CN113756561A - Novel cantilever scaffold building method for high-assembly-rate building - Google Patents
Novel cantilever scaffold building method for high-assembly-rate building Download PDFInfo
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- CN113756561A CN113756561A CN202111203532.1A CN202111203532A CN113756561A CN 113756561 A CN113756561 A CN 113756561A CN 202111203532 A CN202111203532 A CN 202111203532A CN 113756561 A CN113756561 A CN 113756561A
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- 238000010276 construction Methods 0.000 claims abstract description 23
- 238000009434 installation Methods 0.000 claims abstract description 18
- 238000004088 simulation Methods 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 87
- 239000010959 steel Substances 0.000 claims description 87
- 238000004364 calculation method Methods 0.000 claims description 5
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- 230000005484 gravity Effects 0.000 claims description 3
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- 238000006073 displacement reaction Methods 0.000 description 5
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- 238000004873 anchoring Methods 0.000 description 1
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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
- E04G5/007—Devices and methods for erecting scaffolds, e.g. automatic scaffold erectors
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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
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/04—Means for fastening, supporting, or bracing scaffolds on or against building constructions
- E04G5/046—Means for fastening, supporting, or bracing scaffolds on or against building constructions for fastening scaffoldings on walls
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Abstract
The invention discloses a method for building a novel cantilever scaffold for a high-assembly-rate building, which comprises the following steps of: the method comprises the steps of determining the pre-embedded position of a square nut sleeve according to a special construction scheme of the cantilever scaffold, measuring and calculating the axial pressure value of a cantilever bearing frame structure, setting a simulation load block according to the axial pressure value, pre-embedding the square nut sleeve before outer wall concrete pouring, installing a matched screw rod when the concrete strength reaches corresponding installation conditions, adopting a back-jacking structure and an adjustable throwing and supporting structure to enable the top surface of the outer end of the cantilever I-beam to be higher than that of the inner end, then installing an adjustable basket pull rod, placing the simulation load block on the cantilever I-beam, completely fixing the cantilever I-beam after the cantilever bearing frame structure is stressed stably, then dismantling the adjustable throwing and supporting structure, removing the simulation load block, dismantling the back-jacking structure, and then building the outer scaffold structure on the cantilever I-beam. The construction method adopted by the invention does not need to pass through the wall body, thereby saving the material consumption, being convenient to adjust and being stable in construction.
Description
Technical Field
The invention belongs to the technical field of building engineering scaffold building, and particularly relates to a novel method for building an overhanging scaffold for a high-assembly-rate building.
Background
In recent years, in urban construction, high-rise buildings and super high-rise buildings with high assembly rate are increased, in order to meet the requirements of main structure construction and outer wall decoration construction of buildings, construction units often adopt a cantilever scaffold scheme, however, the steel beams of the traditional cantilever scaffold must penetrate through the outer wall of the building, extend into the room and are laid on the floor of the main structure, and then are anchored on the floor slab and the floor beam by using the embedded parts, the layout of the steel beams extending into the room is complex, which hinders indoor building garbage cleaning and constructors from walking, meanwhile, the section steel penetrates through the wall body, so that concrete beams and plate members are easy to damage, water seepage and leakage of the floor are easy to cause, before the section steel beam is dismantled, an anchoring ring may need to be cut on site, and after the section steel beam is dismantled, holes and bricks need to be repaired, so that the construction time is increased, and the section steel beam stretches into a room for a fixed length, so that the steel is relatively long, and the steel is more in one-time investment.
In addition, after the scaffold that encorbelments uses, the I-steel outer end of encorbelmenting produces great vertical displacement, arouses upper portion scaffold frame body to lean out and the unstability, causes the unstability of structure, brings latent potential safety hazard, takes place occasionally because of the scaffold puts up the phenomenon of stabilizing not enough and carrying out the rework, has not only formed the waste to manual work and material, leads to construction cost to improve, has also delayed the time limit for a project, simultaneously because the structure that less adoption is adjustable brings inconvenience for the process of building.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides the method for building the novel cantilever scaffold for the high-assembly-rate building, which does not need to penetrate through a wall body, saves materials, is convenient to adjust and is stable to build.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a novel cantilever scaffold building method for a high-assembly-rate building comprises a first square nut sleeve, a second square nut sleeve and a third square nut sleeve which are used as embedded parts, a high-strength screw rod matched with the first square nut sleeve, a double-lug pull ring screw rod matched with the second square nut sleeve, a throwing support screw rod matched with the third square nut sleeve, a cantilever I-shaped steel connected with the high-strength screw rod, a base plate arranged on the inner end face of the cantilever I-shaped steel, a pull-up lug arranged on the outer end face of the cantilever I-shaped steel, an adjustable basket pull rod arranged between the double-lug pull ring screw rod and the pull-up lug, and an outer scaffold structure arranged on the cantilever I-shaped steel, wherein the second square nut sleeve is positioned on the upper floor of the first square nut sleeve, the third square nut sleeve is positioned on the next floor of the first square nut sleeve, a back-jacking structure and an adjustable throwing support structure connected with the throwing support screw rod are arranged under the overhanging I-shaped steel, the back-jacking structure is arranged on the existing structure below the back-jacking structure, the overhanging I-shaped steel and the adjustable basket pull rod jointly form an overhanging bearing frame structure,
the method for building the novel overhanging scaffold for the high-assembly-rate building comprises the following steps:
s1: according to the special construction scheme of the cantilever scaffold, determining the pre-buried positions of a first square nut sleeve, a second square nut sleeve and a third square nut sleeve, measuring and calculating the axial pressure value of the cantilever bearing frame structure, and setting a simulation load block according to the axial pressure value;
s2: before concrete of the building outer wall is poured, a first square nut sleeve, a second square nut sleeve and a third square nut sleeve are pre-embedded at pre-embedding positions;
s3, when the concrete strength reaches a first installation condition, installing a high-strength screw on a first square nut sleeve, installing a double-lug pull ring screw on a second square nut sleeve, and installing a throwing support screw on a third square nut sleeve;
s4, when the strength of the concrete reaches a second installation condition, placing the cantilever I-steel on a pre-erected back-jacking structure on the same horizontal plane, and then connecting the cantilever I-steel with a high-strength screw rod to form a non-complete fixed state;
s5, installing an adjustable throwing support structure between the throwing support screw and the overhanging I-beam, and adjusting the adjustable throwing support structure to enable the top surface of the outer end of the overhanging I-beam to be higher than the top surface of the inner end;
s6, installing an adjustable basket pull rod between the double-lug pull ring screw rod and the pull-up lifting lug, and adjusting the adjustable basket pull rod to a stress state;
s7: placing a simulation load block on the overhanging I-shaped steel, and completely fixing the overhanging I-shaped steel after the stress of the overhanging bearing frame structure is stable;
s8, dismantling the adjustable throwing support structure; removing the simulation load block; dismantling the back-jacking structure;
s9: and when the concrete strength reaches a third installation condition, constructing an outer scaffold structure on the overhanging I-shaped steel.
Further, in step S1, the calculation model of the axial pressure value of the overhanging outrigger structure is: n ═ NG1k+NG2k+NQ1k
In the formula: n' represents an axial pressure value; n is a radical ofG1kThe self weight value of the structure borne by the vertical rod is shown; n is a radical ofG2kRepresenting the component self weight value; n is a radical ofQ1kShowing the construction live load of the vertical rod;
in step S1, the formula for calculating the weight of the simulated load mass is: m is N'/g
In the formula: m represents the weight of the simulated load mass; n' represents an axial pressure value; g represents a gravity coefficient.
Further, in step S3, the first mounting condition is: judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 5 MPa; in step S4, the second mounting conditions are: judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 10 MPa; in step S9, the third mounting condition is: and (4) judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 15 MPa.
Further, in step S5, the adjustable throwing-supporting structure is provided with a movable positioning block, and the top surface of the outer end of the overhanging i-steel is higher than the top surface of the inner end by adjusting the movable positioning block.
Further, in the step S5, the top surface of the outer end of the overhanging i-beam is 10mm to 20mm higher than the top surface of the inner end.
Further, in the step S6, when the length of the cantilever i-steel is greater than 1.8m, two adjustable basket pull rods are installed.
Further, in step S9, a movable vertical positioning pile is installed on the overhanging i-beam, and then an external scaffold structure is built on the movable vertical positioning pile.
Further, the length of the first square nut sleeve is 180mm, the length of the second square nut sleeve is 150mm, and the length of the third square nut sleeve is 120 mm.
Further, the bottom end face of the I-shaped steel of encorbelmenting with bed plate joint portion is equipped with the triangle reinforcing plate.
Furthermore, when the local part of the binding surface of the base plate and the main structure of the building needs to be leveled, one or more steel gaskets are adopted for leveling, and the steel gaskets and the overhanging I-shaped steel are firmly welded.
Compared with the prior art, the invention has the following beneficial effects:
(1) the invention determines the pre-buried positions of a first square nut sleeve, a second square nut sleeve and a third square nut sleeve according to a special construction scheme of an overhanging scaffold, calculates the axial pressure value of an overhanging bearing frame structure, sets a simulation load block according to the axial pressure value, adopts a back-jacking structure and an adjustable throwing support structure in the construction process, leads the top surface of the outer end of an overhanging I-steel to be higher than the top surface of the inner end, completely fixes the overhanging I-steel after the stress of the overhanging bearing frame structure is stable by placing the simulation load block on the overhanging I-steel, then removes the adjustable throwing support structure, removes the simulation load block and removes the back-jacking structure, thereby adjusting the stress of the overhanging bearing frame structure to be optimal, reducing the vertical displacement after the subsequent scaffold construction structure and increasing the construction load, forming a very stable structure, and the overhanging I-steel does not need to pass through a wall body, the hidden danger of water seepage and leakage of the floor is reduced, the using amount of the overhanging I-shaped steel is also saved, and the high-strength screw, the double-lug pull ring screw and the throwing support screw can be detached and reused, so that the construction cost is saved.
(2) The axial pressure value is measured and calculated by setting the axial pressure value calculation model of the cantilever bearing frame structure, and the simulation load block can be set in a targeted manner according to the axial pressure value.
(3) The method adopts the rebound method to judge the strength of the concrete, and corresponding installation is carried out when the strength of the concrete reaches corresponding installation conditions, so that the installation is ensured to meet the requirements, and the occurrence of reworking is reduced.
(4) The adjustable throwing support structure is provided with the movable positioning block, so that the top surface of the outer end of the overhanging I-shaped steel can be conveniently adjusted to be higher than the top surface of the inner end.
(5) The top surface of the outer end of the overhanging I-shaped steel is 10-20 mm higher than the top surface of the inner end of the overhanging I-shaped steel, so that the downward vertical displacement of the top surface of the outer end of the overhanging I-shaped steel after the overhanging scaffold is used can be offset.
(6) According to the invention, the length of the cantilever I-shaped steel is more than 1.8m, and two adjustable basket pull rods are arranged, so that the stress stability of the cantilever I-shaped steel is enhanced.
(7) The movable vertical rod positioning pile is arranged on the overhanging I-shaped steel in advance, so that the subsequent installation and adjustment of the external scaffold are facilitated.
(8) According to the invention, the length of the first square nut is 180mm, the length of the second square nut is 150mm, and the length of the third square nut is 120mm, so that the embedded stability is ensured.
(9) According to the invention, the triangular reinforcing plate is arranged at the joint part of the bottom end surface of the overhanging I-shaped steel and the base plate, and meanwhile, the local part of the joint surface of the base plate of the overhanging I-shaped steel and the main structure of the building needs to be leveled, one or more steel gaskets are adopted for leveling, and the welding among the steel gaskets and the welding between the steel gaskets and the overhanging I-shaped steel are firm, so that the overhanging I-shaped steel is in a more stable state.
Drawings
FIG. 1 is a schematic flow chart of a construction method of the invention.
Fig. 2 is a structural schematic diagram of the overhanging scaffold of the invention.
FIG. 3 is a schematic view of the structure of two adjustable flower basket pull rods of the present invention.
In the drawings, the names of the parts corresponding to the reference numerals are as follows:
1-a first square nut sleeve, 2-a second square nut sleeve, 3-a third square nut sleeve, 4-a high-strength screw, 5-a double-lug pull ring screw, 6-a throwing support screw, 7-overhanging I-steel, 8-a base plate, 9-a triangular reinforcing plate, 10-a pull-up lifting lug, 11-an adjustable basket pull rod, 12-an adjustable throwing support structure, 13-a movable positioning block, 14-a back-jacking structure, 15-a simulated load block, 16-an external scaffold structure, 17-a building main body structure and 18-a movable vertical rod positioning pile.
Detailed Description
The invention is further illustrated by the following examples and figures, including but not limited to the following examples.
Examples
As shown in fig. 1 to 3, the present invention provides a method for constructing a novel overhanging scaffold for a high assembly rate building, the overhanging scaffold comprises a first square nut sleeve 1, a second square nut sleeve 2, a third square nut sleeve 3 as embedded parts, a high-strength screw 4 configured with the first square nut sleeve 1, a double-ear pull ring screw 5 configured with the second square nut sleeve 2, a throwing screw 6 configured with the third square nut sleeve 3, an overhanging i-beam 7 connected with the high-strength screw 4, a base plate 8 disposed on an inner end face of the overhanging i-beam 7, an upward-pulling lug 10 disposed on an outer end face of the overhanging i-beam 7, an adjustable flower basket pull rod 11 mounted between the double-ear pull ring screw 5 and the upward-pulling lug 10, and an outer scaffold structure 16 disposed on the overhanging i-beam 7, wherein the second square nut sleeve 2 is located on a floor above the first square nut sleeve 1, third side shape nut sleeve 3 is located 1 next floor of first side shape nut sleeve, encorbelments I-steel 7 and has set up back the structure 14 and throw with throwing the adjustable that props screw rod 6 and be connected and prop structure 12, and it is structural to return the structure 14 and locate the below current, encorbelments I-steel 7 and adjustable basket pull rod 11 and constitutes the bearing frame structure of encorbelmenting jointly, a novel scaffold of encorbelmenting that is used for high assembly rate building builds the method and includes following step:
s1: according to the special construction scheme of the cantilever scaffold, determining the pre-buried positions of a first square nut sleeve 1, a second square nut sleeve 2 and a third square nut sleeve 3, measuring and calculating the axial pressure value of the cantilever bearing frame structure, and setting a simulation load block 15 according to the axial pressure value;
s2: before concrete of the building outer wall is poured, a first square nut sleeve 1, a second square nut sleeve 2 and a third square nut sleeve 3 are pre-embedded at pre-embedding positions;
s3, when the concrete strength reaches a first installation condition, installing a high-strength screw rod 4 on a first square nut sleeve 1, installing a double-lug pull ring screw rod 5 on a second square nut sleeve 2, and installing a throwing support screw rod 6 on a third square nut sleeve 3;
s4, when the strength of the concrete reaches a second installation condition, placing the cantilever I-beam 7 on a pre-erected back-jacking structure 14 on the same horizontal plane, and then connecting the cantilever I-beam 7 with the high-strength screw rod 4 to form a non-completely fixed state;
s5, installing the adjustable throwing support structure 12 between the throwing support screw 6 and the overhanging I-beam 7, and adjusting the adjustable throwing support structure 12 to enable the top surface of the outer end of the overhanging I-beam 7 to be higher than the top surface of the inner end;
s6, installing an adjustable basket pull rod 11 between the double-lug pull ring screw 5 and the pull-up lifting lug 10, and adjusting the adjustable basket pull rod 11 to a stress state;
s7: a simulation load block 15 is arranged on the overhanging I-shaped steel 7, and after the stress of the overhanging bearing frame structure is stable, the overhanging I-shaped steel 7 is completely fixed;
s8, dismantling the adjustable throwing support structure 12; removing the simulation load block 15; removing the back-jacking structure 14;
s9: and when the concrete strength reaches a third installation condition, an outer scaffold structure 16 is built on the overhanging I-shaped steel 7.
In this embodiment, the top surface of the outer end of the overhanging i-steel 7 is higher than the top surface of the inner end by pre-adjustment, then the simulated load block 15 is placed on the overhanging i-steel 7 with the assistance of the back-jacking structure 14 and the adjustable back-jacking structure 12, after the stress of the overhanging bearing frame structure is stable, the overhanging i-steel 7 is completely fixed, then the adjustable back-jacking structure 12 is removed, the simulated load block 15 is removed, and the back-jacking structure 14 is removed, so that the stress state of the overhanging bearing frame structure is adjusted to an optimal state.
In this embodiment, in step S1, the calculation model of the axial pressure value of the overhanging outrigger structure is: n ═ NG1k+NG2k+NQ1k
In the formula: n' represents an axial pressure value; n is a radical ofG1kThe self weight value of the structure borne by the vertical rod is shown; n is a radical ofG2kRepresenting the component self weight value; n is a radical ofQ1kIndicating the construction live load of the vertical rod.
In step S1, the formula for calculating the weight of the simulated load mass 15 is: m is N'/g
In the formula: m represents the weight of the dummy load block 15; n' represents an axial pressure value; g represents a gravity coefficient.
The axial pressure value is calculated by setting an axial pressure value calculation model of the overhanging bearing frame structure, and the simulation load block 15 can be set in a targeted manner according to the axial pressure value.
In the present embodiment, in step S3, the first mounting condition is: judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 5 MPa; in step S4, the second mounting conditions are: judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 10 MPa; in step S9, the third mounting condition is: judge the concrete strength with the resilience method, when the concrete strength reaches 15MPa, this embodiment adopts the resilience method to judge the concrete strength, just carries out corresponding installation when the concrete strength reaches the installation condition, has ensured that the installation meets the requirements, has reduced the emergence of doing over again.
In this embodiment, in step S5, the adjustable throwing-supporting structure 12 is provided with a movable positioning block 13, and the top surface of the outer end of the overhanging i-steel 7 is higher than the top surface of the inner end by adjusting the movable positioning block 13.
In this embodiment, the top surface of the outer end of the overhanging i-steel 7 is 10mm to 20mm higher than the top surface of the inner end, so that a part of downward vertical displacement of the top surface of the outer end of the overhanging i-steel 7 after the overhanging scaffold is used can be offset.
In the embodiment, two adjustable basket pull rods 11 are installed when the length of the overhanging I-beam 7 is greater than 1.8m, so that the stress stability of the overhanging I-beam 7 is enhanced, when the length of the overhanging I-beam 7 is designed, the length of the overhanging I-beam 7 generally does not exceed 2.4m in consideration of the stress condition, in addition, the pull-up points of the two adjustable basket pull rods 11 are staggered by 10cm, the double hanging points are staggered by 10cm, the pull-up points refer to the connection positions of the adjustable basket pull rods 11 and the double-lug pull ring screw rods 5, and the hanging points refer to the connection positions of the adjustable basket pull rods 11 and the pull-up lifting lugs 10.
In this embodiment, the movable vertical rod positioning pile 18 is installed on the overhanging i-beam 7, then the outer scaffold structure 16 is built on the movable vertical rod positioning pile 18, and in the actual building process, the position of the movable vertical rod positioning pile 18 on the overhanging i-beam 7 is adjusted, so that the installation and positioning accuracy is ensured, wherein the front and the back can be adjusted by 10cm, and the left and the right can be adjusted by 5 cm.
In this embodiment, first square nut sleeve 1 is long for 180mm, and the length of second square nut sleeve 2 is 150mm, and the length of third square nut sleeve 3 is 120mm, has ensured pre-buried steadiness.
In this embodiment, set up triangle reinforcing plate 9 through the bottom face to the I-steel 7 of encorbelmenting and bed plate 8 joint portion, need the leveling to bed plate 8 and building subject structure 17 binding face part simultaneously, adopt one or polylith steel gasket pad to fill up flatly, between polylith steel gasket and the I-steel 7 of encorbelmenting between the welding firm, make the I-steel 7 of encorbelmenting be in more firm state.
When the invention is used, the overhanging I-steel 7 does not need to pass through a wall body by adopting a pre-embedded mode, the overhanging I-steel can be stably built, the using amount of the overhanging I-steel 7 is also saved, in addition, the high-strength screw 4, the double-lug pull ring screw 5 and the throwing support screw 6 can be disassembled and reused, the engineering cost is saved, in the building process, the back jacking structure 14 and the adjustable throwing support structure 12 are adopted, the top surface of the outer end of the overhanging I-steel 7 is higher than the top surface of the inner end, the simulated load block 15 is placed on the overhanging I-steel 7, after the stress of the overhanging bearing frame structure is stable, the overhanging I-steel 7 is completely fixed, then the adjustable throwing support structure 12 is disassembled, the simulated load block 15 is removed, the back jacking structure 14 is disassembled, so that the stress of the overhanging bearing frame structure is adjusted to be optimal, the vertical displacement after the subsequent building of an outer scaffold structure 16 and increasing the construction load is reduced, a very stable structure is formed.
The above embodiments are only preferred embodiments of the present invention, and are not intended to limit the scope of the present invention, but all changes that can be made by applying the principles of the present invention and performing non-inventive work on the basis of the principles shall fall within the scope of the present invention.
Claims (10)
1. A novel cantilever scaffold building method for a building with high assembly rate is characterized by comprising the following steps: the overhanging scaffold comprises a first square nut sleeve (1), a second square nut sleeve (2) and a third square nut sleeve (3) which are used as embedded parts, a high-strength screw rod (4) which is matched with the first square nut sleeve (1), a double-lug pull ring screw rod (5) which is matched with the second square nut sleeve (2), a throwing support screw rod (6) which is matched with the third square nut sleeve (3), an overhanging I-shaped steel (7) which is connected with the high-strength screw rod (4), a base plate (8) which is arranged on the inner end surface of the overhanging I-shaped steel (7), an upper pulling lug (10) which is arranged on the outer end surface of the overhanging I-shaped steel (7), an adjustable flower basket pull rod (11) which is arranged between the double-lug pull ring screw rod (5) and the upper pulling lug (10), and an outer scaffold structure (16) which is arranged on the overhanging I-shaped steel (7), wherein, the second square nut sleeve (2) is positioned on the first square nut sleeve (1) upper floor, the third square nut sleeve (3) is positioned on the first square nut sleeve (1) lower floor, the overhanging I-steel (7) is provided with a back-jacking structure (14) and an adjustable throwing support structure (12) connected with the throwing support screw (6), the back-jacking structure (14) is arranged on the existing structure below, the overhanging I-steel (7) and the adjustable basket pull rod (11) jointly form an overhanging bearing frame structure,
the method for building the novel overhanging scaffold for the high-assembly-rate building comprises the following steps:
s1: according to the special construction scheme of the cantilever scaffold, determining the pre-buried positions of a first square nut sleeve (1), a second square nut sleeve (2) and a third square nut sleeve (3), measuring and calculating the axial pressure value of the cantilever bearing frame structure, and setting a simulation load block (15) according to the axial pressure value;
s2: before concrete of the building outer wall is poured, a first square nut sleeve (1), a second square nut sleeve (2) and a third square nut sleeve (3) are pre-embedded at pre-embedding positions;
s3, when the concrete strength reaches a first installation condition, installing a high-strength screw (4) on a first square nut sleeve (1), installing a double-lug pull ring screw (5) on a second square nut sleeve (2), and installing a throwing support screw (6) on a third square nut sleeve (3);
s4, when the strength of the concrete reaches a second installation condition, placing the cantilever I-steel (7) on a pre-erected back-jacking structure (14) on the same horizontal plane, and then connecting the cantilever I-steel (7) with the high-strength screw (4) to form a non-complete fixed state;
s5, installing an adjustable throwing support structure (12) between the throwing support screw (6) and the overhanging I-shaped steel (7), and adjusting the adjustable throwing support structure (12) to enable the top surface of the outer end of the overhanging I-shaped steel (7) to be higher than the top surface of the inner end;
s6, installing an adjustable basket pull rod (11) between the double-lug pull ring screw (5) and the pull-up lifting lug (10), and adjusting the adjustable basket pull rod (11) to a stress state;
s7: a simulation load block (15) is arranged on the overhanging I-shaped steel (7), and after the overhanging bearing frame structure is stressed stably, the overhanging I-shaped steel (7) is completely fixed;
s8, dismantling the adjustable throwing support structure (12); removing the dummy load block (15); removing the back-jacking structure (14);
s9: and when the concrete strength reaches a third installation condition, an outer scaffold structure (16) is built on the overhanging I-shaped steel (7).
2. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein: in the step S1, the calculation model of the axial pressure value of the overhanging carrier structure is: n ═ NG1k+NG2k+NQ1k
In the formula: n' represents an axial pressure value; n is a radical ofG1kThe self weight value of the structure borne by the vertical rod is shown; n is a radical ofG2kRepresenting the component self weight value; n is a radical ofQ1kShowing the construction live load of the vertical rod;
in the step S1, the formula for calculating the weight of the simulated load block (15) is: m is N'/g
In the formula: m represents the weight of the dummy load block (15); n' represents an axial pressure value; g represents a gravity coefficient.
3. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein: in step S3, the first mounting condition is: judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 5 MPa; in step S4, the second mounting conditions are: judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 10 MPa; in step S9, the third mounting condition is: and (4) judging the strength of the concrete by a rebound method, and when the strength of the concrete reaches 15 MPa.
4. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein: in the step S5, the adjustable throwing support structure (12) is provided with a movable positioning block (13), and the top surface of the outer end of the overhanging i-steel (7) is higher than the top surface of the inner end by adjusting the movable positioning block (13).
5. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein: in the step S5, the top surface of the outer end of the overhanging i-beam (7) is 10mm to 20mm higher than the top surface of the inner end.
6. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein: in the step S6, when the length of the cantilever I-shaped steel (7) is more than 1.8m, two adjustable basket pull rods (11) are installed.
7. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein:
in step S9, a mobile pole spud (18) is mounted on the overhanging i-beam (7), and then an external scaffold structure (16) is built on the mobile pole spud (18).
8. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein: the length of the first square nut sleeve (1) is 180mm, the length of the second square nut sleeve (2) is 150mm, and the length of the third square nut sleeve (3) is 120 mm.
9. The method for constructing the cantilever scaffold for the high-assembly-rate building according to claim 1, wherein: the bottom end face of the overhanging I-shaped steel (7) and the joint part of the base plate (8) are provided with a triangular reinforcing plate (9).
10. A novel cantilever scaffold construction method for high assembly rate buildings according to any one of claims 1 to 9, wherein: when the local part of the binding surface of the base plate (8) and the building main body structure (17) needs to be leveled, one or more steel gaskets are adopted to be leveled, and the steel gaskets and the overhanging I-shaped steel (7) are firmly welded.
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| CN202111203532.1A CN113756561A (en) | 2021-10-15 | 2021-10-15 | Novel cantilever scaffold building method for high-assembly-rate building |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114622710A (en) * | 2022-04-11 | 2022-06-14 | 中铁建工集团有限公司 | High-altitude staggered-layer cantilever structure and construction method thereof |
| CN116607746A (en) * | 2023-05-16 | 2023-08-18 | 广东省构建工程建设有限公司 | Construction process for replacing and dismantling top support of large cantilever steel structure |
-
2021
- 2021-10-15 CN CN202111203532.1A patent/CN113756561A/en not_active Withdrawn
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114622710A (en) * | 2022-04-11 | 2022-06-14 | 中铁建工集团有限公司 | High-altitude staggered-layer cantilever structure and construction method thereof |
| CN116607746A (en) * | 2023-05-16 | 2023-08-18 | 广东省构建工程建设有限公司 | Construction process for replacing and dismantling top support of large cantilever steel structure |
| CN116607746B (en) * | 2023-05-16 | 2023-11-21 | 广东省构建工程建设有限公司 | Construction process for replacing and dismantling top support of large cantilever steel structure |
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Application publication date: 20211207 |