CN109763568B - Suspended dome grid structure construction method - Google Patents
Suspended dome grid structure construction method Download PDFInfo
- Publication number
- CN109763568B CN109763568B CN201910043447.XA CN201910043447A CN109763568B CN 109763568 B CN109763568 B CN 109763568B CN 201910043447 A CN201910043447 A CN 201910043447A CN 109763568 B CN109763568 B CN 109763568B
- Authority
- CN
- China
- Prior art keywords
- tensioning
- steel
- hoisting
- steel column
- column
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention provides a suspended dome grid structure construction method, which comprises the following steps: s1, embedding a column base anchor bolt according to the construction drawing; s2, hoisting the steel column; s3, after the steel column is hoisted, installing a steel column support according to the installation position of the steel column; s4, mounting and supporting lattice columns according to the positions of the steel columns and the supporting positions of the steel columns; s5, erecting a full hall scaffold operation platform; s6, mounting the roof; s7, butting and mounting pipe members at the aerial sections; s8, carrying out inhaul cable installation and prestress tension; and S9, performing anticorrosion and fireproof coating. According to the invention, the lattice column support is added, the structure is hoisted in a segmented manner, and two-stage tensioning is carried out according to the structural characteristics of the chord support, so that the traditional complicated construction procedures are greatly reduced, a full-scale support system is built and an operation platform is built, the construction operability and safety are improved, and the effective control of high altitude quality is achieved.
Description
Technical Field
The invention relates to the technical field of suspended dome grid structure construction, in particular to a suspended dome grid structure construction method.
Background
The suspended dome structure is a novel space structure system formed by combining the concept of flexible structures such as a tension whole, a cable dome and the like and a single-layer net shell, has the advantages of novel structure and high stability, and is built by taking the most marked suspended dome structure of Beijing nest gymnasium in China; most of gymnasiums and sports centers are built by adopting a suspended dome structure, but when the long shaft span is large, the structure is difficult to stretch and form, and the structural deflection cannot meet the design requirement.
In the construction process of the traditional suspended dome structure, the monitoring difficulty of tensioning construction is high, the control difficulty of the vertical rod in a vertical state after tensioning is high, the compensation control technology difficulty of the prestress loss of the lower node of the stay rod is high, and the aerial work quality and the aerial work safety are difficult to guarantee during aerial construction work.
Disclosure of Invention
The invention provides a string-supported dome grid structure construction method, which aims to solve the technical problems that the traditional string-supported dome structure is difficult to stretch and form, and the aerial work quality and the aerial work safety are difficult to guarantee.
In order to solve the above problems, the technical solution of the present invention is realized as follows:
a suspended dome grid structure construction method comprises the following steps:
s1, embedding a column base anchor bolt: firstly, arranging a bracket and a positioning plate, setting a reference point, then performing embedded bolt construction, and finally retesting and adjusting the bracket;
s2, hoisting a steel column: hoisting preparation, namely, carrying out safe trial hoisting on the steel column, after the trial hoisting is finished, positioning and correcting the steel column, and finally retesting the hoisted steel column;
s3, steel column supporting: when a first steel column is installed, four cable ropes are arranged at the position of a steel column butt-joint lug plate, the cable ropes form an included angle of 45-60 degrees with the ground, the tail ends of the cable ropes are connected through a turnbuckle, and the cable ropes are fixedly connected with the ground through a rear embedded part; after the second steel column is installed, the number of the cable wind ropes is changed from four to three, a tie bar is additionally arranged between the two steel columns for supporting, and after the third steel column and the fourth steel column are installed, one cable wind rope is cancelled; only the guy cables on the two sides are reserved;
s4, supporting the lattice column arrangement: four feet of each lattice support frame are connected with the embedded bolts to ensure the stability of the lattice support frame, the hoisted lattice column support frame is fixed by four wind ropes at a position not lower than 2/3 before a stable system is formed, and the space position of each component is different, so that the support height of the standard section of the lattice column is adjusted by a jack after hoisting, and a fixed component placing frame above the jack is used for placing the component;
s5, erecting a full scaffold operation platform: vertical cross braces are arranged on the vertical surfaces of the longitudinal outer sides of the operation scaffold, the width of each cross brace is 4-6 spans, the width of each cross brace is 6-9 m, and the inclination angle between an inclined rod of each cross brace and the horizontal plane is 45-60 degrees; setting a pair of shear braces at two ends, corners and the middle of the full framing scaffold body at intervals of no more than 15m, and continuously setting a pair of shear braces at intervals of 5-7 spans from bottom to top; the adjacent vertical diagonal braces are symmetrically arranged in a splayed manner, and the vertical rods at the bottom of the operation scaffold are provided with longitudinal and transverse ground sweeping rods; the full-hall scaffold operation layer is fully paved with Chinese pine scaffold boards which are fixedly connected with the horizontal rods, and the outsides of the full-hall scaffold operation layer are provided with handrails and foot blocking boards;
s6, installing roof and roof components: firstly, checking and accepting a roof material, preparing for hoisting, then carrying out trial hoisting, and after the trial hoisting is finished, hoisting the pipe member in place;
s7, butting pipe members at the air section: when in factory processing, a process groove is arranged at a splicing node and four lug plates are welded to be used as connecting lug plates during butt joint, and the lug plates are cut and ground flat after the pipe members are in butt joint on site; the steel pipes of the upper chord and the lower chord of the truss are butted with the steel pipes, lining pipes are arranged inside the steel pipes, and the main pipes are fixed after the steel pipe sections are in place;
s8, cable installation and prestress tension:
1) assembling single beam string beams;
2) hoisting the first two beam string beams, and connecting and fixing the beam string beams by using secondary beams;
3) sequentially mounting all beam string girder main beams, main cables and secondary beams according to the steps 1) and 2);
4) installing two stabilizing cables by using a hanging basket, completing all installation work, and entering a tensioning stage;
5) first-stage tensioning, sequentially tensioning the main stay cables of each beam string to 10% of the controlled tensioning force;
6) second-stage tensioning, namely sequentially tensioning the main stay cables of each beam string to 30% of the controlled tensioning force;
7) third-stage tensioning, namely sequentially tensioning the main stay cables of each beam string to 50% of the controlled tensioning force;
8) tensioning at the fourth stage, sequentially tensioning the main stay cables of each beam string to 60 percent of the controlled tensioning force;
9) tensioning at a fifth stage, sequentially tensioning the main stay cables of each beam string to 80% of the controlled tensioning force;
10) tensioning at the sixth stage, sequentially tensioning the main stay cables of each beam string to 100 percent of the controlled tensioning force;
11) checking and finely adjusting the cable force of the stay cable to a preset value, and finishing the structure construction;
s9, anticorrosive coating: treating the surface of steel, derusting and coating;
s10, fireproof coating: building a construction full supporting system and an operation platform, then carrying out base layer treatment to achieve the first-pass spraying condition, modulating the fireproof coating, carrying out layered spraying to achieve the thickness required by the design, treating corners and combination parts, and detecting the spraying thickness.
The invention has the beneficial effects that: according to the invention, by adding the lattice column support to hoist the structure in a segmented manner, the construction safety is greatly improved, the structural deflection is ensured to meet the design requirement, a full-space support system is built, an operation platform is built, the construction operability and safety are increased, the high-altitude quality is effectively controlled, the installation of professionals and professional equipment is facilitated, the subsequent tensioning process is facilitated, the two-stage tensioning is carried out according to the characteristics of a chord support structure, the traditional complicated construction process is greatly reduced, the construction safety is ensured, the construction operability and safety are increased, and the high-altitude quality is effectively controlled.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is a schematic plan view of the roof of the present invention.
Fig. 2(a) is a schematic view of a pedestal anchor.
FIG. 2(b) is a schematic view of the vent hole in FIG. 2 (a).
Fig. 3(a) is a schematic view of the connection between the positioning plate and the bracket.
FIG. 3(b) is a schematic view of the positioning plate.
Fig. 3(c) is a schematic view of the positioning plate installation.
Fig. 4 is a schematic plan view of a permanent observation point.
Fig. 5(a) is a schematic view of a straight steel column.
FIG. 5(b) is a schematic view of an oblique section steel column.
Fig. 6 is a schematic diagram of measuring verticality by a total station.
Fig. 7 is a schematic diagram of a hawser and tie bar arrangement.
Fig. 8 is a schematic view of the connection between the lattice support frame and the embedded bolt.
Fig. 9 is a schematic view of the lattice support frame connected to the guy rope.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without inventive effort based on the embodiments of the present invention, are within the scope of the present invention.
As shown in fig. 1, a method for constructing a lattice structure of a suspended dome includes the following steps:
s1, embedding a column base anchor bolt: firstly, arranging a bracket and a positioning plate, setting a reference point, then performing embedded bolt construction, and finally retesting and adjusting the bracket; as shown in fig. 2(a) and 2(b), after the foundation mat concrete is finally set, the measurement and positioning are carried out at the bottom of the foundation pit, the position of a bottom plate of the positioning support frame is measured, a steel plate with the thickness of 16mm and 100 x 100 is embedded and fixed by using expansion bolts, and then the positioning support frame and the anchor bolts are installed on the embedded plate, so that the tops of all column foot anchor bolts are arranged in the same horizontal plane to reach the position required by the design.
As shown in fig. 3(a), 3(b) and 3(c), the positioning plate is a bottom plate with the same size as the column and has a thickness of-12 mm; the bracket adopts an angle steel L63 x 5 upright post, anchor bolts are fixed on the bracket through three layers of positioning plates, the spacing between the positioning plates is 400, a base plate of the upright post with the thickness of-16 mm adopts a 1M12 expansion bolt, and 4 permanent reference points are arranged on the periphery of the stadium and are respectively positioned on four ellipsoidal axes; the datum point is a 1.2m high section steel column placed on an independent basis, and a reference point is marked at a 1m high position.
As shown in fig. 4, a permanent reference point is set at the central position of the construction area, and the reference point needs to be set after the indoor foundation is finished and is used as a measuring reference for two sections of steel columns and a roof; the support directly takes a seat on the bed course, is fixed by expansion bolts, and the middle part of the support is provided with a tie bar which is fixed with a bearing platform steel bar, so that the lateral stability and the displacement of the support are ensured, the anchor bolts of all point positions are measured and constructed by using a total station through a datum point, the position deviation of the anchor bolts is ensured to be within the range of 2mm, the deviation value of each point position is recorded, and the data is well stored.
After pouring, retesting the position of the anchor bolt before initial setting of concrete, comparing the position with data before pouring, and adjusting the anchor bolt with the deviation of 3-10 mm; if the deviation value exceeds more than 10mm and cannot be adjusted, the deviation value is reported to a technical responsible person in time, and the next procedure can be carried out after an effective scheme is formulated.
S2, hoisting a steel column: hoisting preparation, namely, carrying out safe trial hoisting on the steel column, after the trial hoisting is finished, positioning and correcting the steel column, and finally retesting the hoisted steel column; dividing the steel column into A, B two areas, constructing an area A firstly and then constructing an area B, wherein the area A is divided into two construction sections A1 and A2; two teams and groups are adopted to carry out symmetrical construction simultaneously. And after the construction of the area A is finished, the construction of the area B is carried out. The steel columns are installed row by row, the inner straight section steel column is installed firstly, and then the outer inclined steel column in the same row is installed. Firstly, checking a traveling route of a crane, preparing a support leg sleeper or a steel plate, arranging a warning line in a hoisting area, ensuring personnel safety, checking whether a lifting appliance and a steel wire rope have abrasion or fracture traces, after the dimension is checked, transferring a component to a hoisting position according to a serial number, fixing a ladder stand, a life rope, a traction rope and a cable rope on a steel column in advance, and ensuring firmness, wherein an elevation mark is made before the steel column leaves a factory: as shown in fig. 5(a) and 5(b), for a straight steel column, a red elevation symbol is marked 200mm below the elevation of the top of the column; for the oblique section steel column, red elevation symbols are marked at 7m and 15m below the top of the column.
Before formal hoisting, firstly, safe trial hoisting is carried out. The crane is parked in a crane operation area and close to an operation bearing platform, the hoisting steel wire rope is locked with the steel column lifting lug, hoisting is started after safety inspection is qualified, the crane is stopped when the height of one end of the column top crane is 100-200 mm, the rigging is inspected to be firm and the stability of the crane is inspected, meanwhile, a specially-assigned person is sent to continuously observe the safety and stability condition of the foundation below the supporting leg, slow hoisting can be continuously carried out after safety is determined, a crane commander needs to pay close attention to the hoisting state of a component in the air operation stage, and command commands are coordinated and consistent; after the steel column bottom plate falls into the anchor bolt position, as shown in fig. 6, elevation positioning is carried out on the steel column with a pre-made elevation line through a total station, and the verticality is determined by measuring and comparing selected coordinates of the column bottom and the column top. Or two theodolites are arranged to correct the verticality of the steel column in two directions. The steel column is finely adjusted through the bottom adjusting nut, the perpendicularity of the steel column is finely adjusted through the guy rope, finally, the error range meeting the standard requirement is achieved, and a record is made. And (3) immediately retesting the position of the steel column after concrete pouring before initial setting, and adjusting the steel column with large deviation by drawing and tying 1t of chain blocks so as to meet the precision requirement. The adjustment is carried out slowly under the monitoring of measuring personnel, so as to prevent the concrete from cracking due to excessive force.
S3, steel column supporting: as shown in fig. 7, when a first steel column is installed, four guy cables are arranged at the position of a steel column butt-joint lug plate, the guy cables form an included angle of 45-60 degrees with the ground, the tail ends of the guy cables are connected by a turnbuckle, and the guy cables are fixedly connected with the ground through a rear embedded part; after the second steel column is installed, the number of the cable wind ropes is changed from four to three, a tie bar is additionally arranged between the two steel columns for supporting, and after the third steel column and the fourth steel column are installed, one cable wind rope is cancelled; only the guy cables on the two sides are reserved;
s4, supporting the lattice column arrangement: as shown in fig. 8, four legs of each lattice support frame are connected with the embedded bolts to ensure the stability of the lattice support frame; as shown in fig. 9, before the hoisted lattice column support frame forms a stable system, four wind cables are used for fixing the lattice column support frame at a position not lower than 2/3; the spatial positions of all the components are different, so that the supporting height of the standard section of the lattice column is adjusted by a jack after the standard section is hoisted, and a fixed component placing frame above the jack is used for placing the components;
s5, erecting a full scaffold operation platform: vertical cross braces are arranged on the vertical surfaces of the longitudinal outer sides of the operation scaffold, the width of each cross brace is 4-6 spans, the width of each cross brace is 6-9 m, and the inclination angle between an inclined rod of each cross brace and the horizontal plane is 45-60 degrees; setting a pair of shear braces at two ends, corners and the middle of the full framing scaffold body at intervals of no more than 15m, and continuously setting a pair of shear braces at intervals of 5-7 spans from bottom to top; the adjacent vertical diagonal braces are symmetrically arranged in a splayed manner, and the vertical rods at the bottom of the operation scaffold are provided with longitudinal and transverse ground sweeping rods; the full-hall scaffold operation layer is fully paved with Chinese pine scaffold boards which are fixedly connected with the horizontal rods, and the outsides of the full-hall scaffold operation layer are provided with handrails and foot blocking boards; the building model is built by the BIM modeling technology which takes various relevant information data of the building engineering project as the basis of the model, the real information of the building is simulated by digital information simulation, the building model has the characteristics of information completeness, information relevance, information consistency, visualization, harmony, simulation, optimization, graphical representation and the like, all stress points are calculated, and the full-scale supporting system platform is easy to operate, so that special equipment professionals are selected for tensioning, and a better working environment is provided for the professionals.
S6, installing roof and roof components: firstly, checking and accepting a roof material, preparing for hoisting, then carrying out trial hoisting, and after the trial hoisting is finished, hoisting the pipe member in place;
checking a traveling route of a crane, preparing a landing leg sleeper or a steel plate, arranging a warning line in a hoisting area, ensuring personnel safety, checking whether a lifting appliance and a steel wire rope have abrasion or fracture traces, transferring a component to a hoisting position according to a serial number after the size is checked to be qualified, fixing a ladder stand, a life rope, a traction rope and a cable rope on a steel column in advance, and ensuring firmness, wherein the pipe component is marked before leaving a factory: making red symbols 200mm left and right of the segmentation points; the BIM modeling technology is utilized to strengthen the space positioning measurement, so that constructors can conveniently compile a special measurement scheme, and meanwhile, the stress condition of each construction stage is analyzed to ensure the construction safety
Before formal hoisting, firstly, safe trial hoisting is carried out. The crane is parked in a crane operation area and close to an operation bearing platform, the hoisting steel wire rope is locked with the lifting lug, hoisting is started after safety inspection is qualified, the crane is stopped when the height of one hoisting end is 100-200 mm, the rigging is inspected to be firm, the stability of the crane is inspected, slow hoisting can be continued after safety is determined, a crane commander needs to pay close attention to the hoisting state of the component in the air operation stage, and command commands are coordinated;
before hoisting, a GPS or a total station instrument is used for spatial point placement in advance, and each component is placed with at least two position points, namely one at each end. After the end pipe member is hung to the designated position, the position is finely adjusted through a bottom jack and the cable rope pair by measuring the coordinate of the placed position and the spatial coordinate point, finally the error range meeting the standard requirement is reached, and the record is made.
S7, butting pipe members at the air section: when in factory processing, a process groove is arranged at a splicing node and four lug plates are welded to be used as connecting lug plates during butt joint, and the lug plates are cut and ground flat after the pipe members are in butt joint on site; the steel pipes of the upper chord and the lower chord of the truss are butted with the steel pipes, lining pipes are arranged inside the steel pipes, and the main pipes are fixed after the steel pipe sections are in place;
s8, installing a cable: the tensioning equipment adopts a corresponding jack and a matched oil pump, so that the centroid of the tensioning equipment is superposed with the steel cable, and the prestressed steel cable is prevented from generating eccentricity during tensioning. And calibrating the jack and the oil pump according to the actual tension force required by the design and the prestress process. During actual use, a value corresponding to the control tension value is found from the calibration curve and is stamped on a corresponding pump top label for convenient operation and inspection, the stress value is controlled according to the prestressed cable tensioning required by design, double control is adopted for prestressed cable tensioning, pressurization is started after oil supply is normally started by an oil pump, when the pressure reaches the design tension of the steel cable, the steel cable is overstretched by about 5%, and then the pressurization is stopped, so that the prestressed cable tensioning is completed. And during tensioning, controlling the oil feeding speed, wherein the oil feeding time is not less than 0.5min, namely the tension and deformation value of the prestressed steel cable and the deformation of the steel structure. And immediately measuring and correcting after the prestressed steel cable is tensioned. If an abnormality is found, tensioning is suspended, the cause is found out, and after measures are taken, tensioning is continued.
Before pulling, the length of the free part of the prestressed steel cable can be used as the original length, after the tensioning is finished, the length of the original free part is measured again, and the difference between the two is the actual elongation value;
besides the recording of the tension length, the pressure measured by a pressure sensor and the deformation of the steel structure measured by a total station should be recorded so as to monitor the behavior of the structure during construction. The tension force is carried out according to a calibrated value, and the elongation value and the pressure sensor value are used for checking; carefully checking the tensioning equipment and the steel cable connected with the tensioning equipment to ensure the safety and the effectiveness of tensioning; tensioning is strictly carried out according to an operation rule, the oil feeding speed is controlled, and the oil feeding time is not less than 0.5 min; the centroid of the tensioning equipment and the prestressed steel cable are on the same axis; and when the difference between the measured elongation value and the calculated elongation value exceeds an allowable error, stopping tensioning and reporting to an engineer for processing. Mounting the prestressed steel string:
1) assembling single beam string beams;
2) hoisting the first two beam string beams, and connecting and fixing the beam string beams by using secondary beams;
3) sequentially mounting all beam string girder main beams, main cables and secondary beams according to the steps 1) and 2);
4) installing two stabilizing cables by using a hanging basket, completing all installation work, and entering a tensioning stage;
5) first-stage tensioning, sequentially tensioning the main stay cables of each beam string to 10% of the controlled tensioning force;
6) second-stage tensioning, namely sequentially tensioning the main stay cables of each beam string to 30% of the controlled tensioning force;
7) third-stage tensioning, namely sequentially tensioning the main stay cables of each beam string to 50% of the controlled tensioning force;
8) tensioning at the fourth stage, sequentially tensioning the main stay cables of each beam string to 60 percent of the controlled tensioning force;
9) tensioning at a fifth stage, sequentially tensioning the main stay cables of each beam string to 80% of the controlled tensioning force;
10) tensioning at the sixth stage, sequentially tensioning the main stay cables of each beam string to 100 percent of the controlled tensioning force;
11) checking and finely adjusting the cable force of the stay cable to a preset value, and finishing the structure construction;
s9, anticorrosive coating: treating the surface of steel, derusting and coating; before rust removal, pollutants such as burrs, weld joint coatings, welding spatters, oil stains, dust, acid, alkali, salt and the like on the surface of steel are cleaned, and the abrasive used for steel sand blasting and shot blasting rust removal must meet quality standards and process requirements. The abrasive material allowed to be reused is checked according to the specified quality standard and can be reused after being qualified, the treated steel structure base layer is coated with the primer in time, and the interval time is not more than 5 hours.
After one paint coating is finished, whether the specified coating interval time is reached or not must be confirmed before the next paint coating is carried out, otherwise, the coating cannot be carried out. If the coating is carried out after the longest coating interval time, the coating is carried out after the previous paint is roughened by fine sand paper and dust and impurities are removed; seams, corners and small parts that are not easily sprayed must be pre-coated before each pass.
S10, fireproof coating: the construction full-space supporting system and the operation platform are set up, then base layer treatment is carried out, the first-time spraying condition is achieved, fireproof paint is prepared, layered spraying is carried out, the thickness required by design is achieved, corners and combination positions are processed, the spraying thickness is detected, and finished product protection and procedure handover are carried out after the inspection is qualified.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (1)
1. A suspended dome grid structure construction method is characterized by comprising the following steps:
s1, embedding a column base anchor bolt: firstly, arranging a bracket and a positioning plate, setting a reference point, then performing embedded bolt construction, and finally retesting and adjusting the bracket;
s2, hoisting a steel column: hoisting preparation, namely, carrying out safe trial hoisting on the steel column, after the trial hoisting is finished, positioning and correcting the steel column, and finally retesting the hoisted steel column;
s3, steel column supporting: when a first steel column is installed, four cable ropes are arranged at the position of a steel column butt-joint lug plate, the cable ropes form an included angle of 45-60 degrees with the ground, the tail ends of the cable ropes are connected through a turnbuckle, and the cable ropes are fixedly connected with the ground through a rear embedded part; after the second steel column is installed, the number of the cable wind ropes is changed from four to three, a tie bar is additionally arranged between the two steel columns for supporting, and after the third steel column and the fourth steel column are installed, one cable wind rope is cancelled; only the guy cables on the two sides are reserved;
s4, supporting the lattice column arrangement: four feet of each lattice support frame are connected with the embedded bolts to ensure the stability of the lattice support frame, the hoisted lattice column support frame is fixed by four cables at a position not lower than 2/3 before a stable system is formed, the space position of each component is different, so the support height of the standard section of the lattice column is adjusted by a jack after hoisting, and a fixed component placing frame above the jack is used for placing the component;
s5, erecting a full scaffold operation platform: vertical cross braces are arranged on the vertical surfaces of the longitudinal outer sides of the operation scaffold, the width of each cross brace is 4-6 spans, the width of each cross brace is 6-9 m, and the inclination angle between an inclined rod of each cross brace and the horizontal plane is 45-60 degrees; setting a pair of shear braces at two ends, corners and the middle of the full framing scaffold body at intervals of no more than 15m, and continuously setting a pair of shear braces at intervals of 5-7 spans from bottom to top; the adjacent vertical diagonal braces are symmetrically arranged in a splayed manner, and the vertical rods at the bottom of the operation scaffold are provided with longitudinal and transverse ground sweeping rods; the full-hall scaffold operation layer is fully paved with Chinese pine scaffold boards which are fixedly connected with the horizontal rods, and the outsides of the full-hall scaffold operation layer are provided with handrails and foot blocking boards;
s6, installing roof and roof components: firstly, checking and accepting a roof material, preparing for hoisting, then carrying out trial hoisting, and after the trial hoisting is finished, hoisting the pipe member in place;
s7, butting pipe members at the air section: when in factory processing, a process groove is arranged at a splicing node and four lug plates are welded to be used as connecting lug plates during butt joint, and the lug plates are cut and ground flat after the pipe members are in butt joint on site; the steel pipes of the upper chord and the lower chord of the truss are butted with the steel pipes, lining pipes are arranged inside the steel pipes, and the main pipes are fixed after the steel pipe sections are in place;
s8, cable installation and prestress tension:
1) assembling single beam string beams;
2) hoisting the first two beam string beams, and connecting and fixing the beam string beams by using secondary beams;
3) sequentially mounting all beam string girder main beams, main cables and secondary beams according to the steps 1) and 2);
4) installing two stabilizing cables by using a hanging basket, completing all installation work, and entering a tensioning stage;
5) first-stage tensioning, sequentially tensioning the main stay cables of each beam string to 10% of the controlled tensioning force;
6) second-stage tensioning, namely sequentially tensioning the main stay cables of each beam string to 30% of the controlled tensioning force;
7) third-stage tensioning, namely sequentially tensioning the main stay cables of each beam string to 50% of the controlled tensioning force;
8) tensioning at the fourth stage, sequentially tensioning the main stay cables of each beam string to 60 percent of the controlled tensioning force;
9) tensioning at a fifth stage, sequentially tensioning the main stay cables of each beam string to 80% of the controlled tensioning force;
10) tensioning at the sixth stage, sequentially tensioning the main stay cables of each beam string to 100 percent of the controlled tensioning force;
11) checking and finely adjusting the cable force of the stay cable to a preset value, and finishing the structure construction;
s9, anticorrosive coating: treating the surface of steel, derusting and coating;
s10, fireproof coating: building a construction full supporting system and an operation platform, then carrying out base layer treatment to achieve the first-pass spraying condition, modulating the fireproof coating, carrying out layered spraying to achieve the thickness required by the design, treating corners and combination parts, and detecting the spraying thickness.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910043447.XA CN109763568B (en) | 2019-01-17 | 2019-01-17 | Suspended dome grid structure construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910043447.XA CN109763568B (en) | 2019-01-17 | 2019-01-17 | Suspended dome grid structure construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109763568A CN109763568A (en) | 2019-05-17 |
| CN109763568B true CN109763568B (en) | 2020-12-04 |
Family
ID=66452838
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910043447.XA Active CN109763568B (en) | 2019-01-17 | 2019-01-17 | Suspended dome grid structure construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109763568B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110409837B (en) * | 2019-07-11 | 2021-05-28 | 中建八局第三建设有限公司 | Large-span double-layer steel reticulated shell roof unit-by-unit hoisting construction method |
| CN113833277A (en) * | 2021-08-26 | 2021-12-24 | 中铁建设集团北京工程有限公司 | Construction method for decomposing primary and secondary beams of steel latticed shell |
| CN114065361B (en) * | 2021-11-27 | 2022-09-23 | 以见科技(苏州)有限公司 | Model construction and management system and method for pipeline construction |
| CN114941433B (en) * | 2022-05-19 | 2024-05-03 | 上海宝冶集团有限公司 | Construction method of high-weight ship type daylighting roof steel structure |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1992008015A1 (en) * | 1990-11-02 | 1992-05-14 | Weidlinger Associates | Triangulated roof structure |
| JPH09328861A (en) * | 1996-06-12 | 1997-12-22 | Tomoe Corp | Spherical mesh skeleton structure |
| CN105888065A (en) * | 2016-04-12 | 2016-08-24 | 东南大学 | Straining beam cable rod dome structure and construction method thereof |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101158195B (en) * | 2007-11-16 | 2010-07-07 | 北京工业大学 | Suspended-dome multi-time prestressed construction method |
| CN103938875A (en) * | 2013-01-18 | 2014-07-23 | 上海宝冶集团有限公司 | Ground single body tensioning lifting construction method of single layer suspendome |
-
2019
- 2019-01-17 CN CN201910043447.XA patent/CN109763568B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1992008015A1 (en) * | 1990-11-02 | 1992-05-14 | Weidlinger Associates | Triangulated roof structure |
| JPH09328861A (en) * | 1996-06-12 | 1997-12-22 | Tomoe Corp | Spherical mesh skeleton structure |
| CN105888065A (en) * | 2016-04-12 | 2016-08-24 | 东南大学 | Straining beam cable rod dome structure and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109763568A (en) | 2019-05-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109763568B (en) | Suspended dome grid structure construction method | |
| CN106836498B (en) | Hoisting construction method for steel truss of grand stand roof of super-large span stadium | |
| CN103410322B (en) | The parallel Truss Steel corridor construction method of large span | |
| CN105507600A (en) | Hoisting system and hoisting construction method for large steel corridor trusses | |
| CN205558304U (en) | Hoist and mount system of large -scale steel gallery truss | |
| CN106193618B (en) | A kind of aerial steel structure truss construction of Long span | |
| CN104088467B (en) | A kind of large Steel Cantilever truss structure high-altitude construction Deformation monitoring method | |
| CN113356597A (en) | Lifting process of large-span net rack and truss combined roof | |
| CN111794119B (en) | Temporary supporting system and hoisting method for basket type steel box tie bar arch | |
| CN109763569B (en) | Construction method of cantilever awning | |
| CN114439249B (en) | Construction method for lifting large-span triangular truss through air swivel | |
| CN113982280A (en) | Construction method of complex space truss integral hoisting system | |
| CN103174302A (en) | Construction method for large-diameter barrel cabin top | |
| CN113047447B (en) | Split-level steel structure building semi-reverse construction method | |
| CN109898821B (en) | Construction method of high-altitude cantilever formwork support frame body | |
| CN110185151A (en) | More hydraulic device synchronization of jacking up construction methods of wide span steel roof frame | |
| CN111561175B (en) | Prestress underpinning static force cutting and column pulling construction process | |
| CN106223623A (en) | Steel construction box arched roof truss installation method | |
| CN113090036A (en) | Integral hoisting construction method for steel structure net rack | |
| CN110905261A (en) | Ultra-large-span closed stock ground structure for multiple material piling and taking machines and construction method thereof | |
| CN114775882A (en) | Membrane-stainless steel-aluminum alloy-inhaul cable combined structure | |
| CN117071448A (en) | Sectional construction method for installing steel structure arch centering | |
| CN116816103A (en) | External expansion type construction method for large-span aluminum alloy single-layer reticulated shell dome structure | |
| CN209924407U (en) | Combined working platform for steel structure high-altitude installation | |
| CN113089844A (en) | Space grid construction process carried out by combining existing building with sliding |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |