CN111877558A - Deflection control method for arched bolt ball latticed shell structure of hanging operation equipment - Google Patents
Deflection control method for arched bolt ball latticed shell structure of hanging operation equipment Download PDFInfo
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- CN111877558A CN111877558A CN202010823785.8A CN202010823785A CN111877558A CN 111877558 A CN111877558 A CN 111877558A CN 202010823785 A CN202010823785 A CN 202010823785A CN 111877558 A CN111877558 A CN 111877558A
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- gable
- arch
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- hoisting
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- 238000000034 method Methods 0.000 title claims abstract description 16
- 238000009434 installation Methods 0.000 claims abstract description 20
- 238000010276 construction Methods 0.000 claims abstract description 16
- 238000013461 design Methods 0.000 claims description 10
- 230000001965 increasing effect Effects 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 abstract description 7
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000003860 storage Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 238000010835 comparative analysis Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- -1 electric power Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000005272 metallurgy Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 238000012552 review Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/32—Arched structures; Vaulted structures; Folded structures
- E04B1/3211—Structures with a vertical rotation axis or the like, e.g. semi-spherical structures
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
- E04B7/08—Vaulted roofs
- E04B7/10—Shell structures, e.g. of hyperbolic-parabolic shape; Grid-like formations acting as shell structures; Folded structures
- E04B7/102—Shell structures
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04D—ROOF COVERINGS; SKY-LIGHTS; GUTTERS; ROOF-WORKING TOOLS
- E04D13/00—Special arrangements or devices in connection with roof coverings; Protection against birds; Roof drainage ; Sky-lights
- E04D13/14—Junctions of roof sheathings to chimneys or other parts extending above the roof
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
A method for controlling the deflection of the net shell structure of arched bolt ball of hanging running equipment features that the construction technology of expanding and extending from the longitudinal and transverse directions of supporting seat after starting from gable wall to form L-shaped stable structure is used. From the construction method, the problem that the flexibility range of the latticed shell structure cannot meet the installation requirement of equipment is solved.
Description
Technical Field
The invention relates to a steel structure technology of an arch bolt ball net shell, in particular to a steel structure installation error control technology, and specifically relates to a deflection control method of an arch bolt ball net shell structure of hanging operation equipment.
Background
The arched latticed shell product is widely applied to industries such as coal, electric power, cement, chemical industry, metallurgy and the like, is widely used as a raw material and a storage building of a finished product material, the demand of domestic and foreign markets is large, some enterprises have reconstruction, new construction and expanded production requirements, the land site for construction of some enterprises is limited, and the increment of production increase is very difficult.
One outstanding problem is that the flexibility range of the latticed shell structure cannot meet the requirement of equipment installation by adopting the existing construction technology.
According to the installation requirement of the equipment, the deviation between the actual elevation and the designed elevation of the equipment platform is +/-50 mm, the height difference within a 50-meter range does not exceed +/-50 mm, and the height difference within a full-length range is +/-60 mm.
The current deflection range design requirement of the latticed shell structure is as follows: under the load condition, the deflection is less than or equal to L/250, and the construction quality acceptance criterion is qualified when the actual measurement range does not exceed 1.15 times of the design value.
The 58-meter span is taken as an example, when the structure construction is controlled, checked and accepted, the installation downwarping degree is qualified within the range of 266.8mm, the allowable warping degree range is overlarge and far exceeds the equipment installation requirement, the actual warping degree is not uniform in change, the installation and adjustment of an equipment platform are difficult, and the later-stage operation of the equipment is also influenced.
Disclosure of Invention
The invention aims to provide a deflection control method of an arched bolt ball reticulated shell structure of hanging operation equipment, which can effectively reduce deflection, aiming at solving the problem that deflection exceeds the standard caused by hanging equipment is not considered in the existing steel structure construction, so that the deflection requirement can be still met after the whole steel structure construction is finished. .
The technical scheme of the invention is as follows:
a deflection control method for an arched bolt ball latticed shell structure of hanging operation equipment is characterized by comprising the following steps:
firstly, selecting a position with basically determined flexibility value, namely taking the position of a gable of a grid structure as a starting stage; and the actual elevation of the complete gable wall is more than the designed elevation by +30 mm; the gable wall effectively supports the adjacent arch area, so that the range of the deflection value of the arch structure is controlled to be (+ 30-50) mm;
secondly, controlling the span error of the arch structure; because the dead weight of the structure acts on the arch structure, horizontal lateral force is generated on the support, the support can generate horizontal displacement, the span error is generally (+10 and +50), and the deflection value is increased; based on the method, a support is firstly installed, welding is limited, the support is prevented from moving horizontally in a span direction, and the span error is (-10, 0) mm, so that the lower deflection of the net rack is effectively reduced;
thirdly, in the process of construction in the arch direction, the actual size of the arch arc is larger than the design value, the installation error is accumulated at the highest point, and the deflection value is compensated.
The method specifically comprises the following steps:
firstly, selecting a structural gable as a net rack starting point; after the gable is installed, the deflection value of the vertex is an upward arch;
secondly, dividing the gable into an upper part and a lower part, wherein the lower part is provided with 5 grids, the gable is hoisted by a large piece, and the upper part is hoisted by a small unit;
thirdly, dividing the lower part into large sections according to the arrangement condition of the door opening and the support, wherein the length of each section is 20-30 meters;
fourthly, after the large piece is hoisted and connected in the high altitude, the large piece is fixed by adopting a guy rope and is provided with a vertical support to prevent the large piece of the gable from tipping;
fifthly, large hoisting and vertical axis small unit hoisting are carried out synchronously;
sixthly, hoisting the gable small units and hoisting the longitudinal axis small units synchronously;
seventh, the hanging structure and the arch structure are closed and synchronously carried out;
eighthly, installing a support at the subsequent axis, and closing the support at the top of the arch; a longitudinal axis extending in order; and each axis needs to recheck deflection, elevation and span, so that the deflection of the arch structure can meet the allowable range of equipment installation errors.
The invention has the beneficial effects that:
the invention realizes that the equipment installation requirement is taken as the deflection control range of the latticed shell structure, namely the deviation between the actual elevation and the designed elevation is +/-50 mm, the height difference within the range of 50m cannot exceed +/-50 mm, and the deflection control range is +/-60 mm within the full-length range, namely the deflection control range is L/1100.
The invention can effectively reduce the deflection of the structure, improve the quality of the latticed shell structure and ensure that the deflection range of the latticed shell structure is within the allowable range of equipment installation and operation. From the construction method, the problem that the flexibility range of the latticed shell structure cannot meet the installation requirement of equipment is solved.
The invention makes it possible to arrange the material distributing trolley of the stacker on the latticed shell structure, can effectively improve the storage capacity of the storage bin by 50-100 percent, and has obvious yield increasing and efficiency increasing effects.
Comparative analysis of engineering example with existing span of 58m
Drawings
FIG. 1 is a schematic cross-sectional view of a steel structure with a hanging device of the present invention;
FIG. 2 is a schematic view of the gable of the present invention.
Fig. 3 is a diagram of a cable and support arrangement of the present invention.
Detailed Description
The invention is further described below with reference to the figures and examples.
As shown in fig. 1-3.
A deflection control and construction method for an arch bolt ball net shell structure of hanging operation equipment comprises the following steps:
firstly, checking parameters of the basic axis, span, elevation, position of a supporting surface and the like of the net rack support.
Secondly, as shown in fig. 2, the gable wall is divided into four parts, a, B, C and D, wherein the parts a, B and C are large pieces and need to be assembled on the ground, and the area D is a small unit to be assembled and hoisted.
Thirdly, large piece hoisting, fixing of the guy rope and vertical supporting arrangement, as shown in figure 3.
Fourthly, large hoisting and vertical axis small unit hoisting are synchronously carried out.
Fifthly, the hoisting of the gable small units and the hoisting of the longitudinal axis small units are synchronously carried out.
Sixthly, the suspension structure and the arch structure are closed and synchronously performed to form an L-shaped stable structure.
And seventhly, the support longitudinally extends (4 balls can be extended in the arch direction), the support longitudinally and sequentially extends, small units in the arch direction are assembled and hoisted, all the small units are required to be closed at the top of the arch from bottom to top, and the small units are continuously carried out layer by layer.
Eighthly, rechecking the deflection, elevation and span of each axis, and adjusting in time according to the data range.
Ninth, installation of the equipment platform: making an elevation data distribution graph, and selecting an elevation datum point according to the equipment elevation requirement; when the platform main beam is installed, preloading is required (estimated according to the weight of equipment), and the elevation adjustment value of the main beam is determined; and (3) installing the steel rail of the stacker, and designing a straight line elevation error value of the steel rail as a whole according to the curve of the bending value after preloading, wherein the straight line elevation error value is required to meet the installation requirement of equipment.
Wherein:
first, basic review.
Firstly, parameters such as axis size, position, levelness, elevation and support anchor bolt position are carried out on a foundation cross line popped up by a civil engineering unit according to a design drawing, rechecking is carried out according to the requirements of design and construction specifications, parameters which do not meet the requirements of the design and construction specifications are rectified, and middle handover procedures are handled after rechecking is carried out on the rectified foundation. The position, elevation, levelness and allowable deviations of the position of the bearing surface top plate and the seat anchor bolt are in accordance with the specifications given in the following table.
Allowable deviation (mm) of anchor bolt position of bearing surface top plate and support
Secondly, dividing the gable sections: the division principle is that the support position, the door opening, the equipment opening and the condition of an on-site crane are considered, and the length and the height of a large piece are preferably 30 multiplied by 20 m;
thirdly, leveling the ground by paving a road wood when assembling the large sheets; preparing a guy rope and a vertical support before hoisting a large piece;
fourthly, the large-piece hoisting, high-altitude connection and small-unit hoisting technologies adopt the prior art, bolt nodes are required to be cleaned up when the large-piece hoisting, the high-altitude connection and the small-unit hoisting technologies are installed, and the large-piece hoisting, the high-altitude connection and the small-unit hoisting technologies are screwed up without gaps, so that the whole picking is realized;
and fifthly, the hoisting of the small longitudinal axis units is synchronous when the large sheets are hoisted, and the hoisting of the small longitudinal axis units is synchronous when the small gable units are hoisted, which are safety measures and prevent the gable from tipping.
Sixthly, completing the hoisting of the gable small units, completing the hoisting of one axis of the longitudinal axis and the hoisting, forming a stable structure, and completing the starting stage;
and seventhly, measuring the elevation of the top end face of the suspended support ball, wherein the theoretical height can be obtained by calculation according to the elevation of the equipment platform, and obtaining an error value to ensure that the error value is within an allowable range.
And eighthly, selecting the lower chord ball at the center of the arch as a deflection measuring point, and basically arching the deflection at the gable because the actual installation size of the gable is generally larger than the theoretical value. The whole gable wall is very beneficial to the stability of the whole structure.
Ninth, extend longitudinally along the support (4 balls can extend in the arch direction), extend longitudinally in order; in the position of a support, a large horizontal lateral force exists in the arch direction, the support is forced to move outwards, and the downwarping degree is increased, so that the support is preferentially installed, and limited welding is carried out after measurement and correction; the upper and lower arches are installed from bottom to top, and the installation error is concentrated on the top of the arch; therefore, the deflection can be effectively controlled within a small interval.
Process key control point
Firstly, the elevation of an equipment platform is required to be correct, and the elevations of the top end surfaces of all suspended support balls are measured in time
And secondly, measuring the deflection values of all the axes in time, and correspondingly adjusting the deflection values in time.
And thirdly, all the supports (except for the gable and the 2 nearby axes) need to be slightly higher than the design, and the numerical value is determined according to the measured value of deflection and the measured value of elevation.
And fourthly, screwing bolts of all the nodes, and strengthening quality supervision and inspection.
And fifthly, the parts which are not related to the invention are the same as the prior art or can be realized by adopting the prior art.
The working principle of the invention is as follows:
and selecting a position with basically determined flexibility value as a starting stage, wherein the gable position of the grid structure is optimal. The complete gable is installed, and the actual elevation of the peak is +30mm higher than the designed elevation; the gable can effectively support the adjacent arch area, so that the arch structure has the flexibility value in the range of (+ 30-50) mm. Controlling the span error of the arch structure; because the dead weight of the structure acts on the arch structure, horizontal lateral force is generated on the support, the support can generate horizontal displacement, the span error is generally (+10 and +50), and the deflection value is increased; based on this, we choose to install the support first, and the welding is spacing, prevents the horizontal span of support and removes, and span error is (-10, 0) mm, and the net rack degree of deflection effectively reduces. In the process of construction in the arch direction, the actual size of the arch arc is larger than a design value, which is called as an installation error, (in the embodiment, the actual length is 30mm longer than the design value), and the installation error is accumulated at the highest point, so that the deflection value is compensated to a certain degree.
The parts not involved in the present invention are the same as or can be implemented using the prior art.
Claims (2)
1. A deflection control method for an arched bolt ball latticed shell structure of hanging operation equipment is characterized by comprising the following steps:
firstly, selecting a position with basically determined flexibility value, namely taking the position of a gable of a grid structure as a starting stage; and the actual elevation of the complete gable wall is more than the designed elevation by +30 mm; the gable wall effectively supports the adjacent arch area, so that the range of the deflection value of the arch structure is controlled to be (+ 30-50) mm;
secondly, controlling the span error of the arch structure; because the dead weight of the structure acts on the arch structure, horizontal lateral force is generated on the support, the support can generate horizontal displacement, the span error is generally (+10 and +50), and the deflection value is increased; based on the method, a support is firstly installed, welding is limited, the support is prevented from moving horizontally in a span direction, and the span error is (-10, 0) mm, so that the lower deflection of the net rack is effectively reduced;
thirdly, in the process of construction in the arch direction, the actual size of the arch arc is larger than the design value, the installation error is accumulated at the highest point, and the deflection value is compensated.
2. The method according to claim 1, characterized in that it comprises the following steps:
firstly, selecting a structural gable as a net rack starting point; after the gable is installed, the deflection value of the vertex is an upward arch;
secondly, dividing the gable into an upper part and a lower part, wherein the lower part is provided with 5 grids, the gable is hoisted by a large piece, and the upper part is hoisted by a small unit;
thirdly, dividing the lower part into large sections according to the arrangement condition of the door opening and the support, wherein the length of each section is 20-30 meters;
fourthly, after the large piece is hoisted and connected in the high altitude, the large piece is fixed by adopting a guy rope and is provided with a vertical support to prevent the large piece of the gable from tipping;
fifthly, large hoisting and vertical axis small unit hoisting are carried out synchronously;
sixthly, hoisting the gable small units and hoisting the longitudinal axis small units synchronously;
seventh, the hanging structure and the arch structure are closed and synchronously carried out;
eighthly, installing a support at the subsequent axis, and closing the support at the top of the arch; a longitudinal axis extending in order; and each axis needs to recheck deflection, elevation and span, so that the deflection of the arch structure can meet the allowable range of equipment installation errors.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010823785.8A CN111877558A (en) | 2020-08-17 | 2020-08-17 | Deflection control method for arched bolt ball latticed shell structure of hanging operation equipment |
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|---|---|---|---|
| CN202010823785.8A CN111877558A (en) | 2020-08-17 | 2020-08-17 | Deflection control method for arched bolt ball latticed shell structure of hanging operation equipment |
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| CN111877558A true CN111877558A (en) | 2020-11-03 |
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN87101842A (en) * | 1987-03-14 | 1988-09-28 | 阎石钤 | Greatly (in) comprehensive technology of span assembled integral concrete hollow arched roof |
| AU2008202183A1 (en) * | 2007-06-13 | 2009-01-08 | Murray Ellen | A domed non-steel roof frame |
| CN201334785Y (en) * | 2008-12-15 | 2009-10-28 | 贵阳铝镁设计研究院 | Homogenization warehouse factory building structure |
| CN202090604U (en) * | 2011-04-22 | 2011-12-28 | 内蒙古优技钢品有限公司 | Construction protective cover |
| CN103075017A (en) * | 2013-02-01 | 2013-05-01 | 徐州中煤百甲重钢科技有限公司 | Super-long-span cylindrical shell lattice structure construction method |
| CN108571075A (en) * | 2017-03-10 | 2018-09-25 | 五冶集团上海有限公司 | A kind of large-span shell assembling jig frame staged Platforms Construct Method of Super |
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| CN111255075A (en) * | 2020-02-10 | 2020-06-09 | 徐州中煤百甲重钢科技股份有限公司 | Construction method of arched evacuated bolt ball latticed shell structure |
-
2020
- 2020-08-17 CN CN202010823785.8A patent/CN111877558A/en active Pending
Patent Citations (9)
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|---|---|---|---|---|
| CN87101842A (en) * | 1987-03-14 | 1988-09-28 | 阎石钤 | Greatly (in) comprehensive technology of span assembled integral concrete hollow arched roof |
| AU2008202183A1 (en) * | 2007-06-13 | 2009-01-08 | Murray Ellen | A domed non-steel roof frame |
| CN201334785Y (en) * | 2008-12-15 | 2009-10-28 | 贵阳铝镁设计研究院 | Homogenization warehouse factory building structure |
| CN202090604U (en) * | 2011-04-22 | 2011-12-28 | 内蒙古优技钢品有限公司 | Construction protective cover |
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Application publication date: 20201103 |
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