CN112412036A - Net rack installation construction method and net rack lifting device - Google Patents
Net rack installation construction method and net rack lifting device Download PDFInfo
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Abstract
The invention provides a net rack installation construction method, which comprises the following steps: the method comprises the following steps: assembling a steel net rack on the ground right below the installation projection position of the steel net rack of the speed skating hall; step two: selecting a hanging point on the assembled steel mesh frame in the first step; step three: a steel net frame is provided with a lifting unit; step four: the steel net rack is loaded in a grading manner through the lifting unit to be separated from the splicing platform and then lifted to a designed elevation integrally; step five: after rod pieces and part of support rod pieces at the hoisting points are installed at the supports without the hoisting points on the net rack lifted to the design height in the third step; and step six, carrying out grading unloading, and carrying out steel net rack gap filling to finish the installation operation of the steel net rack. The invention has the beneficial effects that: the precision requirement and the safety requirement of structural installation can be completely met.
Description
Technical Field
The invention relates to the field of net rack installation, in particular to a net rack installation construction method and a net rack lifting device.
Background
The complex special-shaped large-span structure steel truss installation has the advantages of excessive unit elements, large welding amount, higher requirements on welding quality and precision, higher requirements on site requirements and high-altitude space rigidity stability and safety factor, so that a proper construction method needs to be selected for installation to ensure the requirements on safety and stability, in addition, the arrangement of a building at the lower part of the truss is complex, a large-tonnage crane on site is difficult to walk, the stability coefficient and the space rigidity are ensured in the truss installation, the asymmetric load, the concentrated load and the dynamic load can be effectively borne, and the seismic performance is better.
Disclosure of Invention
The invention overcomes the defects in the prior art and provides a net rack installation construction method and a net rack lifting device.
The purpose of the invention is realized by the following technical scheme.
The installation and construction method of the net rack comprises the following steps:
the method comprises the following steps: assembling a steel net rack on the ground right below the installation projection position of the steel net rack;
step two: selecting a hanging point on the assembled steel mesh frame in the first step;
step three: a steel net frame is provided with a lifting unit;
step four: the steel net rack is loaded in a grading manner through the lifting unit to be separated from the splicing platform and then integrally lifted to a designed elevation;
step five: after rod pieces and part of support rod pieces at the lifting points are installed at the supports without the lifting points on the net rack lifted to the design height in the third step;
and step six, performing steel net rack filling after grading unloading, and completing the installation operation of the steel net rack.
Preferably, the method for assembling the steel net rack in the first step comprises the following steps:
firstly, measuring and paying off the ground assembly position of the steel mesh frame, and putting an assembly jig frame;
and secondly, integrally assembling the steel net frame structure ground.
Preferably, in any of the above solutions, in the second step, the suspension points are uniformly arranged on each edge.
Preferably by any one of the above schemes, the lifting unit in the third step comprises a hydraulic lifter, a lifting platform and a temporary reinforcing rod piece, wherein the lifting platform is arranged at the top of an original structure column, the top of the lifting platform is provided with the hydraulic lifter, the hydraulic lifter is connected with a temporary ball, the temporary ball is provided with the temporary reinforcing rod piece, and the temporary reinforcing rod piece is connected with a lifting point of a steel net rack.
Preferably, in any one of the above schemes, the lifting platform is connected to the original structural column through a horizontal structure, a temporary steel column and a temporary bracket are arranged at the lower part of the lifting platform, the temporary steel column is connected to one side of the original structural column through a horizontal connecting rod, and the temporary bracket is connected to the other side of the original structural column.
Preferably, in any of the above schemes, the step three step method for fractional lifting includes:
step one, loading step by step according to the sequence of 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% of designed load until the steel net rack is separated from the splicing platform, and suspending lifting when the lowest point of the steel net rack is separated from the jig frame by more than 100 mm;
secondly, finely adjusting the elevation of each hanging point of the steel net rack to enable the steel net rack to be in a designed posture, measuring and recording the maximum deformation of the span of the steel net rack, and standing for 4-12 hours;
thirdly, when the whole steel net frame is lifted to about 200mm from the designed elevation, the lifting is suspended;
fourthly, measuring the actual elevation of each lifting point, comparing the actual elevation with the designed elevation, and making a record to be used as a basis for continuing lifting;
and fifthly, reducing the speed of hydraulic synchronous lifting, and slowly and sequentially reaching the designed elevation by utilizing the functions of fine adjustment and inching of a hydraulic synchronous lifting computer control system to meet the installation requirement.
Preferably, in any one of the above schemes, the method for installing the steel net rack gap in the sixth step includes the following steps:
firstly, utilizing an erected outer wall frame to install peripheral filling-up rod pieces, wherein the other rod pieces can be installed at one time except that 5 rod pieces adjacent to a lifting point at a support cannot be installed;
and secondly, installing 3 rod pieces at the position of the support adjacent to the lifting point, and completing the construction of the whole gap filling process.
Preferably, in any of the above schemes, the specific method for the stage unloading in the step six is as follows: the hydraulic synchronous lifting system unloads the steel strand in stages according to the sequence of 95%, 90%, 80%, 70%, 60%, 50%, 40%, 30% and 20% until the steel strand is loosened and the steel net rack load is completely transferred to the net rack support ball.
According to any one of the above schemes, the temporary reinforcing steel net frame structure comprises a hydraulic lifter, a lifting platform and a temporary reinforcing rod piece, wherein the lifting platform is arranged at the top of an original structure column, the hydraulic lifter is arranged at the top of the lifting platform, the hydraulic lifter is connected with a temporary ball, the temporary reinforcing rod piece is arranged on the temporary ball, and the temporary reinforcing rod piece is connected with a lifting point of the steel net frame.
Preferably, in any one of the above schemes, the lifting platform is connected to the original structural column through a horizontal structure, a temporary steel column and a temporary bracket are arranged at the lower part of the lifting platform, the temporary steel column is connected to one side of the original structural column through a horizontal connecting rod, and the temporary bracket is connected to the other side of the original structural column.
The utility model provides a rack hoisting device for rack construction and installation's rack hoisting device, includes hydraulic pressure lifting mechanism, promotes the platform roof beam and consolidates the member temporarily, the top that promotes the platform roof beam is equipped with hydraulic pressure lifting mechanism, hydraulic pressure lifting mechanism connects and is equipped with interim ball, be equipped with the interim pole of consolidating on the interim ball temporarily, the hoisting point of consolidating the pole temporarily and steel rack links to each other.
Preferably, the lifting platform beam is connected with the original structural column through a horizontal structure, a temporary steel column and a rear upright column are arranged at the lower part of the lifting platform beam, the rear upright column is connected with one side of the original structural column through a temporary bracket, and the temporary steel column is connected with the other side of the original structural column through a horizontal connecting rod.
The invention has the beneficial effects that:
the steel mesh frame is loaded in a grading manner, so that the condition that lifting is unstable when each point is not lifted off simultaneously when the steel mesh frame is about to leave the jig frame can be avoided, the calculation and design conditions of the simulation working condition are confirmed to be met, and the safety of the lifting process is ensured;
in the lifting process, because height fine adjustment is needed for air attitude adjustment, rear-mounted rod piece installation and the like, before fine adjustment is started, the automatic mode of the computer synchronous control system is switched into the manual mode, and synchronous fine adjustment (ascending or descending) is carried out on the hydraulic lifters of all lifting points in the whole hydraulic lifting system or fine adjustment is carried out on a single hydraulic lifter according to needs. The micro-motion, namely inching, adjustment precision can reach millimeter level, and the precision requirement of structural installation can be completely met.
After the steel mesh frame is assembled into a whole on the ground right below the installation projection position of the steel mesh frame, the whole steel mesh frame is integrally lifted to a designed elevation by adopting an integral lifting construction process, so that the installation and construction difficulty is greatly reduced, and the control on quality, safety, construction period, construction cost and the like is facilitated.
Drawings
FIG. 1 is a schematic diagram of a dot layout structure;
FIG. 2 is a schematic structural view of the lift platform;
FIG. 3 is a stress ratio cloud plot;
FIG. 4 is a stress ratio statistical plot;
FIG. 5 is a schematic view of a structural variation;
FIG. 6 is a vertical displacement statistical plot;
d01, a first hoisting point; d02, a second hoisting point; d03, a third hoisting point; d04, a fourth hoisting point; d05, a fifth hoisting point;
d06, a sixth hoisting point; d07, a seventh hoisting point; d08, an eighth hoisting point; d09, a ninth hoisting point; d10, tenth hoisting point;
d11, an eleventh hoisting point; d12, a twelfth hoisting point; d13, a thirteenth hoisting point; d14, a fourteenth hoisting point;
d15, a fifteenth hoisting point; d16, sixteenth hanging point; d17, seventeenth hanging point; d18, an eighteenth hanging point;
1. a hydraulic lifter; 2. a temporary ball; 3. a horizontal configuration; 4. temporary steel columns; 5. a temporary corbel; 6. a horizontal connecting rod; 7. a primary structure column; 8. the platform beam is lifted.
Detailed Description
The technical solution of the present invention is further illustrated by the following specific examples.
Installation of steel net frame
Measurement positioning
The grid structure is assembled under the vertical projection of the installation position, the assembly site is required to be flat and solid, and the bearing capacity of the foundation is required to be not less than 100 kPa.
Before the net rack is assembled, measurement paying-off is firstly carried out on a construction site, and the positioning paying-off operation is mainly carried out according to a plane coordinate diagram so as to control the overall precision of installation of the net rack structure. The total station can be adopted to position the central point of the lower chord ball of the net rack, and the support is placed on the positioning point, and after the retest meets the design requirement, the net rack structure assembly can be started.
1. Ground assembly paying-off
The total station emits the orthographic projection line of the 'net rack' on the ground to be used as a control line for splicing the 'net rack' on the ground.
2. Erection of assembling jig frame
The assembly jig frame adopts a support bracket form and comprises a steel plate and a round pipe, the specification of the round pipe can be selected according to the size of a ball, the height of the support bracket is controlled to be about 500mm, and in order to ensure the assembly precision of the grid structure, angle steel or channel steel is adopted to connect the steel plate at the bottom of the support bracket to form a whole.
(II) the steel net frame is integrally assembled
For the installation of the local welding balls on the top layer, in order to facilitate construction, scaffolds can be erected at corresponding positions, and the adjustable supports are installed at the tops of the scaffolds in the areas where the welding balls are located.
Secondly, selecting a hoisting point and installing a lifting device
According to the requirement of a steel truss lifting process, the lifting device is required to be installed in advance on site, and the lifting device mainly comprises structures such as newly-added temporary steel columns, lifting platform beams, rear stand columns, temporary brackets, horizontal connecting rods and the like, and has 18 lifting points.
Thirdly, the steel net rack is lifted in a grading way until the designed elevation through the lifting unit
1. Loading step by step according to the sequence of 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% of the designed load until the steel net frame is separated from the splicing platform, and suspending lifting after the lowest point of the steel net frame is separated from the jig frame by more than 100 mm;
2. finely adjusting the elevation of each lifting point of the steel net rack to enable the steel net rack to be in a designed posture, measuring and recording the maximum deformation of the span of the steel net rack, and standing for 4-12 hours;
3. when the whole steel mesh frame is lifted to about 200mm from the designed elevation, the lifting is suspended;
4. measuring the actual elevation of each lifting point, comparing the actual elevation with the designed elevation, and making a record to be used as a basis for continuing lifting;
5. the speed of hydraulic synchronous lifting is reduced, and the functions of fine adjustment and inching of a hydraulic synchronous lifting computer control system are utilized, so that each lifting point slowly reaches the designed elevation in sequence, and the installation requirement is met.
Fourthly, after the net rack lifted to the design standard height in the third step is installed, rod pieces are installed, the lifting units are disassembled, steel net rack filling is carried out, and the installation operation of the steel net rack is completed
Lifting support installation and rod piece vacancy filling operation platform erection
According to the characteristics of the lifting support and the gap filling rod piece, an outer wall frame is erected around the structural steel column, the erection width is 4.5m, the length is full length, the operation frame is not loaded and is only used for operation of a standing person, the erection requirement is 1.5mX1.5mX1.7m, and the erection height is about 11 m.
The upper and lower channels are arranged: a zigzag up-and-down channel is built inside the outer wall frame.
And (4) operation code safety protection: the periphery of the top operation layer is provided with a protective railing of not less than 1.2m, the top layer is fully paved with scaffold boards, and a safety net is paved below the scaffold boards, so that the construction safety is ensured.
(II) a steel net rack filling and installing process:
according to the lifting characteristics of the project, a rod piece and a ball at the outermost ring are required to be reserved for subsequent filling installation, and through analysis, the filling of the rod piece can be divided into the following construction steps, which are specifically described as follows:
1. the net rack structure is integrally lifted in place and reaches the design and installation requirements through fine adjustment;
2. installing peripheral filling-up rod pieces by utilizing the erected outer wall frame, wherein the other rod pieces can be installed at one time except that 5 rod pieces adjacent to the lifting point at the support cannot be installed;
3. after the installation of other vacancy-filling rod pieces is finished, the lifting equipment starts to unload in a grading manner until the unloading is finished, and the temporary lifting rod pieces (3 rods and 1 ball) are dismantled;
4. installing 3 rod pieces at the support adjacent to the lifting point, and completing the construction in the whole gap filling process;
5. the hydraulic synchronous lifting system unloads the steel strand in stages according to the sequence of 95%, 90%, 80%, 70%, 60%, 50%, 40%, 30% and 20% until the steel strand is loosened, and the steel net rack load is completely transferred to the net rack support ball.
A rack hoisting device for rack construction and installation, including hydraulic pressure lifting mechanism 1, promotion platform roof beam 8 and interim anchor strut spare, the top that promotes platform roof beam 8 is equipped with hydraulic pressure lifting mechanism 1, and hydraulic pressure lifting mechanism 1 is connected and is equipped with interim ball 2, is equipped with interim reinforcing bar on the interim ball 2, the hoisting point of interim reinforcing bar and steel rack links to each other.
The lifting platform beam 8 is connected with the original structural column 7 through the horizontal structure 3, the temporary steel column 4 and the rear upright column 9 are arranged on the lower portion of the lifting platform beam 8, the rear upright column 9 is connected with one side of the original structural column 7 through the temporary bracket 5, and the temporary steel column 4 is connected with the other side of the original structural column 7 through the horizontal connecting rod 6.
Example 1
The lifting range is as follows: the total weight of the net rack is about 1400t (including streets, purlins and the like), and the lifting height is 11.6 m.
The method comprises the following steps:
1. the steel net rack lifting unit is assembled on the ground right below the installation position of the steel net rack lifting unit into an integral lifting unit;
2. installing upper hoisting point lifting platforms by using net rack support columns and temporary columns, wherein the total number of the upper hoisting point lifting platforms is 18;
3. hydraulic synchronous lifting system equipment is arranged on the lifting platform and comprises a hydraulic pump source system, a lifter, a sensor and the like;
4. temporary measures such as temporary balls and temporary rods for lifting the lower lifting point are installed at the position, corresponding to the upper lifting point, of the lower chord of the lifting unit;
5. a special bottom anchor and a special steel strand are arranged between the lifting upper lifting point and the lifting lower lifting point;
6. debugging a hydraulic synchronous lifting system;
7. checking whether the lifting unit and all temporary measures of hydraulic synchronous lifting meet design requirements;
8. after confirming that no errors exist, starting trial promotion;
9. loading step by step according to the sequence of 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% of the designed load until the lifting unit is separated from the assembly platform;
10. after the lowest point of the lifting unit is separated from the jig frame by about 100mm, the lifting is suspended;
11. finely adjusting the elevation of each lifting point of the lifting unit to enable the lifting unit to be in a designed posture, measuring and recording the maximum deformation of the midspan of the lifting unit, and standing for 4-12 hours;
12. checking whether the steel mesh frame lifting unit and the hydraulic synchronous lifting temporary measure are abnormal or not again, and comparing the measured data with the data when the steel mesh frame lifting unit and the hydraulic synchronous lifting temporary measure are lifted off the ground;
13. after confirming that no abnormal condition exists, starting formal lifting;
14. when the lifting unit is lifted to about 200mm from the designed elevation, the lifting is suspended;
15. measuring the actual elevation of each lifting point, comparing the actual elevation with the designed elevation, and making a record as a basis for continuous lifting;
16. the speed of hydraulic synchronous lifting is reduced, and the functions of fine adjustment and inching of a hydraulic synchronous lifting computer control system are utilized to enable each lifting point to slowly reach the designed elevation in sequence so as to meet the installation requirement;
17. after installing the support of the net rack without the hoisting point, installing a rod piece and part of the support rod piece at the hoisting point;
18. after the installation is finished, the hydraulic synchronous lifting system unloads the steel strand in stages according to the sequence of 95%, 90%, 80%, 70%, 60%, 50%, 40%, 30% and 20% until the steel strand is loosened and the net rack load is completely transferred to the net rack support balls;
19. dismantling a hydraulic lifting system, temporary measures and the like;
20. and (3) installing the rest support rod pieces (at each lifting point) at the lifting points to finish the lifting operation of the steel net rack.
Lifting hoisting point and lifting device
As shown in fig. 1, the lifting suspension points are uniformly distributed on the edges of the steel framework, i.e. a first suspension point D01, a second suspension point D02, a third suspension point D03, a fourth suspension point D04, a fifth suspension point D05, a sixth suspension point D06, a seventh suspension point D07, an eighth suspension point D08, a ninth suspension point D09, a tenth suspension point D10, an eleventh suspension point D16, a twelfth suspension point D12, a thirteenth suspension point D13, a fourteenth suspension point D14, a fifteenth suspension point D15, a sixteenth suspension point D16, a seventeenth suspension point D17, and an eighteenth suspension point D18, and the lifting allowable lift difference between two adjacent lifting points and the highest and lowest lifting points is 1/250 which is an adjacent distance and should not be greater than 25 mm; the resultant force point of the lifting device should be aligned with the lifting point, allowing the offset value to be 10 mm.
The lifting device is distributed, a hydraulic lifter is arranged on a lifting upper lifting point, namely a lifting platform, and the hydraulic lifter is connected with a corresponding lower lifting point on a lifting steel structure through a lifting special steel strand.
As shown in fig. 2, the lifting device comprises a hydraulic lifter, a lifting platform and a temporary reinforcing rod piece, wherein the lifting platform is arranged at the top of the original structural column, the top of the lifting platform is provided with the hydraulic lifter, the hydraulic lifter is connected with a temporary ball, the temporary ball is provided with the temporary reinforcing rod piece, the temporary reinforcing rod piece is connected with a lifting point of the steel net rack, the lifting platform is connected with the original structural column through a horizontal structure, the lower part of the lifting platform is provided with a temporary steel column and a temporary bracket, the temporary steel column is connected with one side of the original structural column through a horizontal connecting rod, and the temporary bracket is connected with the other side of the original structural column.
The adjacent hoist installation position calculation utilizes the following formula:
ΔFithe load change of the ith lifting point; kijThe relative structural rigidity of the lifting point i to the lifting point j, namely the load at the lifting point j caused by unit displacement at the lifting point i; deltaijThe displacement of the lifting point i relative to the lifting point j is the displacement generated by the structure stressed deformation in the linear elastic range, and N is the total lifting point number.
1. Lifting platform 1
The first lifting platform is suitable for lifting points with the counterforce of more than 600kN, and the total number of the lifting platforms is 10, namely the first lifting platform is arranged at 10 lifting points of a second lifting point D02, a third lifting point D03, a fourth lifting point D04, a fifth lifting point D05, a sixth lifting point D06, an eleventh lifting point D11, a twelfth lifting point D12, a thirteenth lifting point D13, a fourteenth lifting point D14 and a fifteenth lifting point D15;
the lifting platform beam is arranged at the top surface elevation 13.550m, wherein the lifting platform beam is of a B500X 350X 14 box-shaped section, the temporary steel column is of a D450X 12 round tube, the rear upright post is of an H-shaped steel of H300X 10X 15, the horizontal connecting rod and the horizontal structure are of a D114X 4 round tube, the temporary corbel is of an H-shaped steel of H350X 12X 18, and the temporary measure material is Q345B. The welding seam adopts penetration welding seam, and the grade of the welding seam is first grade.
The temporary bracket consists of 2 end sealing plates and an H-shaped steel with the height of 350 multiplied by 12 multiplied by 18, one side of the temporary bracket is tightly attached to the steel column for welding, wherein the end sealing plates and the H-shaped steel with the height of 350 multiplied by 350 and the steel column are welded by penetration welding seams, the grade of the welding seams is one grade, the rest welding seams are fillet welding seams, and the height of the welding seams is not less than 10 mm.
2. Lifting platform II
The second lifting platform is suitable for lifting points with the counter force smaller than 600kN, and the total number of the lifting platforms is 8, namely the second lifting platform is arranged at 8 lifting points of a first lifting point D01, a seventh lifting point D07, an eighth lifting point D08, a ninth lifting point D09, a tenth lifting point D10, an eleventh lifting point D16, a seventeenth lifting point D17 and an eighteenth lifting point D18;
the height of the top surface is 13.450m, wherein the lifting platform beam adopts a B400X 300X 14 box-shaped section, the temporary steel column adopts a D402X 8 round tube, the rear upright post adopts H-shaped steel of H300X 10X 15, the horizontal connecting rod and the horizontal structure adopt a D114X 4 round tube, the temporary bracket adopts H-shaped steel of H350X 12X 18, and the temporary measure material is Q345B. The welding seam adopts penetration welding seam, and the grade of the welding seam is first grade.
The temporary bracket consists of 2 end sealing plates and an H-shaped steel with the height of 350 multiplied by 12 multiplied by 18, one side of the temporary bracket is tightly attached to the steel column for welding, wherein the end sealing plates and the H-shaped steel with the height of 350 multiplied by 350 and the steel column are welded by penetration welding seams, the grade of the welding seams is one grade, the rest welding seams are fillet welding seams, and the height of the welding seams is not less than 10 mm.
3. Step-by-step hoisting
And setting any one lifting speed and stroke displacement value in the hydraulic lifters of the cluster as standard values to be used as the reference of the speed and displacement in the synchronous control strategy. Under the control of a computer, the other hydraulic lifters track and compare with respective displacement amounts respectively, and carry out dynamic adjustment according to the difference of the displacement amounts between two points, so that all lifting points are ensured to be kept synchronous all the time in the lifting process. The maximum height difference value of asynchronization among hoisting points is controlled at 20mm in the lifting process of the levelness and stability of the structure in the whole lifting process.
(1) The lifting units are loaded in a grading manner, and the extending cylinder pressure of the hydraulic lifting system at each lifting point is increased in a grading manner and is 20%, 40%, 60%, 70% and 80% of the reaction force value of each lifting point in sequence; under the condition that no abnormity of each part is confirmed, 90%, 95% and 100% of the counter force value of each lifting point can be continuously loaded until the lifting units are completely separated from the assembly jig frame.
In the process of hierarchical loading, after each step of hierarchical loading is finished, suspending and checking the steps as follows: deformation before and after loading of the upper lifting point, the lower lifting point structure, the lifting unit and the like, stability of the main body structure and the like. And under all normal conditions, continuing the next step of hierarchical loading. When the lifting unit is loaded in a grading manner and is about to leave the tire frame, different departure places of all points may exist, the lifting speed is reduced at the moment, the departure condition of all points is closely observed, and single-click lifting is carried out if necessary, so that the smooth departure of the lifting unit is ensured.
(2) After the lifting unit leaves the assembly jig frame by about 100mm, the hydraulic lifting system equipment is used for locking, the lifting unit stays in the air for 4 to 12 hours for comprehensive inspection (comprising a lifting point structure, a bearing system, lifting equipment and the like), and the inspection result is reported to a field total command part in a written form. All the checks are normal and correct, and then the formal promotion is carried out.
(3) And (4) detecting the ground clearance of each lifting point by using a measuring instrument, and calculating the relative height difference of each lifting point. The height of each lifting point is adjusted through hydraulic lifting system equipment, so that the lifting unit reaches the designed posture.
(4) And resetting the displacement sensor by taking the height of each lifting point after adjustment as a new initial position. During the whole lifting process, the attitude is maintained until the lifting is near the design elevation.
(5) During the lifting process, height fine adjustment is needed due to air attitude adjustment, rear-mounted rod piece installation and the like. Before the fine adjustment is started, the computer synchronous control system is switched from the automatic mode to the manual mode. According to the requirement, the hydraulic lifters of all lifting points in the whole hydraulic lifting system are synchronously and slightly moved (lifted or lowered), or the hydraulic lifters are slightly adjusted. The micro-motion, namely inching, adjustment precision can reach millimeter level, and the precision requirement of structural installation can be completely met.
(6) When the lifting unit is lifted to a distance of about 200mm from the designed elevation, the lifting is suspended; fine adjustment of each lifting point enables the structure to be accurately lifted to a designed position; the hydraulic lifting system equipment stops working, the air posture of the lifting unit is kept, and the post-installed rod piece is installed, so that the lifting unit structure forms an integral stable stress system. Synchronously decompressing the hydraulic lifting system equipment until the steel strand is completely loosened; and (4) dismantling hydraulic lifting system equipment and related temporary measures to complete the integral lifting installation of the lifting unit.
Fourth, the main analysis of the grid structure
Fig. 3 and 4 show the stress ratio of the rod in the steel net frame lifting process: as can be seen from the figure, the maximum stress ratio of the net rack rod piece in the net rack lifting process is 0.741<1.0, and the requirements of the existing 'design standard of steel structure' and 'technical schedule of space grid structure' are met.
Fig. 5 and 6 show the displacement value of the steel truss under the action of self-weight: as can be seen from figure 5, the point with the largest deformation of the net rack is at the position A under the action of the self weight of the steel net rack in the net rack lifting process, the maximum vertical displacement value at the position A is 78mm, the limit value of the deflection of the current space grid structure technical regulation 3.5.1 net racks is controlled at L/250, and the project with 78mm < 78000/250 mm is 312mm, thereby meeting the requirement of the specification on the deflection.
According to the design standard of a steel structure (GB50017-2017), the deflection of the engineering steel structure net rack is controlled within L/250 (L is net rack span), and the maximum design stress ratio under the load effect combination of the bearing capacity in the limit state is 0.81.
While one embodiment of the present invention has been described in detail, the description is only a preferred embodiment of the present invention and should not be taken as limiting the scope of the invention. All equivalent changes and modifications made within the scope of the present invention shall fall within the scope of the present invention.
Claims (10)
1. The net rack mounting construction method is characterized in that: the method comprises the following steps:
the method comprises the following steps: assembling a steel net rack on the ground right below the installation projection position of the steel net rack;
step two: selecting a hanging point on the assembled steel mesh frame in the first step;
step three: a steel net frame is provided with a lifting unit;
step four: the steel net rack is loaded in a grading manner through the lifting unit to be separated from the splicing platform and then lifted to a designed elevation integrally;
step five: after rod pieces and part of support rod pieces at the hoisting points are installed at the supports without the hoisting points on the net rack lifted to the design height in the third step;
and step six, performing steel net rack filling after grading unloading, and completing the installation operation of the steel net rack.
2. The grid frame installation and construction method according to claim 1, characterized in that: the method for assembling the steel net rack in the first step comprises the following steps:
firstly, measuring and paying off the ground assembly position of the steel mesh frame, and putting an assembly jig frame;
and secondly, integrally assembling the steel net frame structure ground.
3. The grid frame installation and construction method according to claim 2, characterized in that: and in the second step, the lifting points are uniformly arranged on each edge.
4. The grid frame installation and construction method according to claim 3, characterized in that: lifting unit includes hydraulic pressure lifting mechanism, promotes platform and consolidates the member temporarily in step three, it sets up at original structure capital portion to promote the platform, the top that promotes the platform is equipped with hydraulic pressure lifting mechanism, hydraulic pressure lifting mechanism connects and is equipped with interim ball, be equipped with on the interim ball consolidate the member temporarily, consolidate the member temporarily with steel net rack's hoisting point links to each other.
5. The grid frame installation and construction method according to claim 4, characterized in that: the lifting platform is connected with the original structural column through a horizontal structure, a temporary steel column and a temporary bracket are arranged on the lower portion of the lifting platform, the temporary steel column is connected with one side of the original structural column through a horizontal connecting rod, and the temporary bracket is connected with the other side of the original structural column.
6. The grid frame installation and construction method according to claim 5, characterized in that: the step three grading lifting method comprises the following steps:
step one, loading step by step according to the sequence of 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% of designed load until the steel net rack is separated from the splicing platform, and suspending lifting when the lowest point of the steel net rack is separated from the jig frame by more than 100 mm;
secondly, finely adjusting the elevation of each hanging point of the steel net rack to enable the steel net rack to be in a designed posture, measuring and recording the maximum deformation of the span of the steel net rack, and standing for 4-12 hours;
thirdly, when the whole steel net frame is lifted to about 200mm from the designed elevation, the lifting is suspended;
fourthly, measuring the actual elevation of each lifting point, comparing the actual elevation with the designed elevation, and making a record to be used as a basis for continuing lifting;
and fifthly, reducing the speed of hydraulic synchronous lifting, and slowly and sequentially reaching the designed elevation by utilizing the functions of fine adjustment and inching of a hydraulic synchronous lifting computer control system to meet the installation requirement.
7. The grid frame installation and construction method according to claim 6, characterized in that: the installation method of the steel net rack filling in the sixth step comprises the following steps:
firstly, utilizing an erected outer wall frame to install peripheral filling-up rod pieces, wherein the other rod pieces can be installed at one time except that 5 rod pieces adjacent to a lifting point at a support cannot be installed;
and secondly, installing 3 rod pieces at the position of the support adjacent to the lifting point, and completing the construction of the whole gap filling process.
8. The grid frame installation and construction method according to claim 7, characterized in that: the specific method for the graded unloading in the sixth step is as follows: the hydraulic synchronous lifting system unloads the steel strand in stages according to the sequence of 95%, 90%, 80%, 70%, 60%, 50%, 40%, 30% and 20% until the steel strand is loosened, and the steel net rack load is completely transferred to the net rack support ball.
9. The utility model provides a rack hoisting device for rack construction, its characterized in that: a rack hoisting device for rack construction and installation, including hydraulic pressure lifting mechanism, promotion platform roof beam and reinforcement member temporarily, the top that promotes the platform roof beam is equipped with hydraulic pressure lifting mechanism, hydraulic pressure lifting mechanism connects and is equipped with interim ball, be equipped with the reinforcement member temporarily on the interim ball, it links to each other with the hoisting point of steel rack to consolidate the member temporarily.
10. The rack lifting device for rack installation work of claim 9, wherein: the lifting platform beam is connected with the original structural column through a horizontal structure, a temporary steel column and a rear stand column are arranged on the lower portion of the lifting platform beam, the rear stand column is connected with one side of the original structural column through a temporary bracket, and the temporary steel column is connected with the other side of the original structural column through a horizontal connecting rod.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113738124A (en) * | 2021-10-14 | 2021-12-03 | 中铁六局集团有限公司 | Lifting construction method for large-span steel structure net rack |
| CN114215373A (en) * | 2022-02-23 | 2022-03-22 | 北京建工集团有限责任公司 | Posture adjusting structure and method for lifting super-large-span steel roof |
| CN115788062A (en) * | 2022-11-23 | 2023-03-14 | 长江精工钢结构(集团)股份有限公司 | Steel truss deviation integral synchronous lifting installation method and device |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6349511B1 (en) * | 2000-06-28 | 2002-02-26 | Mcalpin Patrick K. | Prefabricated multi-sided building construction system |
| JP2015117559A (en) * | 2013-12-20 | 2015-06-25 | 大成建設株式会社 | Roof erection method and roof structure |
| CN105220769A (en) * | 2014-06-24 | 2016-01-06 | 中国二十冶集团有限公司 | Large area bolt-ball net frame integral top lifting construction method |
| CN105735654A (en) * | 2016-03-01 | 2016-07-06 | 广州建筑股份有限公司 | Rotary lifting installation and construction method and device for large-span lifting component |
| CN206442086U (en) * | 2017-02-18 | 2017-08-25 | 中铁华铁工程设计集团有限公司 | Hanging type cable hank stays frame |
| CN108360686A (en) * | 2018-03-19 | 2018-08-03 | 浙江中南建设集团钢结构有限公司 | A kind of rack integral installation device and its construction method |
| CN110185151A (en) * | 2019-05-22 | 2019-08-30 | 三箭建设工程集团有限公司 | More hydraulic device synchronization of jacking up construction methods of wide span steel roof frame |
| CN110344501A (en) * | 2019-07-26 | 2019-10-18 | 广东建星建造集团有限公司 | A kind of construction method that Steel corridor is integrally promoted |
| CN111636693A (en) * | 2020-05-12 | 2020-09-08 | 江苏兴宇建设集团有限公司 | Steel truss installation construction method based on BIM |
-
2020
- 2020-10-29 CN CN202011179740.8A patent/CN112412036A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6349511B1 (en) * | 2000-06-28 | 2002-02-26 | Mcalpin Patrick K. | Prefabricated multi-sided building construction system |
| JP2015117559A (en) * | 2013-12-20 | 2015-06-25 | 大成建設株式会社 | Roof erection method and roof structure |
| CN105220769A (en) * | 2014-06-24 | 2016-01-06 | 中国二十冶集团有限公司 | Large area bolt-ball net frame integral top lifting construction method |
| CN105735654A (en) * | 2016-03-01 | 2016-07-06 | 广州建筑股份有限公司 | Rotary lifting installation and construction method and device for large-span lifting component |
| CN206442086U (en) * | 2017-02-18 | 2017-08-25 | 中铁华铁工程设计集团有限公司 | Hanging type cable hank stays frame |
| CN108360686A (en) * | 2018-03-19 | 2018-08-03 | 浙江中南建设集团钢结构有限公司 | A kind of rack integral installation device and its construction method |
| CN110185151A (en) * | 2019-05-22 | 2019-08-30 | 三箭建设工程集团有限公司 | More hydraulic device synchronization of jacking up construction methods of wide span steel roof frame |
| CN110344501A (en) * | 2019-07-26 | 2019-10-18 | 广东建星建造集团有限公司 | A kind of construction method that Steel corridor is integrally promoted |
| CN111636693A (en) * | 2020-05-12 | 2020-09-08 | 江苏兴宇建设集团有限公司 | Steel truss installation construction method based on BIM |
Non-Patent Citations (1)
| Title |
|---|
| 卞永明: "《大型构件液压同步提升技术》", 30 April 2015, pages: 246 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113738124A (en) * | 2021-10-14 | 2021-12-03 | 中铁六局集团有限公司 | Lifting construction method for large-span steel structure net rack |
| CN114215373A (en) * | 2022-02-23 | 2022-03-22 | 北京建工集团有限责任公司 | Posture adjusting structure and method for lifting super-large-span steel roof |
| CN115788062A (en) * | 2022-11-23 | 2023-03-14 | 长江精工钢结构(集团)股份有限公司 | Steel truss deviation integral synchronous lifting installation method and device |
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Application publication date: 20210226 |