CN104831928A - Construction method for high-altitude large-span concrete connected structure formwork supporting steel platform - Google Patents
Construction method for high-altitude large-span concrete connected structure formwork supporting steel platform Download PDFInfo
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Abstract
The invention provides a construction method for a high-altitude large-span concrete connected structure formwork supporting steel platform. The method includes the steps that firstly, a steel platform erecting position is determined; secondly; a safety net is arranged; thirdly, a steel platform is constructed; fourthly, a diagonal draw bar set is arranged; fifthly, battens and wood plates are laid on the steel platform; sixthly, two rows of scaffolds are erected on the steel platform; seventhly, a connected structure formwork support system is erected; eighth, the first layer of a high-altitude large-span concrete connected structure is constructed; ninth, the second layer of the high-altitude large-span concrete connected structure is constructed. The method is simple in technology, the construction period can be effectively shortened, engineering cost is reduced, labor intensity is relieved, and construction is safe and reliable.
Description
Technical field
The present invention relates to conjoined structure construction techniques technical field, be specifically related to a kind of high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method.
Background technology
Rare due to land resources, along with the development of economic society and the continuous progress of Building technology, ultra-high conducting building in city is increasing.Super highrise building adopts the design of high-altitude disjunctor, high-altitude long-span overhung structure day by day common; Wherein, pass through the interconnective design of high-altitude long-span concrete conjoined structure between adjacent two super highrise buildings (being commonly called as Shuangzi building) and build comparatively common.High-altitude long-span concrete conjoined structure is due to features such as its distance ground are high, span is large, working load is large, thus the common high-supported formwork mode of traditional full hall console mode is adopted to construct, need to set up the huge steel pipe scaffold of the scale of construction, have that the construction period is long, labour intensity large, engineering cost is high, construction occupied ground is large, working security is compared with all drawbacks such as Customers ' Legal Rights.Thus, overcome the drawback of existing construction method, design a set of new method for high-altitude long-span concrete conjoined structure construction between two high buildings and seem very necessary.
Summary of the invention
The object of the invention is: provide a kind of technique simple, can effectively the reduction of erection time, reduce costs, reduce labor intensity, safe and reliable high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method.
Technical scheme of the present invention is: high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method of the present invention, comprises the following steps:
1. determining steel putting up platform position: according to designing the position of high-altitude long-span concrete conjoined structure between the first main building frame construction and the second main building frame construction determined, getting and being positioned at below high-altitude long-span concrete conjoined structure one deck between the first main building frame construction and the second main building frame construction as steel putting up platform position;
2. safety net is set: tiling safety chooses net below the predetermined steel platform set up;
3. steel platform is built:
The first step: main girder steel between the frame column of installation steel platform: between frame column, main girder steel magnitude setting is identical with the quantity of the frame column of the second main building frame construction with the first main building frame construction; On each frame column of the first main building frame construction and each second frame column of the second main building frame construction, pre-plugged has main girder steel first built-in connection of predetermined coupling parts; Between frame column, main girder steel is welded with main girder steel first built-in connection by its two ends;
Second step: main girder steel between the Vierendeel girder of installation steel platform:
The Vierendeel girder of the first main building frame construction is different from the absolute altitude of the second Vierendeel girder of the second main building frame construction, and the second Vierendeel girder is embedded with one group of main girder steel second built-in connection of predetermined coupling parts; Between each Vierendeel girder, one end of main girder steel is corresponding to each main girder steel second built-in connection pre-buried on the second Vierendeel girder is fixedly connected with; The lower end of Vierendeel girder and the upper end, lower one deck beam face of Vierendeel girder be respectively provided with respectively in advance one group of pre-buried junction steel plate and up and down two ends and pre-buried junction steel plate one group of welding be connected steel column, the top of connection steel column is fixed with the steel corbel of growing; Between each Vierendeel girder, the other end of main girder steel to be held on steel corbel and to weld;
Between each Vierendeel girder between the upper surface of main girder steel and each frame column the upper surface of main girder steel in same level; Spacing between each Vierendeel girder between main girder steel is determined according to design;
3rd step: the secondary girder steel installing steel platform: between main girder steel and Vierendeel girder, main girder steel arranges time girder steel by design pitch between the frame column installed; Between secondary girder steel and frame column, between main girder steel and Vierendeel girder, main girder steel intersects vertically and is welded to connect; Each girder steel is welded with in advance vertical rod grafting pipe, quantity and the position of vertical rod grafting pipe are determined according to design;
4. diagonal member group is set:
The first step: the first main building frame construction and the second main building frame construction be positioned at above steel platform first floor and second layer both sides Vierendeel girder side respectively each pre-buried 2 groups amount to 8 groups of diagonal member built-in connections;
Second step: determine that between 2 frame columns, main girder steel accepts girder steel as pull-up according to design, each selected 4 the pull-up nodes of difference on main girder steel between 2 selected frame columns, it is 45 ~ 60 that each pull-up node welds inclination angle
0the junction plate at angle;
3rd step: install diagonal member group: diagonal member group comprises 4 first diagonal members and 4 second diagonal members; The lower end of these 4 first diagonal members is corresponding with the junction plate of each 2 the pull-up Node configurations on main girder steel between 2 frame columns respectively welds; The upper end of these 4 first diagonal members be positioned at the first main building frame construction and the second main building frame construction respectively the side of the Vierendeel girder of the second layer both sides above steel platform pre-buried to amount to 4 groups of diagonal member built-in connections hinged; The lower end of these 4 second diagonal members is corresponding with the junction plate of each in addition 2 the pull-up nodes on main girder steel between 2 frame columns respectively welds; The upper end of these 4 second diagonal members be positioned at the first main building frame construction and the second main building frame construction respectively the side of the Vierendeel girder of the first floor both sides above steel platform pre-buried to amount to 4 groups of diagonal member built-in connections hinged;
5. steel platform lays flitch and plank: on secondary girder steel, completely spread flitch and fasten, flitch expires boarding and stickfast;
6. double-pole scaffold set up by steel platform: on steel platform, set up double-pole scaffold in the outside of steel platform; And baseboard is set; Dense mesh screen is completely pricked in the outside of double-pole scaffold;
7. conjoined structure falsework system is set up: conjoined structure falsework system comprises vertical rod, jacking, cross bar, bearing diagonal steel pipe, bridging and conjoined structure first floor support shuttering;
The first step: each grafting vertical rod respectively in each vertical rod grafting pipe on secondary girder steel; The upper end of vertical rod arranges jacking;
Second step: arrange between vertical rod before and after to and left and right to cross bar, each cross bar and corresponding vertical rod fastener are connected firmly;
3rd step: each bearing diagonal steel pipe 3 roads being set vertical rod is unloaded respectively between vertical rod and the Vierendeel girder of both sides;
4th step: the surrounding of the framework formed at vertical rod and cross bar arranges bridging;
5th step: conjoined structure first floor support shuttering is set above jacking;
8. conjoined structure first floor construction: construct on conjoined structure first floor support shuttering, complete conjoined structure first floor and balance;
9. conjoined structure second layer construction: build once again above the conjoined structure first floor completed balances by vertical rod, jacking, cross bar, bearing diagonal steel pipe, bridging and conjoined structure second layer support shuttering, then construct on conjoined structure second layer support shuttering, complete the conjoined structure second layer and balance.
Further scheme is: in above-mentioned step second step 3., if the Vierendeel girder of the first main building frame construction is identical with the absolute altitude of the second Vierendeel girder of the second main building frame construction, then between each Vierendeel girder, the two ends of main girder steel are fixedly connected with main girder steel second built-in connection pre-buried on Vierendeel girder and the second Vierendeel girder after fixedly adding junction plate respectively.
Further scheme is: main girder steel second built-in connection of above-mentioned predetermined coupling parts is for burying iron and 2M24 crab-bolt.
Further scheme is: above-mentioned main girder steel first built-in connection is the steel corbel be welded by pre-buried 16mm steel plate embedded part and junction steel plate; Between above-mentioned frame column between main girder steel and Vierendeel girder main girder steel be H profile steel beam and in advance arch camber 30mm to resist girder steel deflection deformation; Secondary girder steel is 16# i iron.
Further scheme is: the pre-buried junction steel plate that the lower end of above-mentioned Vierendeel girder and lower one deck beam face of Vierendeel girder are arranged is 16mm steel plate embedded part; Diagonal member built-in connection is be welded with to connect that the 16mm of otic placode is thick buries iron.
Further scheme is: above-mentioned vertical rod grafting pipe is the steel pipe of internal diameter 25mm; First diagonal member of diagonal member group and 4 second diagonal members are the round steel of diameter 30mm.
Further scheme is: 7. above-mentioned step also comprises:
6th step: supplementary protection facility is set: additionally at the main girder steel power transmission position of Vierendeel girder and steel platform hang muscle and stirrup; Hang the reinforcing bar that muscle is 2 diameter 20mm; Stirrup diameter is identical with the former stirrup of Vierendeel girder, and every side arranges 3, setting space 50mm; And retain steel platform underlying first layer, the below second layer balance beam bottom mother plate support do not remove, to increase the load-carrying ability of the Vierendeel girder bearing steel platform.
The present invention has positive effect: the frame foundation of (1) the present invention by needing the below correct position of the high-altitude long-span concrete conjoined structure built to utilize adjacent 2 main buildings built up, first setting up by shaped steel is that the steel platform of main structure is as high-formwork construction platform, the construction that steel pipe scaffold and supporting template system carry out high-altitude long-span concrete conjoined structure is set up again on steel platform, thus can significantly reduce setting up of steel pipe scaffold, thus can effective reduction of erection time, save construction cost, reduce labor intensity, and occupied ground is little, working security is good.(2) the present invention unloads by arranging the load of each secondary of twice " splay configuration " oblique rollering steel pull bar to steel platform, reduces stressed to the H profile steel girder steel of steel platform of whole bearing system, adds the safety of whole support platform, stability; , unloading by arranging the vertical rod of diagonal brace steel pipe to supporting template system meanwhile, reducing vertical rod to the load of steel platform girder steel, further increasing the stability of whole load bearing support system, thus make steel platform stressed clear and definite, safe and reliable.(3) the present invention is by the huge horizontal safety protective screening of stretch-draw one below steel platform, further increases construction safety.(4) construction method of the present invention is simple and reliable, and construction technology is easily grasped, and uses description of materials few, and it is convenient to remove, and recovery utilization rate is high, economical rationality.
Accompanying drawing explanation
Fig. 1 is the plane structure schematic diagram of the high-supported formwork steel platform that the present invention utilizes built building structure to set up;
Fig. 2 is that the present invention utilizes built building structure to arrange the cross-sectional view after diagonal member to the steel platform set up;
Fig. 3 is the structural representation at Fig. 2 interior joint A place;
Fig. 4 is the structural representation at Fig. 2 interior joint B place;
Fig. 5 is the top view of Fig. 4;
Fig. 6 is the structural representation at Fig. 2 interior joint C place;
Fig. 7 to construct to high-altitude long-span concrete conjoined structure the elevational schematic view of the form bracing system that balances adopted for the present invention;
Fig. 8 is flow chart of the present invention.
Reference numeral in above-mentioned accompanying drawing is as follows:
First main building frame construction 1, frame column 11, Vierendeel girder 12,
Second main building frame construction 2, second frame column 21, second Vierendeel girder 22,
Predetermined coupling parts 3, main girder steel first built-in connection 31, main girder steel second built-in connection 32, diagonal member built-in connection 33, pre-buried junction steel plate 34, connects steel column 35, steel corbel 36,
Steel platform 4, main girder steel 41 between frame column, main girder steel 42 between Vierendeel girder, secondary girder steel 43, vertical rod grafting pipe 44,
Diagonal member group 5, first diagonal member 51, second diagonal member 52,
Conjoined structure falsework system 6, vertical rod 61, jacking 62, cross bar 63, bearing diagonal steel pipe 64, bridging 65,
Conjoined structure first floor balances 7,
The syndeton second layer balances 8.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is further detailed explanation.
(embodiment 1)
The high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method of the present embodiment, mainly be applicable in general industry and civil building engineering that headway is between 50m ~ 150m, the conjoined structure span between two main buildings is greater than the cast-in-place concrete structure of 15m; Other similar structures also can refer to the construction method construction of the present embodiment.
See Fig. 1 to Fig. 8, the high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method of the present embodiment, its main operational steps is as follows:
1. steel putting up platform position is determined:
According to designing the position of high-altitude long-span concrete conjoined structure between the first main building frame construction 1 and the second main building frame construction 2 determined, correspondingly determine that steel platform sets up position between the first main building frame construction 1 and the second main building frame construction 2; Below generally getting high-altitude long-span concrete conjoined structure, one deck is set up.
2. safety net is set:
Below the predetermined steel platform set up, tiling safety chooses net (it is not shown in the accompanying drawings that safety chooses net); Safety chooses net full paving between the first main building frame construction 1 and the second main building frame construction 2, and the both sides that safety chooses net are reliably connected with the first main building frame construction 1 and the second main building frame construction 2; Safety is chosen net and is utilized tower crane to lift.
3. steel platform 4 is built:
The first step: main girder steel 41 between the frame column of installation steel platform 4: between frame column, main girder steel 41 magnitude setting is identical with the quantity of the frame column of the second main building frame construction 2 with the first main building frame construction 1; On each frame column 11 of the first main building frame construction 1 and each second frame column 21 of the second main building frame construction 2, pre-plugged has main girder steel first built-in connection 31 of predetermined coupling parts 3; Main girder steel first built-in connection 31 is the steel corbel be welded by pre-buried 16mm steel plate embedded part and junction steel plate; Between frame column, main girder steel 41 welds as shown in figures 1 and 3 by its two ends with main girder steel first built-in connection 31; Main girder steel 41 arch camber 30mm in advance between frame column, to resist girder steel deflection deformation.Between frame column, main girder steel 41 adopts H profile steel beam.
Second step: main girder steel 42 between the Vierendeel girder of installation steel platform 4:
Because the absolute altitude of the Vierendeel girder 12 of the first main building frame construction 1 and the second Vierendeel girder 22 of the second main building frame construction 2 exists identical and not identical two kinds of situations (for absolute altitude is not identical in the present embodiment, as shown in Figure 2 and Figure 7), thus between Vierendeel girder, the installation fixed form of main girder steel 42 has 2 kinds:
One, if the Vierendeel girder 12 of the first main building frame construction 1 is identical with the absolute altitude of the second Vierendeel girder 22 of the second main building frame construction 2, then main girder steel second built-in connection 32 of pre-buried on Vierendeel girder 12 and the second Vierendeel girder 22 predetermined coupling parts 3 is and buries iron and 2M24 crab-bolt; Be anchored to add with pre-buried main girder steel second built-in connection 32 on Vierendeel girder 12 and the second Vierendeel girder 22 respectively after the two ends of main girder steel 42 fixedly add junction plate between each Vierendeel girder and be welded and fixed;
Its two, if the Vierendeel girder 12 of the first main building frame construction 1 is not identical with the absolute altitude of the second Vierendeel girder 22 of the second main building frame construction 2, if Vierendeel girder 12 is higher than the second Vierendeel girder 22; Main girder steel second built-in connection 32 of then pre-buried on the second Vierendeel girder 22 predetermined coupling parts 3 is for burying iron and 2M24 crab-bolt; Main girder steel second built-in connection 32 pre-buried on one end of main girder steel 42 and the second Vierendeel girder 22 between Vierendeel girder is anchored to add and is welded and fixed;
Lower one deck beam face of the lower end of Vierendeel girder 12 and Vierendeel girder 12 is provided with 16mm steel plate embedded part in advance, as pre-buried junction steel plate 34, arrange between Vierendeel girder 12 and lower one deck Vierendeel girder thereof and connect steel column 35, the upper end connecting steel column 35 is provided with the steel corbel 36 of growing, between Vierendeel girder, the other end of main girder steel 42 to be held on the steel corbel 36 that connects and steel column 35 is grown and to be welded and fixed, thus completes the installation of main girder steel 42 between Vierendeel girder; Between Vierendeel girder, main girder steel 42 adopts H profile steel beam, and main girder steel 42 arch camber 30mm in advance between Vierendeel girder, to resist girder steel deflection deformation.
Between each frame column between main girder steel 41, Vierendeel girder the upper surface of main girder steel 42 in same level; Spacing between each Vierendeel girder between main girder steel 42 is determined according to design.
3rd step: the secondary girder steel 43 installing steel platform 4:
Between the frame column installed, between main girder steel 41 and Vierendeel girder, main girder steel 42 is arranged time girder steel 43; Between secondary girder steel 43 and frame column, between main girder steel 41 and Vierendeel girder, main girder steel 42 intersects vertically and is welded to connect; The setting space of each girder steel 43 considers conjoined structure falsework system 6 and determines according to design; Secondary girder steel 43 is welded with in advance vertical rod grafting pipe 44, vertical rod grafting pipe 44 is the steel pipe of internal diameter 25mm; The quantity of vertical rod grafting pipe 44 is identical with the quantity of the vertical rod 61 required for conjoined structure falsework system 6.16# i iron is adopted in secondary girder steel 43 the present embodiment.
4. diagonal member group 5 is set:
The first step: the first main building frame construction 1 and the second main building frame construction 2 be positioned at above steel platform 4 first floor and the Vierendeel girder of second layer both sides side respectively each pre-buried 2 assembly weldings have the thick iron that buries of the 16mm being connected otic placode as diagonal member built-in connection 33; Diagonal member built-in connection 33 amounts to eight groups;
Second step: determine that between 2 frame columns, main girder steel 41 accepts girder steel as pull-up according to design, each selected 4 the pull-up nodes of difference on main girder steel 41 between 2 selected frame columns, it is 45 ~ 60 that each pull-up node welds inclination angle
0the junction plate at angle;
3rd step: install diagonal member group 5: diagonal member group 5 comprises 4 first diagonal members 51 and 4 second diagonal members 52; First diagonal member 51 and the second diagonal member 52 are the round steel of diameter 30mm; The lower end of these 4 first diagonal members 51 is corresponding with the junction plate that each 2 the pull-up nodes (being positioned at inner side) on main girder steel 41 between 2 frame columns are arranged respectively welds; The upper end of these 4 first diagonal members 51 is positioned at the side of the Vierendeel girder of the second layer both sides above the steel platform 4 pre-buried respectively connection otic placode high-strength bolt amounting to 4 groups of diagonal member built-in connections 33 with the first main building frame construction 1 and the second main building frame construction 2 is hinged; The lower end of these 4 second diagonal members 52 is corresponding with the junction plate that each in addition 2 the pull-up nodes (being positioned at outside) on main girder steel 41 between 2 frame columns are arranged respectively welds; The upper end of these 4 second diagonal members 52 is positioned at the side of the Vierendeel girder of the first floor both sides above the steel platform 4 pre-buried respectively connection otic placode high-strength bolt amounting to 4 groups of diagonal member built-in connections 33 with the first main building frame construction 1 and the second main building frame construction 2 is hinged.
4 first diagonal members 51 of diagonal member group 5 form 2 inverse Ba types; 4 second diagonal members 52 form other 2 inverse Ba types; Diagonal member group 5 is for the unloading of steel platform 4 and load thereof and stable.
5. steel platform lays flitch and plank:
Secondary girder steel 43 completely spread flitch and fastens, and carrying out totally-enclosed with the thick plank of 20mm or three-ply board stickfast.
6. double-pole scaffold set up by steel platform:
Set up double-pole scaffold in the outside of steel platform 4, double-pole scaffold is set up on steel platform 4; And the template arranging 600mm high is used as baseboard; Dense mesh screen is completely pricked in the outside of double-pole scaffold; In whole high-altitude long-span concrete conjoined structure construction period, as the outer protective frame of operation, to guarantee work layer workman construction safety (double-pole scaffold is not shown in the accompanying drawings).
7. conjoined structure falsework system 6 is set up:
Conjoined structure falsework system 6 comprises vertical rod 61, jacking 62, cross bar 63, bearing diagonal steel pipe 64, bridging 65 and conjoined structure first floor support shuttering.
The first step: each grafting vertical rod 61 respectively in each vertical rod grafting pipe 44 on the secondary girder steel 43 of steel platform 4; The upper end of vertical rod 61 arranges jacking 62;
Second step: before and after arranging between vertical rod 61 to and left and right to cross bar 63, each cross bar 63 and corresponding vertical rod 61 fastener are connected firmly;
3rd step: each respectively between vertical rod 61 and the Vierendeel girder of both sides 3 road bearing diagonal steel pipes 64 are set, for unloading vertical rod 61; To reduce the load of vertical rod 61 pairs of steel platforms 4, increase the stability of whole load bearing support system;
4th step: the surrounding of the framework formed at vertical rod 61 and cross bar 63 arranges bridging 65;
5th step: conjoined structure first floor support shuttering is set above the jacking 62 that the upper end of vertical rod 61 is arranged;
6th step: arrange supplementary protection facility: enough can bear all load on steel platform 4 and steel platform 4 for the Vierendeel girder guaranteeing to bear steel platform 4, adds at Vierendeel girder and main girder steel power transmission position and hangs muscle and stirrup, hang the reinforcing bar that muscle is 2 diameter 20mm; Stirrup diameter is identical with the former stirrup of Vierendeel girder, and every side arranges 3, setting space 50mm; And retain steel platform underlying first layer, the below second layer balance beam bottom mother plate support do not remove.
8. conjoined structure first floor construction: construct on conjoined structure first floor support shuttering, complete conjoined structure first floor and balance 7.
9. conjoined structure second layer construction: balance above 7 at the conjoined structure first floor completed and build by vertical rod 61, jacking 62, cross bar 63, bearing diagonal steel pipe 64, bridging 65 and conjoined structure second layer support shuttering once again, then construct on conjoined structure second layer support shuttering, complete the conjoined structure second layer and balance 8; Thus complete the construction of whole high-altitude long-span concrete connecting structure.
Above embodiment is the explanation to the specific embodiment of the present invention; but not limitation of the present invention; person skilled in the relevant technique without departing from the spirit and scope of the present invention; can also make various conversion and change and obtain corresponding equivalent technical scheme, therefore all equivalent technical schemes all should be included into scope of patent protection of the present invention.
Claims (7)
1. a high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method, is characterized in that: comprise the following steps:
1. determining steel putting up platform position: according to designing the position of high-altitude long-span concrete conjoined structure between the first main building frame construction (1) and the second main building frame construction (2) determined, getting and being positioned at below high-altitude long-span concrete conjoined structure one deck between the first main building frame construction (1) and the second main building frame construction (2) as steel putting up platform position;
2. safety net is set: tiling safety chooses net below the predetermined steel platform set up;
3. steel platform (4) is built:
The first step: main girder steel (41) between the frame column of installation steel platform (4): between frame column, main girder steel (41) magnitude setting is identical with the quantity of the frame column of the second main building frame construction (2) with the first main building frame construction (1); Each frame column (11) of the first main building frame construction (1) and the upper pre-plugged of each second frame column (21) of the second main building frame construction (2) have main girder steel first built-in connection (31) of predetermined coupling parts (3); Between frame column, main girder steel (41) is welded with main girder steel first built-in connection (31) by its two ends;
Second step: main girder steel (42) between the Vierendeel girder of installation steel platform (4):
The Vierendeel girder (12) of the first main building frame construction (1) is different from the absolute altitude of second Vierendeel girder (22) of the second main building frame construction (2), and the second Vierendeel girder (22) is embedded with one group of main girder steel second built-in connection (32) of predetermined coupling parts (3); Between each Vierendeel girder, one end of main girder steel (42) is corresponding to upper pre-buried each main girder steel second built-in connection (32) of the second Vierendeel girder (22) is fixedly connected with; The lower end of Vierendeel girder (12) and the upper end, lower one deck beam face of Vierendeel girder (12) be respectively provided with respectively in advance one group of pre-buried junction steel plate (34) and up and down two ends and pre-buried junction steel plate (34) a group of welding be connected steel column (35), the top of connection steel column (35) is fixed with the steel corbel (36) of growing; Between each Vierendeel girder, the other end of main girder steel (42) is held on steel corbel (36) and goes up and weld;
Between each Vierendeel girder between the upper surface of main girder steel (42) and each frame column the upper surface of main girder steel (41) in same level; Spacing between each Vierendeel girder between main girder steel (42) is determined according to design;
3rd step: the secondary girder steel (43) installing steel platform (4): between main girder steel (41) and Vierendeel girder, main girder steel (42) arranges time girder steel (43) by design pitch between the frame column installed; Between secondary girder steel (43) and frame column, between main girder steel (41) and Vierendeel girder, main girder steel (42) intersects vertically and is welded to connect; Each girder steel (43) is welded with vertical rod grafting pipe (44) in advance, and quantity and the position of vertical rod grafting pipe (44) are determined according to design;
Diagonal member group (5) is 4. set:
The first step: the first main building frame construction (1) and the second main building frame construction (2) be positioned at steel platform (4) top first floor and second layer both sides Vierendeel girder side respectively each pre-buried 2 groups amount to 8 groups of diagonal member built-in connections (33);
Second step: determine that between 2 frame columns, main girder steel (41) accepts girder steel as pull-up according to design, upper each selected 4 the pull-up nodes respectively of main girder steel (41) between 2 selected frame columns, it is 45 ~ 60 that each pull-up node welds inclination angle
0the junction plate at angle;
3rd step: install diagonal member group (5): diagonal member group (5) comprises 4 first diagonal members (51) and 4 second diagonal members (52); The lower end of these 4 first diagonal members (51) is corresponding with the junction plate of each 2 the pull-up Node configurations on main girder steel (41) between 2 frame columns respectively welds; The upper end of these 4 first diagonal members (51) be positioned at the first main building frame construction (1) and the second main building frame construction (2) respectively the side of the Vierendeel girder of the second layer both sides of steel platform (4) top pre-buried to amount to 4 groups of diagonal member built-in connections (33) hinged; The lower end of these 4 second diagonal members (52) is corresponding with the junction plate of each in addition 2 the pull-up nodes on main girder steel (41) between 2 frame columns respectively welds; The upper end of these 4 second diagonal members (52) be positioned at the first main building frame construction (1) and the second main building frame construction (2) respectively the side of the Vierendeel girder of the first floor both sides of steel platform (4) top pre-buried to amount to 4 groups of diagonal member built-in connections (33) hinged;
5. steel platform lays flitch and plank: on secondary girder steel (43), completely spread flitch and fasten, flitch expires boarding and stickfast;
6. double-pole scaffold set up by steel platform: go up at steel platform (4) and set up double-pole scaffold in the outside of steel platform (4); And baseboard is set; Dense mesh screen is completely pricked in the outside of double-pole scaffold;
7. conjoined structure falsework system (6) is set up: conjoined structure falsework system (6) comprises vertical rod (61), jacking (62), cross bar (63), bearing diagonal steel pipe (64), bridging (65) and conjoined structure first floor support shuttering;
The first step: difference each grafting vertical rod (61) in each vertical rod grafting pipe (44) on secondary girder steel (43); The upper end of vertical rod (61) arranges jacking (62);
Second step: before and after arranging between vertical rod (61) to and left and right to cross bar (63), each cross bar (63) and corresponding vertical rod (61) fastener are connected firmly;
3rd step: each bearing diagonal steel pipe (64) 3 roads being set vertical rod (61) is unloaded respectively between vertical rod (61) and the Vierendeel girder of both sides;
4th step: the surrounding of the framework formed in vertical rod (61) and cross bar (63) arranges bridging (65);
5th step: conjoined structure first floor support shuttering is set in the top of jacking (62);
8. conjoined structure first floor construction: construct on conjoined structure first floor support shuttering, complete conjoined structure first floor and balance (7);
9. conjoined structure second layer construction: build by vertical rod (61), jacking (62), cross bar (63), bearing diagonal steel pipe (64), bridging (65) and conjoined structure second layer support shuttering once again in the balance top of (7) of the conjoined structure first floor completed, then construct on conjoined structure second layer support shuttering, complete the conjoined structure second layer and balance (8).
2. high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method according to claim 1, it is characterized in that: in described step second step 3., if the Vierendeel girder (12) of the first main building frame construction (1) is identical with the absolute altitude of second Vierendeel girder (22) of the second main building frame construction (2), be then fixedly connected with upper pre-buried main girder steel second built-in connection (32) of Vierendeel girder (12) and the second Vierendeel girder (22) respectively after between each Vierendeel girder, the two ends of main girder steel (42) fixedly add junction plate.
3. high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method according to claim 1 and 2, is characterized in that: main girder steel second built-in connection (32) of described predetermined coupling parts (3) is for burying iron and 2M24 crab-bolt.
4. high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method according to claim 1, is characterized in that: described main girder steel first built-in connection (31) is the steel corbel be welded by pre-buried 16mm steel plate embedded part and junction steel plate; Between described frame column between main girder steel (41) and Vierendeel girder main girder steel (42) be H profile steel beam and in advance arch camber 30mm to resist girder steel deflection deformation; Secondary girder steel (43) is 16# i iron.
5. high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method according to claim 1, is characterized in that: the pre-buried junction steel plate (34) that the lower end of described Vierendeel girder (12) and lower one deck beam face of Vierendeel girder (12) are arranged is 16mm steel plate embedded part; In order to be welded with, the 16mm connecting otic placode is thick buries iron to diagonal member built-in connection (33).
6. high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method according to claim 1, is characterized in that: the steel pipe that described vertical rod grafting pipe (44) is internal diameter 25mm; First diagonal member (51) of diagonal member group (5) and 4 second diagonal members (52) are the round steel of diameter 30mm.
7. high-altitude long-span concrete conjoined structure shuttering supporting steel platform construction method according to claim 1, is characterized in that: 7. described step also comprises:
6th step: supplementary protection facility is set: additionally at the main girder steel power transmission position of Vierendeel girder and steel platform hang muscle and stirrup; Hang the reinforcing bar that muscle is 2 diameter 20mm; Stirrup diameter is identical with the former stirrup of Vierendeel girder, and every side arranges 3, setting space 50mm; And retain steel platform underlying first layer, the below second layer balance beam bottom mother plate support do not remove, to increase the load-carrying ability of the Vierendeel girder bearing steel platform.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109610835A (en) * | 2019-02-02 | 2019-04-12 | 南通职业大学 | Purposes and its construction method of the high-altitude greatly across heavily loaded tool-typed formwork steel supporting platform |
| CN110984589A (en) * | 2019-11-29 | 2020-04-10 | 中国二十二冶集团有限公司 | Method for mounting assembly platform of super-long steel beam high altitude |
| CN115095118A (en) * | 2022-08-26 | 2022-09-23 | 中化二建集团有限公司 | Method for constructing coke quenching tower by suspended integrally-installed support |
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Non-Patent Citations (1)
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| 庄彤等: "高空不对称大悬挑复杂连体结构施工", 《建筑施工》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109610835A (en) * | 2019-02-02 | 2019-04-12 | 南通职业大学 | Purposes and its construction method of the high-altitude greatly across heavily loaded tool-typed formwork steel supporting platform |
| CN110984589A (en) * | 2019-11-29 | 2020-04-10 | 中国二十二冶集团有限公司 | Method for mounting assembly platform of super-long steel beam high altitude |
| CN115095118A (en) * | 2022-08-26 | 2022-09-23 | 中化二建集团有限公司 | Method for constructing coke quenching tower by suspended integrally-installed support |
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