WO2013037253A1 - 螺栓球网架筒壳储料仓逆安装施工工艺 - Google Patents

螺栓球网架筒壳储料仓逆安装施工工艺 Download PDF

Info

Publication number
WO2013037253A1
WO2013037253A1 PCT/CN2012/079836 CN2012079836W WO2013037253A1 WO 2013037253 A1 WO2013037253 A1 WO 2013037253A1 CN 2012079836 W CN2012079836 W CN 2012079836W WO 2013037253 A1 WO2013037253 A1 WO 2013037253A1
Authority
WO
WIPO (PCT)
Prior art keywords
installation
construction
unit
grid
node
Prior art date
Application number
PCT/CN2012/079836
Other languages
English (en)
French (fr)
Inventor
朱新颖
牛尚洲
刘煜
王杰
Original Assignee
徐州中煤百甲重钢科技有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 徐州中煤百甲重钢科技有限公司 filed Critical 徐州中煤百甲重钢科技有限公司
Publication of WO2013037253A1 publication Critical patent/WO2013037253A1/zh

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19Three-dimensional framework structures
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/32Arched structures; Vaulted structures; Folded structures
    • E04B1/3205Structures with a longitudinal horizontal axis, e.g. cylindrical or prismatic structures
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04HBUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H7/00Construction or assembling of bulk storage containers employing civil engineering techniques in situ or off the site
    • E04H7/22Containers for fluent solids, e.g. silos, bunkers; Supports therefor
    • E04H7/24Constructions, with or without perforated walls, depending on the use of specified materials
    • E04H7/30Constructions, with or without perforated walls, depending on the use of specified materials mainly of metal
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19Three-dimensional framework structures
    • E04B2001/1981Three-dimensional framework structures characterised by the grid type of the outer planes of the framework
    • E04B2001/1984Three-dimensional framework structures characterised by the grid type of the outer planes of the framework rectangular, e.g. square, grid

Definitions

  • the invention relates to a method for manufacturing a logistics device, in particular to a method for manufacturing a steel structure grid storage bin, which is specifically a reverse installation construction process of a bolt-and-ball cage storage bin with a span of less than 80 meters.
  • the floor-standing cartridge storage silo is a structural building specially constructed for storing granular, powdery raw materials (clinker) and protecting operating equipment. It is widely used in coal mining, power plants, cement, steel, chemical and other industries. As the country's requirements for environmental protection are getting higher and higher, the number and size of storage silos of this type of structure are increasing, and they are promoted and applied at an annual growth rate of 20 ⁇ 30%.
  • the storage silos used in the society are generally divided into two structural forms: one is a round (spherical) dome storage silo (the company has declared and obtained the invention patent), and the other is a shell (arched) shape.
  • Storage silo, and the shell structure is divided into small span (60m or less), large span (60 ⁇ 80m) and super span (80 ⁇ 120m). Because of its different spans, the installation process is very different.
  • the traditional installation method generally uses full house red scaffolding. The installation cost, material cost and extended construction cost of the scaffolding account for 30% of the entire building cost, and the construction period is long and the safety is poor.
  • the object of the invention is to solve the problems of long cycle, complicated process, high cost and large amount of steel used in the construction of the existing shell-type storage silo, and the invention can reduce the steel content, convenient construction, quality assurance, Safe and reliable small-span bolt ball net frame shell storage bin reverse installation construction process.
  • the utility model relates to a reverse installation construction process of a bolt ball net frame cylinder storage bin, characterized in that it comprises the following steps: Firstly, according to the local meteorological conditions, according to the most unfavorable meteorological conditions and the physical parameters of the arch shed, the CFD numerical wind tunnel calculation technique and the finite element algorithm are used to obtain the dimensions of the grid node rods, that is, the diameter of the ball head of each node and the installed on it. The geometric parameters of the rods are drawn, and the construction drawings are drawn. The construction drawings shall include at least the number of each node and the number of rods of each node. Secondly, according to the calculation results, the preliminary calculation of the node rods, that is, the small unit, is pre-completed on the ground.
  • Connections arranged by node number, can also complete the initial connection of the node rods, ie, the small unit, according to the node number of the construction drawing during the construction process;
  • the width is 5-6 grids, the starting unit is assembled by three arched units, wherein the arched elements in the middle section account for 3/5, and the arched units on both sides each account for 1/5;
  • the arching unit in the middle section of the ground near the fixed installation position is the A section.
  • the height of the arched unit in the A section is controlled within 20 meters.
  • the assembly of the arch section of the A section is One end starts to be assembled by the crane to the other end, and all of them are assembled on the ground.
  • the starting unit should be installed as a whole.
  • the center line of the basic embedded part is first fixed on one side, and the other side is adjusted according to the error condition. After the error meets the requirements, the welding is fixed.
  • the installed starting unit has poor rigidity and cannot withstand large wind. Loads and construction loads must also be tensioned and stabilized on both sides with ropes to ensure construction safety, and then bulk in high altitude;
  • the small unit is used for high-altitude cantilever installation at both ends of the shell, and the cantilever is closed when the cantilever is installed to ensure the overall rigidity of the grid until the entire grid is installed;
  • the span is no more than 80 meters and the height is no more than 35 meters.
  • the invention adopts a computer simulation wind tunnel technology, and changes the original integral arch shed wind tunnel test into a wind load simulation test of a grid node, which greatly increases the accuracy of the test.
  • the overall structure calculation is changed to the node model calculation, and the obtained structure can more accurately reflect the stress of the node, so the accuracy is higher; instead of the laboratory wind tunnel test, the time is reduced and the cost is saved.
  • the present invention employs a refinement load distribution to set the grid size based on changes in the load from top to bottom. Therefore, the design calculation method is more scientific and reasonable, and the steel consumption is saved to the utmost extent.
  • the invention divides the structural construction into two construction sections: a starting stabilizing unit and a high-altitude cantilever small unit, and the starting unit is a load-bearing structure installed by a high-altitude overhanging small unit, that is, the bearing capacity of the structure itself is subjected to subsequent construction.
  • the load is very scientific. It highlights the contradictory focus and simplifies the construction process. It is a breakthrough in technical solutions.
  • the construction process is free of scaffolding installation, saving the installation cost, material cost and extending the construction period cost of the scaffolding, etc., which accounts for 30% of the entire building cost. And quality assurance, safe and reliable.
  • the invention adopts the crane as the assembling tool of the starting unit, so that the whole starting unit is assembled simply and has a small occupied area. It breaks through the idea that the traditional crane is only used for lifting, and expands the application range of the crane, which is a reverse installation. Ideas.
  • the invention completely eliminates the full-frame red tripod, and decomposes the super-span grid into two parts: the starting unit and the bulk unit, and adopts a new construction scheme of ground assembling and high-altitude assembly, which saves cost, shortens the construction period, stabilizes the quality and safety. Guaranteed. DRAWINGS
  • FIG. 1 is a schematic plan view showing the structure of a starting unit of the present invention.
  • Figure 2 is a schematic cross-sectional view showing the intermediate section of the starting unit of the present invention, i.e., section A.
  • Figure 3 is a schematic cross-sectional view of the starting unit of the present invention assembled.
  • Figure 4 is a schematic view of the construction site installation during the installation of the air overhang of the present invention.
  • Fig. 5 is a schematic view showing the hoisting of the lower chord small unit of the present invention.
  • Fig. 6 is a schematic view showing the hoisting of the upper chord small unit of the present invention. detailed description
  • the utility model relates to a reverse installation construction process of a small span bolt ball net frame shell storage silo, wherein the span of the shell storage does not exceed 80 meters and the height does not exceed 35 meters.
  • the specific construction process includes the following steps:
  • the CFD numerical wind tunnel calculation technique and the finite element algorithm are used to obtain the dimensions of the grid node rods, that is, the diameter of the ball head of each node and the installed on it.
  • the geometrical parameters of the members, drawing the construction drawings, the construction drawings shall include at least the number of each node and the number of rods of each node;
  • the specific calculation method can be implemented by using the calculation method of the spherical storage bin in the invention patent of the applicant application No. 200810244134.2;
  • the preliminary connection of the node rods ie, the small unit (Fig. 5, 6)
  • the node rod can also be completed according to the node number of the construction drawing during the construction process. That is, the initial connection of the small unit;
  • the starting unit is selected in the middle of the whole reticulated shell, and the width is 5-6 grids.
  • the starting unit is assembled by three arch units, wherein the arch unit in the middle section accounts for 3 /5, the arched units on both sides each occupy 1/5; when assembling, the arched unit in the middle section is assembled on the ground near the selected installation position, that is, the A section, and the height of the A-section arched unit is 20 meters after the assembly is completed.
  • the assembly of the A-section arch unit is assembled from the end by the crane to the other end, all on the ground; after the A-stage assembly is completed, the four-cable crane is used to lift and match the arch units on both sides, namely the B-section and Section C shall be assembled on the ground.
  • the height of the B and C sections shall be controlled within 15 meters, and 4 to 5 grid heights shall be selected.
  • the position of the lifting points of 4 cranes shall be designed and checked to make the B and C sections.
  • the starting unit is balanced.
  • the assembled starting unit should be installed as a whole.
  • the center line of the basic embedded part is first fixed on one side, and the other side is adjusted according to the error condition. After the error meets the requirements, the welding is fixed. Poor installation start element stiffness, can not resist larger wind load and construction loading, must be stabilized with a rope tension on both sides, to ensure the safety of construction, then high bulk;
  • the small unit is used for high-altitude cantilever installation at both ends of the shell, and the cantilever is closed when the cantilever is installed to ensure the overall rigidity of the grid until the entire grid is installed;
  • the CFD numerical wind tunnel technology is adopted in the design to replace the wind tunnel simulation test, so that the calculated value is closer to the actual, safe and reliable, reducing the test cost and saving the design time;
  • the structural construction is divided into two construction sections of the basic unit and the high-altitude overhanging small unit, and the basic unit is the load-bearing structure installed by the small unit, that is, the subsequent construction load is carried by the bearing capacity of the structure itself.
  • the specific method is as follows: Firstly, the grid rods of the basic unit 3/5 span are assembled on the ground, and the whole crane is lifted by a crane or a mast, and the remaining 2/5 grid poles are installed at the ground two-span support until all After the installation is completed, it is firmly welded at the support to form a stable unit, all of which are constructed on the ground.
  • the basic unit is used as the starting unit to make the high-altitude cantilever small unit until the installation of the whole grid is completed.
  • Construction preparation ⁇ Measurement and release line ⁇ Starting unit ground assembly ⁇ Small spelling unit high-altitude bulk ⁇ Main experience collection
  • the cross line is laid on the top surface of the foundation, and the installation error of the embedded parts is strictly checked.
  • the position, elevation and level tolerance of the embedded parts of the supporting surface should meet the requirements of the specification.
  • the starting unit is to first form a spatial structural unit with a certain rigidity for bearing the construction load to facilitate high-altitude bulking.
  • the width is 5 to 6 grids in the middle of the entire reticulated shell as shown in Fig. 1.
  • the starting unit When assembling the starting unit, it is generally divided into three sections A, B and C. Firstly, the A section is assembled on the ground near the installation position. The height of the A section is controlled within 20M. The assembly method of the A section is started from one end. The crane is assembled to the other end in a grid, and all are completed on the ground as shown in Figure 2.
  • the high-altitude bulk of the grid is propelled from the middle of the net shell to the two ends in the length direction.
  • the support is fixed according to the design position, and then the ring is closed from the bottom to the top. Extend to both ends until all is complete.
  • each working surface can be divided into two parts, one part is assembled with ground small unit, and the other part is installed at high altitude.
  • the installation procedure is as follows: First ground assembly personnel according to the drawings, the grid to be installed on the ground Assembled into small units, use a crane to hang the small unit to the corresponding position of the installed grid in the air, and the high-altitude workers complete the connection between the small unit and the grid.
  • the ground small unit is also called a triangular cone, that is, a small unit composed of a node ball and four to five rods on the ground.
  • the small unit is divided into a lower string small unit and a winding small unit. When the ground is assembled, all the rods should be assembled once. The installation is securely in place.
  • the high-strength studs are tightened together. Avoid one, two high-strength bolts die first, which will make other high-strength bolts difficult to install in place.
  • the project is based on the management objectives and responsibilities of the project manager, and the project management organization is reasonably established, and the special operations personnel are required to hold the certificates, especially the important technical types and special types of work, and strengthen the on-site management and operation personnel. Quality awareness education, technical training, strict on-site management system and production discipline, standardizing human technology and management behavior.
  • Material procurement shall be arranged in advance according to the construction progress, and the material suppliers shall be strictly selected and controlled. All raw materials and components that come into the site shall be re-examined according to relevant quality standards. use. Save the perfect inspection and evaluation data and quality certification documents; the raw materials and components to enter the market should be stored reasonably, and the classification and listing should be well marked.
  • the construction method mainly focuses on the technical plan, process and construction procedure adopted in the construction of the project, and the construction plan is continuously refined and deepened. It is necessary to fully estimate the possible occurrence of the plan for the main part. Quality problems and preventive measures.
  • Quality control of construction process The quality of the project is guaranteed by each process. To ensure the quality of the project, it is necessary to control the quality of each process. This is the focus of quality control during the construction process. Quality control plan; Actively control the quality of process activity conditions; Timely check the quality of process activities; Set process quality control points to implement key control.
  • Safety signs should be erected at key protection points on the construction site to remind workers to pay attention to safety.
  • Lifting equipment such as cranes used on site must be directed by a special person and executed according to professional standards.
  • the assembled grid unit should be supported before it is permanently fixed, and it should be checked at any time to prevent dumping and injury.
  • Windy weather above level 4 should be arranged as much as possible on the ground, and high altitude operations are not allowed.
  • a safety net shall be hung on the lower string of the net frame below the installation work surface.
  • the safety net hung shall be firm and accurate.
  • the installation team shall have full-time security officers and perform their duties with due diligence to detect and deal with potential safety hazards during construction and maintain a high degree of safety and vigilance.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • General Engineering & Computer Science (AREA)
  • Management, Administration, Business Operations System, And Electronic Commerce (AREA)
  • Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)

Abstract

一种螺栓球网架筒壳储料仓逆安装施工工艺,分为起步单元和高空悬挑小拼单元二个施工段进行安装;具体包括以下步骤:首先,采用数值风洞技术及有限元算法得到网架节点杆件尺寸,绘制施工图;其次,在地面预先完成小拼单元的初步连接;第三,完成起步单元的安装,起步单元分为A、B、C三段,采用吊车拼装好后进行整体安装;第四,从起步单元两侧用小拼单元向筒壳两端进行高空悬挑安装;第五,网架安装结束后进行后续面板和内部设备的安装。

Description

说明书 螺栓球网架筒壳储料仓逆安装施工工艺 技术领域
本发明涉及一种物流设备的制造方法, 尤其是一种钢结构网架储料仓的制造方法, 具 体地说是跨度在 80米以下的螺栓球网架筒壳储料仓逆安装施工工艺。 背景技术
落地式筒壳储料仓是为储存颗粒状、 粉状原材料 (熟料) 和保护运营设备而专门建造 的一种结构建筑。 被广泛的应用于煤矿、 电厂、 水泥、 钢铁、 化工等行业。 随着国家对环 境保护要求越来越高, 此种结构形式的储料仓建设数量和规模越来越大, 每年以 20~30%的 增长速度在推广、 应用。
目前, 社会上使用的储料仓一般分为二种结构形式: 一种为圆形 (球形) 的穹顶储料 仓 (本公司已申报并获得发明专利), 另外一种筒壳 (拱棚) 形储料仓, 而此种筒壳结构又 分为小跨度 (60m以下), 大跨度 (60~80m)、 超大跨度 (80~120m), 因其跨度不同, 其安 装工艺区别很大, 对于跨度 80m以下的筒壳, 传统的安装方法一般采用满堂红脚手架, 其 脚手架的安装费用、 材料费用和延长工期费用等占整个建筑物造价的 30%, 且工期长, 安 全性差。
近几年对于跨度 40m左右的网架结构有采用地面组装, 整跨吊装的施工方案, 但局限 于重量轻跨度小的结构。对于跨度 60~80m也有采用将建筑物分为若干环带,在任一环带内 搭设脚手架, 在其上面散装网架, 形成起步单元, 拆除脚手架从起步单元起进行高空散装 成型。 此种工艺比前二种施工方法已有进步, 但是, 起步单元仍然要满堂红脚手架, 其费 用较高, 安全性较差, 而质量不易控制。 发明内容
本发明的目的是针对现有的筒壳式储料仓施工中存在的周期长、 工艺复杂、 造价高、 用钢量大的问题, 发明一种可降低含钢量、 施工方便、 质量保证、 安全可靠的小跨度螺栓 球网架筒壳储料仓逆安装施工工艺。
本发明的技术方案是:
一种螺栓球网架筒壳储料仓逆安装施工工艺, 其特征是它包括以下步骤: 首先, 根据当地气象条件, 按最不利气象条件和拱棚物理参数, 采用 CFD数值风洞计 算技术及有限元算法得到网架节点杆件的尺寸, 即每个节点的球头直径和其上安装的杆件 的几何参数, 绘出施工图纸, 该施工图纸上至少应包括各节点的编号和每个节点的杆件数; 其次, 按照计算结果备料, 在地面预先完成节点杆件即小拼单元的初步连接, 按节点 编号排列, 也可在施工过程中按施工图纸的节点编号完成节点杆件即小拼单元的初步连接; 第三, 完成起步单元的安装, 该起步单元选在整个网壳的中部, 宽度为 5-6个网格, 起 步单元由三段拱形单元拼装而成, 其中中间段的拱形单元占 3/5, 两边的拱形单元各占 1/5; 拼装时先在选定的安装位置附近的地面拼装中间段拱形单元即 A段, A段拱形单元拼装完 成后的高度控制在 20米以内, A段拱形单元的拼装是从一端开始由吊车配合逐格向另一端 拼装, 全部在地面完成; A段拼装完成后用 4台吊车抬吊配合对两边的拱形单元即 B段和 C段进行地面拼装, B段、 C段拼装完成后的高度应控制在 15米以内, 选 4到 5个网格高 度, 4台吊车吊点位置应进行设计验算, 以使 B段、 C段拼装完成后的起步单元保持平衡, 拼装好的起步单元要进行整体安装, 按照基础预埋件中心线首先固定一边, 另一边根据误 差情况进行调整, 待误差满足要求后焊接固定, 安装完成的起步单元刚度较差, 不能抵御 较大的风荷载和施工荷载, 还必须在两侧用绳索进行张拉稳定, 保证施工安全, 然后进行 高空散装;
第四, 从起步单元两侧用小拼单元向筒壳两端进行高空悬挑安装, 悬挑安装时必须圈 圈闭合, 以保证网架的整体刚度, 直至整个网架安装结束;
第五, 网架安装结束后再进行后续面板和内部设备的安装。
所述的跨度不超过 80米, 高度不超过 35米。
本发明的有益效果:
1、 本发明采用了计算机模拟风洞技术, 将原来的整体拱棚风洞试验改为网格节点的风 载模拟试验, 大大增加了试验的准确性。 同时由整体结构计算改为按节点建模计算, 所得 到结构更能准确的反映节点受力情况, 因此准确性更高; 代替了试验室风洞试验, 减少了 时间, 节约了成本。
2、 本发明采用了细化荷载分布, 根据从上到下各层荷载的变化设置网格尺寸。 因此, 设计计算方法更加科学合理, 最大限度的节约了用钢量。
3、 在没有成熟的设计方法的情况下, 采用有限元计算程序和多种网架专用设计软件相 结合, 相对比验证, 在确保结构安全带条件下降低了含钢量 (跨度 60m, 含钢量 22kg/m2; 跨度 80m,含钢量 25~28kg/m2);。 4、 为确保结构安全, 增加了在施工过程中, 在最不利的结构形式下受最大不利的风荷 载的模拟验算, 为施工安全和施工方案的可行性获得了依据。 核实了计算依据。
5、 本发明将结构施工分成起步稳定单元和高空悬挑小拼单元二个施工段进行安装, 以 起步单元为高空悬挑小拼单元安装的承重结构, 即以结构本身的承载能力承受后续施工荷 载, 是十分科学的, 它突出了矛盾的重点, 简化了施工程序, 是技术方案的突破。
6、 采用本发明的安装方法, 施工工艺无脚手架安装, 节约其脚手架的安装费用、 材料 费用和延长工期费用等占整个建筑物造价的 30%。 且质量保证, 安全可靠。
7、 本发明采用吊车作为起步单元的拼装工具, 使得整个起步单元拼装简单, 占地面积 小, 它突破了传统的吊车仅仅用于吊装的思路, 拓展了吊车的应用范围, 是一种逆安装思 路。
8、本发明全部取消满堂红脚架,将超大跨度网架分解成起步单元和散装单元二个部分, 采用地面拼装, 高空组装的全新施工方案, 节约了成本、 縮短了工期、 稳定了质量、 安全 有保障。 附图说明
图 1是本发明的起步单元的俯视图结构示意图。
图 2是本发明的起步单元中的中间段即 A段的横截面结构示意图。
图 3是本发明的起步单元拼装后的截面结构示意图。
图 4本发明的空中悬挑安装时的施工现场安装示意图。
图 5是本发明的下弦杆小拼单元中的吊装示意图。
图 6是本发明的上弦杆小拼单元中的吊装示意图。 具体实施方式
下面结合附图和实施例对本发明作进一步的说明。
如图 1-6所示。
一种小跨度螺栓球网架筒壳储料仓逆安装施工工艺, 筒壳储料的跨度不超过 80米, 高 度不超过 35米, 具体的施工工艺包括以下步骤:
首先, 根据当地气象条件, 按最不利气象条件和拱棚物理参数, 采用 CFD数值风洞计 算技术及有限元算法得到网架节点杆件的尺寸, 即每个节点的球头直径和其上安装的杆件 的几何参数, 绘出施工图纸, 该施工图纸上至少应包括各节点的编号和每个节点的杆件数; 具体的计算方法可采用申请人在先申请的申请号为 200810244134.2的发明专利中有关球形 储料仓的计算方法加以实现;
其次, 按照计算结果备料, 在地面预先完成节点杆件即小拼单元 (如图 5、 6) 的初步 连接, 按节点编号排列, 也可在施工过程中按施工图纸的节点编号完成节点杆件即小拼单 元的初步连接;
第三, 完成起步单元的安装, 该起步单元选在整个网壳的中部, 宽度为 5-6个网格, 起 步单元由三段拱形单元拼装而成, 其中中间段的拱形单元占 3/5, 两边的拱形单元各占 1/5; 拼装时先在选定的安装位置附近的地面拼装中间段拱形单元即 A段, A段拱形单元拼装完 成后的高度控制在 20米以内, A段拱形单元的拼装是从一端开始由吊车配合逐格向另一端 拼装, 全部在地面完成; A段拼装完成后用 4台吊车抬吊配合对两边的拱形单元即 B段和 C段进行地面拼装, B段、 C段拼装完成后的高度应控制在 15米以内, 选 4到 5个网格高 度, 4台吊车吊点位置应进行设计验算, 以使 B段、 C段拼装完成后的起步单元保持平衡, 拼装好的起步单元要进行整体安装, 按照基础预埋件中心线首先固定一边, 另一边根据误 差情况进行调整, 待误差满足要求后焊接固定, 安装完成的起步单元刚度较差, 不能抵御 较大的风荷载和施工荷载, 还必须在两侧用绳索进行张拉稳定, 保证施工安全, 然后进行 高空散装;
第四, 从起步单元两侧用小拼单元向筒壳两端进行高空悬挑安装, 悬挑安装时必须圈 圈闭合, 以保证网架的整体刚度, 直至整个网架安装结束;
第五, 网架安装结束后再进行后续面板和内部设备的安装。
详述如下:
一、 细化节点载荷, 创新网架结构设计、 降低用钢量。
1、 结合本安装工艺, 在设计中采用 CFD数值风洞技术, 取代风洞模拟试验, 使计算 数值更接近实际, 安全可靠, 降低试验成本, 节约了设计时间;
2、 结合本安装工艺, 设计中优化网格布置, 并按当地最大风速及建筑物的结构形式选 取最不利载荷组合, 优化和细化载荷数值, 精确分布到各个网架节点, 获得载荷参数与经 济指标的关系;
3、 结合本安装工艺, 用有限元计算方法得到网架各个节点杆件的截面, 设计出网架结 构图纸;
4、 因为以上设计方法将网架载荷细化到网架各个节点, 根据载荷数值不同选取杆件截 面, 所以可比传统的设计降低用钢量 10~15%。 二、 安装工艺施工工艺
逆安装施工工法基本原理:
将结构施工分成基本单元和高空悬挑小拼单元二个施工工段, 以基本单元为小拼单元 安装的承重结构, 即以结构本身的承载能力承受后续施工载荷。 具体做法是: 先在地面将 基本单元 3/5跨度的网架杆拼装成整体,用吊车或扒杆整体起吊高空,在地面二跨支座处安 装剩余的 2/5网架杆, 直至全部安装完成, 稳定在支座处焊牢, 形成稳定的单元, 全部在地 面施工, 以此基本单元为起步单元做高空悬挑小拼单元, 直至完成整体网架的安装工程。
三、 施工工艺及操作要点
1、 施工工艺流程
施工准备→测量放线→起步单元地面拼装→小拼单元高空散装→主体验收
1.1施工准备
1.1.1根据设计图纸, 安装指导书对参加安装的人员进行培训, 做好技术和安全交底。 1.1.2备齐所用的工机具, 确保其性能良好。
1.1.3对进场构件进行报验、 随机抽样检测, 做好进场构件的检验记录。
1.1.4对进场杆件、 螺栓球进行分拣, 按规格、 使用部位, 清点清楚, 分隔堆放, 做好 标识, 以备使用。
1.1.5准备好有关的质量检验器具并保证在检测周期内,以及全过程质量检验记录表格。 1.2测量放线
在施工完的基础顶面弹好十字线, 严格检查预埋件安装误差, 支撑面预埋件的位置、 标高、 水平度允许偏差应符合规范要求。
1.3起步单元的安装
1.3.1起步单元是为了首先形成具有一定刚度的空间结构单元用于承受施工荷载以便于 进行高空散装, 一般选在在整个网壳的中部宽度为 5到 6个网格如图 1所示。
1.3.2起步单元拼装时一般分成 A、 B、 C三段, 首先在安装位置附近的地面拼装 A段, A段拼装完成后的高度控制在 20M以内, A段的拼装方法是从一端开始由吊车配合逐格向 另一端拼装, 全部在地面完成如图 2所示。
1.3.3 A段拼装完成后用 4台吊车抬吊配合对 B、 C段进行地面拼装, B、 C段拼装完成 后的高度应控制在 15M以内, 一般选 4到 5个网格高度, 4台吊车吊点位置应进行设计验 算,原则是 B、C段拼装完成后整体网架单元应尽可能保持平衡,使整体网架单元稳定良好, 变形较小, 如图 3所示。 1.3.4拼装好的起步单元要进行整体安装, 按照基础预埋件中心线首先固定一边, 另一 边根据误差情况进行调整, 待误差满足要求后焊接固定, 安装完成的起步单元刚度较差, 不能抵御较大的风荷载和施工荷载, 必须在两侧用绳索进行张拉稳定, 保证施工安全, 然 后进行高空散装。
1.4高空散装
1.4.1起步单元安装完成后就进入高空散装阶段, 用吊车同时向两侧进行悬挑安装, 要 求悬挑安装时必须圈圈闭合, 支座按设计要求进行固定, 以保证网壳的整体刚度。
1.4.2为了加快安装进度, 网架高空散装采用从网壳中部沿长度方向向两端推进, 高空 散装时首先按设计位置固定好支座, 然后从下往上逐圈安装逐圈闭合, 逐步向两端延伸, 直到全部完成。
1.4.3高空散装时每个工作面可将安装人员分成两部分, 一部分拼装地面小单元, 另一 部分进行高空安装, 安装程序为: 先有地面拼装人员按图纸要求, 将待安装网架在地面拼 装成小单元, 用吊车将小单元吊到空中已经安装好的网架的对应位置, 由高空作业人员完 成小单元与网架的连接.
1.4.4小单元的地面拼装
地面小单元也称为三角锥, 即由一个节点球与四〜五根杆件在地面拼成的小单元, 小 单元分为下弦小单元和上弦小单元, 地面拼装时应将所有杆件一次安装紧固到位。
1.4.5小单元的安装
分别将三根系绳系到球端和上 (下)弦杆上, (见图 5、 6)三根系绳的长短应控制好将 吊起的三角架与空中实际安装位置接近, 偏转角度不应过大, 以方便高空安装人员的接应。 用吊车将小单元吊到安装位置, 安装人员接到对应的安装杆件后将高强螺柱与螺柱球孔连 接, 网架安装时, 高强螺栓应拧紧到位, 不允许无纹螺母的接触面有肉眼可观察到的缝隙, 初步连接时应先拧入三〜五扣, 根据其他安装人员的安装情况, 待全部安装螺栓均进入螺 柱球后, 再一起将高强螺柱紧固到位, 要避免某一, 二个高强螺栓先紧死, 这样会造成其 他高强螺栓难以安装到位。
1.4.6 网壳在高空拼装过程中由于网架自重会产生一定的挠度, 如果挠度过大会影响正 常安装和结构安全, 解决这个问题一般采用搭设脚手架或支撑塔架, 用千斤顶顶撑, 把安 装好的网壳挠度控制在允许范围内。
劳动力组织(见下表) 劳动力组成情况表
Figure imgf000009_0001
设备与工机具
本工艺所使用的设备工机具如下表: (按两个安装班组配备) 设备工机具表
设备工:机具表
Figure imgf000009_0002
质量控制
4.1工程质量控制标准
4.1.1 进场网架材料质量检验执行《钢结构工程施工质量验收规范》 GB50205— 2001, 其允许偏差按下表执行。
网架材料允许偏差 (mm)
Figure imgf000010_0001
4.1.2 网架安装质量执行《钢结构工程施工质量验收规范》 GB50205— 2001, 其允许偏 按下表执行。
Figure imgf000010_0002
4.2质量保证措施
4.2.1支座安装准确与否直接影响网架安装的整体质量和工作效率, 因此, 必须保证:
( 1 )、 所有支座应在一个水平面上, 其误差应满足规范要求。
(2)、 支座间距应按照弦长精确控制, 确保准确闭合。
4.2.2地面拼装小单元应有专人负责,对照施工图认真核对确保杆件和螺栓球正确使用, 并按使用位置和方向拼装后整齐叠放。
4.2.3 由于网架安装时各部位杆件受力状态与设计状态不同, 因此, 网架安装完成后应 对所有螺栓进行二次紧固, 确保所有螺栓紧固到位以保证整体受力均匀。
4.2.4施工人员的控制: 本工程以项目经理的管理目标和职责为中心, 合理组建项目管 理机构, 坚持特种作业人员持证上岗, 特别是重要技术工种、 特殊工种, 加强现场管理和 作业人员的质量意识教育、 技术培训, 严格现场管理制度和生产纪律, 规范人的技术和管 理行为。
4.2.5材料、 半成品的控制: 材料采购根据施工进度提前安排, 对材料供应商进行严格 的挑选和控制, 对所有进场的原材料、 构配件全部按有关质量标准进行质量复检, 合格后 方可使用。 保存好完善的检验评定资料和质量证明文件; 进场的原材料和构配件要合理存 放, 分类挂牌做好标识。
4.2.6施工方法的控制: 施工方法主要集中在工程施工所采用的技术方案、 工艺过程、 施工程序安排, 对施工方案不断进行细化和深化, 对主要部位制订方案时要充分估计到可 能出现的质量问题和预防对策。
4.2.7环境的控制: 创造良好的施工环境, 对于保证工程质量都有很好的作用, 对下列 环境应进行了重点分析, 制订相应的对策。 自然环境主要是掌握施工现场的气象资料, 以 便在制订方案时能够从自然环境的特点和规律出发、 做好各种安排和防范措施。 劳动作业 环境重点是做好施工平面图的布置, 规范材料的堆放, 落实现场的管理制度等。
4.2.8施工工序的质量控制: 工程质量是由每道工序保证的, 要确保整个项目的工程质 量, 就必须对每道工序的质量进行控制, 这是施工过程中质量控制的重点, 制定工序质量 控制计划; 主动控制工序活动条件的质量; 及时检验工序活动效果的质量; 设置工序质量 控制点实行重点控制等。
4.2.9 成品保护: 在成品保护方面, 重点采取以下措施, 制订成品保护制度; 落实成品 保护责任制; 合理安排施工程序等。
安全措施 5.1进入施工现场人员应严格遵守安全规章制度, 安全操作规程和各项安全管理措施, 强化安全意识, 加强安全教育和安全检查。
5.2坚持施工现场班前会制度, 在安排工作任务的同时, 强调各部位的安全注意事项并 采取相应措施。
5.3 在施工现场的重点防护部位应挂设安全标志, 及时提醒工人注意安全。
5.4现场使用的吊车等起重设备, 必须设专人指挥, 并按专业标准执行。
5.5组装好的网架单元在没有永久固定前应做好支护, 并随时注意检查以防倾倒伤人。
5.6所有施工人员进入施工现场必须规范配带完备的安全防护用品,如工作服、安全帽、 安全带、 防滑鞋、 工作袋等。
5.7严禁有高血压、 心脏病、 恐高症及不利于高空作业病史的人从事高空作业。
5.8施工中的特种作业人员应持证上岗, 严禁无证作业。
5.9四级以上的大风天气应尽可能安排地面作业, 不准进行高空作业。
5.10施工现场的安全用电由专职电工负责, 任何人不准私接用电设备和工具。
5.11安装工人上下网架应走专门的安全爬梯不得攀援网架上下。
5.12在安装工作面下方的网架下弦上应挂设安全网, 安全网挂设应牢固、 位置准确。
5.13 安装队应设专职安全员并尽职尽责, 对施工中存在的安全隐患早发现、 早处理, 保持高度的安全警惕性。
本发明未涉及部分均与现有技术相同或可采用现有技术加以实现。

Claims

权利要求书
1. 一种螺栓球网架筒壳储料仓逆安装施工工艺, 其特征是它包括以下步骤:
首先, 根据当地气象条件, 按最不利气象条件和拱棚物理参数, 采用 CFD数值风洞 计算技术及有限元算法得到网架节点杆件的尺寸,即每个节点的螺栓球直径和其上安装的 杆件的几何参数, 绘出施工图纸, 该施工图纸上至少应包括各节点的编号和每个节点的杆 件数;
其次, 按照计算结果备料, 在地面预先完成节点杆件即小拼单元的初步连接, 按节点 编号排列, 也可在施工过程中按施工图纸的节点编号完成节点杆件即小拼单元的初步连 接;
第三, 完成起步单元的安装, 该起步单元选在整个网壳的中部, 宽度为 5-6个网格, 起步单元由三段拱形单元拼装而成, 其中中间段的拱形单元占 3/5, 两边的拱形单元各占 1/5; 拼装时先在选定的安装位置附近的地面拼装中间段拱形单元即 A段, A段拱形单元 拼装完成后的高度控制在 20米以内, A段拱形单元的拼装是从一端开始由吊车配合逐格 向另一端拼装, 全部在地面完成; A段拼装完成后用 4台吊车抬吊配合对两边的拱形单元 即 B段和 C段进行地面拼装, B段、 C段拼装完成后的高度应控制在 15米以内, 选 4到 5个网格高度, 4台吊车吊点位置应进行设计验算, 以使 B段、 C段拼装完成后的起步单 元保持平衡, 拼装好的起步单元要进行整体安装, 按照基础预埋件中心线首先固定一边, 另一边根据误差情况进行调整, 待误差满足要求后焊接固定, 安装完成的起步单元刚度较 差, 不能抵御较大的风荷载和施工荷载, 还必须在两侧用绳索进行张拉稳定, 保证施工安 全, 然后进行高空散装;
第四, 从起步单元两侧用小拼单元向筒壳两端进行高空悬挑安装, 悬挑安装时必须圈 圈闭合, 以保证网架的整体刚度, 直至整个网架安装结束;
第五, 网架安装结束后再进行后续面板和内部设备的安装。
2. 根据权利要求 1 所述的螺栓球网架筒壳储料仓逆安装施工工艺, 其特征是所述的跨度不 超过 80米, 高度不超过 35米。
PCT/CN2012/079836 2011-09-14 2012-08-08 螺栓球网架筒壳储料仓逆安装施工工艺 WO2013037253A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN 201110271431 CN102425326B (zh) 2011-09-14 2011-09-14 螺栓球网架筒壳储料仓逆安装施工工艺
CN201110271431.8 2011-09-14

Publications (1)

Publication Number Publication Date
WO2013037253A1 true WO2013037253A1 (zh) 2013-03-21

Family

ID=45959351

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2012/079836 WO2013037253A1 (zh) 2011-09-14 2012-08-08 螺栓球网架筒壳储料仓逆安装施工工艺

Country Status (2)

Country Link
CN (1) CN102425326B (zh)
WO (1) WO2013037253A1 (zh)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107345427A (zh) * 2017-07-31 2017-11-14 中建安装工程有限公司 大跨度螺栓球网架及其模块化安装方法
CN110499921A (zh) * 2019-09-04 2019-11-26 中亿丰建设集团股份有限公司 多层空间曲面网壳骨架支撑式膜结构屋面施工方法
CN111794524A (zh) * 2020-07-10 2020-10-20 青岛新华友建工集团股份有限公司 一种螺栓球钢管网架分段吊装与高空散拼组合安装施工工艺
CN115977251A (zh) * 2021-10-14 2023-04-18 广东省第一建筑工程有限公司 一种大跨度钢结构施工方法

Families Citing this family (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102425326B (zh) * 2011-09-14 2012-11-21 徐州中煤百甲重钢科技有限公司 螺栓球网架筒壳储料仓逆安装施工工艺
CN102953557A (zh) * 2012-11-14 2013-03-06 中冶天工集团有限公司 一种用于蜂窝型网壳提升点的加固方法
CN102953555A (zh) * 2012-11-14 2013-03-06 中冶天工集团有限公司 一种大面积双曲面网壳地面拼装法
CN103075016B (zh) * 2013-01-22 2014-12-03 北京工业大学 可扩展网壳结构的安装方法
CN104947942B (zh) * 2015-05-06 2017-03-01 浙江东南网架股份有限公司 超高度拱形网架结构计算机控制外扩累积提升的安装方法
CN106481083A (zh) * 2015-08-24 2017-03-08 华北冶建工程建设有限公司 一种球形建筑钢结构的安装方法
CN105178609B (zh) * 2015-09-06 2017-07-28 中建二局第三建筑工程有限公司 钢结构网架高空散装施工方法
CN106013449B (zh) * 2016-07-22 2018-07-24 中国铁路设计集团有限公司 站房屋盖具有温室效应的柱面网壳
CN109372124A (zh) * 2018-11-07 2019-02-22 田同庆 大跨度筒壳网架安装工艺
CN111997366B (zh) * 2020-09-03 2021-11-23 北京市燕通建筑构件有限公司 一种基于单层网壳结构的气压支模技术施工方法
CN112431422A (zh) * 2020-10-29 2021-03-02 上海宝冶冶金工程有限公司 一种大跨度网架安装方法
CN114215191B (zh) * 2022-02-23 2022-05-24 北京建工集团有限责任公司 超大跨度钢屋盖模块化吊装、两阶段整体同步提升方法

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2004156388A (ja) * 2002-11-08 2004-06-03 Toda Constr Co Ltd アーチ構造物の構築方法、ドーム構造物およびその構築方法
CN101100876A (zh) * 2007-08-02 2008-01-09 中国建筑第七工程局 螺栓球节点的网壳网架悬挑高空散装施工方法
CN101435224A (zh) * 2008-12-24 2009-05-20 河南中美铝业有限公司 筒壳型螺栓球节点网架高空悬挑散装施工方法
CN101440644A (zh) * 2008-12-23 2009-05-27 徐州中煤钢结构建设有限公司 超大跨度双层网架穹顶施工工艺
CN102425326A (zh) * 2011-09-14 2012-04-25 徐州中煤百甲重钢结构有限公司 螺栓球网架筒壳储料仓逆安装施工工艺

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4602463A (en) * 1984-10-03 1986-07-29 A. O. Smith Harvestore Products, Inc. Tank construction having a floor formed of interconnected panels
EP0767312B1 (de) * 1995-03-01 1998-08-26 Hohmann Herstellungs- und Vertriebs-GmbH Kompostsilo mit einer Klemmvorrichtung für Eckverbindungen
CN1447003A (zh) * 2002-03-22 2003-10-08 张振秋 轻质装配型隔热粮仓板及加工工艺
CN100572726C (zh) * 2007-12-04 2009-12-23 中国电力建设工程咨询公司 球形煤场
CN201162369Y (zh) * 2008-02-27 2008-12-10 张连友 带加强筋抗失稳的大型真空球罐
CN101691823A (zh) * 2009-08-27 2010-04-07 安徽海螺建材设计研究院 水泥熟料库

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2004156388A (ja) * 2002-11-08 2004-06-03 Toda Constr Co Ltd アーチ構造物の構築方法、ドーム構造物およびその構築方法
CN101100876A (zh) * 2007-08-02 2008-01-09 中国建筑第七工程局 螺栓球节点的网壳网架悬挑高空散装施工方法
CN101440644A (zh) * 2008-12-23 2009-05-27 徐州中煤钢结构建设有限公司 超大跨度双层网架穹顶施工工艺
CN101435224A (zh) * 2008-12-24 2009-05-20 河南中美铝业有限公司 筒壳型螺栓球节点网架高空悬挑散装施工方法
CN102425326A (zh) * 2011-09-14 2012-04-25 徐州中煤百甲重钢结构有限公司 螺栓球网架筒壳储料仓逆安装施工工艺

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107345427A (zh) * 2017-07-31 2017-11-14 中建安装工程有限公司 大跨度螺栓球网架及其模块化安装方法
CN110499921A (zh) * 2019-09-04 2019-11-26 中亿丰建设集团股份有限公司 多层空间曲面网壳骨架支撑式膜结构屋面施工方法
CN111794524A (zh) * 2020-07-10 2020-10-20 青岛新华友建工集团股份有限公司 一种螺栓球钢管网架分段吊装与高空散拼组合安装施工工艺
CN115977251A (zh) * 2021-10-14 2023-04-18 广东省第一建筑工程有限公司 一种大跨度钢结构施工方法

Also Published As

Publication number Publication date
CN102425326B (zh) 2012-11-21
CN102425326A (zh) 2012-04-25

Similar Documents

Publication Publication Date Title
WO2013037253A1 (zh) 螺栓球网架筒壳储料仓逆安装施工工艺
WO2013026354A1 (zh) 超大跨度网架拱棚储料仓施工工艺
CN101200916B (zh) 一种预应力悬挂式建筑结构的施工方法
CN107345427A (zh) 大跨度螺栓球网架及其模块化安装方法
CN207017435U (zh) 大跨度螺栓球网架
CN103866986B (zh) 大跨度变截面螺栓球节点网壳安装方法
WO2010072060A1 (zh) 超大跨度双层网架穹顶施工工艺
CN106049709A (zh) 一种组合联肢剪力墙的连接体系及施工方法
CN110528891B (zh) 大跨度球形网架整体吊装方法
CN106760197A (zh) 一种钢柱结构及其控制安装允许误差的方法
CN105089152A (zh) 大型分叉柱与复杂曲面网架逆作法安装施工工法
CN109138452A (zh) 大型建筑螺栓球钢管网架整体快速提升施工工艺
CN106337501A (zh) 一种拱形网壳倒装提升安装方法
CN101435224A (zh) 筒壳型螺栓球节点网架高空悬挑散装施工方法
CN106481060A (zh) 用于塔筒的操作平台及吊装方法
CN111395532A (zh) 大跨度半开口椭圆球面网壳安装施工方法
CN103711322A (zh) 一种悬挑安装大跨度半球形网壳的施工方法
CN104418229A (zh) 核电站安全壳冷却水存储箱专用吊具及其吊装方法
CN111218987A (zh) 一种承载式网架施工方法
CN102431912B (zh) 一种塔机配重重量评估方法
CN202745199U (zh) 一种误差可调对心节点
CN207511723U (zh) 一种新结构内爬式平臂塔机支撑梁倒运装置
CN206267303U (zh) 索网结构以及张拉膜结构
CN206220460U (zh) 用于塔筒的操作平台
CN205369948U (zh) 用于安装采光顶的升降装置

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 12832326

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 12832326

Country of ref document: EP

Kind code of ref document: A1