CN117488948A - Steel truss corridor and installation construction method thereof - Google Patents

Steel truss corridor and installation construction method thereof Download PDF

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Publication number
CN117488948A
CN117488948A CN202311514105.4A CN202311514105A CN117488948A CN 117488948 A CN117488948 A CN 117488948A CN 202311514105 A CN202311514105 A CN 202311514105A CN 117488948 A CN117488948 A CN 117488948A
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CN
China
Prior art keywords
node
lower chord
beams
corridor
steel truss
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Pending
Application number
CN202311514105.4A
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Chinese (zh)
Inventor
李景丰
唐湘缘
胡怡龙
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Sixth Engineering Co ltd
CCCC Fourth Harbor Engineering Co Ltd
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Sixth Engineering Co ltd
CCCC Fourth Harbor Engineering Co Ltd
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Priority to CN202311514105.4A priority Critical patent/CN117488948A/en
Publication of CN117488948A publication Critical patent/CN117488948A/en
Pending legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/0046—Loggias
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B1/1903—Connecting nodes specially adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements
    • E04G21/16—Tools or apparatus
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements
    • E04G21/16—Tools or apparatus
    • E04G21/18—Adjusting tools; Templates
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1924—Struts specially adapted therefor

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Mechanical Engineering (AREA)
  • Conveying And Assembling Of Building Elements In Situ (AREA)

Abstract

The invention discloses a steel truss corridor and an installation construction method thereof, which can effectively prevent the steel truss corridor from deforming in the processes of assembly, hoisting and installation, and ensure the construction quality of the steel truss corridor; the steel truss corridor comprises an upper chord beam, a lower chord beam and a web member group, and the installation construction method comprises the steps of determining the projection surface and the lofting jig frame position of the steel truss corridor at the top of the installed corridor; installing a lower chord beam on the top of the jig frame, and carrying out first displacement and strain monitoring on the lower chord beam; the web member group is arranged on the lower chord beam; installing an upper chord beam on the top of the web member group, and carrying out secondary displacement and strain monitoring on the steel truss corridor; first cantilever beams are arranged on two sides of the lower chord beam, a building carrier plate is arranged on the first cantilever beams, and then third displacement and strain monitoring are carried out on the steel truss corridor; and installing second cantilever beams on two sides of the upper chord beam, installing a floor support plate on the second cantilever beams, and then carrying out fourth displacement and strain monitoring on the steel truss corridor.

Description

Steel truss corridor and installation construction method thereof
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a steel truss corridor and an installation construction method thereof.
Background
According to the specification of the unified civil architecture design standard GB50352-2019, the building with the above-ground building height of more than 100m is an ultra-high-rise building; in the construction process of super high-rise building with a plurality of towers, in order to facilitate the connection between towers and improve the aesthetic property of super high-rise building construction, two adjacent towers are connected by adopting a corridor structure, and the main structure of the corridor can be used as a sightseeing corridor due to good lighting effect and wide visual field.
For a heavy steel truss corridor with ultra-large span, the span is large, the weight is heavy, the lifting height is high (the corridor span is not less than 40m, the weight is not less than 800t, and the lifting height is not less than 70 m), in the high-altitude lifting process, the steel truss corridor is easy to deform under the action of self gravity, wind load can be increased along with the increase of the lifting height, an offset phenomenon can occur in the steel truss corridor lifting process, the steel truss corridor deformation is further deepened, the lifting stability and safety of the steel truss corridor are affected, and the butt joint and folding process of the steel truss corridor and a core barrel are affected; moreover, because the steel truss corridor has heavy weight, large span and wide width (the width is not less than 20 m), if the method of firstly assembling the steel truss corridor into an integral structure and then transferring the steel truss corridor to a construction site for lifting is adopted, the problem of difficult transferring and lifting exists, and the steel truss corridor cannot be safely and stably lifted to a preset installation position under the condition that the steel corridor is already constructed at the bottom of a tower.
Therefore, how to design the structure of the steel truss corridor, prevent the steel truss corridor from deforming in the processes of assembling, hoisting and installing, ensure that the steel truss corridor is safely and reliably installed to a preset position, and the steel truss corridor structure design and construction are mainly considered.
Disclosure of Invention
At least one of the purposes of the invention is to provide a steel truss corridor and an installation construction method thereof, which aim at solving the problems of the prior art, can effectively prevent the steel truss corridor from deforming in the processes of assembling, hoisting and installing, and ensure the construction quality of the steel truss corridor.
In order to achieve the above object, the present invention adopts a technical scheme including the following aspects.
A steel truss gallery, comprising: the upper chord beam and the lower chord beam are connected through a plurality of web member groups; the upper chord beam comprises two first node groups which are parallel to each other, each first node group comprises a plurality of first nodes which are uniformly arranged, an upper chord member is arranged between every two adjacent first nodes, and two ends of the upper chord member are respectively connected with the first nodes; the upper chord beam is characterized in that a plurality of first cross beams are uniformly arranged in the length direction of the upper chord beam, the first cross beams are parallel to each other, the first cross beams are connected with the first nodes, and the first cross beams are also connected with the upper chord.
The lower chord beam comprises two second node groups which are parallel to each other, each second node group comprises a plurality of second nodes which are uniformly arranged, a lower chord is arranged between every two adjacent second nodes, two ends of the lower chord are respectively connected with the second nodes, and the lower chord is also respectively arranged on the two second nodes at the left side and the right side; the lower chord beam is characterized in that a plurality of second cross beams are uniformly arranged in the length direction of the lower chord beam, the second cross beams are mutually parallel, the second cross beams are connected with second nodes, and the second cross beams are also connected with the lower chord.
The upper chord member and the lower chord member are parallel to each other, the upper chord member and the lower chord member are positioned in the same plane, and the first nodes and the second nodes are arranged in a staggered manner; each web member group comprises two web members, and the two web members are arranged in a triangle; in each web member group, the tops of two web members are respectively connected with two supporting legs of the same first node, and the bottoms of two web members are respectively connected with supporting legs of two adjacent second nodes.
Preferably, a first secondary beam parallel to the first cross beams is arranged between two adjacent first cross beams, and two ends of the first secondary beam are respectively connected with the upper chord; a plurality of longitudinal beams perpendicular to the first cross beam and the first primary beam are further arranged between the first cross beam and the first primary beam, the longitudinal beams are arranged in the middle of the upper chord beam, one end of each longitudinal beam is connected with the first cross beam, and the other end of each longitudinal beam is connected with the first primary beam.
Preferably, a plurality of groups of first horizontal supports are arranged between the two first node groups, the plurality of groups of first horizontal supports are arranged along the length direction of the upper chord beam, each first horizontal support comprises two first support rods which are arranged in a crossing mode, and two ends of each first support rod are respectively connected to the first node positions.
A plurality of groups of second horizontal supports are arranged between the two second node groups, the plurality of groups of second horizontal supports are arranged along the length direction of the lower chord beam, each second horizontal support comprises two second support rods which are arranged in a crossing mode, and two ends of each second support rod are respectively connected to the positions of the second nodes.
Preferably, a plurality of first cantilever beams are respectively arranged on two sides of the upper chord beam, the first cantilever beams are mutually perpendicular to the upper chord, the plurality of first cantilever beams are uniformly arranged along the length direction of the upper chord beam, and the first cantilever beams are respectively in the same straight line with the first cross beam and the first primary beam; the first end of the first cantilever beam is connected with a first node or an upper chord respectively; and a first connecting beam is further arranged between every two adjacent first cantilever beams, the first connecting beams are parallel to the upper chord member, and two ends of each first connecting beam are respectively connected with the second ends of the first cantilever beams.
The two sides of the lower chord beam are respectively provided with a plurality of second cantilever beams, the second cantilever beams are mutually perpendicular to the lower chord, the plurality of second cantilever beams are uniformly arranged along the length direction of the lower chord beam, and the second cantilever beams and the second cross beam are positioned on the same straight line; the first end of the second cantilever beam is connected with a second node or a lower chord respectively; a second connecting beam is further arranged between two adjacent second cantilever beams, the second connecting beams are parallel to the lower chord member, and two ends of each second connecting beam are respectively connected with the second end of each second cantilever beam; the second end of the second cantilever beam is also coaxially provided with a second cantilever beam.
Preferably, a third supporting rod is arranged between the two web members, two ends of the third supporting rod are respectively connected with the two web members, the third supporting rod is parallel to the lower chord member, and the third supporting rod is arranged in the middle of the web member or in the upper position of the middle of the web member.
In the web member group of upper chord member both sides, the web member bottom of left and right sides is in unsettled state, the lower chord member left and right sides still is provided with respectively with the vertical vaulting pole of lower chord member mutually perpendicular, the bottom and the lower chord member rigid joint of vertical vaulting pole or detachable connection, the top and the web member rigid joint of vertical vaulting pole or detachable connection.
Preferably, the included angle between the two web members is 45-60 degrees.
The installation construction method of the steel truss corridor comprises the following steps:
step one, determining a projection surface of a steel truss corridor; lofting positioning points of the supporting positions of the jig frames on the floor slab on the top of the installed corridor, wherein the jig frames are arranged right below the projection surface of the steel truss corridor;
step two, respectively and correspondingly arranging two groups of jig frames at the positions of steel beams on the north and south sides of the top of the installed corridor, and placing the jig frames according to positioning points of the supporting positions of the jig frames;
step three, splicing a lower chord beam at the top of the jig frame; after the assembly is completed, respectively setting a displacement monitoring point and a stress monitoring point at a preset position of the lower chord beam, and carrying out first displacement monitoring and stress monitoring on the lower chord Liang Jinhang;
step four, installing a web member group on the lower chord beam;
step five, splicing an upper chord beam at the top of the web member group; after the assembly is completed, stress monitoring points are arranged at preset positions of the web member groups, displacement monitoring points and stress monitoring points are respectively arranged at preset positions of the upper chord beams, second displacement and stress monitoring are carried out on the lower chord beams, first stress monitoring is carried out on the web member groups, and first displacement and stress monitoring are carried out on the upper chord Liang Jinhang; analyzing the monitoring result and the monitoring result in the step three, and adjusting the construction scheme according to the analysis result;
Step six, installing second cantilever beams on two sides of the lower chord beam, and paving a floor support plate on the second cantilever beams; after the second cantilever beam and the floor support plate are installed, carrying out third displacement and stress monitoring on the lower chord beam, carrying out second stress monitoring on the web member group, carrying out second displacement and stress monitoring on the upper chord beam, analyzing the monitoring result and the monitoring result in the step five, and adjusting the construction scheme according to the analysis result;
step seven, installing first cantilever beams on two sides of the upper chord beam, and paving a building carrier plate on the first cantilever beams; after the first cantilever beam and the floor carrier plate are installed, the fourth displacement and stress of the lower chord Liang Jinhang are monitored, the third stress of the web member group is monitored, the third displacement and stress of the upper chord beam are monitored, the monitoring result and the monitoring result in the step six are analyzed, and the construction scheme is adjusted according to the analysis result.
Preferably, the jig comprises two mutually parallel upright posts, a first supporting beam mutually perpendicular to the upright posts is arranged at the top of each upright post, the upright posts are positioned in the middle of the first supporting beams, the first supporting beams are mutually parallel, two or more second supporting beams are arranged between the first supporting beams, the second supporting beams are mutually parallel, the second supporting beams are mutually perpendicular to the first supporting beams, and two ends of each second supporting beam are respectively connected with the first supporting beams.
Preferably, when the lower chord beam is assembled, the second node and the lower chord are assembled first, and then the second horizontal supporting rod of the second cross beam is assembled; when the second nodes and the lower chords are assembled, hoisting the second nodes to the jig frame by adopting the automobile cranes on the north and south sides of the steel truss corridor, and hoisting the lower chords between the two second nodes for installation after the coordinate positions of the second nodes are determined;
the assembly sequence of the second node and the lower chord member is as follows: hoisting a second node II and a second node III to a jig frame in the middle part respectively, and hoisting a lower chord member III between the second node II and the second node III so that the lower chord member III is connected with the second node II and the second node III respectively; hoisting a first node to a jig frame on the left side of a second node, and then hoisting a first lower chord member and a second lower chord member to the left side and the right side of the first node respectively, so that the first lower chord member is connected with the first node, and the second lower chord member is connected with the first node and the second node respectively; and hoisting the second node IV to a jig frame on the right side of the second node III, and hoisting the lower chord IV and the lower chord V to the left side and the right side of the second node IV respectively, so that the lower chord IV is connected with the second node III and the second node IV respectively, and the lower chord V is connected with the second node IV.
Preferably, the step four of installing the web member group on the lower chord beam includes: numbering the web member groups, wherein the first web member group, the second web member group, the third web member group, the fourth web member group and the fifth web member group are arranged in sequence from left to right; the left side and the right side of the lower chord are respectively provided with a vertical brace rod which is mutually perpendicular to the lower chord, and the vertical brace rods are detachably connected with the lower chord; for the second to fourth web member groups, after the two web members are connected through the third supporting rod to form an integral structure, the second to fourth web member groups are respectively hoisted to corresponding positions for installation; for the first web member group and the fifth web member group, after the two web members are respectively hoisted to the preset installation positions, the bottom of one web member is connected with the corresponding second node, the bottom of the other web member is connected with the vertical support close to the second node, and then a third support rod is connected between the two web members, or the two web members and the third support rod are assembled into an integral structure, and then hoisted to the preset positions for installation.
In summary, due to the adoption of the technical scheme, the invention has at least the following beneficial effects:
the steel truss corridor comprises the upper chord beam, the lower chord beam and the web member group, wherein the upper chord beam and the lower chord beam are connected through the web member group, the steel truss corridor is stable in structure and not easy to deform, and the construction quality of the steel truss corridor can be guaranteed.
In the installation construction of steel truss vestibule, after the completion is assembled to the lower chord beam, after the completion is assembled to the upper chord beam, after the completion is assembled to the first cantilever beam and the building carrier plate of lower chord beam both sides, after the completion is assembled to the second cantilever beam and the building carrier plate of upper chord beam both sides, carry out displacement and stress monitoring, in the steel truss vestibule assembly process, can in time adjust construction scheme according to monitoring result to guarantee the assembly construction quality of steel truss vestibule.
Drawings
Fig. 1 is a schematic view of an upper bridge structure of a steel truss gallery according to an exemplary embodiment of the invention.
Fig. 2 is a schematic view of a lower chord beam structure of a steel truss gallery according to an exemplary embodiment of the invention.
Fig. 3 is a side view of a steel truss gallery in accordance with an exemplary embodiment of the invention.
Fig. 4 is a schematic illustration of the placement of a jig on a top floor of an installed gallery according to an exemplary embodiment of the invention.
Fig. 5 is a front view of a tire frame structure according to an exemplary embodiment of the present invention.
Fig. 6 is a left side view of a tire frame structure according to an exemplary embodiment of the present invention.
Fig. 7 is a top view of a tire frame structure according to an exemplary embodiment of the present invention.
Fig. 8 is a schematic diagram of a stress monitoring point placement of a steel truss corridor in accordance with an exemplary embodiment of the present invention.
Fig. 9 is a flow chart of installation construction of a steel truss gallery according to an exemplary embodiment of the invention.
The marks in the figure are as follows: 1-upper chord, 2-first node, 3-first cross beam, 4-first secondary beam, 5-longitudinal beam, 6-first horizontal support, 7-lower chord, 8-second node, 9-second cross beam, 10-second horizontal support, 11-web member, 12-third support bar, 13-vertical support bar, 14-bed-jig, 140-upright post, 141-first support beam, 142-second support beam, 15-first cantilever beam, 16-first connecting beam, 17-second cantilever beam, 18-second outer cantilever beam, 19-second connecting beam.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, so that the objects, technical solutions and advantages of the present invention will become more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Referring to fig. 1 to 3, the steel truss corridor of the exemplary embodiment of the present invention includes an upper chord beam and a lower chord beam parallel to each other, which are connected through a plurality of web members; the upper chord beam comprises two first node groups which are parallel to each other, each first node group comprises a plurality of first nodes 2 which are uniformly arranged, an upper chord member 1 is arranged between every two adjacent first nodes 2, and two ends of the upper chord member 1 are respectively connected with the first nodes 2; the upper chord beam is uniformly provided with a plurality of first cross beams 3 in the length direction, the first cross beams 3 are mutually parallel, two ends of each first cross beam 3 are respectively and rigidly connected with the corresponding first node 2, and two ends of each first cross beam 3 are also respectively and rigidly connected with the corresponding upper chord member 1.
A first secondary beam 4 parallel to the first cross beam 3 is arranged between two adjacent first cross beams 3, and two ends of the first secondary beam 4 are respectively connected with two opposite upper chords 1. A plurality of longitudinal beams 5 mutually perpendicular to the first cross beam 3 and the first primary beam 4 are further arranged between the first cross beam 3 and the first primary beam 4, the longitudinal beams 5 are arranged in the middle of the upper chord beam, one end of each longitudinal beam 5 is connected with the first cross beam 3, the other end of each longitudinal beam 5 is connected with the first primary beam 4, and the longitudinal beams 5 can also suspend out the first cross beams 3 at two ends of the upper chord beam. And a plurality of groups of first horizontal supports 6 are further arranged between the two first node groups, the plurality of groups of first horizontal supports 6 are arranged along the length direction of the upper chord beam, each first horizontal support 6 comprises two first support rods which are arranged in a crossing manner, and two ends of each first support rod are respectively connected to the position of the first node 2. The longitudinal beam 5 and the first horizontal support 6 are used for improving the structural strength of the upper chord beam and the bearing capacity of the upper chord beam, and when the frame is installed on the steel truss corridor, the deformation of the steel truss corridor can be effectively prevented.
The front side and the rear side (up-down direction in fig. 1) of the upper chord are also respectively provided with a plurality of first cantilever beams 15, the first cantilever beams 15 are mutually perpendicular to the upper chord 1, the plurality of first cantilever beams 15 are uniformly arranged along the length direction of the upper chord, and the first cantilever beams 15 are respectively coaxial with the first cross beam 3 and the first secondary beam 4; the first end of the first cantilever beam 15 is connected with the first node 2 or the upper chord member 1 respectively, when the first cantilever beam 15 is coaxial with the first cross beam 3, the first end of the first cantilever beam 15 is just connected with the first node 2 or the upper chord member 1 (the web plate of the first cantilever beam 15 is connected with the first node or the upper chord member by adopting high-strength bolts), the flange plate is welded with the first node or the upper chord member, and when the first cantilever beam 15 is coaxial with the first primary beam 4, the first end of the first cantilever beam 15 is hinged with the upper chord member 1 (adopting high-strength bolts). A first connecting beam 16 is further arranged between two adjacent first cantilever beams 15, the first connecting beam 16 and the upper chord member 1 are parallel to each other, and two ends of the first connecting beam 16 are respectively connected with the second ends of the first cantilever beams 15.
The first bracing piece adopts the steel pipe, and upper chord member 1, first node 2 adopt box steel or H shaped steel, and first crossbeam 3 adopts box steel or H shaped steel, and first primary beam 4 adopts box steel or H shaped steel, and longeron 5 adopts box steel or H shaped steel, and first cantilever beam 15 and first connecting beam 16 adopt H shaped steel. The upper chord member 1 is just connected with the first cross beam 3, the upper chord member 1 is hinged with the first secondary beam 4, and the first supporting rod is hinged with the upper chord member 1 or the first node 2.
Referring to fig. 2, the lower chord beam includes two second node groups parallel to each other, each second node group includes a plurality of second nodes 8 which are uniformly arranged, a lower chord member 7 is arranged between two adjacent second nodes 8, two ends of the lower chord member 7 are respectively connected with the second nodes 8, two second nodes 8 on the left and right sides are respectively provided with a lower chord member 7, and the lower chord member 7 overhangs the second nodes 8; a plurality of second cross beams 9 are uniformly arranged in the length direction of the lower chord beam, the second cross beams 9 are mutually parallel, two ends of each second cross beam 9 are respectively and rigidly connected with the corresponding second nodes 8, and two ends of each second cross beam 9 are also respectively and rigidly connected with the corresponding lower chord 7.
And a plurality of groups of second horizontal supports 10 are further arranged between the two second node groups, the plurality of groups of second horizontal supports 10 are arranged along the length direction of the lower chord beam, each second horizontal support 10 comprises two second support rods which are arranged in a crossing manner, and two ends of each second support rod are respectively connected to the position of the second node 8. The second horizontal support 10 is used for improving the structural strength of the lower chord beam and improving the bearing capacity of the lower chord beam.
The front side and the rear side (up-down direction in fig. 2) of the lower chord beam are respectively provided with a plurality of second cantilever beams 17, the second cantilever beams 17 are mutually perpendicular to the lower chord 7, the plurality of second cantilever beams 17 are uniformly arranged along the length direction of the lower chord beam, and the second cantilever beams 17 are coaxial with the second cross beam 9; the first end of the second cantilever beam 17 is respectively connected with the second node 8 or the lower chord 7, the first end of the second cantilever beam 17 is just connected with the second node 8 or the lower chord 7 (the web plate of the second cantilever beam 17 is connected with the second node or the lower chord by adopting high-strength bolts, and the flange plate is welded with the second node or the lower chord). A second connecting beam 19 is further arranged between two adjacent second cantilever beams 17, the second connecting beam 19 is parallel to the lower chord 7, and two ends of the second connecting beam 19 are respectively connected with the second ends of the second cantilever beams 17. The second end of the second cantilever beam 17 at the second node 8 is further coaxially provided with a second cantilever beam 18, and the second cantilever beam 18 is hinged with the second cantilever beam 17.
The second support rod adopts steel pipes, the lower chord member 7 and the second node 8 adopt box steel or H-shaped steel, the second cross beam 9 adopts box steel or H-shaped steel, and the second cantilever beam 17, the third cantilever beam 18 and the second connecting beam 19 all adopt H-shaped steel. The lower chord 7 is just connected with the second cross beam 9, and the second supporting rod is hinged with the lower chord 7.
Referring to fig. 3, in the height direction of the steel truss corridor, the upper chord 1 and the lower chord 7 are parallel to each other, and the upper chord 1 and the lower chord 7 are in the same plane; the first nodes 2 and the second nodes 8 are arranged in a staggered mode, a plurality of web member groups are arranged between the upper chord member 1 and the lower chord member 7, each web member group comprises two web members 11, the two web members 11 are arranged in a triangular mode, and an included angle between the two web members 11 is 45-60 degrees (preferably 47 degrees). The first node 2 is of a Y-shaped structure, the second nodes 8 are of K-shaped structures, in each web member group, the tops of two web members 11 are respectively connected with two supporting legs of the same first node 2, and the bottoms of the two web members 11 are respectively connected with the supporting legs of two adjacent second nodes 8; the upper chord beam, the web member group and the lower chord beam form an integral structure.
In each web member group, a third supporting rod 12 is further arranged between the two web members 11, two ends of the third supporting rod 12 are respectively connected with the two web members 11, the third supporting rod 12 is parallel to the lower chord member 7, the third supporting rod 12 is arranged in the middle of the web member 11 or in the upper position of the middle (in the web member group in the middle in the length direction of the upper chord member, the third supporting rod is arranged close to the top of the web member), and in the web member groups on the left side and the right side, the third supporting rod is arranged in the middle of the web member) so as to strengthen the overall structural strength of the steel truss corridor. In the web member groups on the two sides of the upper chord member, the bottoms of the web members 11 on the left side and the right side are in a suspended state so as to facilitate hoisting and lifting of the steel truss corridor. The lower chords 7 on the left side and the right side of the lower chord beam are also respectively provided with a vertical stay bar 13 which is mutually perpendicular to the lower chords 7, the vertical stay bar 13 is arranged close to the end part of the lower chords 7, the bottom of the vertical stay bar 13 is just connected or detachably connected with the lower chords 7, and the top of the vertical stay bar 13 is just connected or detachably connected with the web member 11; the vertical stay bars 13 are used for improving the overall structural strength of the steel truss corridor and preventing the steel truss corridor from deforming in the lifting process. After the steel truss gallery is lifted and installed, the vertical braces 13 may be removed from the steel truss gallery. The overall length of the steel truss corridor is 40-50 m, the width is 20-25 m, and the height is 10-15 m.
The invention also provides a method for installing and constructing the steel truss corridor, which is illustrated by the steel truss corridor with the length of 46.5m, the width of 24.8m and the height of 10.4m, and referring to fig. 9, the method for installing and constructing the steel truss corridor comprises the following steps:
step one, determining a projection surface of a steel truss corridor; and (3) lofting locating points of the supporting positions of the jig frames to a top floor slab of the corridor installed at the bottom of the tower, wherein the jig frames are arranged right below the projection surface of the steel truss corridor.
Step two, arranging a jig frame 14 on the top floor slab of the installed corridor; when the jig frames 14 are arranged, the two groups of jig frames are respectively and correspondingly arranged at the positions of steel beams on the north and south sides of the top of the installed corridor (refer to fig. 4) so as to effectively transmit loads; each group of jig frames comprises a plurality of jig frames 14, and in each group of jig frames, the plurality of jig frames 14 are uniformly arranged in the length direction of the steel beam of the installed corridor, and the distance between every two adjacent jig frames 14 is 4-6.6 m. Referring to fig. 5 to 7, the jig frame 14 includes two parallel upright posts 140, a first support beam 141 perpendicular to each upright post 140 is disposed at the top of each upright post 140, the upright posts 140 are located at the middle positions of the first support beams 141, the first support beams 141 are parallel to each other, two or more second support beams 142 are disposed between the two first support beams 141, the two second support beams 142 are parallel to each other, the two second support beams 142 are respectively disposed near two ends of the first support beam 141, the second support beams 142 are perpendicular to the first support beam 141, and two ends of the second support beams 142 are respectively connected with the first support beams 141.
The upright post 140 and the first supporting beam 141 are both made of I-steel (model is hn400 x 200 x 8 x 13), the second supporting beam 142 is made of 20# channel steel, the upright post 140 is welded with the first supporting beam 141, and the first supporting beam 141 and the second supporting beam 142 are welded; the distance between the two upright posts 140 is 2000-2500 mm, and the total height of the upright posts 140 and the first supporting beam 141 is 1.8-2 m, so that structures such as window wiper tracks, keels, decorative aluminum plates and the like can be conveniently installed at the bottom of the steel truss corridor.
When the jig frame is hoisted to the floor at the top of the installed corridor by adopting an automobile crane, one 220t automobile crane is arranged at the south side (the up-down direction of fig. 4) of the installed corridor, the distance between the travelling center line of the 220t automobile crane and the center line of the steel truss corridor is 16.7m, the other 200t automobile crane is arranged at the north side of the installed corridor, and the distance between the travelling center line of the 200t automobile crane and the center line of the steel truss corridor is 11.85m; when the automobile crane advances, 4 or more fixed stations are respectively arranged in the advancing directions of the automobile cranes on the north and south sides, a top reversing device (a top returning steel pipe) is arranged at the top plate of the basement at the bottom of the supporting leg of each fixed station, and in the process of lifting each component of the jig frame and the steel truss corridor by the automobile crane, the top reversing device can prevent the bottom plate of the basement from being deformed downwards, so that the lifting process of each component of the jig frame and the steel truss corridor is ensured to be carried out smoothly.
Step three, splicing a lower chord beam at the top of the jig frame;
after each component of the steel truss corridor is transported to a construction site, the lower chord member and the second node are hoisted to the top of the installed corridor by adopting an automobile crane; the jig frames on the south side and the north side form a jig frame group respectively, and in each jig frame group, the jig frame in the middle is used for supporting the second joint, and the jig frames on the left end and the right end are used for supporting the lower chord; when the lower chord member and the second node are hoisted, the south side automobile crane and the north side automobile crane can be hoisted at the same time to improve hoisting efficiency.
Along the length direction of the steel truss corridor, a first second node is a second node I, a second node is a second node II and the like from left to right; the first lower chord is the first lower chord from left to right, the second lower chord is the second lower chord, and so on.
When the second node of the lower chord beam and the lower chord are installed, the lower chord beam and the north side are simultaneously installed from the middle part to the two sides in a mode of manually matching with an automobile crane; when four second nodes are respectively arranged on the north and south sides of the lower chord beam, the installation sequence of the lower chord beam is as follows: hoisting a second node II and a second node III to a jig frame in the middle part respectively, and hoisting a lower chord member III between the second node II and the second node III so that the lower chord member III is connected with the second node II and the second node III respectively; hoisting a first node to a jig frame on the left side of a second node, and then hoisting a first lower chord member and a second lower chord member to the left side and the right side of the first node respectively, so that the first lower chord member is connected with the first node, and the second lower chord member is connected with the first node and the second node respectively; and hoisting the second node IV to a jig frame on the right side of the second node III, and hoisting the lower chord IV and the lower chord V to the left side and the right side of the second node IV respectively, so that the lower chord IV is connected with the second node III and the second node IV respectively, and the lower chord V is connected with the second node IV. In the process of connecting the second node and the lower chord, the bottom of the second node is welded with the jig frame in order to prevent the second node and the lower chord from overturning. When the second node is welded with the lower chord member, the welding is symmetrically applied in the sequence from the middle to the two sides. When the second node and the lower chord are installed, the arching height value of the lower chord is controlled based on the coordinates of the second node.
After the connection of the second node and the lower chord is completed, a second cross beam and a second horizontal support are installed; the process comprises the following steps: hoisting a second beam between the lower chords and the second nodes on the north and south sides by adopting a south-side automobile crane, so that the second beam is respectively connected with the lower chords and the second nodes; after the second cross beam is hoisted to a preset installation position, connecting a web plate of the second cross beam with a lower chord and a second node by adopting high-strength bolts, and then welding the second cross beam at the second node position, and after the second cross beam at the second node position is welded, welding the second cross beams at other positions; during welding, the welding seam at the second beam flange plate is fully welded so as to ensure the connection strength. After the second cross beam is installed, the second horizontal support rod is hoisted to the second cross beam for installation, and the second horizontal support rod and the lower chord are fixed by adopting high-strength bolts. After the second horizontal supporting rod is installed, a life line is hung on the second cross beam (the hanging position of the life line is determined according to construction requirements), and a horizontal safety net is hung at the bottom of the second cross beam.
After the second cross beam and the second horizontal supporting rod are installed, a building supporting plate is installed at the top of the second cross beam, and safety guardrails are arranged around the lower chord beam; after the floor support plate is paved, the floor support plate is fixed on the second cross beam by adopting the studs.
After the lower chord beam is installed, a first displacement monitoring point (refer to fig. 3, a circular black point in the drawing indicates a first displacement monitoring point) and a first stress monitoring point (refer to fig. 8, a black square block in the drawing indicates a second stress monitoring point) are arranged at the end part of the first lower chord beam, a third displacement monitoring point and a second stress monitoring point are arranged at the middle part of the second lower chord beam, and the displacement change condition and the stress change condition of the lower chord beam are monitored for the first time, so that whether the installation quality of the lower chord beam is required by a symbol is judged. The displacement monitoring can adopt a displacement sensor (a total station can also be adopted), and the stress monitoring adopts a stress sensor; the three middle parts of the lower chord members are monitored to be downbent by 3.6mm, and the stress of one end part of the lower chord member is 1.17N/mm 2 The stress of the three middle parts of the lower chord member is-5.13N/mm 2 The structural strength of the lower chord beam meets the requirements.
Step four, installing a web member group on the lower chord beam; the specific process is as follows:
numbering the web member groups, wherein the first web member group, the second web member group, the third web member group, the fourth web member group and the fifth web member group are arranged in sequence from left to right; before hoisting, arranging vertical stay bars which are mutually perpendicular to the lower chord bars on the left side and the right side of the lower chord beam respectively, wherein the vertical stay bars are detachably connected with the lower chord bars; for the second to fourth web member groups, the two web members are connected through a third support rod (adopting H-shaped steel) to form an integral structure, and the third support rod is arranged close to the top of the web member (the specific arrangement position of the third support rod is determined according to design requirements) so as to reduce the hoisting times; when the third supporting rod is arranged, an installation construction platform is arranged at the position of the third supporting rod, and the web member group and the construction platform are hoisted to the second joint together for installation. When the two web members and the third support rod are connected into a web member group, a ladder stand is arranged on the outer side surface of each web member, the ladder stand is arranged along the height direction of the web member, and then handrails are arranged on two sides of the ladder stand; after the two web members are connected into a web member group, the inclination angles of the two climbing ladders are the same as the web member angles; the construction platform is fixed through anchor clamps and third bracing piece, and when installing the construction platform, the position department that is connected at construction platform and cat ladder sets up the opening to the constructor enters into the construction platform along the cat ladder in with web member top and go up the first node connection of string roof beam.
After the second web member group is hoisted to a preset position, the bottoms of the two web members of the second web member group are respectively connected with a first node and a second node, and the two web members and the lower chord member form a stable triangular structure, so that the web members can be prevented from overturning; after the connection of the two web members with the first node and the second node is completed, a plurality of support columns are arranged at the bottom of the third support rod, the bottom of each support column is connected with the top of the lower chord member, the top of each support column is connected with the bottom of the third support rod, the support columns can be mutually perpendicular to the lower chord member and can be obliquely arranged on the lower chord member, and the support columns can further prevent the web member group from overturning. The third and fourth web member sets are installed in the same manner as the second web member set. For the first web member group, after the two web members are respectively hoisted to a preset installation position, the bottom of one web member is connected with a first second node, the bottom of the other web member is connected with a vertical support close to the first second node, then a third support rod is connected between the two web members, a construction platform is installed at the position of the third support rod, and a support column is installed at the bottom of the third support rod; or the two web members and the third support rod can be assembled into an integral structure and then hoisted to a preset position for installation. The fifth boom set is mounted in the same manner as the first boom set.
Step five, splicing an upper chord beam at the top of the web member group;
the automobile cranes on the south side and the north side are adopted to simultaneously install the upper chord member and the first node, in the assembling process, the first node is firstly installed from the middle to the two sides, and then the upper chord member is installed.
The first nodes and the upper chords are numbered, wherein the first nodes from left to right are a first node, a second node, a first node III, a first node IV and a first node V in sequence, and the upper chords from left to right are an upper chord I, an upper chord II, an upper chord III and an upper chord IV in sequence. The installation sequence of the first node and the upper chord is as follows: the first node III, the first node II, the first node IV, the first node I and the first node V; after the first node is installed, the third upper chord member is installed between the third first node and the fourth first node, the second upper chord member is installed between the second first node and the third first node, the first upper chord member is installed between the first node and the second first node, and the fourth upper chord member is installed between the third first node and the fourth first node.
When the first nodes are installed, after the crane lifts the first nodes to the tops of the corresponding web member groups, the coordinate positions of the first nodes are adjusted, each first node is aligned with the corresponding web member group, and then the first nodes are fixedly connected with the two web members of the web member groups by adopting high-strength bolts. When the upper chord member is installed, the upper chord member is hoisted between the two first nodes, the coordinate position of the upper chord member is adjusted to enable the connecting positions of the upper chord member and the first nodes to be aligned, and then the two ends of the upper chord member are fixedly connected with the adjacent first nodes respectively by adopting high-strength bolts. After the upper chord member is fixedly connected with the first node, symmetrically welding is performed at the connection position of the first node and the upper chord member according to the sequence from the middle to the two sides, wherein the welding sequence is as follows: the upper chord member III, the upper chord member II, the upper chord member IV and the upper chord member I. When the first node and the upper chord are installed, the arching height value of the upper chord is controlled based on the coordinates of the first node.
After the installation of the first node and the upper chord member is completed, the construction platform on the web member group is dismantled, and a first cross beam, a first secondary beam, a longitudinal beam and a first horizontal support are installed, wherein the construction platform comprises the following steps: respectively hoisting each rod member structure nearby the automobile cranes on the north and south sides, respectively hoisting the first cross beam and the first secondary beam to preset positions, and fixing the web members at the two ends of the first cross beam and the web members at the two ends of the first secondary beam with the upper chord members by adopting high-strength bolts; the flange plates at two ends of the cross beam and the flange plates at two ends of the first beam are welded with the upper chord member (the welding seam adopts full welding to ensure the connection strength), and during welding, the cross beam at the first node is welded first, and then the first cross beam and the first beam at other positions of the upper chord member are welded. After the first cross beam and the first secondary beam are installed, installing a longitudinal beam between the first cross beam and the first secondary beam; the installation of the longitudinal beams can be carried out after the installation of all the first cross beams and the first secondary beams, and the installation sequence of the first cross beams, the first secondary beams and the longitudinal beams can be sequentially carried out from left to right.
After the first cross beam, the first secondary beam and the longitudinal beam are installed, hoisting the steel column to the top of each first node for installation, so that a steel frame structure is installed at the top of a steel truss corridor in the later period; the bottom of the steel column is just connected with the top of the first node. After the steel column is installed, the first horizontal support rod is hoisted to the first cross beam for installation, and the first horizontal support rod and the upper chord are fixed by adopting high-strength bolts. After the first horizontal supporting rod is installed, a life line is hung on the first cross beam and the first secondary beam (the hanging position of the life line is determined according to construction requirements), and a horizontal safety net is hung at the bottoms of the first cross beam and the first secondary beam. After the horizontal safety net is laid, a floor support plate is laid on the first cross beam, and the floor support plate is fixed on the first cross beam and the first secondary beam by using studs; and then safety guardrails are arranged around the upper chord beam.
After the upper chord beam is assembled, a displacement monitoring point IV is arranged in the middle of the upper chord member II, a stress monitoring point III is arranged in the middle of the vertical support, a stress monitoring point IV and a stress monitoring point V are respectively arranged at the tops of the two web members of the first web member group, a stress monitoring point VI is arranged at the top of the left or right web member of the third web member group, and a stress monitoring point seven is arranged in the middle of the upper chord member II; respectively carrying out displacement and stress secondary monitoring on the upper chord beam and the lower chord beam, and judging whether the installation quality of the steel truss corridor meets the requirementAnd (5) solving. The lower chord is monitored to have a deflection of 5.88mm in the middle of the lower chord (the difference from the first monitoring is 2.28 mm), the lower deflection of 2.51mm in the middle of the upper chord is monitored to have a stress of 9.01N/mm at one end of the lower chord 2 (the difference from the first monitoring was 7.84N/mm 2 ) The stress of the three middle parts of the lower chord member is 5.0N/mm 2 (the difference from the first monitoring was 5.0N/mm 2 ) The stress of the vertical support is-54.69N/mm 2 The stresses of the first web member group were-4.38N/mm respectively 2 and-7.40N/mm 2 The stress of the third web member group was-8.40N/mm 2 The stress of the middle part of the upper chord member II is-4.26N/mm 2 The structural strength of the upper chord beam and the lower chord beam meets the requirements.
Step six, installing second cantilever beams on two sides of the lower chord beam, and paving a building carrier plate on the second cantilever beams; when the second cantilever beam is installed, a life line is hung on the second cantilever beam (the life line can be hung again after the installation of the second cantilever beam is completed), a U-shaped clamp is installed at the bottom of the second cantilever beam, after the second cantilever beam is hoisted to a preset installation position by an automobile crane, the first end coordinate of the second cantilever beam is adjusted, the first end of the second cantilever beam is aligned to the preset installation position (the second cross beam and the second cantilever beam are positioned on the same straight line), and then a web plate of the second cantilever beam is in rigid connection with a lower chord or a second node by adopting a high-strength bolt; and after the connection is completed, welding the flange plate of the second cantilever beam with the lower chord or the second node. After the second overhanging beam is installed, the second overhanging beam is hoisted to the second end of the second overhanging beam at the second node, the second overhanging beam is connected with the second overhanging beam, after the connection is completed, the second connecting beams are hoisted between two adjacent second overhanging beams respectively, the coordinates of the second connecting beams are adjusted, the two ends of the second connecting beams are aligned with the first end of the second overhanging beam, and after the alignment, the second connecting beams are connected with the first end of the second overhanging beam (the web is just connected by adopting high-strength bolts and the flange plates are welded). After the second cantilever beam is installed, a horizontal net is paved at the bottom of the second cantilever beam, the horizontal net is connected with the second cantilever beam through a U-shaped clamp, then a floor support plate is paved at the top of the second cantilever beam, the floor support plate is fixed with the second cantilever beam through a peg, and then guardrails are arranged around the second cantilever beam.
After the second cantilever beam and the floor support plate are installed, carrying out third stress monitoring on the steel truss corridor, analyzing the third monitoring result and the second monitoring result, and judging whether the strength of the steel truss corridor meets the requirement; and if the requirements are not met, adjusting the construction scheme. The lower chord is monitored to have a lower deflection of 6.10mm in the middle of the lower chord (the difference from the second monitoring is 0.22 mm), a lower deflection of 2.59mm in the middle of the upper chord (the difference from the second monitoring is 0.88 mm), and a stress at one end of the lower chord is 8.67N/mm 2 (the difference from the second monitoring was 0.34N/mm 2 ) The stress of the three middle parts of the lower chord member is 6.48N/mm 2 (the difference from the second monitoring was 1.48N/mm 2 ) The stress of the vertical support is-51N/mm 2 (the difference from the first monitoring was-3.59N/mm 2 ) The structural strength of the steel truss corridor meets the requirements.
Step seven, installing first cantilever beams on two sides of the upper chord beam, and paving a building carrier plate on the first cantilever beams; when the first cantilever beam is installed, after the first cantilever beam and the first connecting beam are respectively hoisted to preset positions, the first cantilever beam and the first connecting beam are installed in the same mode as the second cantilever beam, the first cantilever beam is respectively aligned with the first cross beam and the first secondary beam, the first cantilever beam is just connected with a first node or an upper chord member (a web plate is just connected with a high-strength bolt, and a flange plate is welded), and the first cantilever beam is hinged with the upper chord member. After the first cantilever beam and the first connecting beam are installed, a horizontal net is paved at the bottom of the first cantilever beam, the horizontal net is connected with the first cantilever beam through a U-shaped clamp, then a floor supporting plate is paved at the top of the first cantilever beam, the floor supporting plate is fixed with the first cantilever beam through a bolt, and then guardrails are arranged around the first cantilever beam.
After the first cantilever beam and the floor support plate are installed, fourth-time stress monitoring is conducted on the steel truss corridor, and the fourth-time monitoring result and the third-time monitoring result are analyzed to judge whether the strength of the steel truss corridor meets the requirement. And if the requirements are not met, adjusting the construction scheme. The three middle portions of the lower chord were monitored to have a downwarp of 6.45mm (the difference from the second monitoring was 035 mm), the middle part of the upper chord member is bent downwards by 3.02mm (the difference value from the third monitoring is 0.43 mm), and the stress of one end part of the lower chord member is 9.74N/mm 2 (the difference from the third monitoring was 1.07N/mm 2 ) The stress of the three middle parts of the lower chord member is 6.57N/mm 2 (the difference from the third monitoring was 0.09N/mm 2 ) The stress of the vertical support is-47.3N/mm 2 (the difference from the second monitoring was-3.8N/mm 2 ) The structural strength of the steel truss corridor meets the requirements.
In the assembly process of the steel truss corridor, real-time monitoring is carried out on the jig frame, and the installation mode is adjusted according to the monitoring condition of the jig frame so as to prevent the installed corridor from downwards flexing under the action of the gravity of each component of the steel truss corridor. And in the assembling process of each component of the steel truss corridor, the total station is adopted to retest the elevation and the end coordinates of the first node and the second node for multiple times, and retest the positions of the web members for multiple times, so that the positions of the first node and the second node are accurate. After each component of the steel truss corridor is welded, welding deformation is measured, so that welding quality is guaranteed.
The foregoing is a detailed description of specific embodiments of the invention and is not intended to be limiting of the invention. Various alternatives, modifications and improvements will readily occur to those skilled in the relevant art without departing from the spirit and scope of the invention.

Claims (10)

1. A steel truss gallery, comprising: the upper chord beam and the lower chord beam are connected through a plurality of web member groups; the upper chord beam comprises two first node groups which are parallel to each other, each first node group comprises a plurality of first nodes (2) which are uniformly arranged, an upper chord member (1) is arranged between every two adjacent first nodes (2), and two ends of the upper chord member (1) are respectively connected with the first nodes (2); a plurality of first cross beams (3) are uniformly arranged in the length direction of the upper chord beam, the first cross beams (3) are mutually parallel, the first cross beams (3) are connected with the first node (2), and the first cross beams (3) are also connected with the upper chord member (1);
the lower chord beam comprises two second node groups which are parallel to each other, each second node group comprises a plurality of second nodes (8) which are uniformly arranged, a lower chord member (7) is arranged between every two adjacent second nodes (8), two ends of the lower chord member (7) are respectively connected with the second nodes (8), and the lower chord members (7) are also respectively arranged on the two second nodes (8) at the left side and the right side; a plurality of second cross beams (9) are uniformly arranged in the length direction of the lower chord beam, the second cross beams (9) are mutually parallel, the second cross beams (9) are connected with a second node (8), and the second cross beams (9) are also connected with the lower chord (7);
The upper chord member (1) and the lower chord member (7) are parallel to each other, the upper chord member (1) and the lower chord member (7) are positioned in the same plane, and the first nodes (2) and the second nodes (8) are arranged in a staggered manner; each web member group comprises two web members (11), and the two web members (11) are arranged in a triangle shape; in each web member group, the tops of two web members (11) are respectively connected with two supporting legs of the same first node (2), and the bottoms of two web members (11) are respectively connected with supporting legs of two adjacent second nodes (8).
2. The steel truss corridor according to claim 1, characterized in that a first secondary beam (4) parallel to the first cross beams (3) is arranged between two adjacent first cross beams (3), and two ends of the first secondary beam (4) are respectively connected with the upper chord member (1); a plurality of longitudinal beams (5) perpendicular to the first transverse beam (3) and the first secondary beam (4) are further arranged between the first transverse beam (3) and the first secondary beam (4), the longitudinal beams (5) are arranged in the middle of the upper chord beam, one end of each longitudinal beam (5) is connected with the first transverse beam (3), and the other end of each longitudinal beam is connected with the first secondary beam (4).
3. The steel truss corridor according to claim 2, wherein a plurality of groups of first horizontal supports (6) are arranged between two first node groups, the plurality of groups of first horizontal supports (6) are arranged along the length direction of the upper chord beam, the first horizontal supports (6) comprise two first support rods which are arranged in a crossing manner, and two ends of each first support rod are respectively connected with the position of a first node (2);
a plurality of groups of second horizontal supports (10) are arranged between the second node groups, the plurality of groups of second horizontal supports (10) are arranged along the length direction of the lower chord beam, each second horizontal support (10) comprises two second support rods which are arranged in a crossing mode, and two ends of each second support rod are respectively connected to the position of each second node (8).
4. The steel truss corridor according to claim 2, wherein a plurality of first cantilever beams (15) are respectively arranged on two sides of the upper chord beam, the first cantilever beams (15) are mutually perpendicular to the upper chord beam (1), the plurality of first cantilever beams (15) are uniformly arranged along the length direction of the upper chord beam, and the first cantilever beams (15) are respectively positioned on the same straight line with the first cross beam (3) and the first secondary beam (4); the first end of the first cantilever beam (15) is connected with the first node (2) or the upper chord (1) respectively; a first connecting beam (16) is further arranged between two adjacent first cantilever beams (15), the first connecting beams (16) are parallel to the upper chord member (1), and two ends of each first connecting beam (16) are respectively connected with the second ends of the first cantilever beams (15);
A plurality of second cantilever beams (17) are respectively arranged on two sides of the lower chord beam, the second cantilever beams (17) are mutually perpendicular to the lower chord (7), the second cantilever beams (17) are uniformly arranged along the length direction of the lower chord beam, and the second cantilever beams (17) and the second cross beam (9) are positioned on the same straight line; the first end of the second cantilever beam (17) is connected with a second node (8) or a lower chord (7) respectively; a second connecting beam (19) is further arranged between two adjacent second cantilever beams (17), the second connecting beams (19) are parallel to the lower chord (7), and two ends of each second connecting beam (19) are respectively connected with the second ends of the second cantilever beams (17); the second end of the second cantilever beam (17) is also coaxially provided with a second cantilever beam (18).
5. Steel truss corridor according to any of claims 1-4, characterized in that a third support bar (12) is arranged between the two web members (11), the two ends of the third support bar (12) are respectively connected with the two web members (11), the third support bar (12) is parallel to the lower chord member (7), and the third support bar (12) is arranged in the middle or in the upper middle of the web members (11);
In the web member group of upper chord member both sides, web member (11) bottom of left and right sides is in unsettled state, both ends still are provided with respectively about lower chord member (7) with lower chord member (7) mutually perpendicular's vertical stay (13), the bottom and the lower chord member (7) rigid connection or detachable connection of vertical stay (13), the top and web member (11) rigid connection or detachable connection of vertical stay (13).
6. The steel truss corridor according to claim 5, characterized in that the angle between the two web members (11) is 45-60 degrees.
7. The installation construction method of the steel truss corridor is characterized by comprising the following steps of:
step one, determining a projection surface of a steel truss corridor; lofting positioning points of the supporting positions of the jig frames on a top floor slab of the corridor installed at the bottom of the tower, wherein the jig frames are arranged right below a projection surface of the steel truss corridor;
step two, respectively and correspondingly arranging two groups of jig frames at the positions of steel beams on the north and south sides of the top of the installed corridor, and placing the jig frames according to positioning points of the supporting positions of the jig frames;
step three, splicing a lower chord beam at the top of the jig frame; after the assembly is completed, respectively setting a displacement monitoring point and a stress monitoring point at a preset position of the lower chord beam, and carrying out first displacement monitoring and stress monitoring on the lower chord Liang Jinhang;
Step four, installing a web member group on the lower chord beam;
step five, splicing an upper chord beam at the top of the web member group; after the assembly is completed, stress monitoring points are arranged at preset positions of the web member groups, displacement monitoring points and stress monitoring points are respectively arranged at preset positions of the upper chord beams, second displacement and stress monitoring are carried out on the lower chord beams, first stress monitoring is carried out on the web member groups, and first displacement and stress monitoring are carried out on the upper chord Liang Jinhang; analyzing the monitoring result and the monitoring result in the step three, and adjusting the construction scheme according to the analysis result;
step six, installing second cantilever beams on two sides of the lower chord beam, and paving a floor support plate on the second cantilever beams; after the second cantilever beam and the floor support plate are installed, carrying out third displacement and stress monitoring on the lower chord beam, carrying out second stress monitoring on the web member group, carrying out second displacement and stress monitoring on the upper chord beam, analyzing the monitoring result and the monitoring result in the step five, and adjusting the construction scheme according to the analysis result;
step seven, installing first cantilever beams on two sides of the upper chord beam, and paving a building carrier plate on the first cantilever beams; after the first cantilever beam and the floor carrier plate are installed, the fourth displacement and stress of the lower chord Liang Jinhang are monitored, the third stress of the web member group is monitored, the third displacement and stress of the upper chord beam are monitored, the monitoring result and the monitoring result in the step six are analyzed, and the construction scheme is adjusted according to the analysis result.
8. The method for installing and constructing a steel truss corridor according to claim 7, wherein the jig comprises two mutually parallel upright posts, a first supporting beam perpendicular to each upright post is arranged at the top of each upright post, the upright posts are positioned in the middle of the first supporting beams, the first supporting beams are mutually parallel, two or more second supporting beams are arranged between the two first supporting beams, the second supporting beams are mutually parallel, the second supporting beams are mutually perpendicular to the first supporting beams, and two ends of the second supporting beams are respectively connected with the first supporting beams.
9. The method for installing and constructing a steel truss corridor according to claim 7, wherein in the third step, when the lower chord beam is assembled, the second node and the lower chord are assembled first, and then the second horizontal supporting rod of the second cross beam is assembled; when the second nodes and the lower chords are assembled, hoisting the second nodes to the jig frame by adopting the automobile cranes on the north and south sides of the steel truss corridor, and hoisting the lower chords between the two second nodes for installation after the coordinate positions of the second nodes are determined;
the assembly sequence of the second node and the lower chord member is as follows: hoisting a second node II and a second node III to a jig frame in the middle part respectively, and hoisting a lower chord member III between the second node II and the second node III so that the lower chord member III is connected with the second node II and the second node III respectively; hoisting a first node to a jig frame on the left side of a second node, and then hoisting a first lower chord member and a second lower chord member to the left side and the right side of the first node respectively, so that the first lower chord member is connected with the first node, and the second lower chord member is connected with the first node and the second node respectively; and hoisting the second node IV to a jig frame on the right side of the second node III, and hoisting the lower chord IV and the lower chord V to the left side and the right side of the second node IV respectively, so that the lower chord IV is connected with the second node III and the second node IV respectively, and the lower chord V is connected with the second node IV.
10. The installation and construction method of a steel truss corridor according to any one of claims 7 to 9, wherein the installing the web member group on the lower chord member in the fourth step includes: numbering the web member groups, wherein the first web member group, the second web member group, the third web member group, the fourth web member group and the fifth web member group are arranged in sequence from left to right; the left side and the right side of the lower chord are respectively provided with a vertical brace rod which is mutually perpendicular to the lower chord, and the vertical brace rods are detachably connected with the lower chord; for the second to fourth web member groups, after the two web members are connected through the third supporting rod to form an integral structure, the second to fourth web member groups are respectively hoisted to corresponding positions for installation; for the first web member group and the fifth web member group, after the two web members are respectively hoisted to the preset installation positions, the bottom of one web member is connected with the corresponding second node, the bottom of the other web member is connected with the vertical support close to the second node, and then a third support rod is connected between the two web members, or the two web members and the third support rod are assembled into an integral structure, and then hoisted to the preset positions for installation.
CN202311514105.4A 2023-11-14 2023-11-14 Steel truss corridor and installation construction method thereof Pending CN117488948A (en)

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