CN106907022B - A kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology - Google Patents
A kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology Download PDFInfo
- Publication number
- CN106907022B CN106907022B CN201710300753.8A CN201710300753A CN106907022B CN 106907022 B CN106907022 B CN 106907022B CN 201710300753 A CN201710300753 A CN 201710300753A CN 106907022 B CN106907022 B CN 106907022B
- Authority
- CN
- China
- Prior art keywords
- section steel
- fashioned iron
- operating platform
- steel beam
- iron operating
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G25/00—Shores or struts; Chocks
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention discloses a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technologies, and steps are as follows：One, preparation of construction：The scheme for determining formwork support structure is full hall support frame, and fashioned iron operating platform is cable-stayed type fashioned iron operating platform；Two, the checking computations of high-altitude cable-stayed type fashioned iron operating platform form bracing system bearing capacity；Three, the construction of cable-stayed type fashioned iron operating platform：The construction of section steel beam and to section steel beam carry out oblique pull；Four, the construction of formwork support structure.Step of the present invention is simple, design is reasonable, using fashioned iron operating platform as cable-stayed type fashioned iron operating platform, formwork support structure is supported on section steel beam, reduce security risk, the size of its elastic deformation amount and inelastic deformation amount can be determined by testing before construction, deflection deformation can be controlled by deformation allowance when installing the template of n-th layer top plate, be conducive to shorten the construction period, while can provide advantageous construction operation platform to later period Decorating Project.
Description
Technical field
The invention belongs to building structure construction technical fields, more particularly, to a kind of high-altitude cable-stayed type fashioned iron operating platform mould
Plate support system construction technology.
Background technique
With the development of urban construction, architects give full play to the wisdom of emerge in succession it is many handsome in appearance generous
Building, bring visual impact for people, but also bring great challenge to engineer's construction.It is especially public to build
The gimmick frequently with High Large Cantilever is built, to meet the needs of moulding, such as the steel knot along building roof surrounding setting large cantilever
Structure ornament reaches spacious, penetrating, unobscured architectural effect.
Escalator in public character building, usually hollow ring structure, more across the number of plies, spatial altitude
Greatly, when top level structure is concrete floor, if form bracing system is set up from the first floor to top layer, frame body scaffolding height is excessive,
And according to《Construction fastener type steel pipe scaffold technical specification of security》The 6.9.1 bars of JGJ130-2011 full hall support frame is taken
If height should not exceed 3 no more than 30m and the 6.9.7 articles full hall support frame depth-width ratio, scaffolding height is bigger, frame body stability
It is poorer, operational risk is higher.
When hollow ring structure is constructed, traditional form bracing system is using section steel platform form bracing system or hangs
The lower part for choosing section steel platform form bracing system sets the mode of shape steel support, is primarily present following deficiency：1, lower part sets fashioned iron
Support frame is difficult once to set up in place, and it is larger that frame body sets up quality control difficulty；2, lower part sets shape steel support due to ground
Influence, node is more, fastener slides, the high factor of upright bar height is also easy to produce bending, makes the flexure of the concrete component in building
Deformation is not easily controlled；3, lower part sets shape steel support since scaffolding height is higher, and difficulty is big, and activity time is longer.
Summary of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that a kind of high-altitude cable-stayed type type
Steel operating platform form bracing system construction technology, method and step is simple, design is reasonable and realizes that convenient, using effect is good,
Fashioned iron operating platform is supported on section steel beam as cable-stayed type fashioned iron operating platform, formwork support structure, the operation of cable-stayed type fashioned iron
The lower part of platform does not set shape steel support, reduces security risk, before construction can by test determine its elastic deformation amount and
The size of inelastic deformation amount, can be by reserved when installing the template for shaping the concreting of n-th layer top plate
Deflection controls deflection deformation, is conducive to shorten the construction period, while can provide advantageous construction to later period Decorating Project and grasping
Make platform.
In order to solve the above technical problems, the technical solution adopted by the present invention is that：A kind of high-altitude cable-stayed type fashioned iron operating platform
Form bracing system construction technology, it is characterised in that：High-altitude cable-stayed type fashioned iron operating platform form bracing system includes horizontal cloth
If fashioned iron operating platform and the formwork support structure that is arranged in above the fashioned iron operating platform, the fashioned iron operating platform it is solid
It is scheduled on the structural slab of main structure, the main structure is the hollow ring structure of multilayer, the high-altitude cable-stayed type fashioned iron behaviour
Make platform template support system and is used to support the top plate of the hollow ring structure n-th layer and for by the concrete of the top plate
Pour the template of forming, wherein n is positive integer and n >=4；To the high-altitude cable-stayed type fashioned iron operating platform form bracing system
When being constructed, process is as follows：
Step 1: preparation of construction：The formwork support structure and the fashioned iron operating platform scheme are determined, it is described
The scheme of formwork support structure is full hall support frame, and the fashioned iron operating platform is cable-stayed type fashioned iron operating platform；
The section steel beam that the cable-stayed type fashioned iron operating platform is successively laid on the n-th -2 layers structural slab by more is built
It forms, meanwhile, pre-buried multiple pre-buried hanging rings, the section steel beam pass through steel on (n-1)th layer of the hollow ring structure of side bar
Cord is connect with (n-1)th layer of the hollow ring structure of side bar, and one end of the wirerope is connect with the pre-buried hanging ring, institute
The other end for stating wirerope is connect with the section steel beam；
Step 1 is repeated, until completing preparation of construction work to every layer of side bar；
Step 2: the checking computations of high-altitude cable-stayed type fashioned iron operating platform form bracing system bearing capacity：It is determined according to step 1
The formwork support structure scheme, determine the payload values on fashioned iron operating platform top, grasped according to the determining fashioned iron
The payload values for making platform upper check the fashioned iron operation in combination with the fashioned iron operating platform scheme that step 1 determines
The bearing capacity of platform；
Step 3: the construction of cable-stayed type fashioned iron operating platform, including following procedure：
The construction of step 301, section steel beam：The more section steel beams are successively laid along the vertical equity of the structural slab,
The section steel beam is laterally setting, and the both ends of the section steel beam are anchored with the structural slab respectively；
The position of the more section steel beam settings is corresponding with the position of the pre-buried hanging ring；
Step 302 carries out oblique pull to the section steel beam：Along the section steel beam length direction pair on the every section steel beam
Claim setting multiple groups connector, after one end of the wirerope is fixedly connected on the pre-buried hanging ring, then by the wirerope
The other end be fixedly connected on the connector；
Step 4: the construction of formwork support structure：The bottom of upright bar in full hall support frame is fixed on type along the vertical direction
On girder steel, the cross bar of the full hall support frame and vertical pole are fixed with the upright bar in the horizontal direction.
A kind of above-mentioned high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology, it is characterized in that：The step
In one, the total departure advance of upright bar is 850mm~975mm in the full hall support frame, and the step pitch of the upright bar is 1000mm
~1200mm.
A kind of above-mentioned high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology, it is characterized in that：The step
Before the construction of 301 medium-sized girder steels, the section steel beam is processed, first according in the hollow ring structure transverse direction
The distance at structural slab edge determines that the length of section steel beam, the length of the section steel beam are greater than the hollow ring structure transverse direction
The distance at upper structural slab edge.
A kind of above-mentioned high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology, it is characterized in that：The fashioned iron
Multiple non-slip steel columns for upright bar installation, length direction of the non-slip steel column along the section steel beam are provided on beam
Successively lay.
A kind of above-mentioned high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology, it is characterized in that：The step
In the construction of 301 section steel beams, the end of the section steel beam is anchored by anchoring piece and the structural slab, and the anchoring piece is
The angle steel laid with the section steel beam in cross and the bolt being fixedly connected across angle steel with the structural slab.
A kind of above-mentioned high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology, it is characterized in that：Step 302 is right
The section steel beam carries out in oblique pull, and connector described in every group is that a pair symmetrically laid along the section steel beam width direction is tiltedly hung
Ring, the oblique hanging ring are fixed at the two sides of the section steel beam, and the angle between the oblique hanging ring and the section steel beam is 50 °
~70 °.
A kind of above-mentioned high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology, it is characterized in that：According to construction
Design drawing, the multiple manomelia pair girder steels of setting at the corresponding fashioned iron operating platform position of the girder of the top plate described in n-th layer,
Multiple manomelia pair girder steels are arranged on the section steel beam and along the length direction of the section steel beam successively horizontal layouts, described
Manomelia pair girder steel and the perpendicular laying of the section steel beam.
Compared with the prior art, the present invention has the following advantages：
1, method and step is simple, design reasonable and easy construction, realizes that conveniently, investment construction cost is lower.
2, for the present invention using fashioned iron operating platform as cable-stayed type fashioned iron operating platform, cable-stayed type fashioned iron operating platform is more
Root is successively laid in the section steel beam on structural slab, and section steel beam is connected by wirerope and (n-1)th layer of hollow ring structure of side bar
It connects, while section steel beam is laterally setting, and the both ends of section steel beam are anchored with structural slab respectively, the bearing capacity carrying of section steel beam
Power is big；
3, the formwork support structure in the present invention is supported on section steel beam, and the lower part of cable-stayed type fashioned iron operating platform is not set
Shape steel support, reduces security risk, has greatly saved the investment of steel pipe scaffold, and section steel beam can be recycled repeatedly and make
With.
4, be conducive to quality control：The present invention can determine the elasticity of cable-stayed type fashioned iron operating platform before construction by testing
The size of deflection and inelastic deformation amount, can when installing the template for shaping the concreting of n-th layer top plate
Deflection deformation is controlled by deformation allowance, is conducive to shorten the construction period, while later period Decorating Project can provide favorably
Construction operation platform.
5, the surrounding of full hall support frame completely hangs facade safety net, and water is hung at the girder of the top plate of empty ring structure n-th layer
Plain net is used in the template of the concreting forming of n-th layer top plate carrying out totally-enclosed, giving up in work progress when installing
Slag is easy to collect cleaning, while preventing dust from flying, is conducive to the protection of ecological environment.
6, the present invention is because of the scaffolding height reduction of formwork support structure, and upright bar line space design width increases, convenient for construction behaviour
Make, construction speed is accelerated, and has saved a large amount of steel pipe and fastener, while decreasing the investment of labour.
In conclusion the method for the present invention step is simple, design is reasonable and realizes that convenient, using effect is good, grasped using fashioned iron
Make platform as cable-stayed type fashioned iron operating platform, formwork support structure is supported on section steel beam, reduces security risk, is being constructed
The preceding size that its elastic deformation amount and inelastic deformation amount can be determined by testing, is installing for by the coagulation of n-th layer top plate
Soil can control deflection deformation by deformation allowance when pouring the template of forming, be conducive to shorten the construction period, while to the later period
Decorating Project can provide advantageous construction operation platform.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Detailed description of the invention
Fig. 1 is construction technology process block diagram of the invention.
Fig. 2 is Construction State schematic diagram of the invention.
Fig. 3 is the A-A cross-sectional view of Fig. 2.
Fig. 4 is the B-B cross-sectional view of Fig. 2.
Fig. 5 is enlarged drawing at the C of Fig. 4.
The left view of Fig. 6 Fig. 5.
Fig. 7 is the connection relationship diagram of section steel beam of the invention, junction steel plate and oblique hanging ring.
Fig. 8 is the stress diagram of manomelia pair girder steel of the present invention.
Fig. 9 is the stress diagram of section steel beam of the present invention.
Figure 10 is the stress diagram of wirerope when angle is 70 ° between oblique hanging ring and section steel beam.
Figure 11 is the stress diagram of wirerope when angle is 56 ° between oblique hanging ring and section steel beam.
Description of symbols:
1-side bar；2-structural slabs；3-cable-stayed type fashioned iron operating platforms；
3-1-section steel beam；The oblique hanging ring of 3-2-；3-3-junction steel plate；
4-full hall support frames；4-1-upright bar；4-2-cross bar；
4-3-vertical pole；5-wirerope；6-pre-buried hanging rings；
7-1-angle steel；7-2-bolt；7-3-timber wedge；
8-manomelia pair girder steels；9-top plates；10-templates.
Specific embodiment
A kind of as shown in Figure 1, Figure 2 and high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology shown in 3, high-altitude
Cable-stayed type fashioned iron operating platform form bracing system includes that the fashioned iron operating platform of horizontal layout and setting are operated in the fashioned iron
Formwork support structure above platform, the fashioned iron operating platform are fixed on the structural slab 2 of main structure, the main structure
For the hollow ring structure of multilayer, the high-altitude cable-stayed type fashioned iron operating platform form bracing system is used to support the hollow ring
The top plate 9 of shape structure n-th layer and for by the template 10 of the concreting of the top plate 9 forming, wherein n is positive integer and n
≥4；When constructing to the high-altitude cable-stayed type fashioned iron operating platform form bracing system, process is as follows：
Step 1: preparation of construction：The formwork support structure and the fashioned iron operating platform scheme are determined, it is described
The scheme of formwork support structure is full hall support frame 4, and the fashioned iron operating platform is cable-stayed type fashioned iron operating platform 3；
The section steel beam 3- that the cable-stayed type fashioned iron operating platform 3 is successively laid on the n-th -2 layers structural slab 2 by more
1 builds, meanwhile, pre-buried multiple pre-buried hanging rings 6, the section steel beam on (n-1)th layer of the hollow ring structure of side bar 1
3-1 is connect by wirerope 5 with (n-1)th layer of the hollow ring structure of side bar 1, one end of the wirerope 5 with it is described pre-
The connection of hanging ring 6 is buried, the other end of the wirerope 5 is connect with the section steel beam 3-1；
Step 1 is repeated, until completing preparation of construction work to every layer of side bar 1；
Step 2: the checking computations of high-altitude cable-stayed type fashioned iron operating platform form bracing system bearing capacity：It is determined according to step 1
The formwork support structure scheme, determine the payload values on fashioned iron operating platform top, grasped according to the determining fashioned iron
The payload values for making platform upper check the fashioned iron operation in combination with the fashioned iron operating platform scheme that step 1 determines
The bearing capacity of platform；
Step 3: the construction of cable-stayed type fashioned iron operating platform, including following procedure：
The construction of step 301, section steel beam：By the more section steel beam 3-1 successively along the vertical equity cloth of the structural slab 2
If the section steel beam 3-1 is laterally setting, the both ends of the section steel beam 3-1 are anchored with the structural slab 2 respectively；
The position of the more section steel beam 3-1 settings is corresponding with the position of the pre-buried hanging ring 6；
Step 302 carries out oblique pull to the section steel beam：Along the section steel beam 3-1 length on the every section steel beam 3-1
Direction is symmetrical arranged multiple groups connector, after one end of the wirerope 5 is fixedly connected on the pre-buried hanging ring 6, then by institute
The other end for stating wirerope 5 is fixedly connected on the connector；
Step 4: the construction of formwork support structure：The bottom of upright bar 4-1 in full hall support frame 4 is fixed along the vertical direction
On section steel beam 3-1, the cross bar 4-2 and vertical pole 4-3 of the full hall support frame 4 are carried out with the upright bar 4-1 in the horizontal direction
It is fixed.
In the present embodiment, n=7, the high-altitude cable-stayed type fashioned iron operating platform form bracing system is used to support in described
The top plate 9 that the 7th layer of empty ring structure and the template 10 for shaping the concreting of the top plate 9, the structural slab 2 are
The structural slab 2 of the 5th layer of the hollow ring structure；It constructs to high-altitude cable-stayed type fashioned iron operating platform form bracing system
When, the section steel beam 3-1 is connect by wirerope 5 with the 6th layer of the hollow ring structure of side bar 1, the hollow ring knot
The plane space structure size of structure is 16.45m × 8.05m, spatial altitude 33m, when practice of construction, the section steel beam 3-1's
Both ends are arranged on the 5th layer of the structural slab 2 that spatial altitude is 22.8m, and the height of the formwork support structure is 10.2m.
The formwork support structure is supported on the section steel beam 3-1, and does not need to set up lower part below section steel beam 3-1
If shape steel support, security risk is reduced, has greatly saved the investment of steel pipe scaffold, and section steel beam 3-1 can be followed repeatedly
Ring uses, while the height of the formwork support structure is 10.2m, can disposably be set up in place, and using full hall support frame 4
Formwork support structure form, convenient in the construction process quality control, greatly reduce security risk, can satisfy《It builds
Build construction fastener type steel pipe scaffold technical specification of security》The 6.9.1 articles of JGJ130-2011 full hall support frame scaffolding height is unsuitable
Requirement more than 30m.
In the present embodiment, in step 1 preparation of construction, it can determine that the elasticity of cable-stayed type fashioned iron operating platform 3 becomes by testing
The size of shape amount and inelastic deformation amount, can when installing the template 10 for shaping the concreting of the 7th layer of top plate 9
Deflection deformation is controlled by deformation allowance, is conducive to shorten the construction period, while later period Decorating Project can provide favorably
Construction operation platform.
When practice of construction, after the construction of formwork support structure is completed in step 4, in the surrounding of the full hall support frame 4
Facade safety net is completely hung, horizontal net is hung at the girder of the top plate 9 of empty the 7th layer of the ring structure, is used in the 7th layer of top plate
The template 10 of 9 concreting forming carries out totally-enclosed when installing, and the waste residue in work progress is easy to collect cleaning, simultaneously
Dust from flying is prevented, the protection of ecological environment is conducive to.
In the present embodiment, the pre-buried hanging ring 6 is made of the HPB300 grade reinforcing bar of Ф 20.
In the present embodiment, in step 1, in the full hall support frame 4 the total departure advance of upright bar 4-1 be 850mm~
The step pitch of 975mm, the upright bar 4-1 are 1000mm~1200mm.
In actual use, the total departure advance of the upright bar 4-1 of the full hall support frame 4 is 850mm~975mm, according to
The scantling appropriate adjustment of section steel beam 3-1, the step pitch of the upright bar 4-1 are 1200mm, the upright bar 4- of the full hall support frame 4
1, cross bar 4-2 and vertical pole 4-3 is the steel pipe that outer diameter is equal to 48.3mm, thickness is equal to 3.6mm.
In the present embodiment, in step 3 before the construction of cable-stayed type fashioned iron operating platform, the section steel beam 3-1 is processed,
The length of section steel beam 3-1, the type are determined according to the distance at 2 edge of structural slab in the hollow ring structure transverse direction first
The length of girder steel 3-1 is greater than the distance at 2 edge of structural slab in the hollow ring structure transverse direction.
In actual use, the length of the section steel beam 3-1 is 2 edge of structural slab in the hollow ring structure transverse direction
Distance and anchorage length of the end the section steel beam 3-1 in the structure 2.
In actual use, the cable-stayed type fashioned iron operating platform 3 is 18 fashioned iron being successively laid on the structural slab 2
Beam 3-1, the section steel beam 3-1 choose 16# I-steel, length 9m.
In the present embodiment, multiple non-slip steel columns for upright bar 4-1 installation, institute are provided on the section steel beam 3-1
The length direction that non-slip steel column is stated along the section steel beam 3-1 is successively laid.
In actual use, the diameter of the non-slip steel column is not more than the internal diameter of the upright bar 4-1, and non-slip steel column
Height be 65mm, convenient for the upright bar 4-1 is sleeved on the non-slip steel column, to the upright bar 4-1 play limit make
With effectively preventing the position upright bar 4-1 and generate deviation in the construction process, cause safety accident.
In actual use, the non-slip steel column is fixedly connected by welding with the section steel beam 3-1, and connection can
It leans on.
As shown in Figure 4, Figure 5 and Figure 6, in the present embodiment, in the construction of step 301 section steel beam, the section steel beam 3-1
End anchored with the structural slab 2 by anchoring piece, the anchoring piece is with the section steel beam 3-1 in cross laying
Angle steel 7-1 and the bolt 7-2 that is fixedly connected across angle steel 7-1 with the structural slab 2.
When practice of construction, the anchorage length of the end the section steel beam 3-1 is not less than 530mm, and the end the section steel beam 3-1 is logical
It crosses setting twice anchoring piece to anchor the end the section steel beam 3-1 and the structural slab 2, the distance between twice anchoring piece
For 450mm, the anchoring piece close to the end the section steel beam 3-1 is away from the end 80mm of the section steel beam 3-1.
In actual use, the specification of the angle steel 7-1 is 63mm × 63mm × 6mm, and in the position of bolt 7-2 installation
Place is set, is provided with timber wedge 7-3 between the section steel beam 3-1 and the gap of bolt 7-2, it is therefore an objective to by timber wedge 7-3 to the type
Wedging is carried out between girder steel 3-1 and the bolt 7-2, prevents from generating position between section steel beam 3-1 and bolt 7-2 in use
Deviation is set, bolt 7-2 is loosened.
As shown in fig. 7, step 302 carries out in oblique pull the section steel beam in the present embodiment, built-in fitting described in every group is edge
Tiltedly hanging ring 3-2, the oblique hanging ring 3-2 are fixed at described a pair that the section steel beam 3-1 width axis is symmetrically laid
The two sides of section steel beam 3-1, the angle between the oblique hanging ring 3-2 and the section steel beam 3-1 are 50 °~70 °.
In actual use, be arranged 4 groups along section steel beam 3-1 length direction described in every described in built-in fitting, and along the type
On girder steel 3-1 length direction, built-in fitting described in two groups of built-in fitting described in two groups of left side and right side is symmetrically arranged, close to the type
Angle between the oblique hanging ring 3-2 and the section steel beam 3-1 of the end girder steel 3-1 be 70 ° and away from the end the section steel beam 3-1 away from
From for 2190mm, the angle between oblique hanging ring 3-2 and the section steel beam 3-1 in the middle part of the section steel beam 3-1 be 56 ° and with
The distance between middle part of the section steel beam 3-1 be 770mm, it is therefore an objective to guarantee the wirerope 5 Impact direction and it is described tiltedly
Impact direction at the tie point of hanging ring 3-2 and the section steel beam 3-1 in the same horizontal line, prevents oblique hanging ring 3-2 stress not
Uniformly, in the junction generation stress concentration with the section steel beam 3-1 of the oblique hanging ring 3-2, holding for oblique hanging ring 3-2 is reduced
Carry power.
In actual use, the oblique hanging ring 3-2 is U-shaped steel muscle pull ring, and the U-shaped steel muscle pull ring is the HPB300 by Ф 16
Grade reinforcing bar is made, and the U-shaped steel muscle pull ring is fixedly connected by junction steel plate 3-3 with the section steel beam 3-1, the junction steel plate
The size of 3-3 is 200mm × 160mm × 10mm, and junction steel plate 3-3 one side is welded with the section steel beam 3-1, another side with it is described
The welding of U-shaped steel muscle pull ring, welding manner are all made of two-sided welding, it is therefore an objective to guarantee the U-shaped steel muscle pull ring and the section steel beam
3-1 connection is reliable, increases the bearing capacity of the section steel beam 3-1.
In the present embodiment, according to construction design drawing, the corresponding fashioned iron operation of the girder of top plate 9 described in n-th layer
Multiple manomelia pair girder steels 8 are set at position of platform, and multiple manomelia pair girder steels 8 are arranged on the section steel beam 3-1 and along institute
State the length direction of section steel beam 3-1 successively horizontal layout, the manomelia pair girder steel 8 and the perpendicular laying of section steel beam 3-1.
When practice of construction, the quantity of the manomelia pair girder steel 8 is 9, between the two neighboring manomelia pair girder steel 8 away from
From for 1540mm, the manomelia pair girder steel 8 chooses 16# I-steel, length 1.5m, and the both ends of 9 manomelia pair girder steels 8 are divided
Two neighboring fashioned iron at the girder corresponding fashioned iron operating platform position of the 7th layer of top plate 9 of the hollow ring structure is not set
On beam 3-1.
The purpose that the manomelia pair girder steel 8 is arranged is the hollow ring structure sharing the fashioned iron operating platform and being subject to
The girder load of 7th layer of top plate 9 increases the reliability of the high-altitude cable-stayed type fashioned iron operating platform form bracing system.
When practice of construction, it is symmetrical arranged 4 on the manomelia pair girder steel 8 along 8 length direction of manomelia pair girder steel and stands
The intersection of the manomelia pair girder steel 8 and section steel beam 3-1 is arranged in bar 4-1, the upright bar 4-1 of two sides, two 4-1 pairs of upright bar intermediate
Lay and the distance between be referred to as 300mm.
In the present embodiment, in step 1, it is arranged in the upright bar 4-1's on the section steel beam 3-1 in the full hall support frame 4
Total departure advance is 850mm~975mm (according to beam body scantling appropriate adjustment), and the step pitch of the upright bar 4-1 is
1200mm, upright bar 4-1, cross bar 4-2 and the vertical pole 4-3 of the full hall support frame 4 are that outer diameter is equal to 48.3mm, thickness is equal to
9 upright bar 4-1 are arranged on the every section steel beam 3-1 for the steel pipe of 3.6mm；The cable-stayed type fashioned iron operating platform 3 be 18 according to
The secondary section steel beam 3-1 being laid on the structural slab 2, section steel beam 3-1 choose 16# I-steel, length 9m, the pre-buried hanging ring
6 select the reinforcement fabrication of HPB300 grades of Φ 20, pre-buried 18 pre-buried hanging rings 6 on each side bar 1, and the wirerope 5 is 16#
Wirerope 5.
In the present embodiment, the checking computations of formwork support structure and fashioned iron operating platform bearing capacity, process are as follows in step 2：Choosing
The section steel beam 3-1 at the girder corresponding fashioned iron operating platform position of the 7th layer of top plate 9 is taken to be checked, the 7th layer of top plate 9
Size to alms giver's beam is 350mm × 800mm, and the plate thickness of the 7th layer of top plate 9 is 150mm；
The theoretical weight of 16# I-steel is 20.513kg/m；
1, the load aggregate-value of high-altitude cable-stayed type fashioned iron operating platform form bracing system：
The 8 upper load group of manomelia pair girder steel becomes：Upright bar 4-1 load+9 loads of top plate+top plate girder load.
As shown in figure 8,8 top of manomelia pair girder steel sets the girder that 4 upright bar 4-1 support the top plate 9, stress lotus
It carries：R1=R4=6.434kN, R2=R3=9.235kN, stress load are transmitted on 9m long girder steel by manomelia pair girder steel 8.
The self weight of the manomelia pair girder steel 8 is：1.5m × 20.513kg/m × 9.8N/kg=300N=0.3k N；
As shown in figure 9, the stress load of the section steel beam 3-1：[(6.434kN+9.235kN) × 2+0.3kN] ÷ 2=
15.819kN
9 upright bar 4-1 of setting meter altogether on the section steel beam 3-1, the corresponding stress point loading of the every upright bar 4-1
For P=15.819kN；
The load that 9 upright bar 4-1 are transferred to the section steel beam 3-1 adds up to：PAlways=15.82kN × 9=
142.38kN；
The self weight of the section steel beam 3-1 is：9 × 20.513kg/m × 9.8N/kg=1810N=1.81kN；
The load aggregate-value of the high-altitude cable-stayed type fashioned iron operating platform form bracing system is：142.38kN+1.81kN
=144.19kN.
2, wirerope checking of bearing capacity：
As shown in figure 9, the section steel beam 3-1 is fixed by 5 oblique pull of wirerope, section steel beam 3-1 support RIt is left=16.61kN,
Wirerope 5N1=29.53kN, wirerope 5N2=26.64kN；Section steel beam 3-1 support RIt is right=16.61kN, wirerope 5N3=
26.64kN, wirerope 5N4=29.53kN.
In actual use, the diameter of the wirerope 5 is 15mm, is tabled look-up：The destruction pulling force of wirerope 5 is 14500kg
× 9.8N/kg=142100N=142.1kN；
As shown in Figure 10, the angle between the oblique hanging ring 3-2 and the section steel beam 3-1 of the end the section steel beam 3-1
It is 70 °, then pulling force suffered by single wire rope 5 is：
Na=29.53kN ÷ Sin70 ° ÷ 2=15.71kN<142.1kN is met the requirements.
As shown in figure 11, the angle between the oblique hanging ring 3-2 and the section steel beam 3-1 in the middle part of the section steel beam 3-1
It is 56 °, then pulling force suffered by single wire rope 5 is：
Nb=26.64kN ÷ Sin56 ° ÷ 2=16.07kN<142.1kN is met the requirements.
3, the oblique hanging ring 3-2 of section steel beam 3-1 and 6 size of pre-buried hanging ring and checking of bearing capacity：
According to《Code for design of concrete structures》9.7.6, HPB300 grades of reinforcing bars, each tiltedly hanging ring 3-2 is based on two sections
It calculates stress value and is not more than 65N/mm2, the oblique hanging ring 3-2 is U-shaped steel muscle pull ring, and the U-shaped steel muscle pull ring is by Ф's 16
HPB300 grades of reinforcing bars are made, be arranged 4 groups along section steel beam 3-1 length direction described in every described in built-in fitting, and along the fashioned iron
Built-in fitting described in two groups of built-in fitting described in two groups of upper left side of beam 3-1 length direction and right side is symmetrically arranged, then it is each it is described tiltedly
Pulling force suffered by hanging ring 3-2 is：2×65N/mm2×3.14×(8mm)2=26124.8N=26.12kN > 16.07kN meets
Requirement for bearing capacity.
Pre-buried hanging ring 6 on the side bar 1 of the 6th layer of the hollow ring structure, the pre-buried hanging ring 6 by Ф 20 HPB300
Grade reinforcing bar is made, and the pre-buried hanging ring 6 is bicyclic setting, then pulling force suffered by each pre-buried hanging ring 6 is：4×65N/
mm2×3.14×(10mm)2=81640N=81.64kN > (15.71kN+16.07kN) × 2=63.56kN, meets bearing capacity
It is required that.
To sum up checking computation results, the high-altitude cable-stayed type fashioned iron operating platform form bracing system meet requirement for bearing capacity.
After the completion of the construction of step 3 cable-stayed type fashioned iron operating platform and the construction of step 4 formwork support structure, branch
If then casting concrete, reaches design to concrete and wants for by the template 10 of the concreting forming of the 7th layer of top plate 9
Seek rear form removal 10.
The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention
Technical spirit any simple modification to the above embodiments, change and equivalent structural changes, still fall within skill of the present invention
In the protection scope of art scheme.
Claims (7)
1. a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology, high-altitude cable-stayed type fashioned iron operating platform mould
Plate support system includes the fashioned iron operating platform of horizontal layout and the shuttering supporting knot that is arranged in above the fashioned iron operating platform
Structure, the fashioned iron operating platform are fixed on the structural slab (2) of main structure, it is characterised in that：The main structure is multilayer
Hollow ring structure, the high-altitude cable-stayed type fashioned iron operating platform form bracing system is used to support the hollow ring structure
The top plate (9) of n-th layer and the template (10) for being used to shape the concreting of the top plate (9), wherein n is positive integer and n
≥4；When constructing to the high-altitude cable-stayed type fashioned iron operating platform form bracing system, process is as follows：
Step 1: preparation of construction：The formwork support structure and the fashioned iron operating platform scheme are determined, the template
Support construction is full hall support frame (4), and the fashioned iron operating platform is cable-stayed type fashioned iron operating platform (3)；
The section steel beam that the cable-stayed type fashioned iron operating platform (3) is successively laid on the n-th -2 layers structural slab (2) by more
(3-1) is built, meanwhile, pre-buried multiple pre-buried hanging rings on the side bar (1) of (n-1)th layer of longitudinal direction of hollow ring structure
(6), the section steel beam (3-1) is connect by wirerope (5) with (n-1)th layer of the hollow ring structure of side bar (1), the steel
One end of cord (5) is connect with the pre-buried hanging ring (6), and the other end and the section steel beam (3-1) of the wirerope (5) are even
It connects；
Step 2: the checking computations of high-altitude cable-stayed type fashioned iron operating platform form bracing system bearing capacity：According to what is determined in step 1
The scheme of the formwork support structure determines the payload values on fashioned iron operating platform top, is grasped according to the determining fashioned iron
The payload values for making platform upper check the fashioned iron behaviour in combination with the scheme for the fashioned iron operating platform that step 1 determines
Make the bearing capacity of platform；
Step 3: the construction of cable-stayed type fashioned iron operating platform, including following procedure：
The construction of step 301, section steel beam：By the more section steel beams (3-1) successively along the vertical equity cloth of the structural slab (2)
If the section steel beam (3-1) is laterally setting, the both ends of the section steel beam (3-1) are subjected to anchor with the structural slab (2) respectively
Gu；
The position of more section steel beam (3-1) settings is corresponding with the position of the pre-buried hanging ring (6)；
Step 302 carries out oblique pull to the section steel beam：Along the section steel beam (3-1) length on the every section steel beam (3-1)
Direction is symmetrical arranged multiple groups connector, after one end of the wirerope (5) is fixedly connected on the pre-buried hanging ring (6), then
The other end of the wirerope (5) is fixedly connected on the connector；
Step 4: the construction of formwork support structure：The bottom of upright bar (4-1) in full hall support frame (4) is solid along the vertical direction
Be scheduled on section steel beam (3-1), by the cross bar (4-2) of full hall support frame (4) and vertical pole (4-3) in the horizontal direction with it is described
Upright bar (4-1) is fixed.
2. a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology described in accordance with the claim 1, special
Sign is：The total departure advance of upright bar (4-1) in full hall support frame (4) described in step 1 is 850mm~975mm, institute
The step pitch for stating upright bar (4-1) is 1000mm~1200mm.
3. a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology described in accordance with the claim 1, special
Sign is：Before the construction of the medium-sized girder steel of step 301, the section steel beam (3-1) is processed, first according to the hollow ring
The distance at structural slab (2) edge determines the length of section steel beam (3-1), the length of the section steel beam (3-1) in shape structure transverse direction
Degree is greater than the distance at structural slab (2) edge in the hollow ring structure transverse direction.
4. according to a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology described in claim 1 or 3,
It is characterized in that：Multiple non-slip steel columns for the upright bar (4-1) installation are provided on the section steel beam (3-1), it is described anti-skidding
Steel bar column is successively laid along the length direction of the section steel beam (3-1).
5. a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology according to claim 4, special
Sign is：In the construction of step 301 section steel beam, the end of the section steel beam (3-1) by anchoring piece and the structural slab (2) into
Row anchoring, the anchoring piece be with the section steel beam (3-1) in cross lay angle steel (7-1) and pass through angle steel (7-1) with
The bolt (7-2) that the structural slab (2) is fixedly connected.
6. a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology according to claim 4, special
Sign is：When step 302 carries out oblique pull to the section steel beam, connector described in every group is along the width side the section steel beam (3-1)
To a pair symmetrically laid, tiltedly hanging ring (3-2), the oblique hanging ring (3-2) are fixed at the two sides of the section steel beam (3-1), institute
Stating the angle between oblique hanging ring (3-2) and the section steel beam (3-1) is 50 °~70 °.
7. a kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology according to claim 6, special
Sign is：According to construction design drawing, at the corresponding fashioned iron operating platform position of the girder of the top plate described in n-th layer (9)
Multiple manomelia pair girder steels (8) are set, and multiple manomelia pair girder steels (8) are arranged on the section steel beam (3-1) and along the type
The length direction of girder steel (3-1) successively horizontal layout, the manomelia pair girder steel (8) and the section steel beam (3-1) perpendicular laying.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710300753.8A CN106907022B (en) | 2017-04-29 | 2017-04-29 | A kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710300753.8A CN106907022B (en) | 2017-04-29 | 2017-04-29 | A kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106907022A CN106907022A (en) | 2017-06-30 |
| CN106907022B true CN106907022B (en) | 2018-11-27 |
Family
ID=59210733
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710300753.8A Active CN106907022B (en) | 2017-04-29 | 2017-04-29 | A kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106907022B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108590032A (en) * | 2018-06-11 | 2018-09-28 | 天津市建筑设计院 | A kind of steel construction elevator hanging ring girder connection |
| CN110409624B (en) * | 2019-08-02 | 2020-12-25 | 山东金城建设有限公司 | Reverse calculation and construction method for large equipment installation and main body structure |
| CN111411772A (en) * | 2020-04-23 | 2020-07-14 | 广州市房屋开发建设有限公司 | Unloading formwork support system and construction method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6480666A (en) * | 1987-09-21 | 1989-03-27 | Shimizu Construction Co Ltd | Large beam formwork timbering device and method of large beam formwork timbering construction |
| CN101100902A (en) * | 2007-07-31 | 2008-01-09 | 龙信建设集团有限公司 | Inclined drawing steel truss high-supported formwork structure system and construction method thereof |
| CN102444203B (en) * | 2011-09-15 | 2013-06-19 | 浙江城建建设集团有限公司 | High-altitude long-span overhanging corridor type reinforced concrete structure and construction method |
| CN103452311A (en) * | 2013-08-20 | 2013-12-18 | 西安建筑科技大学 | Method for erecting section steel cantilever structure support frame |
| CN205476588U (en) * | 2016-01-19 | 2016-08-17 | 中国建筑第八工程局有限公司 | Encorbelment formwork support system of board of high altitude large -span |
| CN106193592A (en) * | 2016-08-29 | 2016-12-07 | 成都市第四建筑工程公司 | A kind of form bracing system and construction method |
-
2017
- 2017-04-29 CN CN201710300753.8A patent/CN106907022B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6480666A (en) * | 1987-09-21 | 1989-03-27 | Shimizu Construction Co Ltd | Large beam formwork timbering device and method of large beam formwork timbering construction |
| CN101100902A (en) * | 2007-07-31 | 2008-01-09 | 龙信建设集团有限公司 | Inclined drawing steel truss high-supported formwork structure system and construction method thereof |
| CN102444203B (en) * | 2011-09-15 | 2013-06-19 | 浙江城建建设集团有限公司 | High-altitude long-span overhanging corridor type reinforced concrete structure and construction method |
| CN103452311A (en) * | 2013-08-20 | 2013-12-18 | 西安建筑科技大学 | Method for erecting section steel cantilever structure support frame |
| CN205476588U (en) * | 2016-01-19 | 2016-08-17 | 中国建筑第八工程局有限公司 | Encorbelment formwork support system of board of high altitude large -span |
| CN106193592A (en) * | 2016-08-29 | 2016-12-07 | 成都市第四建筑工程公司 | A kind of form bracing system and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106907022A (en) | 2017-06-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101538896B (en) | Construction method for jettied structure at high attitude of high-rise building | |
| CN103924711B (en) | The construction technology of assembling grillage shear wall structural system | |
| CN102493360B (en) | Reinforced concrete arch bridge construction method | |
| CN107060275B (en) | Modular elevator shaft construction process | |
| CN101818570B (en) | Method for constructing girder structure conversion layer of high-rise building | |
| CN107905114B (en) | A kind of construction method of large span Successive interference cancellation | |
| CN102322142B (en) | Construction method for 45-DEG-inclined long-overhanging reinforced concrete structure project | |
| CN102493341A (en) | Construction method for hollow thin-walled high pier non-bracket formwork turnover of railway | |
| CN106907022B (en) | A kind of high-altitude cable-stayed type fashioned iron operating platform form bracing system construction technology | |
| CN108643938B (en) | Smooth surface shotcrete supporting structure of deep coal mine tunnel and construction method thereof | |
| CN108360380A (en) | A kind of bridge pier column construction operation platform and its construction method | |
| CN100460613C (en) | Suspension holder construction method | |
| CN107227814A (en) | Sectional construction method for large cantilever concrete structure | |
| CN103321155B (en) | Viaduct pier operation platform system and build this system and pour into a mould the method for bridge pier | |
| CN211006341U (en) | Assembled strength nature skeleton suitable for mound tower reinforcing bar location | |
| CN201292607Y (en) | Wide flat beam structure applied to building | |
| CN206902913U (en) | A kind of high-altitude long-span overhung structure | |
| CN107299753A (en) | A kind of special type construction safety platform and installation method | |
| CN104213728B (en) | Oblique beam for grandstand of stadium and construction process for oblique beam | |
| CN212897482U (en) | Construction platform for high-rise building overhanging structural layer | |
| CN202520017U (en) | Construction structure of variable cross-section prestress overhanging type folding beam for stand | |
| CN111424948A (en) | Construction method and construction platform for cantilever structure layer of high-rise building | |
| CN208363666U (en) | It is a kind of for build face side construction safety protection frame | |
| CN207144441U (en) | A kind of special type construction safety platform | |
| CN203307733U (en) | Construction platform system of concrete pier of viaduct |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |