CN116084566A - Large-span and ultra-long overhanging plane steel pipe truss roof unit type hoisting construction method - Google Patents

Abstract

The invention discloses a large-span and ultra-long cantilever plane steel pipe truss roof unit type hoisting construction method, which is characterized in that steel structure construction deepening is carried out in advance before steel structure construction, hoisting weight and hoisting piece length are determined according to construction environment, operation condition and maximum hoisting capacity of construction machinery, the maximum hoisting capacity of the construction machinery is fully utilized, a main body structure is divided into large hoisting units according to the maximum hoisting capacity of the construction machinery, the hoisting units are divided into hoisting units which reduce high-altitude operation and scattered rod pieces as much as possible, the hoisting units are divided reasonably, each hoisting unit is divided into sections and ground assembly are carried out, then air butt hoisting is carried out, ground welding and high-altitude hoisting are convenient, and the high-altitude welding is changed into ground welding in a large amount, so that the welding quality, the construction safety and the construction progress are more easily and effectively controlled, the construction period is effectively saved, the installation cost is reduced, and the popularization value is higher.

Description

Large-span and ultra-long overhanging plane steel pipe truss roof unit type hoisting construction method

Technical Field

The invention relates to the technical field of building construction, in particular to a large-span and ultra-long overhanging plane steel pipe truss roof unit type hoisting construction method.

Background

With the development of social economy, the traffic travel forms of people are more diversified, the airport construction requirements are larger and higher in the coming development period of the aviation industry in China, and the planar steel pipe truss roof has good structural overall performance, large structural span, large torsional rigidity, light structural weight and good economic index, and is widely applied to large-span, ultrahigh and superduty buildings, and compared with the common concrete roof, the steel pipe truss roof has larger difficulty and construction period progress requirements in links such as design, block manufacturing, transportation, assembly and the like.

The traditional construction mode is installed through an integral hoisting method or a high-altitude scattered splicing method, but the two methods are low in safety, and a great deal of labor and time are consumed for splicing, so that the integral hoisting efficiency is reduced, and the labor intensity of construction workers is enhanced.

Disclosure of Invention

In order to overcome the defects of the center in the prior art, the invention provides a large-span and ultra-long overhanging plane steel pipe truss roof unit type hoisting construction method, which comprises the steps of firstly segmenting a large-span steel truss, assembling the ground, and then carrying out aerial butt-joint hoisting, thereby effectively saving the construction period and reducing the installation cost.

In order to achieve the above purpose, the invention provides a construction method for hoisting a large-span and ultra-long cantilever plane steel pipe truss roof unit, which comprises the following steps:

constructing a truss roof three-dimensional model according to a construction blueprint of the large-span and ultra-long overhanging planar steel pipe truss roof, and longitudinally dividing the large-span and ultra-long overhanging planar steel pipe truss roof into a land side section, a middle section, an air side section and a rear supplementing section which are close to one side of a road in sequence;

a processing diagram of a large-span and ultra-long overhanging plane steel pipe truss roof steel structure is derived, and processing and manufacturing of components in corresponding sections are carried out in a processing plant;

after the components are processed and manufactured, the components are transported to the site, truss vertical splicing jig frames and horizontal splicing jig frames are assembled on the site according to the space shapes of the corresponding sections, meanwhile, support rods are erected below the truss vertical splicing jig frames, and the truss rods are horizontally spliced into sheet trusses through the horizontal splicing jig frames;

after the splicing site is spliced, turning over and pouring materials by a crane to move the sheet truss to a vertical splicing jig frame, and simultaneously erecting a support rod piece below a large-span and ultra-long overhanging plane steel pipe truss roof, and splicing the sheet truss into a hoisting unit by using the support rod piece by adopting a steel structure vertical splicing method;

the hoisting units of the land side, the middle section and the air side sections are respectively hoisted by adopting the crawler crane, correction and adjustment are carried out while hoisting, the joint and the support rod are subjected to gear repairing welding after hoisting in place, and the temporary fixing facilities are removed after flaw detection.

Preferably, the support rod adopts a steel tube concrete column.

Preferably, the top of the vertical spliced jig frame is leveled by a level gauge.

Preferably, when the land side section and the middle section are installed, the land side section and the middle section are installed with the center of the basement of the main body structure as the center, and are installed to two sides in sequence, and when the air side section is installed, the air side section is installed to two sides in sequence with the center of the air side section along the transverse direction as the center.

By adopting the technical scheme, the invention has the following beneficial effects:

1) The construction period is shortened: the construction method of the large-span and ultra-long overhanging plane steel pipe truss roof is characterized by higher safety on the basis of ensuring better engineering quality compared with the traditional integral hoisting method and high-altitude scattered splicing method, accelerating the progress of the whole engineering and reducing the engineering cost.

2) The quality is ensured: the large quantity of ground assembly improves the assembly quality, shortens the assembly time, improves the overall hoisting efficiency and reduces the labor intensity of workers.

3) The cost is saved: and carrying out deepened design of steel structure engineering in advance by adopting a three-dimensional modeling technology, and determining a hoisting scheme in advance. Through process adjustment, the truss is longitudinally divided into three sections, a plurality of transverse trusses are combined and hoisted, so that the hoisting unit can realize self-balancing by using the supports of four steel tube concrete columns, temporary supports are not required to be established, and finally, the truss is hung vertically downwards at the empty side. Pouring of the steel pipe column concrete adopts a novel practical patent technology to ensure pouring quality. The method comprehensively considers the factory production capacity, the later road transportation condition, the transportation vehicle parameters, the ground assembly hoisting unit protection, the hoisting equipment parameters, the field hoisting working condition and the high-altitude splicing weld construction, solves a plurality of technical problems of large-span and overlong overhanging plane steel pipe truss roof blocking, transportation, later hoisting, welding influence and the like, and has obvious economic benefit.

4) And (3) green construction: compared with the integral hoisting method, the unit hoisting method saves the field land, is easier to control the construction quality and safe than the high-altitude scattered splicing method, saves the energy and has smaller influence on the field environment.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.

Fig. 1 is an elevation view of a truss in the construction method for hoisting a large-span and ultra-long overhanging planar steel pipe truss roof unit.

Fig. 2 is a schematic diagram of longitudinal area division of a truss in the construction method for hoisting a large-span and ultra-long overhanging planar steel pipe truss roof unit.

Fig. 3 is a schematic diagram of a hoisting unit in the hoisting construction method of the large-span and ultra-long overhanging planar steel pipe truss roof unit type.

Fig. 4 is a process flow chart of the construction method for hoisting the large-span and ultra-long overhanging planar steel pipe truss roof unit.

Fig. 5 is a plan layout view of a neutral jig frame in the construction method for hoisting the large-span and ultra-long overhanging plane steel pipe truss roof unit.

FIG. 6 is a cross-sectional view of the center splice of FIG. 5.

Fig. 7 is an elevation view of the center-splice jig frame of fig. 5.

Fig. 8 is a schematic view of the foundation structure of the assembled tire of the vertical assembled tire frame of fig. 5.

Fig. 9 is a three-dimensional schematic diagram of a horizontal splicing jig frame set up in the process of horizontally splicing truss rod members into a sheet truss in the construction method for hoisting the large-span and ultra-long overhanging planar steel pipe truss roof unit.

Fig. 10 is a three-dimensional schematic view of the upper and lower chords of fig. 9 after completion of the erection of the jig frame.

Fig. 11 is a three-dimensional schematic view of the web member of fig. 10 with the upper and lower chords in place.

Fig. 12 is a three-dimensional schematic diagram of a neutral splicing jig frame in the process of splicing a sheet truss into a hoisting unit in the construction method for hoisting a large-span and ultra-long overhanging plane steel pipe truss roof unit.

Fig. 13 is a three-dimensional schematic view of the truss erection performed on the erection fixture of fig. 12.

Fig. 14 is a schematic view of hoisting points of truss hoisting in the construction method of the large-span and ultra-long overhanging planar steel pipe truss roof unit type hoisting.

Fig. 15 is a schematic installation view of a splayed support in the construction method for hoisting the large-span and ultra-long overhanging planar steel pipe truss roof unit.

Fig. 16 is a schematic view of the high-altitude butt joint of the main truss in the construction method of the large-span and ultra-long overhanging planar steel pipe truss roof unit type hoisting.

Fig. 17 is a three-dimensional schematic view of the overhead docking of the main truss of fig. 16.

The reference numbers in the drawings correspond to the following:

1-a large-span and ultra-long overhanging plane steel pipe truss roof; 2-land side sections; 3-middle section; 4-empty side sections; 5-post-repairing the section; 6-assembling the jig frame vertically; 61-stand columns; 62-cross bar; 63-diagonal bracing; 64-roadbed boxes; 65-channel steel; 7-ballast cushion layer; 8-a natural soil layer; 9-lying jig frame; 10-upper chords; 11-web members; 12-supporting rod pieces; 13-a steel wire rope; 14-welding balls; 15-a cross beam; 16-splayed support; 17-connecting plates; 18-high-strength bolts; 19-a steel pipe column;

-a transverse axis;

1/G、/>

-a longitudinal axis; a-land side segment units; b-a middle section unit; c-an empty side section unit; d-empty unit 1; e-land units 3-1; f-land units 3-2; g-a middle section unit 4-1; h-middle section unit 4-2.

Detailed Description

The following describes the embodiments of the present invention further with reference to the drawings. The description of these embodiments is provided to assist understanding of the present invention, but is not intended to limit the present invention. In addition, the technical features of the embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.

The invention aims to solve the technical problems that the existing steel pipe truss roof assembling method cannot ensure the engineering quality through an integral hoisting method or a high-altitude scattered splicing method, meanwhile, the safety is low, a large amount of manpower and time are consumed, and the engineering cost is increased.

Referring to fig. 1 to 4, in an airport terminal, a roof is a large-span and ultra-long cantilever plane steel pipe truss roof 1, a plane support system is adopted, structural members of the roof are all straight steel pipe sections, the structural members comprise main truss chords and web members, secondary truss chords and web members, wall frame chords, stay bars, inhaul cables and the like, the truss height is 2 m-6.89 m, the transverse trusses are arranged along column rows, the longitudinal trusses are perpendicular to the transverse trusses, and each 5.8m is a truss. It should be noted that, fig. 3 is a schematic diagram of hoisting units in the large-span and overlength overhanging planar steel pipe truss roof unit type hoisting construction method according to the embodiment of the invention, wherein the longitudinal truss is hoisted by dividing into three sections of land side sections 2, middle sections 3 and empty side sections 4 along the direction of a-axis and K-axis, the three sections of horizontal projection lengths are respectively 40m, 44.5m and 34.21m, each 3 pin or 4 pin of the transverse truss is a unit according to the direction of 1-axis and 35 m, in the drawing, reference numeral a represents a land side section unit numbering region, reference numeral b represents a middle section unit numbering region, reference numeral c represents an empty side section unit numbering region, the land side sections 2 are 14 units in total, the middle sections 3 are 14 units in total, the empty side sections 4 are 17 units in total, and finally, after hoisting, a post-hoisting supplementary section 5 rod pieces are provided, wherein reference numeral e represents a land unit 3-1, reference numeral f represents a land unit 3-2, reference numeral g represents a middle section unit 4-1, and reference numeral h represents a middle section unit 4-2.

The invention discloses a large-span and ultra-long overhanging plane steel pipe truss roof unit type hoisting construction method, which specifically comprises the following steps:

1) Deep design of blueprint construction:

after the design drawing is obtained, organization technicians are familiar with the drawing, the drawing review is carried out, the drawing design intention is fully known, the truss roof three-dimensional model is created by utilizing the mature steel structure detailed drawing design software Tekla in the industry, and whether the connection between the components is wrong or not is checked.

2) Machining and manufacturing components, and checking and accepting approach:

a detailed drawing and various reports of a three-dimensional model guide steel structure of a truss roof, which are created by using Tekla software, are used as processing drawings, after the processing drawings are checked to be qualified, typesetting and blanking are carried out, all incoming raw materials are subjected to chemical component and mechanical property detection reports, after entering, the inspection is required to be carried out again, the report is provided, a shot blasting machine is adopted to remove rust from raw steel plates, the rust removal quality level is up to the grade ISO8501-1 (GB 8923-88) Sa2.5, black skin, rust and other external foreign matters are completely removed, dust and rust are thoroughly removed through a dust collector or compressed air, only a small amount of point rust or rust is allowed to exist, and the steel surface is approximately grey white metal. The surface of the steel after rust removal is exposed to air and is easy to oxidize, and the first primer coating should be completed within 4 hours after cleaning. Before the paint film is not dried, protective measures should be taken to prevent rainwater and artificial damage. The paint should be uniformly applied, and the defects of missing coating, sagging, exposed bottom or wrinkled skin and the like are not allowed to exist. The processing and manufacturing errors must not exceed the related specification requirements. After the steel member is manufactured, the steel member is checked and accepted according to the regulations of construction drawings and the steel structure engineering construction quality acceptance Standard (GB 50205-2020), and the allowable deviation of the external dimensions of the member meets the requirements in the regulations. After the steel member is manufactured in the factory, the steel member is checked and accepted by a supervision according to the contract rule or the arrangement of a constructor, and a check-up qualification person can arrange to be transported to the site, and a record report is filled in for check-up.

All incoming materials should have quality certificates such as product qualification certificates, product delivery inspection reports and the like, and on-site professional engineers should fully check the appearance quality and the quality certificates of the materials.

3) Assembling truss assembling jig frame:

according to the space shape of the corresponding section, the truss vertical splicing jig frame 6 is assembled on site, as shown in fig. 5-7, the upright post 61 of the vertical splicing jig frame 6 adopts section steel with the specification parameter of HW300mm x 300mm, the cross rod 62 adopts section steel with the specification parameter of HN150mm x 75mm, the diagonal rod support 63 adopts angle steel with the specification parameter of L70mm x 4mm, the angle steel is connected through on-site fillet weld, and according to the site situation, the reasonable arrangement length is set, in the embodiment, the length is set to 6000mm, the upright post 61 is fixedly welded on the roadbed box 64, and the adjacent roadbed boxes 64 with the specification size of 200mm x 1500mm x 6000 (thickness x width x length) are fixedly connected through channel steel 65 with the specification parameter of C10;

it should be noted that, the foundation of the vertical splicing jig frame 6 needs to be treated to a certain extent, as shown in fig. 8, a ballast cushion layer 7 with a thickness of 200mm is paved on the natural soil layer 8, and the natural soil layer 8 needs to be compacted in advance.

When the vertical splicing jig frame 6 is arranged, firstly, one end of a main pipe is used as an origin to establish local coordinates, then, ground splicing hypoxia is discharged according to the position of a main pipe segmentation point, and correspondingly, the splicing jig frame is put, the top of the jig frame is leveled by a level gauge, and the truss splicing size is required to be rechecked again before large-area welding.

4) The truss rod pieces are horizontally spliced into a sheet truss through the horizontal splicing jig frame:

here, taking one group of the embodiments as an example, the assembly process is as shown in fig. 9-11, firstly, the horizontal assembly jig frame 9 is erected, then the upper chord member 10 and the lower chord member are erected, and finally, the upper chord member 10 and the lower chord member are connected and fixed through the web member 11.

5) Vertical splicing sheet truss into hoisting unit

Referring to fig. 12-13, after the sheet truss is assembled on the assembly site, the sheet truss is turned over by a crane, and is poured onto the vertical assembly jig frame 6, meanwhile, a support rod piece 12 is erected below the sheet truss, the support rod piece 12 is a steel tube concrete column, the sheet truss is assembled into a plurality of hoisting units by using the support rod piece 12 by adopting a high steel structure vertical assembly method, in this embodiment, when the truss is assembled, the control value of the assembly jig frame is adjusted to perform arch lifting according to the corresponding arch lifting requirement, the truss (including a main truss and a secondary truss) should be arched, and the arch lifting value and requirement include: ZHJ1 and ZHJ1a are 130mm; CHJ1 and CHJ1a are 90mm; ZHJ2, ZHJ3, CHJ2, CHJ3, CHJ4 are all 30mm; ZHJ4 is 15mm, except the above noted components, the girder and truss with larger span should be arched according to the following requirements:

and (3) a main beam: l/2000 when L is more than or equal to 10m and less than 20 m; l/1500 when L is more than or equal to 20 m;

secondary beam: l/1500 when L is more than or equal to 10m and less than 20 m; l/1000 when L is more than or equal to 20 m;

wherein: l is the beam, truss span or 2 times the overhanging length.

6) Hoisting and welding the trusses of each hoisting unit by adopting a crawler crane

The crawler crane is arranged in advance before the truss unit is hoisted, and the mechanical approach is required to be checked for operation evidence, driver's license, driving license, crane detection report, qualification certificate and the like, and is started to the position of the hoisting point for positioning after the assembly and the debugging are normal.

Referring to fig. 3, in this embodiment, a basement area exists around a land side area of a terminal building, a condition of lifting a canopy is not provided above a basement structure, 1/a to a are cantilever rainsheds of the terminal building, the cantilever rainsheds of the terminal building are lifted on the land side of the terminal building, excavation sequences of the basement and a pipe trench are reasonably optimized, a favorable field is provided for lifting a steel structure, and areas of a-B/9-11 axis and 21-23 axis are determined as a station area of a large crane, a land side section, a cantilever rainshed and a middle truss are installed, and an empty side crawler crane is installed along a road.

It should be noted that, the sling in the hoisting process comprises:

the steel wire rope and shackle are selected, and the checking and selecting processes are as follows:

1-truss sectional hoisting wire rope selection

According to different hoisting unit weights, lengths and widths, the number of the hoisting points arranged during installation is also different, and according to hoisting working condition analysis: when the middle section unit 4-1 and the middle section unit 4-2 are installed, the maximum counter force of the hanging point is 210.5KN, namely the steel wire rope needs to meet the requirement of 21.05t single-strand hanging without damage.

2-shackle selection: according to the analysis of hoisting working conditions, a BX type T (8) grade shackle is selected for hoisting, and the model of the shackle is T-BX40-13/4 rated load 40T, and the total number of the shackles is 8.

3-hanging point setting: according to the analysis of hoisting working conditions, different hoisting units adopt different hoisting point binding hoisting, and a hoisting point arrangement method and a principle are as follows:

1. arranging hanging points according to the gravity center positions by searching the gravity center positions of each segment;

2. the arrangement positions of the hanging points ensure that the components are basically balanced after being lifted or can be balanced through fine adjustment;

3. the arrangement positions of the hanging points need to consider the stress situation after the hanging, and ensure that all the hanging points are uniformly stressed as much as possible.

Preferably, when the truss is installed, because the building basement enclosure structure of the terminal is positioned between the axes A-E/11-21, when the land side section and the middle section are installed, the building enclosure structure is installed to two sides sequentially by taking the 15-17 axis range of the center of the basement as the center; the empty side has no influence of other structures and the 17-19 axes have dense supporting members, so that trusses in the range of 17-19 axes are firstly installed and then are sequentially installed on two sides, and the construction progress of the empty side section, the land side section and the middle section is not completely consistent.

The invention relates to a method for installing components in a large-span and ultra-long overhanging plane steel pipe truss roof unit type hoisting construction method, which comprises the following operation requirements:

turning over the single truss:

a. the construction is a sheet truss, and a horizontal splicing method and a vertical splicing method are adopted during splicing;

b. after the horizontal splicing is completed, turning over and pouring materials are needed to be moved to the vertical splicing jig frame. The following operation requirements should be paid attention to when turning over and pouring, and the positions and the number of hanging points should be reasonably set when turning over and pouring, as shown in fig. 14, the hanging point is a schematic diagram when the truss is hoisted in the large-span and ultra-long overhanging planar steel pipe truss roof unit type hoisting construction method, the hanging points are selected at the fixed connection position of the web member 11 and the upper chord member 10, and are sleeved on the upper chord member 10 through the steel wire rope 13, so that the stress of each hanging point is uniform, the deformation of a component is not influenced, and meanwhile, the impact of sudden sliding of the component on the steel wire rope 13 and the crane is also required to be prevented.

Lifting:

a. preparation work before hoisting: before hoisting, the crane stands in place, whether the position of a hoisting point is true or not is checked, and the steel wire rope for hoisting is checked to carry out comprehensive and careful inspection. And the camber and the length are comprehensively checked, so that the hoisting can be smoothly carried out.

b. And (3) test hoisting: checking and confirming before test hoisting; carrying out hoisting operation and crossing bottoms; the key points and main contents of each monitoring post are arranged for monitoring; carrying out a lifting test to ensure that each part has coordination and safety; and (5) rechecking the change condition of each part.

c. Checking whether each command signal system is normal or not before formal hoisting; and (3) formally lifting, stopping when the lower chord member of the truss leaves 500-800 mm of the temporary support, further checking, removing ground sundries, continuing lifting, stopping lifting when the truss is higher than the top of the column by about 100-200 mm, starting swinging rods to the position right above the truss and preventing the truss from swinging, so that the truss is well adjusted in position, in the embodiment, the truss is a pipe truss, lifting by using a crawler crane, lifting by using a plurality of lifting points, and polishing, detecting and repairing after welding the truss (including a horse), and lifting after priming paint.

d. Before the middle unit is lifted, the following data should be mastered: (1) monitoring deformation values (monitored by using a total station and a preset mark point) of the corresponding interfaces of the land unit and the empty unit and the land unit, and reserving horizontal and oblique distances for the middle unit; (2) when the crane lifts by crane, the angle of the lifting unit in the air and the horizontal direction is consistent with the angle of the truss; (3) if the data can meet the requirement of embedding the middle unit, the lifting can be realized when all the data meet the requirement, otherwise, the lifting is needed after the ground is adjusted.

And (3) positioning:

a. temporary fixation: as shown in figure 3, the empty unit 1 is positioned on the axis line of 17-19 of the 1/G-K intersection, and comprises an empty side section of a main truss ZHJ1 with 17-19 axes, a main truss ZHJ5 with 17-19 axes of the 1/G intersection, a secondary truss during the period and a supporting rod piece thereof, and is a stable system, and the welding ball 14 is welded on a base after three-dimensional accurate positioning.

As shown in fig. 14 and 15, after the trusses of the land unit 3-1 and the land unit 3-2 are in place, in order to prevent the trusses from being laterally displaced, a cross beam 15 is welded on the top of the steel pipe column 19 perpendicular to the truss direction so that the midpoint of the cross beam 15 is located on the center line of the steel pipe column 19; the specification of the cross beam 15 is H200mm, 8mm, 12m, the material is Q235B, the length is 6m, the splayed supports 16 are arranged on two sides of the truss, and the splayed supports are welded on the cross beam.

Other hoisting units are connected with the empty unit 1, the land unit 3-1 and the land unit 3-2 in a certain sequence, 3 connecting plates 17 are arranged on each side of the upper chord butt joint opening and the lower chord butt joint opening of the truss when the truss is in high-altitude butt joint, after the truss is hoisted in place, each connecting plate 17 is connected and temporarily fixed through 4M 20 pressure-bearing high-strength bolts 18 to carry out partial welding seams, hooks are not loosened in the welding process, after the welding of the chord butt joint opening is completed, the hooks can be loosened, the positions of hoisting nodes are hoisted, and the hoisting is carried out by adopting a mode of binding the steel wire ropes to bind the nodes.

b. Alignment: and the upper chord and the lower chord and the welding ball are spatially positioned through three-dimensional positioning coordinates, so that the member reaches a preset design position, the truss lower chord welding ball is located on a steel pipe column welding ball base, and the welding ball is welded with the base after the three-dimensional positioning coordinates are accurate.

c. Fixing: after unhooking, welding the interfaces, the support rod members, etc., and dismantling temporary fixing facilities after flaw detection.

d. Stabilizing system: according to the embodiment, due to the field reasons, the working radius of the crane is larger, the hoisting capacity is small, a plurality of trusses cannot be assembled into hoisting units for hoisting, and after a single truss is fixed, the installation of the supporting members is organized immediately to form an integral stable system.

When the truss is assembled, the truss is arched correspondingly according to the design and specification requirements, and the control value of the vertical assembly jig frame 6 is adjusted to perform arch camber.

The embodiments of the present invention have been described in detail above with reference to the accompanying drawings, but the present invention is not limited to the described embodiments. It will be apparent to those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, and yet fall within the scope of the invention.

Claims (4)

1. The construction method for hoisting the large-span and ultra-long cantilever plane steel pipe truss roof unit type is characterized by comprising the following steps of:

constructing a truss roof three-dimensional model according to a construction blueprint of the large-span and ultra-long overhanging planar steel pipe truss roof, and longitudinally dividing the large-span and ultra-long overhanging planar steel pipe truss roof into a land side section, a middle section, an air side section and a rear supplementing section which are close to one side of a road in sequence;

a processing diagram of a large-span and ultra-long overhanging plane steel pipe truss roof steel structure is derived, and processing and manufacturing of components in corresponding sections are carried out in a processing plant;

after the components are processed and manufactured, the components are transported to the site, truss vertical splicing jig frames and horizontal splicing jig frames are assembled on the site according to the space shapes of the corresponding sections, and truss rod pieces are horizontally spliced into sheet trusses through the horizontal splicing jig frames;

after the splicing site is spliced, turning over and pouring materials by a crane and moving the sheet truss to a vertical splicing jig frame, and meanwhile, erecting a support rod piece below the sheet truss, and splicing the sheet truss into a hoisting unit by using the support rod piece through a steel structure vertical splicing method;

the hoisting units of the land side, the middle section and the air side sections are respectively hoisted by adopting the crawler crane, correction and adjustment are carried out while hoisting, the joint and the support rod are subjected to gear repairing welding after hoisting in place, and the temporary fixing facilities are removed after flaw detection.

2. The construction method for hoisting the large-span and ultra-long overhanging planar steel pipe truss roof unit type according to claim 1, which is characterized by comprising the following steps: the support rod piece adopts a steel pipe concrete column.

3. The construction method for hoisting the large-span and ultra-long overhanging planar steel pipe truss roof unit type according to claim 1, which is characterized by comprising the following steps: the top of the vertical spliced jig frame is leveled through a level gauge.

4. The construction method for hoisting the large-span and ultra-long overhanging planar steel pipe truss roof unit type according to claim 1, which is characterized by comprising the following steps: when the land side section and the middle section are installed, the middle section is installed to two sides in sequence by taking the center of a basement of a main body structure as the center, and when the air side section is installed, the middle section is installed to two sides in sequence by taking the center of the air side section along the transverse direction as the center.

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