CN115492396A - Method for building super-large section steel beam in complex cable net system - Google Patents
Method for building super-large section steel beam in complex cable net system Download PDFInfo
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- CN115492396A CN115492396A CN202210614601.6A CN202210614601A CN115492396A CN 115492396 A CN115492396 A CN 115492396A CN 202210614601 A CN202210614601 A CN 202210614601A CN 115492396 A CN115492396 A CN 115492396A
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- 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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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
- E04G21/162—Handles to carry construction blocks
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- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention relates to installation operation of a large single-layer swinging steel box girder, belongs to the technical field of installation of steel structures, and particularly relates to a construction method of a steel girder with an oversized section in a complex cable net system; including rag bolt (1), the interim support column subassembly of assembled: the steel ring pressing beam comprises a standard joint (A), a standard joint (B), a standard joint (C), a non-standard joint (D), a stable support (E) and a steel ring pressing beam, wherein the steel ring pressing beam comprises a hoisting unit (2) and a hoisting unit (3). At present, the temporary supports of the steel structure are in various forms of four-limb and double-limb support towers, the temporary support towers have various parts, low assembly efficiency, high construction cost, high-altitude demolition safety risk and complex design of a top unloading device; by adopting the assembled temporary support pipe column, horizontal load is resisted according to self strength under the condition of meeting the stress of the structure, and a cable wind rope is not required to be pulled for construction.
Description
Technical Field
The invention relates to installation operation of a large single-layer swinging steel box girder, belongs to the technical field of installation of steel structures, and particularly relates to a construction method of an ultra-large section steel girder in a complex cable net system.
Background
With the rapid development of the careers of economy, culture, sports and the like, sports facilities such as large football stadiums, basketball courts, football stadiums and the like are spread in all big cities throughout the country, the building shape is more and more novel, the structural design is more complex and diversified, and the sports equipment is developing towards a multifunctional, light and handy and all-round integrated form. The technical requirement is high, the construction difficulty is big, for example, more and more roofing structures in sports stadiums adopt the oblique crossing cable net system, the requirement for installation accuracy of steel compression ring beams is high, the section size is big, the weight is big, the installation difficulty is high, the conventional installation method adopts four limbs to support the tower frame for supporting, the installation space is limited, the dismounting after the unloading is extremely difficult, and the site construction is not facilitated.
Disclosure of Invention
The invention aims to overcome the defects and provides a construction method of an ultra-large section steel beam in a complex cable net system, which has high construction efficiency, is safe and effective and can reduce the cost.
In order to achieve the above object, the present invention is realized by:
a method for building a steel beam with an ultra-large section in a complex cable net system comprises anchor bolts (1) and an assembled temporary support column assembly: the steel ring pressing beam comprises a standard joint (A), a standard joint (B), a standard joint (C), a non-standard joint (D), a stable support (E) and a steel ring pressing beam, wherein the steel ring pressing beam comprises a hoisting unit (2) and a hoisting unit (3); the construction method also comprises the following steps:
step 1, according to the concrete beam pouring time, after the steel bars are bound, embedding anchor bolts. The mounting error of the anchor bolt is not more than +/-2 mm;
step 2, after the concrete strength reaches the design requirement, assembling the assembled temporary support column assembly on the ground: hoisting the standard knot (A), the standard knot (B), the standard knot (C) and the non-standard knot (D) by using a large crane, and controlling the elevation of the top of the column to be +/-2 mm;
step 4, hoisting a hoisting unit (3) of the steel pressure ring beam by using a crane according to the construction scheme, adjusting the relative position of the hoisting unit to meet the requirements of specifications and design drawings, installing a stable support (E), and unhooking after welding is completed;
step 5, repeatedly hoisting the hoisting unit (2) according to the steps 1-4;
step 6, mounting a formal steel column (5) and a formal steel ball (6) according to the requirements of the construction scheme;
step 7, after the compression ring beam is hoisted to a plurality of units, preheating in an electric heating mode before welding at the preheating temperature of 100-120 ℃, the interlayer temperature of 100-250 ℃, wherein the preheating zone is arranged at two sides of a welding bead, the width of each side is 2 times larger than the thickness of a weldment and is not smaller than 200mm, welding is carried out in a multilayer multi-pass symmetrical welding mode during welding, and welding parameter records are made in the process;
and 8, mounting according to the mode, unloading after the ring pressing beam is completely mounted in place and welding is finished, and comparing real-time monitoring unloading data with calculated data in the process.
At present, the steel structure temporary support has four limbs and double limbs and supports the tower frame in various forms, the temporary support tower frame has various parts, low assembly efficiency and high construction cost, the high-altitude dismantling safety risk is large, and the design of a top unloading device is complex. By adopting the assembled temporary support pipe column, under the condition of meeting the stress of the structure, the horizontal load is resisted according to the self strength, and the construction does not need to pull and establish a cable wind rope. The assembled circular tube supports, and the packaging efficiency is high, and the anchor bolt installation directionless requirement can be adjusted according to the reinforcing bar interval in real time, and the ann is torn open and is very convenient, great improvement the manual work efficiency, saved the time limit for a project, market resources is very abundant simultaneously, and the cost is lower relatively, but dismantlement back reuse has realized the theory of green construction.
Drawings
Fig. 1 is a schematic view showing the construction of a foundation bolt according to the construction method.
Fig. 2 is a schematic diagram of a construction process in the construction method.
Fig. 3 is a schematic diagram of a second construction process in the construction method.
Fig. 4 is a schematic diagram of a third construction process in the construction method.
Fig. 5 is a schematic view of a construction process in the construction method.
Fig. 6 is a schematic diagram of a fifth construction process in the construction method.
Detailed Description
The invention is further illustrated by the following specific examples.
As shown in fig. 1 to 6, a method for constructing a steel beam with an ultra-large cross section in a complex cable net system comprises anchor bolts (1) and an assembled temporary support column assembly: the steel ring pressing beam comprises a standard joint (A), a standard joint (B), a standard joint (C), a non-standard joint (D), a stable support (E) and a steel ring pressing beam, wherein the steel ring pressing beam comprises a hoisting unit (2) and a hoisting unit (3); the construction method also comprises the following steps:
step 1, according to the concrete beam pouring time, after the steel bars are bound, embedding anchor bolts. The mounting error of the anchor bolt is not more than +/-2 mm;
step 2, after the concrete strength reaches the design requirement, the assembled temporary support column assembly on the ground is assembled: hoisting a standard section (A), a standard section (B), a standard section (C) and a non-standard section (D) by using a large crane, and controlling the elevation of the top of the column to be +/-2 mm;
step 4, hoisting a hoisting unit (3) of the steel pressure ring beam by using a crane according to the construction scheme, adjusting the relative position of the hoisting unit to meet the requirements of specifications and design drawings, installing a stable support (E), and unhooking after welding is completed;
step 5, repeatedly hoisting the hoisting unit (2) according to the steps 1-4;
step 6, mounting a formal steel column (5) and a formal steel ball (6) according to the requirements of the construction scheme;
step 7, after the compression ring beam is hoisted to a plurality of units, preheating in an electric heating mode before welding at the preheating temperature of 100-120 ℃, the interlayer temperature of 100-250 ℃, wherein the preheating zone is arranged at two sides of a welding bead, the width of each side is 2 times larger than the thickness of a weldment and is not smaller than 200mm, welding is carried out in a multilayer multi-pass symmetrical welding mode during welding, and welding parameter records are made in the process;
and 8, mounting according to the mode, mounting the compression ring beams in place after all the compression ring beams are mounted, unloading after welding is finished, and comparing real-time monitoring unloading data with calculated data in the process.
At present, the steel structure temporary support has four limbs and double limbs and supports the tower frame in various forms, the temporary support tower frame has various parts, low assembly efficiency and high construction cost, the high-altitude dismantling safety risk is large, and the design of a top unloading device is complex. By adopting the assembled temporary support pipe column, horizontal load is resisted according to self strength under the condition of meeting the stress of the structure, and a cable wind rope is not required to be pulled for construction. The assembled circular tube supports, and the packaging efficiency is high, and the anchor bolt installation directionless requirement can be adjusted according to the reinforcing bar interval in real time, and the ann is torn open and is very convenient, great improvement the manual work efficiency, saved the time limit for a project, market resources is very abundant simultaneously, and the cost is lower relatively, but dismantlement back reuse has realized the theory of green construction. 1, a method for building a steel beam with an ultra-large section in a complex cable net system, which comprises anchor bolts (1) and an assembled temporary support column assembly: the steel ring pressing beam comprises a standard joint (A), a standard joint (B), a standard joint (C), a non-standard joint (D), a stable support (E) and a steel ring pressing beam, wherein the steel ring pressing beam comprises a hoisting unit (2) and a hoisting unit (3); the construction method also comprises the following steps:
step 1, according to the concrete beam pouring time, after the steel bars are bound, embedding anchor bolts. The mounting error of the anchor bolt is not more than +/-2 mm;
step 2, after the concrete strength reaches the design requirement, assembling the assembled temporary support column assembly on the ground: hoisting a standard section (A), a standard section (B), a standard section (C) and a non-standard section (D) by using a large crane, and controlling the elevation of the top of the column to be +/-2 mm;
step 4, hoisting a hoisting unit (3) of the steel pressing ring beam by using a crane according to the construction scheme, adjusting the relative position of the hoisting unit to meet the requirements of specifications and design drawings, installing a stable support (E), and unhooking after welding is finished;
step 5, repeatedly hoisting the hoisting unit (2) according to the steps 1-4;
step 6, mounting a formal steel column (5) and a formal steel ball (6) according to the requirements of the construction scheme;
step 7, after the compression ring beam is hoisted to a plurality of units, preheating in an electric heating mode before welding at the preheating temperature of 100-120 ℃, the interlayer temperature of 100-250 ℃, wherein the preheating zone is arranged at two sides of a welding bead, the width of each side is 2 times larger than the thickness of a weldment and is not smaller than 200mm, welding is carried out in a multilayer multi-pass symmetrical welding mode during welding, and welding parameter records are made in the process;
and 8, mounting according to the mode, mounting the compression ring beams in place after all the compression ring beams are mounted, unloading after welding is finished, and comparing real-time monitoring unloading data with calculated data in the process.
The steel construction supports temporarily at present all four limbs, two limbs support the pylon form and is many, and this temporary support pylon spare part is various, and the packaging efficiency is low, and construction cost is higher, and it is great that the safety risk is demolishd in the high altitude, and top uninstallation device design is complicated. By adopting the assembled temporary support pipe column, horizontal load is resisted according to self strength under the condition of meeting the stress of the structure, and a cable wind rope is not required to be pulled for construction. The assembled pipe supports, and the packaging efficiency is high, and the anchor bolt installation does not have the direction requirement, can adjust in real time according to the reinforcing bar interval, and ann tears open very conveniently, great improvement the work efficiency of labor, saved the time limit for a project, market resources is very abundant simultaneously, and the cost is lower relatively, but dismantles back reuse, has realized the theory of green construction.
Claims (1)
1. A method for building a steel beam with an oversized section in a complex cable net system is characterized by comprising the following steps: including rag bolt (1), the interim support column subassembly of assembled: the steel ring pressure beam comprises a standard section (A), a standard section (B), a standard section (C), a non-standard section (D), a stable support (E) and a steel ring pressure beam, wherein the steel ring pressure beam comprises a hoisting unit (2) and a hoisting unit (3); the construction method also comprises the following steps:
step 1, according to the concrete beam pouring time, after the steel bars are bound, embedding anchor bolts. The mounting error of the anchor bolt is not more than +/-2 mm;
step 2, after the concrete strength reaches the design requirement, the assembled temporary support column assembly on the ground is assembled: hoisting a standard section (A), a standard section (B), a standard section (C) and a non-standard section (D) by using a large crane, and controlling the elevation of the top of the column to be +/-2 mm;
step 3, after the assembly and welding of the ground of the compression ring beam are completed, the measurement and control points are inversely calculated to the edge of the cable hole through data conversion by taking the center of the cable hole as a basis according to the requirements of a design drawing, a light reflecting sticker is pasted, the measurement is carried out through a total station in place, and the error is controlled to be +/-10 mm;
step 4, hoisting a hoisting unit (3) of the steel pressing ring beam by using a crane according to the construction scheme, adjusting the relative position of the hoisting unit to meet the requirements of specifications and design drawings, installing a stable support (E), and unhooking after welding is finished;
step 5, repeatedly hoisting the hoisting unit (2) according to the steps 1-4;
step 6, mounting a formal steel column (5) and a formal steel ball (6) according to the requirements of the construction scheme;
step 7, after the compression ring beam is hoisted to a plurality of units, preheating in an electric heating mode before welding at the preheating temperature of 100-120 ℃, the interlayer temperature of 100-250 ℃, wherein the preheating zone is arranged at two sides of a welding bead, the width of each side is 2 times larger than the thickness of a weldment and is not smaller than 200mm, welding is carried out in a multilayer multi-pass symmetrical welding mode during welding, and welding parameter records are made in the process;
and 8, mounting according to the mode, unloading after the ring pressing beam is completely mounted in place and welding is finished, and comparing real-time monitoring unloading data with calculated data in the process.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210614601.6A CN115492396A (en) | 2022-06-01 | 2022-06-01 | Method for building super-large section steel beam in complex cable net system |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210614601.6A CN115492396A (en) | 2022-06-01 | 2022-06-01 | Method for building super-large section steel beam in complex cable net system |
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| CN115492396A true CN115492396A (en) | 2022-12-20 |
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| CN202210614601.6A Pending CN115492396A (en) | 2022-06-01 | 2022-06-01 | Method for building super-large section steel beam in complex cable net system |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09242339A (en) * | 1996-03-08 | 1997-09-16 | Kawasaki Heavy Ind Ltd | Vertical positioning method of building main post |
| CN111764561A (en) * | 2020-06-18 | 2020-10-13 | 上海市机械施工集团有限公司 | Construction method of spoke type tensioning structure of middle pressure ring beam and vertical control support |
| CN111894307A (en) * | 2020-08-03 | 2020-11-06 | 浙江中天恒筑钢构有限公司 | Fully-assembled standardized temporary support structure and construction method |
| CN213683264U (en) * | 2020-10-23 | 2021-07-13 | 北京城建六建设集团有限公司 | Inner ring beam joint combined assembling structure for steel structure awning of stadium |
-
2022
- 2022-06-01 CN CN202210614601.6A patent/CN115492396A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09242339A (en) * | 1996-03-08 | 1997-09-16 | Kawasaki Heavy Ind Ltd | Vertical positioning method of building main post |
| CN111764561A (en) * | 2020-06-18 | 2020-10-13 | 上海市机械施工集团有限公司 | Construction method of spoke type tensioning structure of middle pressure ring beam and vertical control support |
| CN111894307A (en) * | 2020-08-03 | 2020-11-06 | 浙江中天恒筑钢构有限公司 | Fully-assembled standardized temporary support structure and construction method |
| CN213683264U (en) * | 2020-10-23 | 2021-07-13 | 北京城建六建设集团有限公司 | Inner ring beam joint combined assembling structure for steel structure awning of stadium |
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