CN113235896A - Construction method for overhanging formwork for cornice - Google Patents
Construction method for overhanging formwork for cornice Download PDFInfo
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- CN113235896A CN113235896A CN202110556327.7A CN202110556327A CN113235896A CN 113235896 A CN113235896 A CN 113235896A CN 202110556327 A CN202110556327 A CN 202110556327A CN 113235896 A CN113235896 A CN 113235896A
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- 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
- E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
- E04G3/18—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by cantilevers or other provisions mounted in openings in the building, e.g. window openings
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- 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
- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
-
- 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
- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
- E04G13/04—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills for lintels, beams, or transoms to be encased separately; Special tying or clamping means therefor
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/02—Conveying or working-up concrete or similar masses able to be heaped or cast
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- 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
- E04G5/00—Component parts or accessories for scaffolds
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- 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
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/04—Means for fastening, supporting, or bracing scaffolds on or against building constructions
- E04G5/045—Means for fastening, supporting, or bracing scaffolds on or against building constructions for fastening scaffoldings on profiles, e.g. I or H profiles
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- Architecture (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
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- Joining Of Building Structures In Genera (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The invention relates to a construction method of a cornice overhanging formwork, which comprises the following steps: processing section steel; the second step is that: installing a pre-buried compression ring; the third step: cantilever positioning of the section steel, namely after the construction of the roof panel structure is finished, cantilever positioning of the section steel on the roof panel is carried out according to the arrangement position of the section steel in a design drawing; the fourth step: constructing a non-overhanging part at the upper part of the roof panel, pouring an interlayer and the non-overhanging part of the sloping roof, and embedding a diagonal hanging ring on a sloping roof beam; the fifth step: fixing the profile steel, arranging a diagonal draw bar between an ear plate and an embedded diagonal draw hanging ring of the profile steel, positioning the profile steel according to the arrangement position of the profile steel in a design drawing, and then fixing the profile steel by using an embedded compression ring; and a sixth step: tensioning the diagonal draw bar; the seventh step: the connecting beam is fixedly installed, and the connecting beam vertical cantilever steel beam is fixedly welded to form a supporting platform; eighth step: building a cantilever structure supporting system on the supporting platform; the ninth step: pouring concrete; the supporting stability of the cantilever structure supporting system on the supporting platform is ensured.
Description
Technical Field
The invention belongs to the technical field of construction of building cornice supporting systems, and particularly relates to a construction method of a cornice overhanging formwork.
Background
The selection of the construction mode of the cornice of the high-rise building often determines the construction safety, the construction speed, the construction quality and the comprehensive cost of the cornice. When adopting traditional console mode list (two) row steel pipe scaffold or shaped steel formula scaffold frame of encorbelmenting to cornice the construction, need follow and demolish the scaffold frame to the limit construction down, the scaffold frame occupation cycle is longer, the combined cost is higher, and need carry out the shutoff and the wall treatment of various entrance to a cave at cornice construction stage, construction speed is slower, construction quality is difficult for guaranteeing. When the hanging basket mode is adopted for cornice construction, various hole plugging and wall surface treatment are carried out in the structural scaffold dismantling stage, so that the construction speed is high, the quality is good, but for an inclined roof high-rise building, cornice construction of an inclined roof part cannot be carried out in the hanging basket mode, and safety protection of the roof is not easy to solve.
Disclosure of Invention
In view of the above, the invention aims to provide a construction method of a cornice overhanging formwork, so as to solve the technical problems that in the prior art, a scaffold for cornice construction is long in occupied period, low in construction speed, difficult to guarantee construction quality and poor in safety.
In order to achieve the purpose, the construction method of the overhanging formwork for cornice adopts the technical scheme that:
a construction method of a cornice overhanging formwork comprises the following construction steps:
the first step is as follows: processing the section steel, and welding an ear plate at the end part of the section steel after the section steel is qualified by inspection;
the second step is that: installing an embedded pressure ring, wherein the pressure ring is embedded at the section steel arrangement position of the roof panel according to design paper during the construction of the roof panel structure;
the third step: cantilever positioning of the section steel, namely after the construction of the roof panel structure is finished, cantilever positioning of the section steel on the roof panel is carried out according to the arrangement position of the section steel in a design drawing;
the fourth step: constructing a non-overhanging part at the upper part of a roof panel, erecting an interlayer template bracket from the roof panel full frame, pouring an interlayer and the non-overhanging part of the sloping roof, and embedding a diagonal ring on a sloping roof beam;
the fifth step: fixing the profile steel, after the profile steel is hung to a floor, arranging a diagonal draw bar between an ear plate of the profile steel and the pre-embedded diagonal draw hanging ring, positioning the profile steel according to the arrangement position of the profile steel in a design drawing, and then fixing the profile steel by using the pre-embedded compression ring;
and a sixth step: tensioning the diagonal draw bars, adjusting and tensioning the diagonal draw bars after the section steel is fixed, and ensuring that the overhanging section steel is positioned on the same horizontal line;
the seventh step: the connecting beam is fixedly installed, and the connecting beam vertical cantilever steel beam is fixedly welded to form a supporting platform;
eighth step: building a cantilever structure supporting system on the supporting platform;
the ninth step: and (3) pouring concrete, including pouring of the cantilever beam and pouring of the inclined plate.
Has the advantages that: according to the invention, the cantilever section steel is fixed on the roof panel, and the cantilever section steel is obliquely pulled by the oblique pull rod, so that the cantilever part of the cantilever section steel is ensured to have higher bearing capacity, the coupling beam is fixed on the cantilever section steel to form the supporting platform, then the cantilever structure supporting system is built on the supporting platform, and then the cantilever beam and the inclined plate are poured. In the invention, the pre-buried diagonal-pulling hanging rings are arranged on the sloping roof girder, namely, one end of the diagonal-pulling rod is connected with the ear plate at the overhanging end of the section steel, and the other end of the diagonal-pulling rod is connected with the pre-buried diagonal-pulling hanging rings on the sloping roof girder, so that a triangular structure is formed among the overhanging section of the section steel, the diagonal-pulling rod and the building main body, and the upper end of the diagonal-pulling rod is positioned at the highest position, so that the diagonal-pulling rod can provide a larger upward sub-pulling force for the overhanging section of the section steel, and the section steel has larger bearing capacity, therefore, a supporting platform formed by the section steel and the coupling beam has larger bearing capacity, and the supporting stability of an overhanging structure supporting system on the supporting platform is ensured. Moreover, the structure of the scaffold for cornice construction has the effects of short occupation period, high construction speed and high safety.
Furthermore, in the fourth step, when the interlayer and the non-overhanging part of the pitched roof are poured, the steel bars of the overhanging part are reserved and thrown out, the construction joints of the overhanging beams are reserved at the joints of the interlayer and the side columns, and the construction joints of the inclined plates are reserved at the sides of the beams of the non-overhanging part of the pitched roof.
Has the advantages that: the construction joints of the cantilever beams are reserved to ensure that when the cantilever beams are poured for the second time, gaps between the interlayers and the cantilever beams are positioned above the side column joints, so that the side column joints can support the interlayers and the cantilever beams simultaneously, and the stability of the poured cantilever beams is ensured; the stay of swash plate construction joint is established and can be guaranteed when the secondary pouring swash plate, and the connection gap between the non-overhanging part of sloping roof and the swash plate is located the non-overhanging part roof beam limit of sloping roof to the roof that makes the non-overhanging part of sloping roof can support the swash plate, has guaranteed the stability of the swash plate of pouring completion.
Furthermore, the cantilever beam construction joint is formed by filling extruded sheets at the joints of the interlayer and the side columns when the interlayer is poured, and the inclined plate construction joint is formed by filling extruded sheets at the edge of the non-cantilever beam of the sloping roof when the non-cantilever part of the sloping roof is poured.
Has the advantages that: the formation of the cantilever beam construction joint and the inclined plate construction joint is facilitated.
In the fifth step of shaped steel is fixed, the one end and the otic placode of pull rod to one side are connected earlier, and the other end is connected with pre-buried oblique-pulling rings, then removes shaped steel from inside to outside again, and after the shaped steel location was accurate, it is fixed with pre-buried clamping ring with shaped steel.
Has the advantages that: to being connected with the otic placode with the one end of oblique pull rod, the other end is connected with pre-buried oblique-pulling rings, then is moving shaped steel from inside to outside, makes oblique pull rod form a protection to the shaped steel at shaped steel from inside to outside removal in-process, avoids the overhanging end of shaped steel to have the trend of downward sloping, also makes moving from inside to outside of shaped steel more smooth.
Furthermore, the middle part of the diagonal draw bar is provided with a turn buckle, and the length of the diagonal draw bar is adjusted and the diagonal draw bar is tensioned through the turn buckle.
Has the advantages that: the length adjustment and tensioning of the diagonal draw bar are conveniently realized.
Further, after the diagonal draw bar is tensioned, a thrust steel plate is welded between the overhanging part of the section steel and the main beam of the roof panel.
Has the advantages that: the setting of thrust steel sheet can further guarantee shaped steel and roof boarding between fixed stability.
The section steel is I-steel, the otic placode is including welding left otic placode and the right otic placode that the interval set up about the I-steel upper surface, and left otic placode corresponds with the right otic placode and offers the connecting hole of being connected with the diagonal draw bar.
Has the advantages that: the profile steel is simple in structure and convenient to arrange the lug plates.
The pre-buried clamping ring comprises a U-shaped pre-buried rib, a cover plate and an anchoring bolt, wherein the cover plate is arranged on the U-shaped pre-buried rib in a penetrating mode.
Has the advantages that: the structure of pre-buried clamping ring sets up simply.
The embedded oblique-pulling hanging ring comprises a beam penetrating rod body and a hanging ring part integrally arranged with the beam penetrating rod body, a thread section is arranged at one end, away from the hanging ring part, of the beam penetrating rod body, the hanging ring part is U-shaped, the hanging ring part comprises a bottom plate, an upper panel fixedly connected with the bottom plate and a lower panel fixedly connected with the bottom plate, and hanging holes are correspondingly formed in the upper panel and the lower panel.
Has the advantages that: the structure of the pre-buried diagonal-pulling hanging ring is simple.
And when the concrete is poured in the ninth step, the pouring direction is from the middle to two sides, and the concrete falls in the range of the main floor structural slab and is manually paved to the overhanging part.
Has the advantages that: the influence of construction dynamic load on a supporting system is reduced.
Drawings
FIG. 1 is an end view of a section steel in a cantilever formwork construction method according to the present invention;
FIG. 2 is a side view of the section steel in the cantilever formwork construction method of FIG. 1;
FIG. 3 is a profile steel distribution diagram in the overhanging formwork construction method of the present invention;
FIG. 4 is a schematic structural diagram of an embedded compression ring in the construction method of the overhanging formwork of the cornice of the present invention;
FIG. 5 is a schematic structural view of the section steel in the overhanging formwork construction method according to the present invention;
FIG. 6 is a schematic view showing the fixing of the section steel in the overhang formwork construction method according to the present invention;
FIG. 7 is a schematic construction view of a non-overhanging part of a roof superstructure in the overhanging formwork construction method of the present invention;
FIG. 8 is a schematic diagram of the position of an embedded diagonal-pulling hanging ring in the construction method of the overhanging formwork of the cornice of the invention;
FIG. 9 is an enlarged partial view of FIG. 8;
FIG. 10 is a schematic view of the position of a thrust steel plate in the construction method of the overhanging formwork of the invention;
FIG. 11 is a schematic view of the installation of coupling beams in the construction method of the overhanging formwork for cornice in the present invention;
fig. 12 is a schematic structural view of an overhanging structure supporting system in the overhanging formwork construction method of the present invention.
Reference numerals: 1-section steel; 2-left ear plate; 3-right ear plate; 4-U-shaped embedded ribs; 5-cover plate; 6-anchor bolt; 7-roof boarding; 8-embedding a compression ring; 9-ear plate; 10-diagonal draw bars; 11-embedding diagonal hanging rings; 12-inclined plate construction joints; 13-cantilever beam construction joints; 14-sloping roof girders; 15-penetrating the beam body; 16-a collar section; 17-thrust steel plate; 18-coupling beam; 19-overhanging structural support system.
Detailed Description
The construction method of the overhanging formwork of the invention is further described in detail with reference to the accompanying drawings and the specific implementation mode:
the construction method of the overhanging formwork for cornice comprises the following construction steps:
the first step is as follows: and (4) processing the section steel 1, and welding an ear plate 9 at the end part of the section steel after the section steel 1 is qualified by inspection.
In this embodiment, shaped steel 1 is 20# I-steel, and shaped steel 1 carries out the acceptance of shaped steel 1 after the incoming, passes through the inspection and passes qualified back at the tip welding otic placode 9 of shaped steel 1, as shown in fig. 1 and 2, otic placode 9 is including welding left otic placode 2 and the right otic placode 3 that the interval set up about the I-steel upper surface, and left otic placode 2 and right otic placode 3 correspond and have seted up the connecting hole.
The second step is that: the pre-buried compression rings 8 are installed, the section steel 1 is arranged at the roof panel 7 as shown in figure 3, and the pre-buried compression rings 8 are arranged on the roof panel 7 according to the position of the section steel 1 in figure 3 on the roof panel 7 during structural construction of the roof panel 7.
As shown in fig. 4, the pre-buried pressure ring 8 includes a U-shaped pre-buried rib 4, a cover plate 5 penetrating the U-shaped pre-buried rib, and an anchor bolt 6. In order to increase the connection strength between the U-shaped embedded bar 4 and the floor slab, in this embodiment, the horizontal section of the U-shaped embedded bar 4 is fixed with two additional steel bars perpendicular to the horizontal section.
When the roof panel 7 structure is constructed, the U-shaped embedded ribs 4 are embedded in the roof panel 7 structure, the horizontal sections of the U-shaped embedded ribs 4 are embedded at the lower parts of the bottom steel bars of the roof panel 7, the two vertical sections of the U-shaped embedded ribs 4 are positioned in the roof panel 7, and the upper parts of the two vertical sections are exposed out of the roof panel 7.
In this embodiment, as shown in fig. 5 and 6, the pre-embedded compression ring 8 is located on the non-overhanging section of the section steel 1 to fix the section steel 1 on the roof panel 7, and the ear plate 9 is disposed at the end of the overhanging end of the section steel 1 to obliquely lift the overhanging section of the section steel 1 upward through the diagonal draw bar 10.
The third step: shaped steel 1 location of encorbelmenting, 7 structural constructions of roof boarding accomplish the back, before the full hall scaffold of roofing sandwich structure set up, carry out shaped steel 1 location of encorbelmenting at roof boarding 7 according to the position of arranging of shaped steel 1 in the design drawing. After the cantilever positioning is finished, the interlayer full-hall frame is erected.
The fourth step: as shown in fig. 7, in this embodiment, a first interlayer formwork support is erected from the roof panel 7 in a full-space manner, and after the frame beam-column structure is poured, a second interlayer formwork support is erected until the roof beam-plate structure is poured.
The template support is 1000 × 900mm in vertical and horizontal spacing, and the step pitch is 1500mm, and the horizontal cross rods extend outwards at the structural boundary beams and are staggered in lap joint length in consideration of the internal and external tie of the cantilever frame body at the later stage. And pouring the second interlayer and the non-overhanging part of the slope roof, and constructing the overhanging structure when the concrete strength of the slope roof reaches the age.
When the second interlayer and the non-overhanging part of the slope roof are poured, reserving and throwing out the steel bars of the overhanging part, reserving an overhanging beam construction joint 13 at the joint of the second interlayer and the side column, and reserving an inclined plate construction joint 12 at the beam side of the non-overhanging part of the slope roof; specifically, the cantilever beam construction joint 13 is formed by filling an extruded sheet at the joint of the second interlayer and the side column when the second interlayer is poured, and the inclined plate construction joint 12 is formed by filling an extruded sheet at the side of the non-cantilever part of the sloping roof when the non-cantilever part of the sloping roof is poured.
When the sloping roof beam 14 is poured, as shown in fig. 8, the oblique-pulling hanging rings 11 are embedded in the sloping roof beam 14, and the embedding process of the embedded oblique-pulling hanging rings 11 is as follows: when the sloping roof beam 14 is cast, phi 25PVC pipes are pre-embedded in the boundary beam according to the plane position, the distance between every two adjacent pipes is 1500mm, the pipes vertically correspond to the overhanging I-shaped steel, and the installation of the inclined-pull hanging ring is met; and when the strength of the beam concrete reaches C30, the installation of the supporting platform can be started.
In this embodiment, the pre-buried oblique-pulling hanging ring 11 is as shown in fig. 9, and includes a beam penetrating rod body 15 and a hanging ring part 16 integrally arranged with the beam penetrating rod body 15, the hanging ring part 16 is arranged outside the structure of the slope roof beam 14, a thread section is arranged at one end of the beam penetrating rod body 15 far away from the hanging ring part 16, the hanging ring part 16 is U-shaped, the hanging ring part 16 includes a bottom plate, an upper panel fixedly connected with the bottom plate, and a lower panel fixedly connected with the bottom plate, and hanging holes are correspondingly formed in the upper panel and the lower panel.
The fifth step: shaped steel 1 is fixed, and shaped steel 1 hangs behind the floor, sets up oblique pull rod 10 between the otic placode 9 of shaped steel 1 and pre-buried oblique pull rings 11, carries out shaped steel 1's location according to the position of arranging of shaped steel in the design drawing, then fixes shaped steel 1 with pre-buried clamping ring 8.
When fixing a position shaped steel 1, earlier be connected one end and otic placode 9 of oblique pull rod 10 to one side, the other end is connected with pre-buried oblique pull rings 11, then moves shaped steel 1 from inside to outside again, until shaped steel 1 fixes a position accurate back, fixes shaped steel 1 with pre-buried clamping ring 8.
When fixing the non-overhanging section of shaped steel 1 with pre-buried clamping ring 8, it is concrete, the non-overhanging section of shaped steel 1 is placed at the upper surface of floor and is located between two vertical sections of pre-buried muscle 4 of U-shaped, set up the perforation with two vertical section adaptations of pre-buried muscle 4 of U-shaped on the apron 5, two vertical sections of pre-buried muscle 4 of U-shaped pass apron 5 and realize compressing tightly apron 5 with anchor bolt 6 to realize that pre-buried clamping ring 8 is fixed to shaped steel 1.
And a sixth step: tensioning the inclined pull rod 10, and adjusting and tensioning the inclined pull rod 10 after the section steel 1 is fixed to ensure that the overhanging section steel 1 is positioned on the same horizontal line;
in this embodiment, the middle part of diagonal draw bar 10 is provided with the turn buckle, and after shaped steel 1 was fixed to be accomplished, the tensioning of the length adjustment of diagonal draw bar 10 and diagonal draw bar 10 was carried out through the turn buckle to make diagonal draw bar 10 provide oblique ascending pulling force to the overhanging end of shaped steel 1. As shown in fig. 10, when the diagonal members 10 are tensioned, thrust steel plates 17 are welded between the overhanging portions of the section steel 1 and the main beams of the roof panel 7, and the thrust steel plates 17 are provided to further limit the position of the section steel 1 in the inner and outer directions and to increase the stability of the fixing between the section steel 1 and the roof panel 7.
The seventh step: the coupling beam 18 is fixedly installed, and the vertical cantilever steel beam of the coupling beam 18 is fixedly welded to form a supporting platform;
as shown in fig. 11, after the diagonal draw bars 10 are installed, adjusted and tensioned, the cantilever sections 1 are kept on the same horizontal line. Adopt 10# I-steel girder welding of encorbelmenting perpendicularly to fix as the antithetical couplet roof beam 18, the girder steel external anchoring clamping ring interval of encorbelmenting 300mm, 1200mm, 2100mm, 3000mm, 3900mm, 4200mm, 4900mm parallel placement in proper order, according to the vertical welding 100mm reinforcing bar head of support body pole setting placement on antithetical couplet roof beam 18, avoid the pole setting to slide.
Eighth step: a cantilever structure supporting system 19 is built on the supporting platform;
the construction process of the cantilever structural support system 19 is as follows:
as shown in fig. 12, (1) a full formwork is erected on the supporting platform. The vertical rods of the formwork erected on the supporting platform are 900mm in vertical and horizontal spacing, and the horizontal rod is 1500mm in step spacing; before the formwork is erected, the line is required to be bounced on the cantilever beam according to a designed vertical rod plane layout drawing so as to ensure that the vertical rod distance meets the design requirement.
(2) A vertical and horizontal floor sweeping rod is arranged. The vertical sweeping rod is fixed on the vertical rod which is not more than 200mm away from the base epithelium by a right-angle fastener, and the horizontal sweeping rod is fixed on the vertical rod which is close to the lower part of the vertical sweeping rod.
(3) Two-way horizontal rods are fully arranged between the vertical rods according to the step pitch of 1500mm and are firmly buckled with the crossed vertical rods respectively, peripheral horizontal rods are arranged on the inner sides of the vertical rods, and the rest longitudinal and transverse horizontal rods are arranged on the same side of the vertical rods respectively so as to be convenient for buckling the cross braces and the crossed parts of the inclined rods and the vertical rods.
(4) Vertical bridging: the inclined angle of the vertical cross brace is 45-60 degrees to the ground, the vertical cross brace is tightly propped against the ground, the cross brace is effectively connected with the vertical rod, the overlapping length of the inclined brace is not less than 1000 mm, at least 2 rotating fasteners are adopted for fixing, the length of the end of the cross brace extending out of the edge of the fastener is not less than 100mm, and the distance between the vertical cross braces is not more than 6 m. The periphery of the cantilever frame is fully provided with a vertical cross brace.
(5) Horizontal bridging: the middle of the bracket is provided with a horizontal bridging which is connected with a horizontal rod or a vertical rod into a whole, the horizontal rod of the bracket body is connected with a cast concrete structural column in a pulling way, and the pitch of the nodes is not more than 2 times of step pitch, so that the horizontal thrust generated in the construction process is transmitted to a structural member (column) and a floor, and the integral stability of the bracket is ensured.
(6) Except for top extension, the vertical rod extension adopts butt fasteners which are arranged in a staggered manner, joints of two adjacent vertical rods are not arranged in a synchronous manner, two separated joints which simultaneously separate one vertical rod are staggered in the height direction by a distance not less than 500mm, and the distance from the center of each joint to a main node is not more than 1/3 of step pitch; the verticality of the vertical rod is less than or equal to L/400 (L is the height of the whole frame).
(7) And each fastener bolt is tightened by a torque measuring wrench, so that the torque of the fastener bolt is controlled to be 40-65 N.m.
(8) The cross braces, the horizontal reinforcing rods and the cross braces cannot be randomly disassembled, and the cross braces, the horizontal reinforcing rods and the cross braces are required to be immediately recovered after construction when temporary local disassembly is required.
(9) The protection of the inclined roof operation layer is fixed with the full-space erecting rod.
The ninth step: pouring concrete, including pouring of the cantilever beam and pouring of the inclined plate;
the pouring direction is to pour from the middle to the two sides, and the concrete is to fall in the range of the main floor structural slab and be manually paved to the overhanging part, so that the influence of the construction dynamic load on the supporting system is reduced.
When the concrete is pouring, adopt a tower crane to hang concrete batching fill cooperation concrete automobile pump's mode and pour, the horizontal segmentation of oblique roofing, vertical layering are pour, and the drain hole of hopper is difficult for being greater than 300mm apart from pouring the face, and the blowing speed should not be too fast, avoids too high distance and too fast speed to produce great impact force unfavorable to support body stability.
Before concrete pouring, the cantilever formwork and the platform are checked and confirmed to ensure that the support of the frame body is stable, hidden acceptance work of a steel bar project is completed, garbage sundries in the formwork are cleaned before pouring, and the formwork is watered and moistened.
When the quality of commercial concrete poured with the inclined plate is checked, the slump of the concrete poured with the inclined plate is not required to be too large, and the slump of the concrete on site is controlled to be 160mm at 140.
When the concrete is poured and vibrated, the joint of the cantilever beam and the inclined plate is correspondingly blocked, so that the concrete is prevented from flowing downwards when the cantilever beam is vibrated. After the inclined plate is poured, the inclined plate is required to be subjected to repeated surface collection, and overlarge flatness of a plate surface caused by concrete flowing is avoided.
In the invention, the pre-embedded oblique-pulling hanging rings 11 are arranged on the sloping roof beam 14, namely, one end of each oblique-pulling rod 10 is connected with the ear plate 9 at the overhanging end of the section steel 1, and the other end of each oblique-pulling rod is connected with the pre-embedded oblique-pulling hanging rings 11 on the sloping roof beam 14, so that a triangular structure is formed among the overhanging section of the section steel 1, the oblique-pulling rods 10 and the building main body, and the upper ends of the oblique-pulling rods 10 are positioned on the sloping roof beam 14, so that the oblique-pulling rods 10 can provide a large upward partial pulling force for the overhanging section of the section steel 1, and the section steel 1 has a large bearing capacity, therefore, a supporting platform formed by the section steel 1 and the coupling beam 18 has a large bearing capacity, and the supporting stability of an overhanging structure supporting system 19 on the supporting platform is ensured.
In the above embodiment, in the fourth step, when the interlayer and the non-overhanging part of the pitched roof are poured, the steel bars of the overhanging part are reserved and thrown out, an overhanging beam construction joint is reserved at the joint of the interlayer and the side column, and an inclined plate construction joint is reserved at the beam side of the non-overhanging part of the pitched roof; in other embodiments, the position of the cantilever beam construction joint can be arranged at other positions, and the position of the inclined plate construction joint can be arranged at other positions.
In the above embodiment, the cantilever beam construction joint is formed by filling an extruded sheet at the joint between the interlayer and the side column when the interlayer is poured, and the inclined plate construction joint is formed by filling an extruded sheet at the edge of the non-cantilever beam of the sloping roof when the non-cantilever part of the sloping roof is poured; in other embodiments, the cantilever beam construction joint can be formed in other manners; the sloping plate construction joint may also be formed in other ways.
In the fifth step of profile steel fixing, one end of the diagonal draw bar is connected with the lug plate, the other end of the diagonal draw bar is connected with the embedded diagonal hanging ring, and then the profile steel is moved from inside to outside until the profile steel is accurately positioned, and then the profile steel is fixed by the embedded compression ring; in other embodiments, also can be connected the one end and the otic placode of oblique pull rod after the shaped steel location is accurate, the other end is connected with pre-buried oblique-pulling rings.
In the above embodiment, the middle part of the diagonal draw bar is provided with the turn buckle, and the length of the diagonal draw bar and the tension of the diagonal draw bar are adjusted through the turn buckle; in other embodiments, the middle part of the diagonal draw bar can be provided with no turn buckle.
In the above embodiment, after the diagonal draw bars are tensioned, thrust steel plates are welded between the overhanging parts of the section steel and the main beams of the roof panel; in other embodiments, the thrust steel plate may not be provided.
In the above embodiment, the section steel is an i-beam, the lug plates include left and right lug plates welded to the upper surface of the i-beam at intervals, and the left and right lug plates are correspondingly provided with connecting holes connected with the diagonal draw bars; in other embodiments, the section steel can also be steel with other sections; or the lug plate can also be a single lug plate welded on the upper surface of the I-shaped steel.
In the above embodiment, the embedded pressure ring includes a U-shaped embedded rib, a cover plate penetrating the U-shaped embedded rib, and an anchor bolt; in other embodiments, the pre-buried clamping ring can also be for other structures, for example, the pre-buried clamping ring can be two L-shaped pre-buried poles, and the upper end of the pre-buried pole is provided with a threaded section, and the pre-buried clamping ring further comprises a cover plate matched with the pre-buried poles, and an anchoring bolt.
In the above embodiment, the pre-buried diagonal hanging ring comprises a beam penetrating rod body and a hanging ring part integrally arranged with the beam penetrating rod body, a threaded section is arranged at one end of the beam penetrating rod body, which is far away from the hanging ring part, the hanging ring part is U-shaped, the hanging ring part comprises a bottom plate, an upper panel fixedly connected with the bottom plate and a lower panel fixedly connected with the bottom plate, and hanging holes are correspondingly formed in the upper panel and the lower panel; in other embodiments, the embedded stayed suspension ring can also be in other structures as long as the connection with the stayed cable can be realized.
In the above embodiment, during the ninth step of concrete pouring, the pouring direction should be from the middle to both sides, and the concrete should fall within the range of the main floor structural slab and be manually tiled to the overhanging part; in other embodiments, the concrete may be poured from two sides to the middle.
Claims (10)
1. A construction method for a cantilever formwork is characterized by comprising the following construction steps:
the first step is as follows: processing the section steel, and welding an ear plate at the end part of the section steel after the section steel is qualified by inspection;
the second step is that: installing an embedded pressure ring, wherein the pressure ring is embedded at the section steel arrangement position of the roof panel according to design paper during the construction of the roof panel structure;
the third step: cantilever positioning of the section steel, namely after the construction of the roof panel structure is finished, cantilever positioning of the section steel on the roof panel is carried out according to the arrangement position of the section steel in a design drawing;
the fourth step: constructing a non-overhanging part at the upper part of a roof panel, erecting an interlayer template bracket from the roof panel full frame, pouring an interlayer and the non-overhanging part of the sloping roof, and embedding a diagonal ring on a sloping roof beam;
the fifth step: fixing the profile steel, after the profile steel is hung to a floor, arranging a diagonal draw bar between an ear plate of the profile steel and the pre-embedded diagonal draw hanging ring, positioning the profile steel according to the arrangement position of the profile steel in a design drawing, and then fixing the profile steel by using the pre-embedded compression ring;
and a sixth step: tensioning the diagonal draw bars, adjusting and tensioning the diagonal draw bars after the section steel is fixed, and ensuring that the overhanging section steel is positioned on the same horizontal line;
the seventh step: the connecting beam is fixedly installed, and the connecting beam vertical cantilever steel beam is fixedly welded to form a supporting platform;
eighth step: building a cantilever structure supporting system on the supporting platform;
the ninth step: and (3) pouring concrete, including pouring of the cantilever beam and pouring of the inclined plate.
2. The cornice cantilever formwork construction method according to claim 1, wherein in the fourth step, when the interlayer and the non-cantilever part of the pitched roof are poured, the steel bars of the cantilever part are reserved and thrown out, a cantilever beam construction joint is reserved at the joint of the interlayer and the side column, and an inclined plate construction joint is reserved at the beam edge of the non-cantilever part of the pitched roof.
3. The cantilever formwork construction method according to claim 2, wherein the cantilever beam construction joint is formed by filling an extruded sheet at the joint of the interlayer and the side column when the interlayer is poured, and the inclined plate construction joint is formed by filling an extruded sheet at the beam side of the non-overhanging part of the pitched roof when the non-overhanging part of the pitched roof is poured.
4. The construction method of the overhanging formwork for the cornice according to any one of claims 1 to 3, wherein in the fifth step of steel fixing, one end of the diagonal draw bar is connected with the ear plate, the other end of the diagonal draw bar is connected with the embedded diagonal hanging ring, then the steel is moved from inside to outside until the steel is accurately positioned, and then the steel is fixed by the embedded pressing ring.
5. The cornice cantilever formwork construction method according to claim 4, wherein a turn buckle is arranged at the middle part of the diagonal draw bar, and the length adjustment of the diagonal draw bar and the tensioning of the diagonal draw bar are performed through the turn buckle.
6. The cornice cantilever formwork construction method according to claim 5, wherein a thrust steel plate is welded between the cantilever part of the section steel and the main beam of the roof panel after the diagonal draw bars are tensioned.
7. The cornice cantilever formwork construction method according to any one of claims 1-3, wherein the section steel is I-shaped steel, the ear plates comprise a left ear plate and a right ear plate which are welded on the upper surface of the I-shaped steel and are arranged at intervals left and right, and the left ear plate and the right ear plate are correspondingly provided with connecting holes connected with diagonal draw bars.
8. The cornice cantilever formwork construction method according to any one of claims 1 to 3, wherein the embedded compression ring comprises U-shaped embedded ribs, cover plates penetrating the U-shaped embedded ribs and anchoring bolts.
9. The cornice cantilever formwork construction method according to any one of claims 1-3, wherein the pre-buried diagonal hanging ring comprises a beam penetrating rod body and a hanging ring part integrally arranged with the beam penetrating rod body, a threaded section is arranged at one end of the beam penetrating rod body, which is far away from the hanging ring part, the hanging ring part is U-shaped, the hanging ring part comprises a bottom plate, an upper panel fixedly connected with the bottom plate and a lower panel fixedly connected with the bottom plate, and hanging holes are correspondingly formed in the upper panel and the lower panel.
10. A cornice cantilever formwork construction method according to any one of claims 1-3, wherein in the ninth step of concrete pouring, the pouring direction is from the middle to the two sides, and the concrete falls within the range of the main building structural slab and is manually tiled to the cantilever part.
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