CN111677259A - High-rise Bailey truss cantilever construction method - Google Patents
High-rise Bailey truss cantilever construction method Download PDFInfo
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- CN111677259A CN111677259A CN202010527777.9A CN202010527777A CN111677259A CN 111677259 A CN111677259 A CN 111677259A CN 202010527777 A CN202010527777 A CN 202010527777A CN 111677259 A CN111677259 A CN 111677259A
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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
Abstract
The invention relates to a high-rise Bailey truss cantilever construction method, which comprises the following steps: s1, constructing a support structure, wherein the support structure is a Bailey truss; fixedly mounting the Bailey truss on the (n-1) th layer to enable the Bailey truss to be flush with the bottom surface of the connecting corridor on the nth layer; the Bailey truss is vertical to the extending direction of the cantilever structure; s2, fixing a plurality of overhanging I-beams with the same length at the beam bottom of the nth-layer corridor, so that the overhanging I-beams are positioned at the top end of the Bailey truss and are fixedly connected with the Bailey truss; s3, paving the plate, and paving the plate on the overhanging I-steel without gaps; s4, constructing a protective structure, arranging protective frames around the overhanging platform, and hanging protective nets on the protective frames; s5, tying the cantilever I-shaped steel on the nth layer with the steel wire rope for the beam structure of the corridor on the (n +1) th layer; and S6, constructing a support system. The invention has the beneficial effects that: the Bailey truss is used as the support of the cantilever structure, so that the strength, rigidity and stability of the cantilever structure are improved.
Description
Technical Field
The invention belongs to the technical field of buildings, and particularly relates to a high-rise Bailey truss cantilever construction method.
Background
With the continuous development of building design, more and more buildings extend the profiled beam outwards, form the structure of encorbelmenting. According to the experience of the prior art, the general construction method for high-rise cantilever mainly comprises the following steps: traditional reserved I-steel cantilever construction.
The traditional construction method for cantilever construction of reserved I-steel is that two pull rings are pre-buried on a floor slab, then the I-steel penetrates through the pull rings to be cantilevered to the outside of a floor, and then an outer frame upright rod is fixed on the I-steel. The traditional reserved I-steel cantilever construction method is an external frame erection form commonly used for high-rise buildings. When the reserved I-steel cantilever construction method is implemented, all loads of the cantilever scaffold are finally transmitted to a building structure through the cantilever structure, so that the key of the cantilever scaffold is the cantilever structure which has enough strength, rigidity and stability and can be reliably connected with the building structure so as to safely transmit the loads of the scaffold to the building structure.
However, for a relatively large-span overhanging structure in a high layer, if a traditional reserved i-steel overhanging construction method is adopted, the following problems can exist: the length of the overhanging end is too long, and the distance of the supporting end is too short; the I-shaped steel and the embedded pull ring fixed in the structure cannot meet the requirement for fixing the I-shaped steel; after the cantilever structure is completed, the I-shaped steel is deformed under the condition of no additional load; and under the condition of no unloading measure, the construction can not be carried out.
Therefore, when the high-rise large-span building structure needs to be cantilevered, the traditional single I-shaped steel is adopted to be cantilevered, so that the construction requirement and the safety requirement can not be obviously met, and therefore a high-rise cantilever construction method capable of improving the strength and the stability of the cantilever structure is urgently needed.
Disclosure of Invention
Technical problem to be solved
The invention provides a high-rise Bailey truss cantilever construction method, aiming at solving the problem of insufficient rigidity of a high-rise large-span cantilever support in the prior art.
(II) technical scheme
In order to achieve the purpose, the invention adopts the main technical scheme that:
a high-rise Bailey truss cantilever construction method comprises the following steps:
s1, constructing a support structure, wherein the support structure is a Bailey truss; taking the floor of the overhanging structure needing to be extended as the nth floor, and fixedly installing the Bailey truss on the common windowsill of the (n-1) th floor so as to enable the top of the Bailey truss to be flush with the bottom surface of the corridor of the nth floor; the extending direction of the Bailey truss is vertical to the extending direction of the cantilever structure;
s2, constructing overhanging I-beams, namely fixing a plurality of overhanging I-beams with the same length at the beam bottom of the nth layer of corridor so that the overhanging I-beams are positioned at the top end of the Bailey truss, and extending the other ends of the overhanging I-beams outwards along the nth layer of corridor to form overhanging ends; fixedly connecting the cantilever I-steel with the Bailey truss;
a plurality of overhanging I-shaped steels with the same length are parallel to each other and distributed at equal intervals;
s3, paving the plate, and paving the plate on the overhanging I-beam without gaps;
s4, constructing a protective structure, arranging protective frames around the overhanging platform, and hanging protective nets on the protective frames;
s5, constructing a pulling structure, namely pulling and tying one end of the cantilever I-steel on the nth layer, which is far away from the corridor, with a steel wire rope for the beam structure of the corridor on the (n +1) th layer;
s6, building a support system: the supporting system comprises upright rods, transverse horizontal rods and longitudinal horizontal rods, a plurality of upright rods are arranged on each overhanging I-shaped steel at equal intervals, and the upright rods on each overhanging I-shaped steel form a row; the longitudinal horizontal rods are parallel to the overhanging I-shaped steel and vertical to each row of upright rods, and a plurality of layers are uniformly distributed along each row of upright rods and fixed with each row of upright rods; the transverse horizontal rods are perpendicular to the overhanging I-shaped steel and the longitudinal horizontal rods, and a plurality of layers are distributed at equal intervals along each row of upright rods and fixed with each row of upright rods.
According to the invention, in step S1, two sides of the Bailey truss extend into the common windowsill of the (n-1) th layer, and the length of the Bailey truss extending into the common windowsill accounts for 10-15% of the total length of the Bailey truss;
the Bailey truss leans against two sides of the public windowsill, and gaps between the Bailey truss and the two sides of the public windowsill are filled with wood purlin to prevent the Bailey truss from sideslipping and moving;
the Bailey truss is fixed with the beam column structure on the nth layer through I-shaped steel, steel pipes and bolts.
According to the invention, in step S2, a transverse i-beam perpendicular to the overhanging i-beam is provided, and the transverse i-beam is fixed below the overhanging i-beam by bolts.
According to the present invention, between steps S4 and S5, the corridor connecting the nth floor and the (n-1) th floor is connected by a vertical I-beam; the vertical I-shaped steel is vertical to the nth layer and the (n-1) th layer of corridor; and the vertical I-shaped steel is fixed with the nth layer and the (n-1) th layer of connecting gallery through wall-penetrating bolts.
According to the invention, in step S4, the protective frame comprises a transverse steel pipe and a longitudinal steel pipe, wherein one end of each overhanging I-steel, which is far away from the corridor, is vertically provided with one longitudinal steel pipe, the transverse steel pipe is perpendicular to each longitudinal steel pipe, and a plurality of the transverse steel pipes are arranged at equal intervals along the longitudinal steel pipes and fixed with each longitudinal steel pipe; the distance between two adjacent transverse steel pipes is 900 mm; one side of the protection frame towards the corridor is connected with the supporting system, and the protection frame is externally provided with 2 cross braces.
According to the invention, in step S6, the vertical rod stands on the overhanging i-beam, and specifically comprises: the upright rod is erected on the cantilever I-shaped steel through the base; the base is upwards 200mm department, sets up vertical pole and horizontal pole of sweeping the ground, and vertical pole and horizontal pole of sweeping the ground are connected with the pole setting through right angle fastener.
According to the invention, in step S6, after the horizontal rods and the vertical rods are erected, the cross braces are arranged in the supporting system, the cross braces comprise two mutually crossed oblique vertical rods, and the cross braces are specifically arranged as follows:
the cross braces outside the supporting system are fixed with the vertical rods outside;
the cross braces in the supporting system are arranged in every 4 rows of vertical rods according to the direction perpendicular to the overhanging I-shaped steel, and the angle between an inclined vertical rod in each cross brace and the ground is 45-60 degrees;
the top part consists of a transverse horizontal rod and a longitudinal horizontal rod, and horizontal cross braces are arranged at the floor sweeping rod, and one horizontal cross brace is arranged every 3 m;
diagonal vertical rods of the cross braces are connected by adopting butt fasteners, the diagonal vertical rods of the cross braces are fixed on corresponding vertical rods or extending ends of transverse horizontal rods by adopting rotary fasteners, the distance between the fixed positions of the cross braces and a central node is not more than 150mm, and the central node is a node connecting the vertical rods and the transverse horizontal rods;
the oblique pole of the bridging at the top that horizontal pole and vertical horizontal pole are constituteed adopts the overlap joint mode, and the overlap joint length of oblique pole is not less than 1m, is no less than 2 rotatory fasteners.
According to the invention, in step S6, the bottom of the upright post is connected with the overhanging I-shaped steel through a double fastener to prevent the upright post from sliding; when the inclined vertical rod of the cross brace in the supporting system is erected, the bottom of the inclined vertical rod is connected with the transverse floor sweeping rod through the fastener, and the inclined vertical rod is prevented from sliding.
According to the present invention, in step S6, the supporting system and the building bodies on both sides are connected together by the wall connecting members.
(III) advantageous effects
The invention has the beneficial effects that: according to the construction method for cantilever of the high-rise Bailey truss, the Bailey truss is used as the support of the cantilever structure, so that the strength, rigidity and stability of the cantilever structure are improved. In addition, the cantilever I-steel is connected with the bottom of the corridor by means of the corridor structure, and the corridor replaces an embedded part in the traditional method, so that the cantilever I-steel is better fixed, and the stability of the cantilever I-steel is improved. Under the combined action of the Bailey truss and the corridor, the strength, rigidity and stability of the cantilever structure are improved, and the construction requirement and safety requirement of high-rise cantilever can be met.
Drawings
FIG. 1 is a top plan view of an overhanging structure of the present invention supported by a Bailey truss;
fig. 2 is a sectional view showing the installation of the bailey truss and the i-steel according to the present invention.
[ description of reference ]
1: a Bailey truss; 2: an elevator shaft; 3: a common sill; 4: overhanging I-shaped steel; 5, a corridor; 6: vertical I-shaped steel; 7: a wire rope; 8: a through-wall bolt.
Detailed Description
For the purpose of better explaining the present invention and to facilitate understanding, the present invention will be described in detail by way of specific embodiments with reference to the accompanying drawings.
Referring to fig. 1 to 2, the present embodiment provides a high-rise bailey truss cantilever construction method, including the following steps:
s1, constructing a support structure, wherein the support structure is a Bailey truss 1; taking the floor of the overhanging structure needing to be extended as the nth floor, and fixedly installing the Bailey truss 1 on the common windowsill of the (n-1) th floor so as to enable the top of the Bailey truss 1 to be flush with the bottom surface of the corridor of the nth floor; the extending direction of the Bailey truss is vertical to the extending direction of the cantilever structure.
S2, constructing overhanging I-beams, namely fixing a plurality of overhanging I-beams 4 with the same length at the beam bottom of the nth-layer corridor 5 so that the overhanging I-beams 4 are positioned at the top end of the Bailey truss 1, and extending the other ends of the overhanging I-beams 4 outwards along the nth-layer corridor 5 to form overhanging ends; fixedly connecting the cantilever I-steel 4 with the Bailey truss 1;
the overhanging I-shaped steels 4 with the same length are mutually parallel and distributed at equal intervals.
S3, paving plates, namely paving seamless plates in the range of the I-steel cantilever platform, wherein the plates are scaffold plates and plywood with the thickness of 15 mm; firstly, a scaffold board is fully paved on the overhanging I-shaped steel 4, then a plywood is fully paved on the scaffold board, and the plywood is fixed with the overhanging I-shaped steel 4 through a No. 18 smooth round bolt.
S4, constructing a protective structure, arranging protective frames around the overhanging platform, and hanging protective nets on the protective frames.
And S5, constructing a pulling structure, namely pulling and tying one end of the cantilever I-steel on the nth layer, which is far away from the corridor 5, with the steel wire rope 7 for the beam structure of the corridor 5 on the (n +1) th layer.
S6, building a support system: the supporting system comprises upright rods, transverse horizontal rods and longitudinal horizontal rods, a plurality of upright rods are arranged on each overhanging I-shaped steel at equal intervals, and the upright rods on each overhanging I-shaped steel form a row; the longitudinal horizontal rods are parallel to the overhanging I-shaped steel and vertical to each row of upright rods, and a plurality of layers are uniformly distributed along each row of upright rods and fixed with each row of upright rods; the transverse horizontal rods are perpendicular to the overhanging I-shaped steel and the longitudinal horizontal rods, and a plurality of layers are distributed at equal intervals along each row of upright rods and fixed with each row of upright rods.
In this embodiment, the pre-buried pull ring is not adopted to fix the I-steel that encorbelments, but the vestibule among the building structure is utilized, will encorbelment the I-steel and fix the floorbar in the vestibule. The vestibule has replaced pre-buried pull ring among the prior art for the fixed of structure one end of encorbelmenting is more stable. In the prior art, the cantilever I-shaped steel is fixed by the aid of the embedded pull ring, and under the action of gravity of the cantilever I-shaped steel, the embedded pull ring is subjected to the reaction force of the cantilever I-shaped steel, so that a gap exists between the embedded pull ring and the cantilever I-shaped steel. Compared with the prior art, the I-steel of encorbelmenting of this embodiment is located vestibule structure's bottom, does not have the gap between I-steel encorbelmenting and the vestibule structure, also is difficult for the deformation.
Preferably, the I-steel of this embodiment that encorbelments chooses for use 18# model, Q235b material, and the length is 9 m's I-steel. The material, model and length of the overhanging I-shaped steel are consistent with those of the I-shaped steel.
Specifically, the present embodiment is an overhanging construction in a high-rise building, in which the elevator shaft 2 is symmetrically distributed, and each floor of the elevator shaft 2 includes a common sill 3 symmetrically distributed. Between each floor of the building, a corridor 5 is designed to communicate with the floor units. As shown in fig. 1, the cantilever structure of the present embodiment is formed in a hollow area between the front of the corridor 5 and the elevator shaft 2. In step S1, both sides of the beret truss 1 extend into the n-1 th layer of the common windowsill 3, and the length of the beret truss 1 extending into the common windowsill 3 accounts for 10-15% of the total length of the beret truss 1.
Specifically, in the embodiment, when the nth layer of overhanging construction is performed, before the bailey truss 1 is installed, two vertical rods are supported in the middle of the common windowsill 3 of the (n-1) th layer, and the vertical rods are used for jacking the beam body of the common windowsill 3 of the (n-1) th layer, so that the floor slab structure is more stable.
The size of the bailey truss selected for use in this embodiment is: 3000 × 1500 × 150mm, the size of connection piece is: 450 × 1500 × 50mm, 900 × 1500 × 50mm, in this example, the width range of the overhanging structure is 8600mm, so four pieces of beret trusses are connected to form a single body with the total length of 12000 mm. Two sides of the single body are respectively arranged at 1500mm of the windowsill, and a wooden purlin is adopted to be filled between gaps at two sides of the Bailey truss and the public windowsill 3, so that the Bailey truss is prevented from sideslipping and moving. Further, in the embodiment, two single bodies formed by 8 Bailey trusses are supported on the n-1 layers of common windowsill, so that the sufficient contact area between the cantilever I-steel and the Bailey truss serving as the supporting component is ensured.
The Bailey truss 1 is fixed with the beam column structure of the (n-1) th layer through I-shaped steel, steel pipes and bolts. And the I-shaped steel penetrates through the Bailey truss 1 and is fixed on the beam column structure of the (n-1) th layer through steel pipes and bolts. The Bailey truss 1 is firmly leaned against the public windowsill 3 and is fixedly connected with the beam column structure of the (n-1) th layer, so that the Bailey truss does not slide any more, and the stability of the cantilever structure in the cantilever construction process is ensured.
Specifically, the overhanging i-beams 4 and the bailey truss 1 are fixed by bolts, and in the embodiment, 10 # 18 i-beams are arranged and distributed at equal intervals, and certainly, if a structural column is met, the distance between the overhanging i-beams can be properly adjusted.
Specifically, in step S2, a transverse i-beam perpendicular to the overhanging i-beam 4 is provided, and the transverse i-beam is located below the overhanging i-beam 4 and fixed to the overhanging i-beam by bolts. According to the embodiment, the transverse I-shaped steel is used for further fixing the overhanging I-shaped steel 4, the overhanging I-shaped steel 4 is prevented from sliding, and the stability of the overhanging structure is further improved.
Specifically, in this embodiment, the overhanging structure needs to be built layer by layer from bottom to top in sequence according to the order, and therefore, after the nth layer of overhanging construction is completed, the n +1 layer of overhanging construction is performed. Therefore, after the n +1 th layer of formwork removal is finished, one end, far away from the corridor 5, of the cantilever I-steel on the n th layer is tied with the steel wire rope 7 for the beam structure of the corridor 5 on the n +1 th layer.
Specifically, a vertical I-shaped steel 6 is fixed between the nth layer and the (n-1) th layer of corridor 5, and the vertical I-shaped steel 6 is vertical to the nth layer and the (n-1) th layer of corridor; the vertical I-shaped steel 6 is fixed with the nth layer and the (n-1) th layer of vestibule 5 through wall-penetrating bolts 8. Because the pre-buried pull ring is not adopted to fix the overhanging I-steel in the embodiment, the corridor replaces the pre-buried pull ring in the prior art, and the corridor receives upward force from the overhanging I-steel in the presence of the overhanging I-steel, so that the corridor is stressed uniformly, the vertical I-steel is arranged in the embodiment, and the stability of the corridor structure is ensured.
Under general conditions, in the building field, protection frame and protection network need be set up around the floor that does not shelter from, and protection frame and protection network form the protection around the platform structure of encorbelmenting, avoid the emergence of incident. Because in this embodiment, there is the building floor to encorbelment the both sides of platform and regards as sheltering from, and one side has the vestibule in addition and regards as sheltering from, consequently only need set up protective structure in the one end of keeping away from the vestibule. In the embodiment, transverse steel pipes and longitudinal steel pipes are used as protection frames, one longitudinal steel pipe is vertically arranged at one end, far away from the corridor, of each overhanging I-steel, and the number of the longitudinal steel pipes is 10 in the embodiment, 48 x 3.6 longitudinal steel pipes are selected, the transverse steel pipes are perpendicular to the longitudinal steel pipes, a plurality of the transverse steel pipes are arranged at equal intervals along the longitudinal steel pipes, and the transverse steel pipes are fixed with the longitudinal steel pipes. The distance between two adjacent transverse steel pipes is 900 mm; one side of the protective frame towards the corridor is connected with a transverse horizontal rod, a longitudinal horizontal rod and a vertical rod in the supporting system, and the protective frame is externally provided with 2 cross braces to fix the protective frame structure.
Specifically, the setting up process of the support system is as follows:
the direction vertical to the plurality of overhanging I-beams is specified to be transverse, and the extending direction of the overhanging I-beams is specified to be longitudinal. The steel pipe pole setting is stood on the I-steel of encorbelmenting, and the interval of pole setting is: the longitudinal direction is 600mm and the transverse direction is 1075 mm. The bearing connection mode of the upright stanchion is an adjustable bracket, and the length of the upper end of the upright stanchion extending out of the supporting point of the template is less than 200 mm. The longitudinal horizontal rod, the transverse horizontal rod and the vertical rod are fixedly connected to form the whole support frame body.
Horizontal and vertical horizontal rods are arranged: the longitudinal horizontal rods are perpendicular to the cantilever I-shaped steels, and the direction of the transverse horizontal rods is consistent with that of the cantilever I-shaped steels. The longitudinal horizontal rods are horizontally arranged, the length of the longitudinal horizontal rods is not less than 2 spans, and butt joints of the two horizontal rods are connected by adopting butt fasteners. The distance between the fastener and the axis of the vertical rod is not larger than 1/3 of the span, the butt joint of the inner and outer longitudinal horizontal rods in the same step frame should be staggered as much as possible for one span, and the term "inner and outer" is relative to each vertical rod, longitudinal horizontal rod and transverse horizontal rod in the supporting system. In the same step frame, the butt joints of the upper and lower adjacent longitudinal horizontal rods are staggered as much as possible for one span, and the staggered horizontal distance is not less than 500 mm. At the intersection of the vertical rods, the transverse horizontal rods and the longitudinal horizontal rods are fixed with the vertical rods by right-angle fasteners, and two rows of punchout bamboos are bound between every two-degree large cross rods on the outer side of the scaffold to serve as safety guardrails.
And (3) erecting transverse horizontal rods: a transverse horizontal rod is required to be arranged at the intersection of the upright post and the longitudinal horizontal rod, and the upright post is strictly forbidden to be dismounted at will. The distance between the rod and the axis of the upright post is not more than 150mm, the transverse horizontal rods in the middle of the span are arranged at equal intervals according to the requirement of supporting the scaffold boards, and the two ends of the transverse horizontal rods of the scaffold are fixed on the longitudinal horizontal rods by right-angle fasteners.
Specifically, in step S6, the upright rod stands on the overhanging i-beam, specifically, the upright rod stands on the base, the base is connected with the overhanging i-beam, and the upright rod is not easy to slide relative to the overhanging i-beam due to the arrangement of the base. The base is upwards 200mm department, sets up vertical pole and horizontal pole of sweeping the ground, and vertical pole and horizontal pole of sweeping the ground are connected with the pole setting through right angle fastener. The longitudinal floor sweeping rod and the transverse floor sweeping rod are equivalent to a transverse horizontal rod and a longitudinal horizontal rod which are close to the ground, and are used for preventing the overhanging I-shaped steel from sliding.
The fasteners are generally divided into right-angle fasteners and rotary fasteners, the right-angle fasteners fix two geometrically perpendicular rods of the cross bar and the vertical bar, and the rotary fasteners fix the geometrically non-perpendicular rods of the cross-brace type.
Specifically, in step S6, after the horizontal rods and the vertical rods are erected, the cross braces are disposed in the supporting system, and the cross braces include two mutually crossing oblique vertical rods, and the cross braces are specifically configured as follows:
the cross braces outside the supporting system are fixed with the vertical rods outside;
the method comprises the following steps that (1) a pair of cross braces is arranged in each 4 rows of vertical rods in a supporting system, and the angle between each inclined vertical rod in each cross brace and the ground is 45-60 degrees;
the top part consists of a transverse horizontal rod and a longitudinal horizontal rod, and horizontal cross braces are arranged at the floor sweeping rod, and one horizontal cross brace is arranged every 3 m;
the diagonal rods of the cross braces are connected by butt fasteners, the diagonal rods of the cross braces are fixed on the corresponding vertical rods or the extending ends of the transverse horizontal rods by rotating fasteners, the distance between the fixed positions of the cross braces and a central node is not more than 150mm, and the central node is a node connecting the vertical rods and the transverse horizontal rods.
The oblique pole of the bridging at the top that horizontal pole and vertical horizontal pole are constituteed adopts the overlap joint mode, and the overlap joint length of oblique pole is not less than 1m, is no less than 2 rotatory fasteners.
Specifically, in step S6, the bottom of the upright is connected to the overhanging i-beam by a double fastener to prevent the upright from sliding; when the inclined vertical rod of the cross brace in the supporting system is erected, the bottom of the inclined vertical rod is connected with the transverse floor sweeping rod through the fastener, and the inclined vertical rod is prevented from sliding.
Specifically, in step S6, the supporting system and the building main bodies on both sides are connected together by the wall connecting member.
It should be noted that, in this embodiment, when the support system is built, all the rods in the horizontal direction need to be supported on the column body at the position close to the column body of the building, so as to increase the stability of the support system.
This embodiment carries out the analog computation to the structure of encorbelmenting:
in the present embodiment, the building floor can be 24-storey, 26-storey or 31-storey buildings, correspondingly, a building with a height of 24 storeys can be provided with a high-storey cantilever structure from the 22 nd storey upwards, a building with a height of 26 storeys can be provided with a high-storey cantilever structure from the 24 th storey upwards, and a building with a height of 31 storeys can be provided with a cantilever shape from the 26 th storey upwards. This embodiment building roofing lines all adopt 18I-steel of encorbelmenting, calculate according to encorbelmenting of 31 storied building on the highest floor:
firstly, combining loads:
template self weight G1K: 2.75 KN;
steel pipe dead weight G2K: 1.94 KN;
concrete self weight G3K: 12.24 KN;
construction load Q1K: 6.45 KN;
thus, the load combination is: 1.2 × (2.75+12.24) +1.4 × 6.45 ═ 27 KN.
And (3) bending resistance checking calculation:
when the maximum stress MQ caused by the maximum bending moment is less than or equal to f (the maximum stress allowed by 18I-shaped steel), the bending resistance of the cantilever platform meets the requirement.
Bending section coefficient Wx is 141cm3；
Maximum bending moment Maxm ═ n +1 ÷ 2 × 27 × 2.65 ═ 143.1 kn.m;
thus, the maximum stress resulting from the maximum bending moment MQ Maxm/Wx 101.49N/mm2≤f＝205N/mm2The bending resistance can meet the requirement.
And (3) shear force checking of the support A:
Wx＝141cm3；
VA＝-RB＝27KN＝2.65×27＝71.55N/mm2；
71.55KN.M≤0.6f＝123N/mm2and the requirements are met.
And (4) checking and calculating the stability:
Maxm÷(фb×Wx)＝78.07N/mm2≤f＝205N/mm2and the requirements are met.
Deflection checking (endpoint displacement calculation):
the deflection is the maximum displacement of the cantilever end point, and when the deflection V is smaller than the maximum allowable deflection V, the requirement is met.
V＝(F×L3)÷(3×E×I)＝0.05mm；
The deflection V is less than or equal to [ V ] - [ L ] - [ 250 ] - [ 10.6mm (L is the overhanging length, and [ V ] is the maximum allowable deflection), and the requirement is met.
And (3) pressure ring checking calculation: (the pressure ring adopts phi 16)
The stress of the pressure ring is equal to the support counterforce RB equal to 27KN, and the section area A of the pressure ring is equal to 1.54cm2；
27000N÷154mm2＝175.32N/mm2≤f＝205N/mm2And the requirements are met.
Of course, when the construction of encorbelmenting is accomplished, high-rise building platform of encorbelmenting need be demolishd: and after the crack repairing of the outer wall of each floor is finished, the cantilever platform is dismantled. The dismantling sequence is carried out according to the reverse procedure of erecting the overhanging platform, and the dismantling sequence of the overhanging support system, namely the overhanging scaffold, is based on the principle of from top to bottom, dismantling after first erecting and dismantling before second erecting. It should be noted that during the dismantling process, it is necessary to proceed in sequence, not allowing simultaneous dismantling from top to bottom, and it is necessary to ensure that the dismantling is done one by one and one by one. And all the fasteners and the rod pieces are separated during the disassembly, so that the fasteners attached to the rod pieces are not allowed to be conveyed to the ground or the conveying ground is not detached from the two rods simultaneously.
The invention also provides a high-rise bailey truss cantilever structure, which comprises:
the system comprises a Bailey truss, a plurality of columns and a plurality of columns, wherein the Bailey truss takes a floor needing an extending cantilever structure as the nth floor and is fixedly arranged on a common windowsill of the (n-1) th floor; the top of the Bailey truss is flush with the bottom surface of the nth layer of connecting corridor; the Bailey truss is used as a supporting component of the cantilever structure and is vertical to the extending direction of the cantilever structure;
the cantilever I-beams with the same length are fixedly connected to the beam bottom of the nth layer of corridor, and the other ends of the cantilever I-beams extend outwards along the nth layer of corridor to form cantilever ends; the plurality of overhanging I-shaped steels are parallel to each other and distributed at equal intervals; the cantilever I-steel is positioned at the top end of the Bailey truss and is fixedly connected with the Bailey truss;
the plate is fully paved on the overhanging I-shaped steel without gaps;
the protective structure comprises a protective frame and a protective net, wherein the protective frame is arranged around the overhanging platform and is full of the protective net;
the unloading structure comprises a steel wire rope, and the steel wire rope ties one end, far away from the corridor, of the cantilever I-steel on the nth layer with the beam structure of the corridor on the (n +1) th layer;
the overhanging scaffold comprises upright posts, transverse horizontal rods and longitudinal horizontal rods, wherein the upright posts are erected on each overhanging I-shaped steel at equal intervals, and the upright posts on each overhanging I-shaped steel form a row; the longitudinal horizontal rods are parallel to the overhanging I-shaped steel and vertical to each row of upright rods, and a plurality of layers are uniformly distributed along each row of upright rods and fixed with each row of upright rods; the transverse horizontal rods are perpendicular to the overhanging I-shaped steel and the longitudinal horizontal rods, and a plurality of layers are distributed at equal intervals along each row of upright rods and fixed with each row of upright rods.
Furthermore, two sides of the Bailey truss extend into the common windowsill of the (n-1) th layer, and the length of the Bailey truss extending into the common windowsill accounts for 10-15% of the total length of the Bailey truss;
the Bailey truss leans against two sides of the public windowsill, and gaps between the Bailey truss and the two sides of the public windowsill are filled with wood purlin to prevent the Bailey truss from sideslipping and moving;
the Bailey truss is fixed with the beam column structure on the nth layer through I-shaped steel, steel pipes and bolts.
And furthermore, a transverse I-shaped steel is arranged below the plurality of overhanging I-shaped steels and is perpendicular to the overhanging I-shaped steels and is fixed with the plurality of overhanging I-shaped steel bolts.
Furthermore, a vertical I-steel is connected between the nth layer and the (n-1) th layer of corridor, is perpendicular to the nth layer and the (n-1) th layer of corridor, and is fixed with the nth layer and the (n-1) th layer of corridor through wall penetrating bolts.
Furthermore, the protective frame comprises transverse steel pipes and longitudinal steel pipes, wherein one end of each cantilever I-steel, which is far away from the corridor, is vertically provided with one longitudinal steel pipe, the transverse steel pipes are perpendicular to the longitudinal steel pipes, and a plurality of the transverse steel pipes are arranged at equal intervals along the longitudinal steel pipes and are fixed with the longitudinal steel pipes; the distance between two adjacent transverse steel pipes is 900 mm;
one side of protection frame orientation vestibule is connected with the scaffold frame of encorbelmenting, and the protection frame sets up 2 bridging outward.
Further, the pole setting is stood on the I-steel of encorbelmenting, specifically is: the upright rod is erected on the cantilever I-shaped steel through the base; the base is upwards 200mm department, sets up vertical pole and horizontal pole of sweeping the ground, and vertical pole and horizontal pole of sweeping the ground are connected with the pole setting through right angle fastener.
Further, set up the bridging in the scaffold of encorbelmenting, the bridging includes two intercrossing's oblique stand pole, and the concrete setting of bridging is:
the cross braces outside the overhanging scaffold are fixed with the upright rods outside;
the cross braces in the overhanging scaffold are arranged in every 4 rows of vertical rods according to the direction vertical to the overhanging I-shaped steel, and the angle between an inclined vertical rod in each cross brace and the ground is 45-60 degrees;
the top part consists of a transverse horizontal rod and a longitudinal horizontal rod, and horizontal cross braces are arranged at the floor sweeping rod, and one horizontal cross brace is arranged every 3 m;
the diagonal vertical rods of the cross braces are connected by butt fasteners, the diagonal vertical rods of the cross braces are fixed on the corresponding vertical rods or the extending ends of the transverse horizontal rods by rotating fasteners, the distance between the fixed positions of the cross braces and a central node is not more than 150mm, and the central node is a node connecting the vertical rods and the transverse horizontal rods;
the bridging at the top that horizontal rod and vertical horizontal rod are constituteed adopts the overlap joint mode, and overlap joint length is not less than 1m, is no less than 2 rotatory fasteners.
Furthermore, the bottom of the upright post is connected with the overhanging I-shaped steel by a double fastener, so that the upright post is prevented from sliding; the oblique pole bottom of the inside bridging of scaffold frame of encorbelmenting is connected with the horizontal fastener for pole of sweeping the ground, prevents that the oblique pole from taking place to slide.
Further, the overhanging scaffold is connected with the building main bodies on two sides through the wall connecting piece.
It should be noted that the overhanging scaffold in the overhanging structure corresponds to the supporting system in this embodiment.
According to the construction method for cantilever of the high-rise Bailey truss, the Bailey truss is used as the support of the cantilever structure, so that the strength, rigidity and stability of the cantilever structure are improved. In addition, the overhanging I-steel is connected to the bottom of the corridor, so that the fixing effect of an embedded part on the overhanging I-steel in the traditional method is replaced, and the stability of the overhanging I-steel is improved. Under the combined action of the Bailey truss and the corridor, the strength, rigidity and stability of the cantilever structure are improved, and the construction requirement and safety requirement of high-rise cantilever can be met.
In addition, compared with the prior art, the high-rise Bailey truss cantilever construction method is more economical. In the cantilever construction method in the prior art, I-shaped steel is used as a support of a cantilever platform. The high-rise Bailey truss cantilever structure can not lease the I-steel and only can be bought, and on one hand, the Bailey truss is used as a support of the cantilever platform, so that the number of cantilever I-steel is reduced, and the manufacturing cost of the I-steel is reduced. On the other hand, the Bailey truss used by the invention can be leased, and the lease cost is far less than the cost of I-shaped steel in the prior art. Therefore, the construction method for cantilever by taking the Bailey truss as the support has the advantages of reducing the cost and creating more economic benefits.
If the cantilever is erected according to the construction method in the prior art, the construction cost is as follows:
according to the design idea of the prior art, each building needs 18# type, Q235b material, 13I-steel of length 9m, 10 of them are used for setting up the platform of encorbelmenting, 3 are used for supporting the I-steel of encorbelmenting. Because the I-steel can not lease, only can purchase, so, according to prior art, the total length of I-steel is: 13 × 9 ═ 117 m. The unit mass of 18# Q235 b-I-steel is as follows: 24 kg/m, so the total mass of the i-steel is: 24 × 117 ═ 2808 kg ═ 2.808 t. According to the market price, the price of 18# Q235 b-I-steel is as follows: 4000 yuan/t, therefore, in a building, the cost of building the I-steel that the platform of encorbelmenting needs is: 2.808 x 4000 ═ 11232 yuan.
If according to the invention, the Bailey truss is used as a support for high-rise cantilever, the manufacturing cost is as follows:
according to the design concept of the invention, each building needs 10I-beams with 18# model, Q235b material and 9m length, and all the I-beams are used for building the cantilever platform. The total length of the I-steel is calculated as follows: 10 × 9 ═ 90 m. The unit mass of 18# Q235 b-I-steel is as follows: 24 kg/m, so the total weight of the i-beam is 24 x 90-2160 kg-2.160 t. According to the market price, the total cost of the 18# Q235 b-I-steel is as follows: 2.160 x 4000 ═ 8640 yuan.
In the invention, unlike the I-steel which must be purchased, the Bailey truss can be leased, thus saving the expenditure. The lease cost of the Bailey truss is 2 yuan/day, each building needs 8 Bailey trusses according to the design idea of the invention, the lease time of the Bailey truss is 75 days, and then the cost of the Bailey truss is as follows: 2 x 8 x 75 ═ 1800 yuan. Therefore, the construction cost of the cantilever platform taking the Bailey truss as the support is as follows: 8640+1200 is 9840 yuan.
Therefore, the cantilever platform taking the Bailey truss as the support is more economical.
The above embodiments are merely illustrative, and not restrictive, of the scope of the invention, and those skilled in the art will be able to make various changes and modifications within the scope of the appended claims without departing from the spirit of the invention.
Claims (9)
1. A high-rise Bailey truss cantilever construction method is characterized by comprising the following steps:
s1, constructing a support structure, wherein the support structure is a Bailey truss; taking the floor of the overhanging structure needing to be extended as the nth floor, and fixedly installing the Bailey truss on the common windowsill of the (n-1) th floor so as to enable the top of the Bailey truss to be flush with the bottom surface of the corridor of the nth floor; the extending direction of the Bailey truss is vertical to the extending direction of the cantilever structure;
s2, constructing overhanging I-beams, namely fixing a plurality of overhanging I-beams with the same length at the beam bottom of the nth layer of corridor so that the overhanging I-beams are positioned at the top end of the Bailey truss, and extending the other ends of the overhanging I-beams outwards along the nth layer of corridor to form overhanging ends; fixedly connecting the cantilever I-steel with the Bailey truss;
a plurality of overhanging I-shaped steels with the same length are parallel to each other and distributed at equal intervals;
s3, paving the plate, and paving the plate on the overhanging I-beam without gaps;
s4, constructing a protective structure, arranging protective frames around the overhanging platform, and hanging protective nets on the protective frames;
s5, constructing a pulling structure, namely pulling and tying one end of the cantilever I-steel on the nth layer, which is far away from the corridor, with a steel wire rope for the beam structure of the corridor on the (n +1) th layer;
s6, building a support system: the supporting system comprises upright rods, transverse horizontal rods and longitudinal horizontal rods, a plurality of upright rods are arranged on each overhanging I-shaped steel at equal intervals, and the upright rods on each overhanging I-shaped steel form a row; the longitudinal horizontal rods are parallel to the overhanging I-shaped steel and vertical to each row of upright rods, and a plurality of layers are uniformly distributed along each row of upright rods and fixed with each row of upright rods; the transverse horizontal rods are perpendicular to the overhanging I-shaped steel and the longitudinal horizontal rods, and a plurality of layers are distributed at equal intervals along each row of upright rods and fixed with each row of upright rods.
2. The high-rise Bailey truss cantilever construction method according to claim 1, wherein in step S1, both sides of the Bailey truss extend into the common windowsill of the (n-1) th floor, and the length of the Bailey truss extending into the common windowsill accounts for 10-15% of the total length of the Bailey truss;
the Bailey truss leans against two sides of the public windowsill, and gaps between the Bailey truss and the two sides of the public windowsill are filled with wood purlin to prevent the Bailey truss from sideslipping and moving;
the Bailey truss is fixed with the beam column structure on the nth layer through I-shaped steel, steel pipes and bolts.
3. The high-rise Bailey truss cantilever construction method according to claim 1, wherein in step S2, a transverse I-steel perpendicular to the cantilever I-steel is provided, and the transverse I-steel is fixed below the cantilever I-steel through bolts.
4. The high-rise Bailey truss cantilever construction method according to claim 1, wherein, between the steps S4 and S5, a vertical I-steel is used for connecting the corridor of the nth layer and the n-1 st layer; the vertical I-shaped steel is vertical to the nth layer and the (n-1) th layer of corridor; and the vertical I-shaped steel is fixed with the nth layer and the (n-1) th layer of connecting gallery through wall-penetrating bolts.
5. The high-rise Bailey truss cantilever construction method according to claim 1, wherein in step S4, the protective frame comprises a transverse steel pipe and a longitudinal steel pipe, one end of each cantilever I-steel, which is far away from the corridor, is vertically provided with one longitudinal steel pipe, the transverse steel pipe is perpendicular to each longitudinal steel pipe, a plurality of transverse steel pipes are arranged at equal intervals along the longitudinal steel pipes and fixed with each longitudinal steel pipe; the distance between two adjacent transverse steel pipes is 900 mm; one side of the protection frame towards the corridor is connected with the supporting system, and the protection frame is externally provided with 2 cross braces.
6. The high-rise Bailey truss cantilever construction method according to claim 1, wherein in step S6, the vertical rod stands on the cantilever I-steel, and specifically comprises the following steps: the upright rod is erected on the cantilever I-shaped steel through the base; the base is upwards 200mm department, sets up vertical pole and horizontal pole of sweeping the ground, and vertical pole and horizontal pole of sweeping the ground are connected with the pole setting through right angle fastener.
7. The high-rise Bailey truss cantilever construction method according to claim 1, wherein in step S6, after the horizontal rods and the longitudinal horizontal rods are erected, the cross braces are arranged in the supporting system, the cross braces comprise two mutually crossed oblique vertical rods, and the specific arrangement of the cross braces is as follows:
the cross braces outside the supporting system are fixed with the vertical rods outside;
the cross braces in the supporting system are arranged in every 4 rows of vertical rods according to the direction perpendicular to the overhanging I-shaped steel, and the angle between an inclined vertical rod in each cross brace and the ground is 45-60 degrees;
the top part consists of a transverse horizontal rod and a longitudinal horizontal rod, and horizontal cross braces are arranged at the floor sweeping rod, and one horizontal cross brace is arranged every 3 m;
diagonal vertical rods of the cross braces are connected by adopting butt fasteners, the diagonal vertical rods of the cross braces are fixed on corresponding vertical rods or extending ends of transverse horizontal rods by adopting rotary fasteners, the distance between the fixed positions of the cross braces and a central node is not more than 150mm, and the central node is a node connecting the vertical rods and the transverse horizontal rods;
the oblique pole of the bridging at the top that horizontal pole and vertical horizontal pole are constituteed adopts the overlap joint mode, and the overlap joint length of oblique pole is not less than 1m, is no less than 2 rotatory fasteners.
8. The high-rise Bailey truss cantilever construction method according to claim 7, wherein in step S6, the bottom of the vertical rod is connected with the cantilever I-steel through a double fastener to prevent the vertical rod from sliding; when the inclined vertical rod of the cross brace in the supporting system is erected, the bottom of the inclined vertical rod is connected with the transverse floor sweeping rod through the fastener, and the inclined vertical rod is prevented from sliding.
9. The high-rise Bailey truss cantilever construction method according to claim 1, wherein in step S6, the support system and the building main bodies on both sides are connected together through the wall connecting member.
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| CN115354743A (en) * | 2022-09-22 | 2022-11-18 | 上海市机械施工集团有限公司 | Air corridor and construction method thereof |
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