CN212802451U - High-rise bailey truss structure of encorbelmenting - Google Patents
High-rise bailey truss structure of encorbelmenting Download PDFInfo
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- CN212802451U CN212802451U CN202021066584.XU CN202021066584U CN212802451U CN 212802451 U CN212802451 U CN 212802451U CN 202021066584 U CN202021066584 U CN 202021066584U CN 212802451 U CN212802451 U CN 212802451U
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Abstract
The utility model relates to a high-rise bailey truss structure of encorbelmenting, it includes: the top of the Bailey truss fixedly arranged on the common windowsill on the (n-1) th layer is flush with the corridor, and the Bailey truss is a supporting component of an overhanging structure and is vertical to the extending direction of the overhanging structure; the plurality of overhanging I-shaped steels are fixedly connected to the beam bottom of the nth-layer corridor, and the other ends of the overhanging I-shaped steels extend outwards to form overhanging ends; the cantilever I-steel is positioned at the top of the Bailey truss and is fixedly connected with the Bailey truss; the plates of the overhanging I-shaped steel are fully paved without gaps; the protective structure comprises a protective frame arranged around the overhanging worker platform and a protective net fully hung on the protective frame; the unloading structure comprises a steel wire rope which is used for tying 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 scaffold is cantilevered. The utility model has the advantages 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 utility model belongs to the technical field of the building, concretely relates to high-rise bailey truss structure of encorbelmenting.
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 building structure of high-rise large-span needs encorbelment, adopt the single I-steel of tradition to encorbelment and obviously can't satisfy construction demand and safety demand, consequently, need a high-rise structure of encorbelmenting that can improve structural strength and stability urgently.
SUMMERY OF THE UTILITY MODEL
Technical problem to be solved
In order to solve the problem that the high-rise large-span that exists among the prior art encorbelments support rigidity not enough, the utility model provides a high-rise bailey truss structure of encorbelmenting.
(II) technical scheme
In order to achieve the above object, the utility model discloses a main technical scheme include:
a high-rise bailey truss structure of encorbelmenting, it includes:
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.
According to the utility model, the two sides of the Bailey truss extend into the (n-1) th layer of the public windowsill, and the length of the Bailey truss extending into the public 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 utility model discloses, the below of a plurality of I-steel of encorbelmenting sets up a horizontal I-steel, and the I-steel of encorbelmenting of horizontal I-steel perpendicular to with a plurality of I-steel bolt fixings of encorbelmenting.
According to the utility model discloses, between nth layer and the n-1 st layer vestibule, connect a perpendicular I-steel, perpendicular I-steel perpendicular to nth layer and the n-1 st layer vestibule to it is together fixed with nth layer and the n-1 st layer vestibule through wearing the wall bolt.
According to the utility model, the protective frame comprises a transverse steel pipe and a longitudinal steel pipe, each overhanging I-steel is far away from one end of the corridor, a longitudinal steel pipe is vertically arranged, the transverse steel pipe is perpendicular to each longitudinal steel pipe, a plurality of overhanging I-steel pipes are arranged at equal intervals along the longitudinal steel pipes and are fixed with each longitudinal steel pipe; 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.
According to the utility model discloses, 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.
According to the utility model discloses, set up the bridging in the scaffold of encorbelmenting, the bridging includes two intercrossing diagonal poles, 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.
According to the utility model, the bottom of the vertical rod is connected with the overhanging I-shaped steel by the double fasteners to prevent the vertical rod 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.
According to the utility model discloses, the scaffold frame of encorbelmenting links together through even wall spare with the building subject of both sides.
(III) advantageous effects
The utility model has the advantages that: the utility model discloses a high-rise bailey truss structure of encorbelmenting adopts the bailey truss as the support of structure of encorbelmenting, has improved intensity, rigidity and the stability of structure of encorbelmenting. Additionally, the utility model discloses still with the help of the vestibule structure, the I-steel that will encorbelment is connected with the bottom of vestibule, and the vestibule has replaced the embedded part in the traditional structure of encorbelmenting, has better fixed action to the I-steel of encorbelmenting, has promoted the steadiness of the I-steel of encorbelmenting. 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 using a bailey truss as a support in the present invention;
fig. 2 is a sectional view of the installation of the middle bailey truss and the i-steel of 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 a better understanding of the present invention, reference will now be made in detail to the present invention, examples of which are illustrated in the accompanying drawings.
Referring to fig. 1 to 2, the present embodiment provides a high-rise bailey truss cantilever structure, which includes:
the system comprises a Bailey truss 1, a common windowsill 3 and a plurality of supporting frames, wherein the Bailey truss 1 takes a floor needing an extending and overhanging structure as the nth floor, and the Bailey truss 1 is fixedly arranged on the nth-1 floor; the top of the Bailey truss 1 is flush with the bottom surface of the nth layer of connecting corridor 5; the bailey truss 1 serves as a support member of the cantilever structure, and is perpendicular to the direction in which the cantilever structure extends.
The cantilever I-beams 4 with the same length are fixedly connected to the beam bottom of the nth layer of connecting corridor 5, and the other ends of the cantilever I-beams 4 extend outwards along the nth layer of connecting corridor 5 to form cantilever ends; the plurality of overhanging I-shaped steels 4 are parallel to each other and distributed at equal intervals; the overhanging I-steel 4 is positioned at the top end of the Bailey truss 1 and is fixedly connected with the Bailey truss 1.
The board comprises a scaffold board and a plywood with the thickness of 15mm, wherein the scaffold board and the plywood with the thickness of 15mm are respectively paved on a platform where the overhanging I-shaped steel 4 is located layer by layer, the plywood is fixed with the overhanging I-shaped steel through a 18# smooth round bolt, and after the plywood is paved, no gap is formed in the overhanging platform.
Protective structure, including protection frame and protection network, the protection frame sets up around the platform of encorbelmenting to hang full protection network.
The unloading structure comprises a steel wire rope, wherein the steel wire rope ties one end, far away from the corridor, of the cantilever I-steel on the nth layer and the beam structure of the corridor on the (n +1) th layer together in a pulling mode.
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.
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. The two sides of the Bailey truss 1 extend into the common windowsill 3 of the (n-1) th layer, and the length of the Bailey truss 1 extending into the common windowsill 3 accounts for 10-15% of the total length of the Bailey 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 on the nth layer through I-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, a transverse joist steel perpendicular to the overhanging joist steel 4 is arranged below the overhanging joist steels 4, and the transverse joist steel is fixed with the overhanging joist steels 4 through 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.
And a vertical I-steel 6 is fixed between the nth layer and the (n-1) th layer of vestibule 5, the vertical I-steel 6 is vertical to the nth layer and the (n-1) th layer of vestibule 5, and 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, because the girder is the girder, 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 cantilever scaffold.
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 upright post is not larger than 1/3 of the span, the butt joint of the inner and outer longitudinal horizontal rods in the same scaffold is staggered as much as possible for one span, and the term "inner and outer" is relative to each upright rod, longitudinal horizontal rod and transverse horizontal rod in the cantilever scaffold. 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, the pole setting is stood on the base, and the base is connected with the I-steel that encorbelments, and through the setting of base, the difficult I-steel that encorbelments relatively of pole setting produces the slip. 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, 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 vertical rods outside the overhanging scaffold.
The inside bridging of scaffold frame of encorbelmenting sets up one bridging for every 4 rows of pole settings, and the oblique pole setting in the bridging is 45 ~ 60 with ground angle.
The top that horizontal pole and vertical horizontal pole are constituteed to reach the horizontal bridging that broom handle department set up, horizontal bridging sets up one 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 corresponding vertical rods or extending ends of transverse horizontal rods by rotating fasteners, the distance between the fixed position of the cross braces and a central node is not more than 150mm, and the central node is a node formed by 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, the bottom of the upright post is connected with the overhanging I-shaped steel through 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.
Specifically, the overhanging scaffold is connected with the building main bodies on two sides through the wall connecting piece.
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:
the building floor of this embodiment can select 24 stories, 26 stories or 31 stories building, then correspondingly, 24 stories high building can be at 22 th floor upwards design high-rise structure of encorbelmenting, 26 stories high building can be at 24 th floor upwards design high-rise structure of encorbelmenting, 31 stories high building can be followed 26 th floor and up designed the molding of encorbelmenting, of course the technical scheme of the utility model, building story height and the design position of structure of encorbelmenting are not limited to above-mentioned high-rise only.
This embodiment building roofing lines all adopt 18I-steel of encorbelmenting, calculate according to 36 encorbelments of 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 utility model also provides a high-rise bailey truss construction method of encorbelmenting specifically does:
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.
Further, in step S1, two sides of the beret truss extend into the n-1 th layer of the common windowsill, and the length of the beret truss extending into the common windowsill accounts for 10-15% of the total length of the beret 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.
Further, 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 a bolt.
Further, between the steps S4 and S5, connecting the corridor of the nth layer and the corridor of the (n-1) th layer by using a vertical I-shaped steel; 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.
Further, in step S4, the protective frame includes a transverse steel pipe and a longitudinal steel pipe, one end of each overhanging i-steel pipe, 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 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.
Further, in step S6, the vertical rod stands on the overhanging i-beam, and specifically: 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, in step S6, after the horizontal bars and the vertical bars are erected, the cross braces are disposed in the supporting system, and the cross braces include two mutually crossing oblique vertical bars, and the cross braces are specifically configured 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.
Further, 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.
Further, in step S6, the supporting system and the building main bodies on both sides are connected together by the wall connecting member.
The support system in this construction method corresponds to the overhanging scaffold in this example.
The utility model discloses a high-rise bailey truss structure of encorbelmenting adopts the bailey truss as the support of structure of encorbelmenting, has improved intensity, rigidity and the stability of structure of encorbelmenting. Additionally, the utility model discloses to encorbelment the I-steel and connect in the bottom of vestibule, replaced the fixed action of embedded part to the I-steel of encorbelmenting in the traditional structure of encorbelmenting, the steadiness of the I-steel of encorbelmenting has obtained the promotion. 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.
Additionally, the utility model discloses a high-rise bailey truss structure of encorbelmenting compares with prior art, and is more economical. The overhanging structure in the prior art adopts I-shaped steel as the support of an overhanging platform. I-steel can not lease, can only purchase, and the utility model discloses a high-rise bailey truss structure of encorbelmenting adopts bailey truss to regard as the support of the platform of encorbelmenting on the one hand, has reduced the quantity of the I-steel of encorbelmenting, reduces the cost of I-steel. On the other hand, the used Bailey truss can be leased, and the lease cost is far less than the cost of the I-shaped steel in the prior art. Therefore, the utility model discloses use the bailey truss to reduce as the structure cost of encorbelmenting of support, can create more economic benefits.
If according to prior art's structure of encorbelmenting, the cost is:
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 utility model discloses, regard as the support that the high-rise was encorbelmented with the bailey truss, its cost is:
according to the utility model discloses a design, every building needs 18# model, Q235b material, and length 9 m's I-steel 10 is all used for setting up the platform of encorbelmenting. 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 again, the utility model discloses well 18# Q235 b-I-steel's total cost does: 2.160 x 4000 ═ 8640 yuan.
The utility model discloses in, must purchase differently with the I-steel, the bailey truss can lease, consequently can save the spending. Bailey truss lease expense is every 2 yuan/day, and every building is according to the utility model discloses a design, need 8 bailey trusses altogether, bailey truss lease time is 75 days, so, the cost of leasing bailey truss is: 2 x 8 x 75 ═ 1800 yuan. Therefore, the utility model discloses use the fabrication cost of bailey truss as the platform of encorbelmenting of support altogether to do: 8640+1200 is 9840 yuan.
Therefore, the cantilever platform taking the Bailey truss as the support is more economical.
The above embodiments are only for explaining the present invention, and do not constitute the limitation of the protection scope of the present invention, and those skilled in the art can make various changes or modifications within the scope of the claims, all of which belong to the essence of the present invention.
Claims (9)
1. The utility model provides a high-rise bailey truss structure of encorbelmenting which includes:
the system comprises a Bailey truss (1), a plurality of columns and a plurality of columns, wherein the Bailey truss (1) takes a floor needing an extending and overhanging structure as an nth floor, and the Bailey truss (1) is fixedly arranged on a common windowsill of the nth-1 floor; the top of the Bailey truss is flush with the bottom surface of the nth layer of connecting corridor; the Bailey truss (1) is used as a supporting component of the overhanging structure and is vertical to the extending direction of the overhanging structure;
the cantilever I-beams (4) with the same length are fixedly connected to the beam bottom of the nth layer of corridor (5), and the other ends of the cantilever I-beams (4) extend outwards along the nth layer of corridor (5) to form cantilever ends; the plurality of overhanging I-shaped steels (4) are parallel to each other and distributed at equal intervals; the cantilever I-steel (4) is positioned at the top end of the Bailey truss (1) and is fixedly connected with the Bailey truss (1);
the plates are fully paved on the overhanging I-shaped steel (4) 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 (7), wherein the steel wire rope (7) ties one end, far away from the corridor (5), of the cantilever I-steel (4) on the nth layer with the beam structure of the corridor (5) 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 (4) 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 (4), are vertical to each row of upright rods, are uniformly distributed with a plurality of layers along each row of upright rods, and are fixed with each row of upright rods; the transverse horizontal rods are perpendicular to the overhanging I-shaped steel (4) and the longitudinal horizontal rods, and a plurality of layers are distributed at equal intervals along each row of vertical rods and fixed together with each row of vertical rods.
2. The high-rise Bailey truss cantilever structure according to claim 1, wherein both sides of the Bailey truss (1) extend into the common windowsill (3) of the (n-1) th floor, and the length of the Bailey truss (1) extending into the common windowsill (3) accounts for 10-15% of the total length of the Bailey truss (1);
the Bailey truss leans against two sides of the public windowsill (3), and gaps between the Bailey truss (1) and the public windowsill (3) are filled with wood purlin to prevent the Bailey truss (1) from sideslipping and moving;
the Bailey truss (1) 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 structure according to claim 1, wherein a transverse I-steel is arranged below the plurality of cantilever I-steels (4), is perpendicular to the cantilever I-steels (4), and is fixed with the plurality of cantilever I-steels (4) through bolts.
4. The high-rise Bailey truss cantilever structure according to claim 1, wherein a vertical I-steel (6) is connected between the nth layer and the (n-1) th layer of vestibule (5), the vertical I-steel (6) is perpendicular to the nth layer and the (n-1) th layer of vestibule (5) and is fixed with the nth layer and the (n-1) th layer of vestibule (5) through wall-penetrating bolts (8).
5. The high-rise Bailey truss cantilever structure according to claim 1, wherein the protective frame comprises transverse steel pipes and longitudinal steel pipes, one end of each cantilever I-steel (4) far away from the corridor (5) is vertically provided with one longitudinal steel pipe, the transverse steel pipes are perpendicular to the longitudinal steel pipes, a plurality of transverse steel pipes are arranged at equal intervals along the longitudinal steel pipes and 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.
6. The high-rise bailey truss cantilever structure of claim 1, wherein the vertical rod stands on the cantilever I-steel 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.
7. The high-rise bailey truss cantilever structure of claim 1, wherein a cross brace is arranged in the cantilever scaffold, the cross brace comprises two mutually crossed oblique upright rods, and the cross brace is specifically arranged as follows:
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.
8. The high-rise bailey truss cantilever structure of claim 7, wherein the bottom of the vertical rod is connected with the cantilever I-steel through a double fastener to prevent the vertical rod 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.
9. The high-rise bailey truss cantilever structure according to claim 1, wherein the cantilever scaffold is connected with the building main bodies on both sides through the wall connecting member.
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| CN202021066584.XU CN212802451U (en) | 2020-06-11 | 2020-06-11 | High-rise bailey truss structure of encorbelmenting |
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| CN202021066584.XU CN212802451U (en) | 2020-06-11 | 2020-06-11 | High-rise bailey truss structure of encorbelmenting |
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