阅读说明：本技术 一种屋盖钢结构及其施工方法 (Roof steel structure and construction method thereof ) 是由 贾成亮 罗岗 彭志勇 张明 卢海丰 王罡 陈路 刘云飞 谢会雪 胡斌 刘时新 于 2021-08-25 设计创作，主要内容包括：一种屋盖钢结构及其施工方法,屋盖包括梭形柱人字梁,并于既有结构相连,形成稳定体系。梭形柱两端铰接,当人字梁完全焊接完成后,结构形成完整传力体系。本发明通过对大型履带吊配置、胎架基础设计、支座锁定设计及安装顺序设计,实现超高梭形柱设置两根胎架、分两段吊装即保证梭形柱顺利就位,本发明将人字梁前段构件拼装成整体,将大量高空对接转化为地面拼装,采用大型履带吊即可安装就位,约四个小时即可安装完成。(A roof steel structure and a construction method thereof are disclosed, wherein a roof comprises a fusiform column herringbone beam which is connected with an existing structure to form a stable system. Two ends of the fusiform column are hinged, and when the herringbone beam is completely welded, a complete force transmission system is formed by the structure. According to the invention, through configuration of the large-scale crawler crane, design of a jig frame foundation, design of support locking and design of an installation sequence, two jig frames are arranged on the ultrahigh shuttle-shaped column, and the shuttle-shaped column is hoisted in two sections, so that the shuttle-shaped column is ensured to be smoothly put in place.)

1. The utility model provides a roof steel construction, is located the top of existing structure (1), its characterized in that: the house cover unit is of a steel truss structure and comprises main beams (51), secondary beams (52) and inter-beam inclined struts (53), wherein the main beams are transversely arranged and the secondary beams are longitudinally arranged and form a grid shape, two ends of the inter-beam inclined struts are fixedly connected to corners of the grid,

the roof structure is characterized in that the main beam comprises a rear main beam (5 a) connected between rear side columns, a middle main beam (5 b) connected between middle columns and a front main beam (5 c) arranged between shuttle-shaped columns, herringbone beams (6) are arranged between the shuttle-shaped columns (4) and the rear main beam (5 a) and on two sides of the edge of the roof unit, the rear ends of the herringbone beams (6) are fixedly connected with the rear main beam (5 a), the rear end parts of the herringbone beams (6) are fixedly connected onto the rear side columns (2), the middle parts of the herringbone beams (6) are fixedly connected onto the middle columns (3), and the front ends of the herringbone beams (6) are hinged to the shuttle-shaped columns (4).

2. A roof steel structure according to claim 1, characterised in that: the herringbone beam (6) comprises a herringbone beam front section (61) located between a center column (3) and a fusiform column (4), and further comprises a herringbone beam rear section (62) located on the rear side of the center column (3), the front end of the herringbone beam front section (61) is fixedly connected with a beam end connecting lug plate (7), the fusiform column (4) is divided into an upper section and a lower section which are respectively an upper column section (41) and a lower column section (42), the diameter of the lower column section (42) is gradually increased from bottom to top, the diameter of the upper column section (41) is gradually decreased from bottom to top, the middle of the upper column section (41) is fixedly connected with a column end connecting lug plate (8), and the beam end connecting lug plate (7) and the column end connecting lug plate (8) are in pin joint through a pin shaft (9).

3. A construction method of a roof steel structure according to claim 2, characterized in that the construction steps are as follows:

step one, constructing an existing structure (1);

constructing a rear side column (2) and a middle column (3) on the existing structure by adopting a tower crane;

constructing a steel mesh frame structure between the herringbone beam rear section (62) and the herringbone beam rear section by adopting a tower crane;

collecting preparation materials before construction of the fusiform column (4) and the herringbone beam front section (61);

step five, measuring and paying off: accurately calculating the coordinates of pin shaft holes on the shuttle-shaped column support (11) and the column end connecting lug plate (8) according to a design drawing and a coordinate reference point; then pouring and constructing a fusiform column support (11) at a design position;

step six, ramming plain soil, and treating a field backfill layer and a road surface:

designing a projection zone covered by the front section of the herringbone beam to be the range of a lifting pavement (12) for a crawler crane (10) to walk, wherein the lifting pavement comprises a plain soil tamping layer (13) at the bottom and a field backfill layer (13), the part is laminated and rolled according to a backfill scheme, and the projection zone further comprises a paving base box (14) full at the upper side of the lifting pavement;

assembling the crawler crane (10) and standing on the lifting road surface (12);

step eight, manufacturing a fusiform column and installing a fusiform column base:

prefabricating and processing a shuttle-shaped column (4) of reinforced concrete in a factory, pre-burying a column end connecting lug plate (8) at a preset position of an upper column section (41), after the concrete is poured and demoulded and maintained to strength, welding a shuttle-shaped column base (43) at the bottom of the shuttle-shaped column; the base is locked in advance in a factory, before the herringbone beam is installed, the base hinged locking plate is not allowed to be opened, and finally the herringbone beam is transported to a construction site;

designing and calculating a shuttle-shaped column temporary supporting structure according to indexes of the shuttle-shaped column, constructing the shuttle-shaped column temporary supporting structure (15) beside a shuttle-shaped column support in a lifting pavement range, constructing a concrete reinforcing layer (28) on a plain soil tamping, plain soil tamping and field backfill layer (13) below the installation position of the shuttle-shaped column temporary supporting structure (15), and welding the bottom of the shuttle-shaped column temporary supporting structure (15) with a roadbed box (14);

the temporary shuttle-shaped column supporting structure (15) is a high-low support combination and comprises a low support (16) and a high support (17), the low support (16) is close to the existing structure (1), the low support (16) is positioned on the front side of the shuttle-shaped column support (11), the height of the low support (16) is smaller than that of the column lower section (42), the high support (17) is positioned on the front side of the low support (16), a low support adjusting beam (18) is arranged at the top of the low support (16), a high support adjusting beam (29) is arranged at the top of the high support (17), a structure pull-connection beam (18) is arranged between the top of the low support (16) and the existing structure (1), a support pull-connection beam (19) is arranged between the low support and the high support, and a cable rope is arranged between the temporary shuttle-shaped column supporting structure (15) and the ground;

step ten, constructing a first group of shuttle-shaped columns and the front section of the herringbone beam:

the crawler crane walks to the position near the shuttle-shaped column support, then the lower column section (42) is hoisted by adopting a steel wire rope and a manual hoist, the steel wire rope is used as a main rope, the manual hoist is used as an auxiliary rope to adjust the angle, after the crawler crane is hoisted in place, a shuttle-shaped column base (43) at the bottom of the lower column section (42) is welded with the shuttle-shaped column support (11), then the upper part of the lower column section (42) is welded with the low-support adjusting beam (18), and finally the crawler crane loosens the hook;

step eleven, the crawler crane walks to the position near the shuttle-shaped column support (11), then the upper column section (41) is hoisted by adopting a steel wire rope and a manual hoist, the steel wire rope is used as a main rope, the manual hoist is used as an auxiliary rope to adjust the angle, after the crawler crane is hoisted in place, the bottom of the upper column section (41) is fixedly connected with the top of the lower column section (42) to enable the shuttle-shaped column to be connected into a whole, then the middle upper part of the upper column section (41) is welded with the high-support adjusting beam (29), and finally the crawler crane loosens the hook;

step twelve, prefabricating and processing components of the front section (61) of the herringbone beam in a factory, then conveying the components to a field, arranging an assembling jig frame on a lifting road surface, and integrally assembling the front section of the herringbone beam, wherein a beam end connecting lug plate (7) is fixedly connected to the front end of the front section (61) of the herringbone beam, and then fixedly connecting a horizontal safety net in the middle of the front section of the herringbone beam;

step thirteen, a pin shaft (9) is inserted into the beam end connecting lug plate (7) in advance, the crawler crane walks to the position near the fusiform column support, then the front section (61) of the herringbone beam is hoisted by a steel wire rope, the pin shaft (9) is installed by a jack after the herringbone beam is hoisted in place, and the pin shaft (9) is inserted into the column end connecting lug plate (8);

fourteen, fixedly connecting the rear end of the front section (61) of the herringbone beam with the front end of the rear section (62) of the herringbone beam, and finally loosening the hook of the crawler crane;

fifthly, disassembling and turning the temporary support structure (15) of the shuttle-shaped column to the position of the next shuttle-shaped column support, and then repeating the ninth step to the fourteenth step to complete the construction of the front sections of the second group of shuttle-shaped columns and the herringbone beams;

sixthly, adopting the crawler crane to continue constructing a steel mesh frame structure between the front sections of the first group of herringbone beams and the second group of herringbone beams;

seventhly, repeating the step fifteen to the step sixteen to finish the other groups of the shuttle columns, the front sections of the herringbone beams and the steel mesh frame structure, and removing the base hinged locking plate before the crawler crane loosens the hook after all the front sections of the herringbone beams are welded.

4. A construction method of a roof steel structure according to claim 3, characterized in that: the plain soil ramming and field backfill layer is backfilled by 2:8 lime soil, the compaction coefficient is 0.93, and the plain soil ramming and field backfill layer is compacted by static pressure of a small road roller for more than 3 times.

5. A construction method of a roof steel structure according to claim 3, characterized in that: high support (17) are steel lattice column with low support (16), support draw and connect roof beam (19) between low support and the high support and be equipped with three altogether, including drawing steel lattice beam (191) that connect low support top and high support middle part, still including drawing beam column draw and connect roof beam (192) between low support adjusting beam and the high support, still including drawing and connecting between post draw and connect roof beam middle part and the high support lower part of low support adjusting beam (193).

6. The construction method of a roof steel structure according to claim 5, characterized in that: the cable wind rope comprises a column ground cable wind rope (20) connected with the middle part of the low support and the ground in a pulling mode and the middle part of the high support and the ground in a pulling mode, a node cable wind rope (21) connected between the connecting position of the steel lattice beam (191) and the steel lattice column and the ground in a pulling mode, and a column top cable wind rope (22) connected between the top of the high support and an existing structure in a pulling mode.

7. A construction method of a roof steel structure according to claim 3, characterized in that: the low support adjusting beam (18) and the high support adjusting beam (29) have the same structure and comprise a horizontal rectangular bottom frame (23), vertical supporting columns (24), inclined supporting rods (25), a supporting middle plate (26) and a group of knife boards (27),

the horizontal rectangular bottom frame (23) is fixedly connected with the tops of the low support adjusting beam and the high support adjusting beam, the number of the vertical supporting columns (24) is two, the vertical supporting columns are respectively and fixedly connected to the middle parts of two longitudinal frames of the horizontal rectangular bottom frame (23), the inclined supporting rods (25) are provided with three pairs, wherein two pairs of the vertical supporting columns are respectively arranged between the upper part of the vertical supporting column (24) and the two transverse frames of the horizontal rectangular bottom frame (23), the transverse two ends of the middle supporting plate (26) are respectively and fixedly connected between the two vertical supporting columns (24), the rest pair of inclined supporting rods (25) are arranged between the bottom of the middle supporting plate (26) and the middle parts of the two transverse frames, embedded parts welded with the knife boards (27) are embedded in the bottoms of the fusiform columns, the group of knife boards (27) are arranged at intervals along the transverse direction, and one side of the knife boards, which faces the shuttle-shaped column, is a bevel edge which is adapted to the corresponding connecting position of the shuttle-shaped column (4) by an inclination angle.

8. A construction method of a roof steel structure according to claim 3, characterized in that: in the ninth step, the front sections of the first group of the shuttle columns and the herringbone beams are the central group or one of the two groups of the central group in all the groups, in the fifteenth step, the second group is one of the two sides of the central group or the other group close to the central group, and in the seventeenth step, the other groups are constructed in sequence from the middle to the two sides.

9. A construction method of a roof steel structure according to claim 3, characterized in that: in the sixteenth step, the front main beam jig frame is firstly installed on the ground, the front main beam (5 c) is an arc-shaped beam, the whole beam is hoisted by adopting a crawler crane, and the remaining steel members of the steel net frame unit are sequentially installed after the front main beam is in place.

10. The construction method of a roof steel structure according to claim 9, characterized in that:

eighteen, unloading the front main beam jig frame, and then unloading the shuttle-shaped column temporary supporting structure;

the cutting board is cut off, the height of each cutting is controlled according to the unloading displacement amount of the supporting position, the structure is enabled to be uniformly and slowly settled, settlement mutation and anisotropic deformation of the structure are avoided, the structure is fully deformed and observation time is reserved for each cutting, the support is integrally removed after the structure does not generate downward displacement after the cutting of a certain step is completed, observation is continued after the unloading is completed, the structure is ensured to be safe and free of redundant deformation, and then the temporary supporting structure of the shuttle-shaped column is lifted and removed by a crane.

Technical Field

The invention belongs to the field of steel structure roof, and particularly relates to a steel structure roof and a construction method thereof.

Background

With the continuous development of society, various building models are novel, large-span and ultrahigh-degree steel structures are widely used, the building land in China is short, the available space in the construction process is limited, adjacent buildings of building groups are very close, and great difficulty is brought to hoisting of large steel members.

When the installation unit in the roof steel construction includes the installation of fusiformis post and herringbone roof beam, the fusiformis post mostly sets up multisection support frame or full hall scaffold frame and carries out the segmentation hoist and mount, and the herringbone roof beam adopts interim support segmentation hoist and mount more, and the operation degree of difficulty is big, and the period of time of worker is long.

Meanwhile, when the shuttle-shaped column is designed to be an ultrahigh component, if the deviation of the installation verticality exceeds 5mm, the herringbone beam node connected with the shuttle-shaped column cannot be installed in place, meanwhile, if the steel column is subjected to moulding bed support in a subsection mode and is placed on the back filling soil of the fertilizer tank, the butt joint angle is difficult to control, and once the steel column has an inclination angle, the installation and positioning difficulty is more obvious.

When the herringbone beam is designed for a large-collapse-degree component, the section is small, the lateral rigidity of the component is small, the component is easy to deform in the hoisting process, and a pin shaft connecting node is arranged between the herringbone beam and the shuttle-shaped column, so that the precision requirement is high.

According to the stress characteristics of the integral steel roof, the fusiform column and the herringbone beam are connected with the existing structure to form a stable system. Two ends of the fusiform column are hinged, when the herringbone beam is completely welded, the structure can form a complete force transmission system, and the fusiform column and the herringbone beam component are required to reduce the high-altitude installation time as much as possible and reduce the time of the component in an unstable state as much as possible. Therefore, a construction method for realizing high-precision hoisting and positioning of the large combined beam column and the large combined beam column in high altitude and pin shaft connection of the large combined beam column and the large combined beam column in high altitude by installing a roof steel structure on backfill soil is urgently needed.

Disclosure of Invention

The invention aims to provide a roof steel structure and a construction method thereof, and aims to solve the technical problems that when existing roof steel structures comprise shuttle-shaped columns and herringbone beams, a plurality of sections of temporary support frames and full framing are adopted for segmental hoisting, operation difficulty is high, and construction period is long, and meanwhile, hoisting is carried out on backfilled soil of a fertilizer tank, butt joint angles are difficult to control, and installation and positioning difficulty is more obvious.

In order to achieve the purpose, the invention adopts the following technical scheme:

the utility model provides a roof steel construction, is located existing structure's top, its characterized in that: the roof structure comprises a row of rear side columns and a row of middle columns which are erected on an existing structure, a row of two-way inclined shuttle-shaped columns which are erected on one side of the existing structure and hinged with the ground, and roof units which are transversely arranged between two adjacent shuttle-shaped columns and longitudinally arranged between the shuttle-shaped columns and the rear side columns, wherein each roof unit is of a steel mesh frame structure and comprises a main beam, a secondary beam and an inter-beam inclined strut, the main beam is transversely arranged, the secondary beams are longitudinally arranged and form a grid shape, two ends of the inter-beam inclined strut are fixedly connected to the corners of the grid,

the roof structure is characterized in that the main beam comprises a rear main beam connected between rear side columns, a middle main beam connected between central columns and a front main beam arranged between shuttle-shaped columns, herringbone beams are arranged between the shuttle-shaped columns and the rear main beam and on two sides of the side portion of the roof unit, the rear ends of the herringbone beams are fixedly connected with the rear main beam, the rear end portions of the herringbone beams are fixedly connected to the rear side columns, the middle portions of the herringbone beams are fixedly connected to the central columns, and the front ends of the herringbone beams are hinged to the shuttle-shaped columns.

The herringbone beam comprises a herringbone beam front section located between a middle column and a fusiform column and a herringbone beam rear section located on the rear side of the middle column, wherein the front end of the herringbone beam front section is fixedly connected with a beam end connecting lug plate, the fusiform column is divided into an upper section and a lower section which are respectively a column upper section and a column lower section, the diameter of the column lower section is gradually increased from bottom to top, the diameter of the column upper section is gradually decreased from bottom to top, the column end connecting lug plate is fixedly connected with the middle part of the column upper section, and the beam end connecting lug plate is in pin joint with the column end connecting lug plate through a pin shaft.

A construction method of a roof steel structure comprises the following construction steps:

step one, constructing an existing structure;

constructing a rear pillar and a middle pillar on the existing structure by adopting a tower crane;

constructing a steel mesh frame structure between the rear section of the herringbone beam and the rear section of the herringbone beam by adopting a tower crane;

collecting preparation materials before construction of the front sections of the fusiform columns and the herringbone beams;

step five, measuring and paying off: accurately calculating the coordinates of pin shaft holes on the shuttle-shaped column support and the column end connecting lug plate according to a design drawing and a coordinate reference point; then pouring and constructing a fusiform column support at a design position;

step six, ramming plain soil, and treating a field backfill layer and a road surface:

the method comprises the steps that a projection zone covered by the front section of the herringbone beam is designed to be a lifting pavement range for the crawler crane to walk, the lifting pavement comprises a plain soil tamping layer and a field backfill layer at the bottom, the lifting pavement is layered and rolled according to a backfill scheme, and the method further comprises a paving base box which is full on the upper side of the lifting pavement.

Step seven, assembling the crawler crane and standing on the lifting road surface;

step eight, manufacturing a fusiform column and installing a fusiform column base:

prefabricating and processing a shuttle-shaped column of reinforced concrete in a factory, pre-burying a column end connecting lug plate at a preset position of the upper section of the column, after the concrete pouring is finished and the formwork stripping and maintenance are carried out to reach the strength, welding a base of the shuttle-shaped column at the bottom of the shuttle-shaped column; the base is locked in advance in a factory, before the herringbone beam is installed, the base hinged locking plate is not allowed to be opened, and finally the herringbone beam is transported to a construction site;

designing and calculating a temporary support structure of the shuttle-shaped column according to the index of the shuttle-shaped column, constructing the temporary support structure of the shuttle-shaped column beside a support of the shuttle-shaped column in the range of a lifted pavement, constructing a concrete reinforcing layer below the installation position of the temporary support structure of the shuttle-shaped column and on a plain soil tamping and field backfill layer, and welding the bottom of the temporary support structure of the shuttle-shaped column with a roadbed box;

the temporary support structure of the shuttle-shaped column is a high-low support combination and comprises a low support and a high support, the low support is close to an existing structure, the low support is positioned on the front side of a support of the shuttle-shaped column, the height of the low support is smaller than that of the lower section of the column, the high support is positioned on the front side of the low support, the top of the low support is provided with a low support adjusting beam, the top of the high support is provided with a high support adjusting beam, a structure connecting beam is arranged between the top of the low support and the existing structure, a support connecting beam is arranged between the low support and the high support, and a cable rope is arranged between the temporary support structure of the shuttle-shaped column and the ground;

step ten, constructing a first group of shuttle-shaped columns and the front section of the herringbone beam:

the crawler crane walks to the vicinity of the fusiform column support, then the lower section of the column is hoisted by adopting a steel wire rope and a manual hoist, the steel wire rope is used as a main rope, the manual hoist is used as an auxiliary rope to adjust the angle, after the crawler crane is hoisted in place, the fusiform column base at the bottom of the lower section of the column is welded with the fusiform column support, then the upper part of the lower section of the column is welded with the low-support adjusting beam, and finally the crawler crane loosens the hook;

step eleven, the crawler crane walks to the position near the shuttle-shaped column support, then the upper column section is hoisted by adopting a steel wire rope and a manual hoist, the steel wire rope is used as a main rope, the manual hoist is used as an auxiliary rope to adjust the angle, after the crawler crane is hoisted in place, the bottom of the upper column section is fixedly connected with the top of the lower column section to enable the shuttle-shaped column to be connected into a whole, then the middle upper part of the upper column section is welded with the high-support adjusting beam, and finally the crawler crane loosens the hook;

step twelve, prefabricating and processing components of the front section of the herringbone beam in a factory, then conveying the components to a field, arranging an assembling jig frame on a lifting road surface, and integrally assembling the front section of the herringbone beam, wherein a beam end connecting lug plate is fixedly connected to the front end of the front section of the herringbone beam, and then fixedly connecting a horizontal safety net in the middle of the front section of the herringbone beam;

step thirteen, a pin shaft is inserted into the beam end connecting lug plate in advance, the crawler crane walks to the position near the fusiform column support, then the front section of the herringbone beam is hoisted by a steel wire rope, the pin shaft is installed by a jack after the herringbone beam is hoisted in place, and the pin shaft is inserted into the column end connecting lug plate;

fourteen, fixedly connecting the rear end of the front section of the herringbone beam with the front end of the rear section of the herringbone beam, and finally loosening the hook of the crawler crane;

fifthly, disassembling and turning the temporary support structure of the shuttle-shaped column to the position of the next shuttle-shaped column support, and then repeating the ninth step to the fourteenth step to complete the construction of the second group of shuttle-shaped columns and the front section of the herringbone beam;

sixthly, adopting the crawler crane to continue constructing a steel mesh frame structure between the front sections of the first group of herringbone beams and the second group of herringbone beams;

seventhly, repeating the step fifteen to the step sixteen to finish the other groups of the shuttle columns, the front sections of the herringbone beams and the steel mesh frame structure, and removing the base hinged locking plate before the crawler crane loosens the hook after all the front sections of the herringbone beams are welded.

The plain soil ramming and field backfill layer is backfilled by 2:8 lime soil, the compaction coefficient is 0.93, and the plain soil ramming and field backfill layer is compacted by static pressure of a small road roller for more than 3 times.

The high support is steel lattice column with low supporting, support draw-connection roof beam between low support and the high support is equipped with three altogether, including drawing the steel lattice roof beam that connects low support top and high support middle part, still including drawing the beam column draw-connection roof beam that connects between low support adjusting beam and the high support, still including drawing the column draw-connection roof beam that connects low support adjusting beam middle part and high support lower part.

The cable wind rope comprises a column ground cable wind rope connected with the middle part of the low support and the ground and the middle part of the high support and the ground in a pulling mode, a node cable wind rope connected between the connecting position of the steel lattice beam and the steel lattice column and the ground, and a column top cable wind rope connected between the top of the high support and the existing structure in a pulling mode.

The low-support adjusting beam and the high-support adjusting beam have the same structure and comprise a horizontal rectangular bottom frame, vertical supporting columns, inclined supporting rods, a supporting middle plate and a group of knife boards,

the horizontal rectangular underframe is fixedly connected to the tops of the low-support adjusting beam and the high-support adjusting beam, the number of the vertical support columns is two, the vertical support columns are respectively and fixedly connected to the middle portions of two longitudinal frames of the horizontal rectangular underframe, the inclined support rods are three pairs, two pairs of the inclined support rods are respectively arranged between the upper portions of the vertical support columns and two transverse frames of the horizontal rectangular underframe, the two transverse ends of the support middle plate are respectively and fixedly connected between the two vertical support columns, the rest pair of inclined support rods are arranged between the bottom of the support middle plate and the middle portions of the two transverse frames, embedded parts welded with the cutting boards are embedded in the bottoms of the shuttle-shaped columns, the set of cutting boards are arranged along the transverse interval, and one sides of the cutting boards, facing the shuttle-shaped columns, are bevel edges matched with the corresponding connection positions of the shuttle-shaped columns in inclination angle.

In the ninth step, the front sections of the first group of the shuttle columns and the herringbone beams are the central group or one of the two groups of the central group in all the groups, in the fifteenth step, the second group is one of the two sides of the central group or the other group close to the central group, and in the seventeenth step, the other groups are constructed in sequence from the middle to the two sides.

In the sixteenth step, the front main beam jig frame is firstly installed on the ground, the front main beam is an arc-shaped beam and is hoisted by adopting a crawler crane, and the remaining steel members of the steel net frame unit are sequentially installed after the front main beam is in place.

Eighteen, unloading the front main beam jig frame, and then unloading the shuttle-shaped column temporary supporting structure;

the cutting board is cut off, the height of each cutting is controlled according to the unloading displacement amount of the supporting position, the structure is enabled to be uniformly and slowly settled, settlement mutation and anisotropic deformation of the structure are avoided, the structure is fully deformed and observation time is reserved for each cutting, the support is integrally removed after the structure does not generate downward displacement after the cutting of a certain step is completed, observation is continued after the unloading is completed, the structure is ensured to be safe and free of redundant deformation, and then the temporary supporting structure of the shuttle-shaped column is lifted and removed by a crane.

Compared with the prior art, the invention has the following characteristics and beneficial effects:

the invention designs an integral steel roof which comprises a fusiform column herringbone beam and is connected with an existing structure to form a stable system. The two ends of the fusiform column are hinged, when the herringbone beam is completely welded, the structure forms a complete force transmission system, and the fusiform column and the herringbone beam component are required to reduce the high-altitude installation time as much as possible and reduce the time of the component in an unstable state as much as possible. Therefore, the ultrahigh shuttle-shaped column and the ultra-large span herringbone beam have the hoisting problem without reference technology, the elevation of the highest shuttle-shaped column can reach 58m, the span of the herringbone beam can reach 38m, the lower section of the shuttle-shaped column is provided with a spherical hinge support joint and is inclined in two directions, the inclination angle is 20-23 degrees, no connecting beam is arranged between the shuttle-shaped column and the existing structure, the sectional installation difficulty is high during installation, the installation allowable deviation of a single steel column is H/1000 and not more than 25mm according to the construction quality acceptance standard of a steel structure, and through simulation analysis, if the installation verticality deviation of the shuttle-shaped column exceeds 5mm, the front section of the herringbone beam cannot be installed in place.

According to the invention, through configuration of the large crawler crane, design of a jig frame foundation, design of support locking and design of installation sequence, the ultrahigh shuttle-shaped column is provided with two jig frames, and hoisting is carried out in two sections, so that the shuttle-shaped column is ensured to be smoothly put in place.

According to the invention, the large crawler crane is used, the sectional weight of the components is increased, the high-altitude butt joint is reduced, the foundation is reinforced by paving the roadbed box in the crane operation area, when the temporary support is supported on the backfill soil or other soft foundations, the mode of combining the concrete foundation and the roadbed box is adopted for the temporary support foundation, the foundation does not subside in the installation process, and the installation accuracy of the shuttle-shaped column is effectively ensured, so that the problem that the roadbed is soft when the large crawler crane operates on the backfill soil pavement is effectively solved.

The shuttle-shaped column is hoisted in two sections, a high-low combined lattice type temporary support is designed, and a support at the bottom of the shuttle-shaped column is locked in advance in the installation process, so that the installation deformation is reduced; the temporary support and the high-altitude butt joint quantity are avoided to be increased due to the fact that the number of the subsection sections is too large, the whole error is increased, the unstable fusiform column is reinforced through the temporary support, and the butt joint sections are reduced.

The invention assembles single parts and node components of the front section of the herringbone beam into a large-span beam group on the ground, completes the installation of all components such as primary and secondary components, horizontal supports, large nodes, pin shafts, safety measures and the like in the herringbone beam region by one-time hoisting, effectively ensures the hoisting precision, reduces the high-altitude operation amount, adopts ground assembly on the nodes of the front section of the herringbone beam, integrally forms a stable unit in the herringbone beam region, and hoists the stable unit integrally, reduces the high-altitude installation time, ensures the structural integrity, improves the construction speed, greatly shortens the construction period, ensures the engineering quality and safety, and ensures that all the pin shaft nodes are positioned smoothly.

Compared with the construction quality, personnel equipment and material input conditions, construction period and the like of the traditional steel roof, the invention proves that the construction quality can be obviously improved, the labor cost is reduced, the construction period is shortened, the use of large machinery is effectively reduced, the construction period of a hoisted key circuit is decomposed to a ground-assembled non-key circuit, the high-altitude butt joint is less, the safety of operators is effectively ensured, the ground assembly is convenient to shield arc light, and the arc light pollution is effectively reduced. Ground assembly is convenient for collecting harmful substances generated by welding, reduces environmental pollution, greatly shortens construction period, saves mechanical cost and labor cost, and has obvious economic benefit. The installation accuracy of the invention exceeds the national standard, the industry standard and the project design requirement, the construction problem is solved, the consumption of manpower and resources is saved, and better economic benefit and social benefit are obtained.

Drawings

The present invention will be described in further detail with reference to the accompanying drawings.

Fig. 1 is a schematic structural view of the present invention.

Fig. 2 is a perspective view of a roof steel structure.

Fig. 3 is a schematic plan view of the structure of fig. 2.

Fig. 4 is a partially enlarged view of fig. 3.

Fig. 5 is a schematic structural view of a front section of a herringbone beam.

Fig. 6 is a layout view of a lifting road.

FIG. 7 is an enlarged partial view of the attachment of the lifting surface to the crawler.

Fig. 8 is a schematic structural view of a lifted road surface.

Fig. 9 is a schematic structural view of a temporary support structure for the shuttle-shaped columns.

Fig. 10 is a partially enlarged view of fig. 9.

Fig. 11 is another side schematic view of the support adjustment beam.

Fig. 12 is a schematic plan view of fig. 11.

Fig. 13 is a schematic view of the completion of the hoisting of the lower column segment.

Fig. 14 is a schematic view of the completion of the hoisting of the upper column section.

FIG. 15 is a schematic view of the front section of the herringbone beam for completing the hoisting.

FIG. 16 is a schematic diagram of a herringbone beam front section in a matched crawler crane during hoisting.

Figure 17 is a schematic view of the articulation of the shuttle post with the chevron beam.

FIG. 18 is a schematic plan view of a first set of shuttle-type columns and herringbone beams.

FIG. 19 is a schematic plan view of a second set of shuttle columns and herringbone beams.

FIG. 20 is a schematic front main beam construction plan view between the first and second groups.

Fig. 21 is a schematic plan view illustrating the construction of the steel lattice structure between the first and second groups.

Fig. 22 is a plan view of a third set of shuttle columns being constructed simultaneously with a herringbone beam and a fourth set of shuttle columns being constructed simultaneously with a herringbone beam.

Fig. 23 is a schematic construction plan view of the front main beam between the two groups in fig. 22.

Fig. 24 is a schematic plan view illustrating the construction of the steel grid structure between two groups in fig. 23.

Fig. 25 is a plan view of a fourth set of shuttle columns in simultaneous construction with the herringbone beams and the front main beams and a fifth set of shuttle columns herringbone beams and front main beams.

Fig. 26 is a schematic plan view of the construction of the steel grid structure between the two sets of the steel grid structure of fig. 25.

Reference numerals: 1-existing structure, 2-rear side column, 3-middle column, 4-fusiform column, 41-upper column section, 42-lower column section, 43-fusiform column base, 5-roof unit, 51-main beam, 52-secondary beam, 53-inter-beam diagonal brace, 5 a-rear main beam, 5 b-middle main beam, 5 c-front main beam, 6-herringbone beam, 61-herringbone beam front section, 62-herringbone beam rear section, 7-beam end connecting lug plate, 8-column end connecting lug plate, 9-pin shaft, 10-crawler crane, 11-fusiform column support, 12-hoisting road surface, 13-plain soil compaction and field backfill layer, 14-roadbed box, 15-fusiform column temporary support structure, 16-low support, 17-high support, 18-low support adjusting beam, 19-support connecting beam, 191-steel lattice beam, 192-beam column connecting beam, 193-inter-column connecting wind beam, 20-ground cable column, 21-node wind cable top wind cable roof, 22-node wind power cable top wind power cable, 23-horizontal rectangular bottom frame, 24-vertical supporting columns, 25-diagonal brace rods, 26-supporting middle plate, 27-knife plate, 28-concrete reinforcing layer and 29-high supporting adjusting beam.

Detailed Description

The embodiment is shown in figures 1-2, a roof steel structure is arranged above an existing structure 1, the roof steel structure is composed of five roof units, six fusiform supporting columns and six herringbone beams are arranged and are main load-bearing main components on the front side of a roof, the heights of the fusiform columns are changed along with the roof, the fusiform columns are hinged with a foundation and the roof, the highest height is 58m, the maximum span of the herringbone beams is 38m, the fusiform columns are bidirectional oblique columns, the single column is inclined at an angle of 20-23 degrees, and no lateral support is provided except for the foundation support nodes and the hinge pin nodes of the herringbone beams of the roof.

The roof steel structure is including standing in one row of back boundary pillar 2 and one row of center pillar 3 on existing structure 1, still including standing in one row of existing structure 1 one side with ground articulated two-way slope's fusiformis post 4 and transversely being located between two adjacent fusiformis posts, vertically being located fusiformis post 4 and the back between the post 2 room cover unit 5, the room cover unit is steel truss structure, including all including girder 51, secondary beam 52 and the bracing 53 between the roof beam, the girder transversely sets up, the secondary beam vertically sets up, and both form latticedly, the both ends fixed connection of bracing between the roof beam is in the bight of net.

Referring to fig. 3-5, the main beams include a rear main beam 5a connected between rear side columns, a middle main beam 5b connected between middle columns, and a front main beam 5c arranged between shuttle-shaped columns, herringbone beams 6 are arranged between the shuttle-shaped columns 4 and the rear main beam 5a and on two sides of the edge of the roof unit, the rear ends of the herringbone beams 6 are fixedly connected with the rear main beam 5a, the rear end portions of the herringbone beams 6 are fixedly connected to the rear side columns 2, the middle portions of the herringbone beams 6 are fixedly connected to the middle columns 3, and the front ends of the herringbone beams 6 are hinged to the shuttle-shaped columns 4.

The herringbone beam 6 comprises a herringbone beam front section 61 located between the central column 3 and the fusiform column 4 and a herringbone beam rear section 62 located on the rear side of the central column 3, the front end of the herringbone beam front section 61 is fixedly connected with a beam end connecting lug plate 7, the fusiform column 4 is divided into an upper section 41 and a lower section 42, the upper section 42 and the lower section 42 are respectively of an upper column section 41 and a lower column section 42, the diameter of the lower column section 42 is gradually increased from bottom to top, the diameter of the upper column section 41 is gradually decreased from bottom to top, the middle part of the upper column section 41 is fixedly connected with a column end connecting lug plate 8, and the beam end connecting lug plate 7 and the column end connecting lug plate 8 are in pin joint through a pin shaft 9.

The construction method of the roof steel structure comprises the following construction steps:

step one, constructing the existing structure 1. In this embodiment, the existing structure is a reinforced concrete shear wall frame structure.

And step two, constructing the rear side column 2 and the middle column 3 on the existing structure by adopting a tower crane.

And step three, constructing a steel mesh frame structure between the herringbone beam rear section 62 and the herringbone beam rear section by using a tower crane, and performing flaw detection to be qualified.

And step four, collecting preparation materials before construction of the shuttle-shaped column 4 and the front section 61 of the herringbone beam.

The material comprises: hoisting the foundation bearing capacity report of the operation area; the strength of the shuttle column foundation concrete is reported, and the strength of the shuttle column concrete foundation is up to 100%; a flaw detection report of the steel member connected with the herringbone beam; measuring baseline and level point data; engineering design related documentation; timely clearing ground obstacles and the like near the crawler crane; the construction site is basically flat, and the endurance of the site meets the walking requirement of equipment; enough assembly sites are needed on site, and the endurance of the assembly sites is needed to meet the requirements.

Step five, measuring and paying off: accurately calculating the coordinates of pin shaft holes on the shuttle-shaped column support 11 and the column end connecting lug plate 8 according to a design drawing and a coordinate reference point; carrying out coordinate data rechecking; lofting by using a measuring instrument, pouring and constructing the fusiform column support 11 at a designed position, tracking and measuring by using a total station in the whole process during hoisting, and retesting the installed component in time after hoisting of the single component is completed.

Step six, ramming plain soil, and treating a field backfill layer and a road surface:

referring to fig. 6-8, the projected zone covered by the front section of the herringbone beam is designed to be the range of a lifting pavement 12 for the crawler crane 10 to walk, the lifting pavement comprises a bottom rammed earth layer 13 and a field backfill layer 13, the parts are laminated according to a backfill scheme, and the lifting pavement further comprises a paving foundation box 14 full of the upper side of the lifting pavement. The plain soil ramming and field backfill layer is backfilled by 2:8 lime soil, the compaction coefficient is 0.93, and the plain soil ramming and field backfill layer is compacted by static pressure of a small road roller for more than 3 times.

The paving thickness is generally determined according to a test section, and the electric tamping machine is adopted for tamping when the field operation surface space is narrow and not suitable for small-sized mechanical operation. The bearing capacity of the backfill soil foundation reaches about 200 kpa.

Taking a 400T crawler crane as an example, when the 400T crawler crane runs on a soil layer, a roadbed box is fully paved on the ground, the specification of the roadbed box is 2mX6m, and the contact length between a crawler and the ground is 8.7 m. Calculated according to 10 roadbed boxes under the two crawler belts for bearing pressure, the contact area between the roadbed boxes and soil is 10X2X6=120mm²The self weight of the crawler crane is about 400t, the load is carried, the power coefficient is about 480t, and the bearing capacity of the foundation is about 40 kpa. Considering that a main arm is perpendicular to a crawler belt during hoisting, the single-side crawler belt compression limit value is 40X2=80kpa, and the foundation bearing capacity of a walking route of the crawler crane is required to be 80X1.2=96 kpa.

And step seven, assembling the crawler crane 10 and standing on the hoisting road surface 12. The crawler crane mostly adopts the working condition of a main arm and an auxiliary arm. The parts of the crawler crane enter the field, are assembled and spliced by equipment manufacturers, the assembled and spliced parts need a relatively flat field with the length of 100 and the width of 10, and the parts are used after being tested and accepted by all the parties.

Step eight, manufacturing a fusiform column and installing a fusiform column base:

prefabricating and processing a shuttle-shaped column 4 of reinforced concrete in a factory, pre-burying a column end connecting lug plate 8 at a preset position of an upper column section 41, after concrete pouring is finished and formwork stripping and maintenance are carried out to strength, welding a shuttle-shaped column base 43 at the bottom of the shuttle-shaped column; the base is locked in advance in a factory, the hinged locking plate of the base is not allowed to be opened before the herringbone beam is installed, and finally the herringbone beam is transported to a construction site. The requirement on the installation accuracy of the base is high, the total station is adopted for whole-course tracking measurement in the installation process, the bottom plate of the base is 50mm thick, the welding amount is large, in order to reduce the damage of the welding heat to the concrete support, one welding seam is welded every time when the support is welded, the interval is 20 minutes, and another welding seam is welded until the whole base is welded.

Step nine, referring to fig. 9, designing and calculating a temporary support structure of the shuttle-shaped column according to the indexes of the shuttle-shaped column, constructing the temporary support structure 15 of the shuttle-shaped column beside the support of the shuttle-shaped column in the range of the lifted pavement, constructing a concrete reinforcing layer 28 below the installation position of the temporary support structure 15 of the shuttle-shaped column and on the plain soil tamping and field backfill layer 13, and welding the bottom of the temporary support structure 15 of the shuttle-shaped column with the roadbed box 14. The concrete reinforcing layer is 300 mm.

Referring to fig. 9-12, the temporary support structure 15 is a high-low support combination, and includes a low support 16 and a high support 17, the low support 16 is close to the existing structure 1, the low support 16 is located at the front side of the shuttle-shaped column support 11, the low support 16 is lower than the column lower section 42, the high support 17 is located at the front side of the low support 16, a low support adjusting beam 18 is arranged at the top of the low support 16, a high support adjusting beam 29 is arranged at the top of the high support 17, a structural tie beam 18 is arranged between the top of the low support 16 and the existing structure 1, a support tie beam 19 is arranged between the low support and the high support, the high support 17 and the low support 16 are steel lattice columns, three support tie beams 19 are arranged between the low support and the high support, including a steel lattice beam 191 that ties the top of the low support and the middle of the high support, and a column tie beam 192 that ties the column tie beam between the low support adjusting beam and the high support, also includes a tension-connected beam 193 between the middle of the low-support adjusting beam and the high-support lower column.

A cable wind rope is arranged between the shuttle-shaped column temporary supporting structure 15 and the ground; the guy rope comprises a pillar-ground guy rope 20 connected with the middle part of the low support and the ground and the middle part of the high support and the ground, a node guy rope 21 connected between the connecting position of the steel lattice beam 191 and the steel lattice pillar and the ground, and a pillar-top guy rope 22 connected between the top part of the high support and the existing structure.

The low support adjusting beam 18 and the high support adjusting beam 29 have the same structure, and comprise a horizontal rectangular bottom frame 23, vertical supporting columns 24, diagonal supporting rods 25, a supporting middle plate 26 and a group of knife plates 27,

the horizontal rectangular bottom frame 23 is fixedly connected to the tops of the low-support adjusting beam and the high-support adjusting beam, the number of the vertical support columns 24 is two, the vertical support columns are respectively and fixedly connected to the middle portions of the two longitudinal frames of the horizontal rectangular bottom frame 23, the inclined support rods 25 are three, two pairs of the inclined support rods 25 are respectively arranged between the upper portions of the vertical support columns 24 and the two transverse frames of the horizontal rectangular bottom frame 23, the two transverse ends of the support middle plate 26 are respectively and fixedly connected between the two vertical support columns 24, the rest pair of inclined support rods 25 are arranged between the bottom of the support middle plate 26 and the middle portions of the two transverse frames, embedded parts welded with the knife plate 27 are embedded in the bottom of the shuttle-shaped column, the knife plate set 27 is arranged at transverse intervals, and one side of the knife plate facing the shuttle-shaped column is an inclined edge corresponding to the inclined angle of the corresponding connection position of the shuttle-shaped column 4.

Step ten, constructing a first group of shuttle-shaped columns and the front section of the herringbone beam:

referring to fig. 13 and 18, the crawler crane travels to the vicinity of the shuttle-shaped column support, then the lower column section 42 is hoisted by using a steel wire rope and a manual hoist, the steel wire rope is used as a main rope, the manual hoist is used as an auxiliary rope to adjust the angle, after the lower column section 42 is hoisted in place, the shuttle-shaped column base 43 at the bottom of the lower column section 42 is welded with the shuttle-shaped column support 11, then the upper part of the lower column section 42 is welded with the low-support adjusting beam 18, and finally the crawler crane loosens the hook. In the hoisting process of the fusiform column, hoisting points are accurately simulated and calculated.

Step eleven, referring to fig. 14, the crawler crane walks to the vicinity of the shuttle-shaped column support 11, then the column upper section 41 is hoisted by using a steel wire rope and a manual hoist, the steel wire rope is used as a main rope, the manual hoist is used as an auxiliary rope to adjust the angle, after the crawler crane is hoisted in place, the bottom of the column upper section 41 is fixedly connected with the top of the column lower section 42, so that the shuttle-shaped columns are connected into a whole, then the middle upper part of the column upper section 41 is welded with the high-support adjusting beam 29, and finally the crawler crane loosens the hook. In the hoisting process of the fusiform column, hoisting points are accurately simulated and calculated.

And step twelve, prefabricating and processing components of the front section 61 of the herringbone beam in a factory, then conveying to a field, arranging an assembling jig frame on a lifting road surface, integrally assembling the front section of the herringbone beam, arranging the assembling jig frame near a lifting area, assembling the components in the herringbone beam area on the ground, completing bolt welding connection, designing the position of a lifting point by calculating and simulating the gravity center position, and completing hanging and installing a horizontal safety net on the ground after assembling is completed, so that high-altitude operation is avoided. Wherein the beam end connecting lug plate 7 is fixedly connected at the front end of the front section 61 of the herringbone beam, and then a horizontal safety net is fixedly connected in the middle of the front section of the herringbone beam. The herringbone beam design group is longitudinally inclined integrally, and the height difference is about 5 m.

Step thirteen, as shown in fig. 15-17, a pin shaft jacking measure is fixed and welded, a pin shaft 9 is pre-threaded on the beam end connecting lug plate 7, the crawler crane runs to the position near the fusiform column support, then the front section 61 of the herringbone beam is hoisted by a steel wire rope, the pin shaft 9 is installed by a jack after the crawler crane is hoisted in place, and the pin shaft 9 is threaded on the column end connecting lug plate 8.

Fourteen, the rear end of the front section 61 of the herringbone beam is connected with the front end of the rear section 62 of the herringbone beam in a bolted welding mode, and finally the crawler crane is loosened.

And fifthly, as described in reference to fig. 19, disassembling and turning the temporary support structure 15 of the shuttle-shaped column to the next shuttle-shaped column support position, and then repeating the ninth step to the fourteenth step to complete the construction of the front sections of the second group of shuttle-shaped columns and the herringbone beams.

Sixthly, as shown in the figures 20-21, adopting the crawler crane to continue constructing the steel truss structure between the front sections of the first group of herringbone beams and the second group of herringbone beams; the method comprises the steps that a front main beam jig frame is installed on the ground firstly, the front main beam 5c is an arc-shaped beam, the whole beam is hoisted by adopting a crawler crane, and the remaining steel members of the steel net frame unit are sequentially installed after the front main beam is in place.

Seventhly, referring to fig. 22-26, repeating the fifteen-sixteenth steps to complete the rest groups of shuttle-shaped columns, the front sections of the herringbone beams and the steel truss structures, and removing the base hinged locking plates before the crawler crane loosens the hooks after all the front sections of the herringbone beams are welded.

Referring to fig. 18, in the ninth step, the front sections of the first group of the shuttle columns and the herringbone beams are the central group or one of the two groups of the central group. The first group in this embodiment is the third group on the left in the lateral direction.

Referring to fig. 19, in the fifteenth step, the second group is one of two sides of the central group or the other of the two groups near the central group. The first group in this embodiment is the fourth group on the left in the transverse direction.

Referring to fig. 22, in the seventeenth step, the other groups are all constructed in the sequence from the middle to the two sides, and the third group and the fourth group in this embodiment are the second group and the fifth group on the left side in the transverse direction, and may be constructed simultaneously or separately. Referring to fig. 25, the fifth group and the sixth group are the first group and the sixth group on the left side in the transverse direction, and may be constructed simultaneously or separately.

Eighteen, unloading the front main beam jig frame, and then unloading the shuttle-shaped column temporary supporting structure;

the cutting board is cut off, the height of each cutting is controlled according to the unloading displacement amount of the supporting position, the structure is enabled to be uniformly and slowly settled, settlement mutation and anisotropic deformation of the structure are avoided, the structure is fully deformed and observation time is reserved for each cutting, the support is integrally removed after the structure does not generate downward displacement after the cutting of a certain step is completed, observation is continued after the unloading is completed, the structure is ensured to be safe and free of redundant deformation, and then the temporary supporting structure of the shuttle-shaped column is lifted and removed by a crane.