described Core Walls Structure, described steel frame includes girder steel, steel column and reinforcing bar purlin
Frame floor support plate,
The lower end, side of described steel frame body is provided with the floor of encorbelmenting of M shell, described in the encorbelment unsettled place of floor be provided with detachably
Interim steel column support, described steel frame body is longitudinally provided with some axial planes, the neighbouring two-layer being positioned on described axial plane
Described steel frame is fixed by reinforcing pull rod, and described reinforcing pull rod is positioned at the outside of described Core Walls Structure the slope in " outside under on "
Shape.
The large cantilever steel-frame structure of band pull bar the most according to claim 1, it is characterised in that fixed by reinforcing pull rod
In described steel frame, every three layers of described steel frame are one group of steel frame group, often organize in described steel frame group, outside bottom steel frame
Side position connects the centre position of middle level steel frame by described reinforcing pull rod, and the centre position of middle level steel frame is drawn by described steel
Bar connects the position inside top layer steel frame near Core Walls Structure.
The large cantilever steel-frame structure of band pull bar the most according to claim 1, it is characterised in that the top of n-th layer steel frame
Portion is provided with top floor.
The large cantilever steel-frame structure of band pull bar the most according to claim 1, it is characterised in that described axial plane includes first
Axial plane, the second axial plane, the 3rd axial plane and the 4th axial plane, described first axial plane and described second axial plane are positioned at described steel frame originally
The opposite side being distributed in described axial line that the side of body axial line, described 3rd axial plane and described 4th axial plane are symmetrical.
The large cantilever steel-frame structure of band pull bar the most according to claim 4, it is characterised in that in described second axial plane,
Being provided with auxiliary reinforcing pull rod inside described Core Walls Structure, when described auxiliary reinforcing pull rod and the year of same layer, reinforcing pull rod is symmetrical.
The large cantilever steel-frame structure of band pull bar the most according to claim 1, it is characterised in that described interim steel column supports
It is located at the concrete crossover location on one layer of ground.
7. the construction method of the large cantilever steel frame of band pull bar, it is characterised in that comprise the following steps:
S1: water two Core Walls Structures, and install the floor the 1st steel construction to M shell of encorbelmenting；
S2: span correspondence steel column locations sets up interim steel column to support in floor encorbelments place and two Core Walls Structures；
S3: install the steel frame of M+1 layer, and pour the floorslab concrete of M+1 layer, described steel frame include girder steel, steel column,
Steel bar truss floor support plate；
S4: install M+2 layer and the steel frame of M+3 layer, and install the M+1 layer reinforcing pull rod to M+3 layer；
S5: retain interim steel column and support, make to encorbelment end and internal greatly across vertical deformation close to 0mm；
S6: repeat step S3-S4, install the M+4 layer steel frame to n-th layer, and install the M+4 layer reinforcing pull rod to n-th layer；
S7: construction roof and roof trusses layer steel frame；
S8: the M+4 layer floorslab concrete to garret of the most successively constructing；
S9: remove interim steel column and support；
S10: add the building additional dead load such as way, curtain wall；
S11: add and use live load.
The construction method of the large cantilever steel frame of band pull bar the most according to claim 7, it is characterised in that described step S4
The installation process of middle reinforcing pull rod includes:
S41: simultaneously use four set tensioning equipments to carry out the reinforcing pull rod of stretch-draw the second axial plane；
S42: simultaneously use four set tensioning equipments to carry out the reinforcing pull rod outside the Core Walls Structure of stretch-draw the 3rd axial plane, the top one of every side
Root reinforcing pull rod connects M+3 layer steel frame near the position of Core Walls Structure and the centre position of M+2 layer steel frame, one, lower section steel
Pull bar connects M+2 layer steel frame centre position and M+1 layer outer fix, make reinforcing pull rod outside the Core Walls Structure of every side in " on
In lower outer " ramped shaped, stretch-draw apply pretightning force step by step；
S43: simultaneously use the reinforcing pull rod outside the Core Walls Structure of four set tensioning equipment stretch-draw the first axial plane and the 4th axial planes successively, often
One, the top of side reinforcing pull rod connects M+3 layer steel frame near the position of Core Walls Structure and the centre position of M+2 layer steel frame,
Piece reinforcing pull rod in lower section connects M+2 layer steel frame centre position and M+1 layer outer fix, makes the steel outside the Core Walls Structure of every side
Pull bar, in the ramped shaped of " outside under on ", utilizes torque wrench to apply the pretightning force in step S42.
The construction method of the large cantilever steel frame of band pull bar the most according to claim 8, it is characterised in that described step
In S41, specifically include following steps:
S411: 4 reinforcing pull rods in first Core Walls Structure centre position, simultaneous tension both sides, the reinforcing pull rod at the Core Walls Structure of every side connects M+
3 layers of steel frame are near the position of Core Walls Structure and the centre position of M+2 layer steel frame, and connect in M+2 layer steel frame
Between position and M+1 layer steel frame away from the position of Core Walls Structure；
S412: simultaneous tension Core Walls Structure both sides encorbelment end 4 reinforcing pull rods, the reinforcing pull rod at the Core Walls Structure of every side connects M+3 layer
Steel frame is near the position of Core Walls Structure and the centre position of M+2 layer steel frame, and connects the interposition of M+2 layer steel frame
Put with M+1 layer steel frame away from the position of Core Walls Structure；
S413: stretch-draw apply pretightning force step by step, makes steel frame disengage interim steel column and supports, the reinforcing pull rod of Core Walls Structure both sides, every side
It is distributed in "eight" shape.
The construction method of the large cantilever steel frame of band pull bar the most according to claim 7, it is characterised in that also include height
The construction of large space, concrete, before setting up described large space, first set up temporary support in the position of described large space
Moulding bed, then set up the described steel frame above described large space, remove remove while interim steel column supports described temporarily
Support jig.
Priority Applications (1)
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| CN107190652A (en) * | 2017-06-05 | 2017-09-22 | 中建三局集团有限公司 | One kind collection bundled tube intersects long cantilever class stayed-cable bridge structure system and construction method |
| CN107237404A (en) * | 2017-08-03 | 2017-10-10 | 中国十九冶集团有限公司 | Overhanging steel structure of strip steel pull rod and mounting method thereof |
| CN107882328A (en) * | 2017-10-23 | 2018-04-06 | 中国建筑第八工程局有限公司 | The construction method of large span steel truss overhung construction |
| CN108222268A (en) * | 2018-01-02 | 2018-06-29 | 中南林业科技大学 | A kind of oblique pull high level timber buildings |
| CN108278001A (en) * | 2018-01-23 | 2018-07-13 | 中南林业科技大学 | A kind of high-rise timber buildings of overhanging |
| CN108775071A (en) * | 2018-06-29 | 2018-11-09 | 聂超 | A kind of construction method of prestressed suspension type building structure |
| CN109736440A (en) * | 2019-02-28 | 2019-05-10 | 北京市第三建筑工程有限公司 | A kind of large-span steel staggered floor closes up installation method |
| CN110359548A (en) * | 2019-07-18 | 2019-10-22 | 合肥工业大学 | A kind of steel truss suspension hybrid system and construction method |
| CN110952651A (en) * | 2019-12-13 | 2020-04-03 | 北京建工集团山西建设有限公司 | Cantilever building floor slab steel bar structure adopting steel bar truss template and reinforcement method |
| CN111364615A (en) * | 2020-03-16 | 2020-07-03 | 山西四建集团有限公司 | Mounting method of special-shaped and curved surface suspension type steel structure system |
| CN111485630A (en) * | 2020-05-25 | 2020-08-04 | 同济大学建筑设计研究院(集团)有限公司 | Frame structure building and construction method |
| CN112012340A (en) * | 2020-09-25 | 2020-12-01 | 中建一局集团第三建筑有限公司 | Suspension connection node for large-span cantilever steel truss and construction method thereof |
| CN112709333A (en) * | 2020-12-30 | 2021-04-27 | 南京大学建筑规划设计研究院有限公司 | Central column-free bottom wall-free large-span elevated building and construction method |
| CN112814395A (en) * | 2021-01-04 | 2021-05-18 | 上海市机械施工集团有限公司 | Construction method of suspended steel structure |
| CN114263275A (en) * | 2022-01-06 | 2022-04-01 | 中建五局华东建设有限公司 | High-rise assembled steel structure-core tube same-layer construction method |
| CN114607153A (en) * | 2022-03-07 | 2022-06-10 | 中建八局第三建设有限公司 | Hoisting construction process for hanging multi-layer steel frame by large-span stay cable |
| CN115492399A (en) * | 2022-09-28 | 2022-12-20 | 浙江中天恒筑钢构有限公司 | Construction method for installing and adjusting hanging steel structure from bottom to top |
| CN118065534A (en) * | 2024-03-19 | 2024-05-24 | 北京市建筑设计研究院股份有限公司 | Continuous multilayer long cantilever structure and construction method thereof |
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| CN107190652A (en) * | 2017-06-05 | 2017-09-22 | 中建三局集团有限公司 | One kind collection bundled tube intersects long cantilever class stayed-cable bridge structure system and construction method |
| CN107237404A (en) * | 2017-08-03 | 2017-10-10 | 中国十九冶集团有限公司 | Overhanging steel structure of strip steel pull rod and mounting method thereof |
| CN107882328B (en) * | 2017-10-23 | 2020-03-20 | 中国建筑第八工程局有限公司 | Construction method of large-span steel truss suspension structure |
| CN107882328A (en) * | 2017-10-23 | 2018-04-06 | 中国建筑第八工程局有限公司 | The construction method of large span steel truss overhung construction |
| CN108222268A (en) * | 2018-01-02 | 2018-06-29 | 中南林业科技大学 | A kind of oblique pull high level timber buildings |
| CN108278001A (en) * | 2018-01-23 | 2018-07-13 | 中南林业科技大学 | A kind of high-rise timber buildings of overhanging |
| CN108775071A (en) * | 2018-06-29 | 2018-11-09 | 聂超 | A kind of construction method of prestressed suspension type building structure |
| CN109736440A (en) * | 2019-02-28 | 2019-05-10 | 北京市第三建筑工程有限公司 | A kind of large-span steel staggered floor closes up installation method |
| CN109736440B (en) * | 2019-02-28 | 2020-07-14 | 北京市第三建筑工程有限公司 | Staggered-layer folding installation method for large-span steel structure |
| CN110359548A (en) * | 2019-07-18 | 2019-10-22 | 合肥工业大学 | A kind of steel truss suspension hybrid system and construction method |
| CN110952651A (en) * | 2019-12-13 | 2020-04-03 | 北京建工集团山西建设有限公司 | Cantilever building floor slab steel bar structure adopting steel bar truss template and reinforcement method |
| CN110952651B (en) * | 2019-12-13 | 2024-05-28 | 北京建工集团山西建设有限公司 | Cantilever building floor slab reinforcing steel structure adopting reinforcing steel truss template and reinforcing steel bar arrangement method |
| CN111364615A (en) * | 2020-03-16 | 2020-07-03 | 山西四建集团有限公司 | Mounting method of special-shaped and curved surface suspension type steel structure system |
| CN111485630A (en) * | 2020-05-25 | 2020-08-04 | 同济大学建筑设计研究院(集团)有限公司 | Frame structure building and construction method |
| CN112012340A (en) * | 2020-09-25 | 2020-12-01 | 中建一局集团第三建筑有限公司 | Suspension connection node for large-span cantilever steel truss and construction method thereof |
| CN112709333A (en) * | 2020-12-30 | 2021-04-27 | 南京大学建筑规划设计研究院有限公司 | Central column-free bottom wall-free large-span elevated building and construction method |
| CN112814395A (en) * | 2021-01-04 | 2021-05-18 | 上海市机械施工集团有限公司 | Construction method of suspended steel structure |
| CN114263275A (en) * | 2022-01-06 | 2022-04-01 | 中建五局华东建设有限公司 | High-rise assembled steel structure-core tube same-layer construction method |
| CN114263275B (en) * | 2022-01-06 | 2023-06-09 | 中建五局华东建设有限公司 | Construction method for same-layer construction of high-rise assembled steel structure-core tube |
| CN114607153A (en) * | 2022-03-07 | 2022-06-10 | 中建八局第三建设有限公司 | Hoisting construction process for hanging multi-layer steel frame by large-span stay cable |
| CN114607153B (en) * | 2022-03-07 | 2023-10-10 | 中建八局第三建设有限公司 | Hoisting construction process for large-span stay cable hanging multi-layer steel frame |
| CN115492399A (en) * | 2022-09-28 | 2022-12-20 | 浙江中天恒筑钢构有限公司 | Construction method for installing and adjusting hanging steel structure from bottom to top |
| CN115492399B (en) * | 2022-09-28 | 2023-04-25 | 浙江中天恒筑钢构有限公司 | Construction method for installing and adjusting hanging steel structure from bottom to top |
| CN118065534A (en) * | 2024-03-19 | 2024-05-24 | 北京市建筑设计研究院股份有限公司 | Continuous multilayer long cantilever structure and construction method thereof |
| CN118065534B (en) * | 2024-03-19 | 2024-07-26 | 北京市建筑设计研究院股份有限公司 | Construction method of continuous multilayer long cantilever structure |
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