CN112502341B - Construction method of overlength upward convex type stretching chord hybrid arched shell opening and closing roof structure - Google Patents
Construction method of overlength upward convex type stretching chord hybrid arched shell opening and closing roof structure Download PDFInfo
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- CN112502341B CN112502341B CN202110139011.8A CN202110139011A CN112502341B CN 112502341 B CN112502341 B CN 112502341B CN 202110139011 A CN202110139011 A CN 202110139011A CN 112502341 B CN112502341 B CN 112502341B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
- E04B7/16—Roof structures with movable roof parts
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- E—FIXED CONSTRUCTIONS
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- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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Abstract
The invention discloses a construction method of an overlength upward-convex type open-chord hybrid arched shell opening and closing roof structure, belonging to the field of open-chord arched shell structures in large-span space structures. When the roof structure is constructed, 3 assembly platforms are used, when 3 roof structures are assembled, firstly sliding out for 500mm to install the stay cable and primarily tensioning, controlling the arch shell to be horizontally displaced to be close to zero by primarily tensioning the stay cable, then sliding out for 6m to install the next roof structure, sliding is sequentially carried out from the assembly platforms to two sides, and the steps are repeated, and finally, high-altitude gap filling and butt joint are carried out to complete installation of the whole roof structure. The deviation between the actual stress value and the calculated value of the inhaul cable after stretch forming is controlled within +/-10%. The method greatly shortens the construction period and improves the working efficiency.
Description
Technical Field
The invention belongs to the field of a stretched chord arch shell structure in a large span space structure, and particularly relates to a construction method of an overlong upward convex stretched chord hybrid arch shell open-close roof structure.
Background
In recent years, with the continuous and rapid development of economic culture in China, large-span prestressed steel structures are unprecedentedly developed, a plurality of new structural forms and shapes are developed, and various special space structural systems are formed. The common beam string structure is a structural system with an upper string as a rigid member, a lower string as a flexible inhaul cable and a middle connected by a pressed stay bar, and the structural system is a self-balancing system and a large-span prestressed space structural system. The beam structure was first proposed clearly by professor m.saitoh of japan university, and more projects in the last two decades in China adopt the beam structure. The overlength upward convex type stretching chord hybrid arched shell structure form is a structure derivative form of a stretching chord beam, the structure form is novel, and the specific structure form is as follows: the upper chord rigid member consists of rectangular steel pipe steel oblique crossing and orthogonal crossing arched latticed shells, the lower chord is arranged by an upward convex steel pull rope, a pulled steel pull rod is arranged between the upper chord and the lower chord, and the upper chord arched shell is an openable roof structure.
The lower chord guy cable of the existing roof structure in the form of the beam string is generally arranged in a concave form, and the beam string structure in the form has the characteristics that: 1. the connecting vertical rod between the upper chord and the lower chord is a pressed stay rod, and when the beam string is used for a large-span structure, the section size of the middle stay rod is overlarge due to the control of the slenderness ratio of the pressed stay rod; 2. theoretically, the lower chord cable and the stay bar can rotate around the upper chord at any angle and can reach the balance of force at the same time, and particularly under the action of wind suction, the lower chord cable is possibly changed from being pulled into being pressed to quit working, so that the overall stability of the structure is influenced; 3. the concave chord structure occupies a large building indoor space when applied to a roof structure of a large-span public building, and internal sight can be hindered to a certain extent.
With the theoretical analysis and experimental research on the large-span beam string structure engineering constructed in recent years, certain achievements are obtained in the aspects of site shape control, stability analysis and the like, but the construction method of the beam string structure is lack of summary, and particularly, the research on the aspects of the optimization of the tension force of the lower chord steel cable, the prestress tension control, the tracking simulation of the whole construction process and the like is not comprehensive enough, so that the construction control theory of the beam string structure lags behind the engineering practice.
Disclosure of Invention
The invention aims to provide an overlength upward convex type open-chord hybrid arched shell opening and closing roof structure and a construction method thereof, and aims to solve the technical problems.
Therefore, the invention provides a construction method of an overlength upward convex type open-chord hybrid arched shell opening and closing roof structure, which comprises the following steps:
the arched shell is an openable roof reticulated shell, two ends of an arched shell beam of the arched shell are connected with a support, the support is connected to the top of a ring beam, and the support comprises a fixed support and a sliding support;
the guy cable is arranged below the arch shell in an upward convex mode and is tied between two ends of the arch shell beam;
the two ends of the first steel pull rod are respectively connected with the middle part of the arched shell beam and the middle part of the inhaul cable;
the construction method comprises the following steps:
s1, dividing the whole overlength upper convex type string hybrid arched shell opening and closing roof structure into a plurality of sliding areas along the north and south directions, and simultaneously performing sliding construction, wherein the adjacent sliding areas and the gable wall and the sliding areas are filling areas;
s2, establishing an overall structure calculation model of the overlength upward-convex type chord hybrid arched shell opening and closing roof structure, repeatedly adjusting and finally determining the initial tension of each guy cable according to the principle of mainly controlling the structure configuration, performing simulation analysis at each construction stage according to the initial tension, giving the configuration and the tension of the overlength upward-convex type chord hybrid arched shell opening and closing roof structure at each construction stage, and determining the cable length of the guy cable;
s3, arranging an assembling platform below each partition of the overlength upward-convex type stretching chord hybrid arched shell opening and closing roof structure, assembling the arched shell on the assembling platform, installing the arched shell on a temporary slide rail of a ring beam, installing a stay cable, performing primary stretching according to the primary tension in S2, adjusting the cable length of the stay cable, ensuring that the horizontal displacement of the stay cable in the cross direction is zero, and adopting an accumulative sliding method to symmetrically slide the arched shell from the assembling platform to the south and north directions to complete the construction of two sliding areas;
s4, installing an intermediate arch shell, installing an intermediate guy cable and performing initial tensioning, ensuring that the span-wise horizontal displacement of the guy cable is zero, and completing construction of a defect filling area;
s5, folding after the two sliding areas and the one filling area are installed, and fixing the fixed support;
and S6, performing second-stage tensioning on the guy cables according to the tensioning force of S2 from the assembling platform to the north and south, and fixing the unidirectional sliding support after the guy cables are tensioned to the designed tension value of 100%.
Preferably, when two sliding areas are constructed, according to the principle of bilateral symmetry from the assembling platform to the south and north, one arch shell is installed on the north side, inhaul cables are installed on the south side and tensioned, and the arch shells are slid according to the south and north bilateral symmetry principle.
Preferably, each sliding area comprises 4 arch shells, and the construction of the sliding area in the step S3 specifically comprises the following steps:
s31, assembling a total of 3 arch shells of the first north, the second north and the south on the assembling platform, and installing the 3 arch shells on the temporary slide rail of the ring beam;
s32, sliding the arch shells of the first north and the second north out to the north, then installing a guy cable of the first north for initial tensioning, and then continuously sliding the arch shells of the first north and the second north to the north;
s33, installing a guy cable of the second north, performing initial tensioning, sliding the arch shells of the first north and the second north to the north, and installing the arch shells of the second south;
s34, installing a stay cable of the south I, performing primary tensioning, sliding the arch shells of the south I and the south II to the south, and installing the arch shell of the north III;
s35, installing a guy cable of the third north and performing initial tensioning, then sliding the arch shells of the first north, the second north and the third north to the north, installing the arch shell of the third south, installing a guy cable of the second south and performing initial tensioning;
s36, installing an arch shell of the fourth north, sliding the arch shells of the first north, the second north, the third north and the fourth north to the north, and sliding the arch shells of the first south, the second south and the third south to the south;
s37, installing a guy cable of the fourth north, performing initial tensioning, sliding the arch shells of the first north, the second north, the third north and the fourth north to the north, and sliding the arch shells of the first south, the second south and the third south to the south;
s38, installing a guy cable of the south third, performing primary tensioning, sliding the arch shells of the south first, the south second and the south third to the south, and installing the arch shell of the south fourth;
and S39, installing a guy cable of the south four, performing initial tensioning, and sliding the arch shells of the south one, the south two, the south three and the south four to the south to complete the construction of two sliding areas.
Preferably, the cable length in S3 is adjusted according to the initial tension of the cable calculated in S2, and the cable length of the cable in an unstressed state is calculated by combining the cable body parameter and the material parameter of the cable, so as to determine the initial adjustment amount of the cable length of the cable.
Preferably, after the inhaul cables are installed, on the basis of the initial adjustment amount, machining errors of the inhaul cables and machining and installing errors of a peripheral structure of the roof are integrated, and therefore the accurate adjustment amount of each inhaul cable is determined.
Preferably, in S3-S6, the deviation between the actual value of the internal force of the stay cable in the stretched and molded overlength upward-convex type stretched chord hybrid arched shell opening and closing roof structure and the calculated value of the tension of the stay cable in S2 is within +/-10%.
Preferably, the arched shell is an arched latticed shell formed by obliquely crossing and orthogonally crossing rectangular steel pipe section steel.
Preferably, the end connection of arched shell roof beam has a stretch-draw frock, stretch-draw frock includes:
one side of the top of the anchoring support is connected with an anchoring lug plate;
one end of the inhaul cable adjusting screw is connected with the anchoring lug plate, and the other end of the inhaul cable adjusting screw is connected with the inhaul cable;
the bearing frame is sleeved outside the inhaul cable, and the inhaul cable penetrates through the bearing frame and is connected with the inhaul cable adjusting screw;
the number of the jacks is two, and the jacks are symmetrically connected to two ends of the bearing frame;
and two second steel pull rods are arranged, one end of each second steel pull rod is connected with the anchoring ear plate, the other end of each second steel pull rod penetrates through the bearing frame and is connected with the jack, and a cross arm is sleeved on each second steel pull rod.
Preferably, the length of the overlength upward convex type stretching chord hybrid arched shell opening and closing roof structure is 252m, and the span is 72 m.
Compared with the prior art, the invention has the characteristics and beneficial effects that:
(1) the overlength convex type stretching chord hybrid arched shell opening and closing roof structure is mainly characterized in that: firstly, the horizontal thrust of the arch shell is balanced by the upwardly convex guy cable, and the advantage of self-balance of a string structure is still kept; secondly, after the vertical connecting rod between the upper chord and the lower chord is changed from the stay rod to the pull rod, the problem that the section size of the middle stay rod is overlarge due to the length-thin ratio control of the compression rod when the string arch shell is used for a large-span structure is avoided; thirdly, only the upper chord arch shell is a bending component, and the rest are pull rods, so that the structure is simpler and more light, and the structure efficiency is higher; and fourthly, compared with a string arch structure, the roof structure has larger building indoor space and can be utilized, the internal vision is more vivid, and the roof structure is particularly suitable for large-span public buildings. Fifthly, the upper chord arch shell rod pieces can be flexibly arranged in an orthogonal or oblique mode according to the requirements of buildings. The arch shell is formed by orthogonal or oblique combination of rectangular steel pipe components and profile steel components. The mixed use of the orthogonal and the oblique intersection has the advantages of two arrangements, which is elegant and not rigid, and can realize the function of dividing different functional partitions.
(2) When the overlength upper-convex type opening-closing roof structure is constructed, an assembling platform is arranged every 63m within the length of 252m, 3 assembling platforms are totally arranged, when 3 roof are assembled, the roof slides out 500mm to install a guy cable and initially stretch the guy cable, the initial stretch of the guy cable controls the span-wise horizontal displacement of the opening-chord arch shell to be close to zero, then the roof slides out 6m to install the next roof, the sliding sequence is carried out from the assembling platform to two sides, the steps are repeated, and finally the installation of the whole roof structure is completed by high-altitude gap filling and butt joint. Compared with the traditional sliding in the same direction without blocking, the construction period of about 3/4 is saved, and the working efficiency is improved.
(3) When the overlength upper convex type opening-closing arched shell hybrid roof structure is installed, the whole overlength upper convex type opening-closing arched shell hybrid roof structure is divided into a plurality of sliding areas along the north-south direction, sliding construction is carried out simultaneously, and the arched shells symmetrically slide from the assembling platform to the north-south direction by adopting an accumulative sliding method. Compared with the sliding towards the same direction, the sliding distance required by the arch shell to slide towards the south and the north of the assembling platform is short, the sliding efficiency is high, and the construction period is short. The advantage of adopting the subregion construction is can increase the working face, is favorable to forming the flowing water construction, improves work efficiency, has avoided the waste of manpower, machinery etc..
Drawings
Fig. 1 is a schematic view of a structure of an overlength upward convex type stretching chord hybrid arched shell opening and closing roof.
FIG. 2 is a schematic view of a single arch shell, a guy cable and a first steel pull rod.
Fig. 3 is a schematic view of a pull cable and a first steel pull rod.
Fig. 4 is a schematic cross-sectional view of a super-long upward-convex type open-chord hybrid arched shell opening and closing roof structure.
FIG. 5 is a schematic view of the connection of the tension tool with the sliding support and the ring beam.
Fig. 6 is a schematic view of a tensioning tool.
Fig. 7 is a schematic view of a cord clip.
FIG. 8 is a sectional view of the construction of the super-long upward convex type open-chord hybrid arched shell open-close roof structure.
Fig. 9 is a construction diagram of step S31.
Fig. 10 is a construction diagram of step S32.
Fig. 11 is a construction diagram of step S33.
Fig. 12 is a construction diagram of step S34.
Fig. 13 is a construction diagram of step S35.
Fig. 14 is a construction diagram of step S36.
Fig. 15 is a construction diagram of step S37.
Fig. 16 is a construction diagram of step S38.
Fig. 17 is a construction diagram of step S39.
Fig. 18 is a construction diagram of step S4.
The attached drawings are marked as follows: 1-arch shell, 11-arch shell beam, 2-guy cable, 3-first steel pull rod, 4-sliding support, 5-ring beam, 61-anchoring support, 62-anchoring ear plate, 63-guy cable adjusting screw, 64-force bearing frame, 65-jack, 66-second steel pull rod, 67-cross arm, 7-cable clamp, 71-anchor ear and 72-cable clamp ear plate.
Detailed Description
In order to make the technical means, innovative features, objectives and functions realized by the present invention easy to understand, the present invention is further described below.
The examples described herein are specific embodiments of the present invention, are intended to be illustrative and exemplary in nature, and are not to be construed as limiting the scope of the invention. In addition to the embodiments described herein, those skilled in the art will be able to employ other technical solutions which are obvious based on the disclosure of the claims and the specification of the present application, and these technical solutions include technical solutions which make any obvious replacement or modification for the embodiments described herein.
In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "front", "rear", "both ends", "one end", "the other end", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "disposed," "connected," and the like are to be construed broadly, such as "connected," which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
As shown in FIGS. 1-7, the super-long upward-convex type open-close roof structure with cross-arched shell has a length of 252m and a span of 72m, and the total number of the roof structure is 41. The overlength upward convex type open-chord hybrid arched shell opening and closing roof structure is in a open-chord structure form, and can reduce the horizontal displacement in the span direction and the deflection of the arched shell 1. The overlength upward convex type stretching chord hybrid arched shell opening and closing roof structure comprises an arched shell 1, a stay cable 2 and a first steel pull rod 3. The arch shell 1 is an openable roof reticulated shell, in particular to an arch reticulated shell formed by obliquely crossing and orthogonally crossing rectangular steel pipe section steel. The elements parallel or perpendicular to the axis of the arch shell 1 are orthogonal, others are skew. The oblique crossing part is an outdoor garden and is divided into cells according to a building curtain wall when being exposed. The orthogonal part is a roof in the meeting hall, the ceiling is not penetrated, and the indoor suspended ceiling is designed to be orthogonal in consideration of simplifying nodes. The orthogonal arrangement mode is more elegant and transparent, the oblique arrangement is flexible and free, and the mixed use of the orthogonal and the oblique arrangement has the advantages of both the two arrangements, so that the orthogonal and the oblique arrangement mode are elegant and not rigid, and the function of dividing different functional partitions can be realized.
Two ends of an arch shell beam 11 of the arch shell 1 are connected with a support which is connected with the top of the ring beam 5. The support comprises a fixed support and a sliding support 4, wherein the fixed support is used for limiting the arch shell 1 to slide and rotate along the direction X, Y, Z. The shoe 4 is used to release the span constraint. The guy cable 2 is arranged below the arch shell 1 in an upward convex mode, and the guy cable 2 is tied between two ends of the arch shell beam 11. Two first steel pull rods 3 are arranged in the span, and two ends of each first steel pull rod 3 are respectively connected with the middle of the arched shell beam 11 and the middle of the inhaul cable 2. The bottom end of the first steel pull rod 3 is connected with the inhaul cable 2 through the cable clamp 7, the cable clamp 7 comprises an anchor ear 71 and a cable clamp ear plate 72, the anchor ear 71 is sleeved outside the inhaul cable 2, the cable clamp ear plate 72 is vertically connected to the top of the anchor ear 71, and the bottom end of the first steel pull rod 3 is connected with the cable clamp ear plate 72.
Various loads borne by the arch shell 1 are transmitted to the inhaul cable 2 through the first steel pull rod 3 and then transmitted to the peripheral ring beam 5 through the inhaul cable 2, and a force transmission path is clear and direct. The stay cable 2 is a main stressed member. The convex stretching chord hybrid arched shell has larger building indoor space which can be utilized, has more vivid internal vision, and is particularly suitable for the roof structure of a large-span public building.
The end of the arch shell beam 11 is connected with a tensioning tool, and the tensioning tool comprises an anchoring support 61, a cable adjusting screw 63, a bearing frame 64, a jack 65 and a second steel pull rod 66. An anchoring ear plate 62 is connected to one side of the top of the anchoring holder 61. One end of the cable adjusting screw 63 is connected with the anchoring ear plate 62, and the other end is connected with the cable 2. The length of the cable 2 is controlled by changing the amount of the cable adjusting screw 63. The bearing frame 64 is sleeved outside the inhaul cable 2, and the inhaul cable 2 penetrates through the bearing frame 64 and is connected with the inhaul cable adjusting screw 63. The number of the jacks 65 is two, and the jacks 65 are symmetrically connected to two ends of the bearing frame 64. The number of the second steel pull rods 66 is two, one end of each second steel pull rod 66 is connected with the anchoring ear plate 62, the other end of each second steel pull rod 66 penetrates through the bearing frame 64 and is connected with the jack 65, and the second steel pull rod 66 is sleeved with the cross arm 67.
The length of the overlength upper convex type stretching chord hybrid arched shell opening and closing roof structure is 252m, the span is 72m, and the roof is openable, so that higher requirements are provided for the processing and mounting precision of the upper convex type stretching chord hybrid arched shell. And the structure is a hybrid structure of a rigid member and a flexible member, and the construction difficulty is determined by the structural characteristics.
The construction method of the overlength convex-type stretching-chord hybrid arched shell opening and closing roof structure specifically comprises the following steps:
s1, as shown in figure 8, dividing the whole overlength convex-type stretching chord hybrid arched shell opening and closing roof structure into a plurality of sliding areas along the north and south directions, and simultaneously performing sliding construction, wherein the adjacent sliding areas and the gable wall and the sliding areas are filled areas;
s2, establishing an overall structure calculation model of the overlength upward-convex type opening-closing hybrid arched shell structure, repeatedly adjusting and finally determining the initial tension of each guy cable 2 based on the principle of structure configuration control, performing simulation analysis at each construction stage according to the initial tension, giving the configuration and the tension of the overlength upward-convex type opening-closing hybrid arched shell structure at each construction stage, and determining the cable length of the guy cable 2.
S3, arranging an assembling platform below each subarea of the overlength upper convex type string hybrid arched shell opening and closing roof structure, specifically arranging one assembling platform every 63m, and totally 3 assembling platforms. Assembling the arch shell 1 on the assembling platform, installing the arch shell 1 on a temporary sliding rail of the ring beam 5, installing the inhaul cable 2, performing initial tensioning according to initial tension in S2, adjusting the cable length of the inhaul cable 2, ensuring that the span-wise horizontal displacement of the inhaul cable 2 is zero, and symmetrically sliding the arch shell 1 in the north-south direction by adopting an accumulative sliding method to complete construction of two sliding areas. When two sliding areas are constructed, according to the principle of bilateral symmetry from the assembly platform to the south and north, one arch shell 1 is installed on the north side, a stay rope 2 is installed on the south side and is tensioned, and the arch shell 1 slides according to the bilateral symmetry principle of the south and north. The cable length adjustment is to calculate the cable length of the inhaul cable 2 in an unstressed state according to the initial tension of the inhaul cable 2 calculated in the step S2 and by combining the cable body parameter and the material parameter of the inhaul cable 2, so that the initial adjustment amount of the cable length of the inhaul cable 2 is determined. After the inhaul cable 2 is installed, on the basis of the initial adjustment amount, the machining error of the inhaul cable 2 and the machining and installing errors of the peripheral structure of the roof are integrated, so that the accurate adjustment amount of each inhaul cable 2 is determined. The length of the stay 2 is controlled by adjusting the entering and exiting amount of the stay adjusting screw 63, and the cable clamp 7 must be subjected to rust prevention treatment in order to ensure the quality of the cable clamp 7. When the cable length of the inhaul cable 2 is accurately adjusted, the scale is used for accurately controlling the cable length of the inhaul cable 2 without marking, and the in-out amount of the inhaul cable adjusting screw 63 is used for checking, so that the adjusting effect and the accuracy of the cable length of the inhaul cable 2 are guaranteed.
And S4, as shown in FIG. 18, installing the middle arch shell 1, installing the middle guy cable 2 and performing initial tensioning, ensuring that the horizontal cross displacement of the guy cable 2 is zero, and completing construction of a gap filling area.
S5, folding after the two sliding areas and the one filling area are installed, installing a support and fixing the fixed support;
and S6, performing second-stage tensioning on the stay ropes 2 from the assembling platform to the north and south according to the tensioning force of S2, and fixing the sliding support 4 after the stay ropes are tensioned to the designed tensioning force value of 100%.
In S3-S6, the tensioning process is completed in a grading and second-stage symmetrical tensioning mode, in the first-stage tensioning process, the span-wise horizontal displacement of the arch shell 1 is controlled to be zero, in the second-stage tensioning process, the displacement of the overlength upper-convex type tensioned-chord hybrid arch shell opening and closing roof and the internal force control of the stay ropes 2 are mainly used, and the elongation of the stay ropes 2 is used for checking; and after tensioning is finished, tightening the high-strength bolts of all the cable clamp cover plates again.
In S3-S6, the deviation between the actual value of the internal force of the guy cable 2 in the stretched and molded overlength upward convex type stretched chord hybrid arched shell opening and closing roof structure and the calculated value of the tensile force of the guy cable 2 in S2 is within +/-10%.
Each sliding area comprises 4 arch shells 1, and the construction of the sliding area in the S3 specifically comprises the following steps:
s31, as shown in fig. 9, 3 arch cases 1 in total, north one, north two and south, are assembled on the assembly platform, and 3 arch cases 1 are mounted on the temporary slide rail of the ring beam 5.
S32, as shown in figure 10, sliding the arch shells 1 of the first north and the second north out of 500mm in the north direction, then installing the guy cable 2 of the first north and performing initial tensioning, and then continuously sliding the arch shells 1 of the first north and the second north in the north direction for 6 m. The installation and initial tensioning method of the inhaul cable 2 comprises the following specific steps: the cable 2 is unfolded by using the cable releasing disc, then the cable 2 is pulled from one side to the other side by the winch and laid on the cable releasing platform, the cable 2 is connected with the anchoring lug plate 62 of the tensioning tool, finally the marking point of the cable 2 is aligned with the position of the first steel pull rod 3, and the bottom of the first steel pull rod 3 is connected with the cable 2 through the cable clamp 7. And (4) performing primary tensioning according to the tensioning force of the inhaul cable given in S2 after the inhaul cable 2 is installed, and accurately adjusting the cable length of the inhaul cable by using a tensioning tool to ensure that the horizontal displacement in the span direction is zero.
And S33, as shown in FIG. 11, installing the guy cable 2 of the second north, performing initial tensioning, sliding the arch shells 1 of the first north and the second north by 6m to the north, and installing the arch shell 1 of the second south.
And S34, as shown in FIG. 12, installing the guy cable 2 of the south I, performing initial tensioning, sliding the arch shells 1 of the south I and the south II for 6m towards the south, and installing the arch shell 1 of the north III.
And S35, as shown in FIG. 13, installing the guy cable 2 of the third north and performing initial tensioning, then sliding the arch shells 1 of the first north, the second north and the third north by 6m to the north, installing the arch shell 1 of the third south, and installing the guy cable 2 of the second south and performing initial tensioning.
S36, as shown in fig. 14, the arch shell 1 of north four is installed, the arch shells 1 of north one, north two, north three and north four are slid 1.5m to the north, and the arch shells 1 of south one, south two and south three are slid 6m to the south.
And S37, as shown in FIG. 15, installing the inhaul cable 2 of the fourth north, performing initial tensioning, sliding the arch shells 1 of the first north, the second north, the third north and the fourth north by 4.5m towards the north, and sliding the arch shells 1 of the first south, the second south and the third south by 1m towards the south.
And S38, as shown in FIG. 16, installing the guy cable 2 of the third south, performing initial tensioning, sliding the arch shells 1 of the first south, the second south and the third south towards the south for 4.5m, and installing the arch shell 1 of the fourth south.
And S39, as shown in FIG. 17, installing the inhaul cable 2 of the south four, performing initial tensioning, sliding the arch shells 1 of the south one, the south two, the south three and the south four towards the south for two times, wherein the first sliding is 5m, the second sliding is continued for 5m, and the construction of two sliding areas is completed.
The above examples are only for describing the preferred embodiments of the present invention, and are not intended to limit the scope of the present invention, and various modifications and improvements made to the technical solution of the present invention by those skilled in the art without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.
Claims (9)
1. A construction method of an overlength upward convex type open-chord hybrid arched shell open-close roof structure is characterized in that the overlength upward convex type open-chord hybrid arched shell open-close roof structure comprises the following steps:
the arched shell (1) is an openable roof reticulated shell, two ends of an arched shell beam (11) of the arched shell (1) are connected with a support, the support is connected to the top of a ring beam (5), and the support comprises a fixed support and a sliding support (4);
the inhaul cable (2) is arranged below the arch shell (1) in an upward convex mode, and the inhaul cable (2) is tied between two ends of the arch shell beam (11);
two ends of the first steel pull rod (3) are respectively connected with the middle part of the arched shell beam (11) and the middle part of the inhaul cable (2);
the construction method comprises the following steps:
s1, dividing the whole overlength upper convex type string hybrid arched shell opening and closing roof structure into a plurality of sliding areas along the north and south directions, and simultaneously performing sliding construction, wherein the adjacent sliding areas and the gable wall and the sliding areas are filling areas;
s2, establishing an overall structure calculation model of the overlength upward-convex type opening-closing arched shell opening-closing roof structure, repeatedly adjusting and finally determining the initial tension of each guy cable (2) according to the principle of mainly controlling the structure configuration, carrying out simulation analysis at each construction stage according to the initial tension, giving the configuration and the tension of the overlength upward-convex type opening-closing arched shell opening-closing roof structure at each construction stage, and determining the cable length of the guy cable (2);
s3, arranging an assembling platform below each partition of the overlength convex-type stretching-chord hybrid arched shell opening and closing roof structure, assembling an arched shell (1) on the assembling platform, installing the arched shell (1) on a temporary slide rail of a ring beam (5), installing a guy cable (2), performing primary stretching according to the primary tension in S2, adjusting the cable length of the guy cable (2), ensuring that the span-wise horizontal displacement of the guy cable (2) is zero, and symmetrically sliding the arched shell (1) from the assembling platform to the north and south directions by adopting an accumulative sliding method to complete the construction of two sliding areas;
s4, installing a middle arch shell (1), installing a middle inhaul cable (2) and performing initial tensioning, ensuring that the cross-direction horizontal displacement of the inhaul cable (2) is zero, and completing construction of a gap filling area;
s5, folding after the two sliding areas and the one filling area are installed, and fixing the fixed support;
and S6, performing second-stage tensioning on the stay cable (2) according to the tensioning force of S2 from the assembling platform to the north and south, and fixing the unidirectional sliding support (4) after the stay cable is tensioned to the designed tension value of 100%.
2. The construction method of the overlength upward convex type stretching chord hybrid arched shell retractable roof structure according to claim 1, characterized in that: when two sliding areas are constructed, one arch shell (1) is installed on the north side according to the principle of the north-south symmetry from the assembly platform, a stay cable (2) is installed on the south side and is tensioned, and the arch shell (1) slides according to the north-south symmetry principle.
3. The construction method of the overlength upward-convex type truss-chord hybrid arched shell opening and closing roof structure according to claim 1, wherein each sliding area comprises 4 arched shells (1), and the construction of the sliding area in S3 specifically comprises the following steps:
s31, assembling a total of 3 arch shells (1) of the first north, the second north and the south on the assembling platform, and installing the 3 arch shells (1) on a temporary slide rail of the ring beam (5);
s32, sliding the arch shells (1) of the first north and the second north out to the north, then installing the guy cable (2) of the first north and performing initial tensioning, and then continuously sliding the arch shells (1) of the first north and the second north to the north;
s33, installing a guy cable (2) of the second north, performing initial tensioning, sliding the arch shells (1) of the first north and the second north to the north, and installing the arch shell (1) of the second south;
s34, installing a stay cable (2) of the south I, performing initial tensioning, sliding the arch shells (1) of the south I and the south II to the south, and installing the arch shell (1) of the north III;
s35, installing a guy cable (2) of the third north, performing initial tensioning, sliding the arch shells (1) of the first north, the second north and the third north to the north, installing the arch shell (1) of the third south, installing the guy cable (2) of the second south, and performing initial tensioning;
s36, installing an arch shell (1) of the fourth north, sliding the arch shells (1) of the first north, the second north, the third north and the fourth north to the north, and sliding the arch shells (1) of the first south, the second south and the third south to the south;
s37, installing a stay cable (2) of the fourth north, performing initial tensioning, sliding the arch shells (1) of the first north, the second north, the third north and the fourth north to the north, and sliding the arch shells (1) of the first south, the second south and the third south to the south;
s38, installing a guy cable (2) of the south third, performing initial tensioning, sliding the arch shells (1) of the south first, the south second and the south third to the south, and installing the arch shell (1) of the south fourth;
s39, installing a stay cable (2) of the south four, performing initial tensioning, and sliding the arch shells (1) of the south one, the south two, the south three and the south four to the south to complete the construction of two sliding areas.
4. The construction method of the overlength upward-convex type tensioned-chord hybrid arched shell retractable roof structure according to claim 1, characterized in that the cable length in S3 is adjusted according to the initial tension of the pulling cable (2) calculated in S2, and the cable length of the pulling cable (2) in an unstressed state is calculated by combining the cable body parameters and the material parameters of the pulling cable (2), so as to determine the initial adjustment amount of the cable length of the pulling cable (2).
5. The construction method of the overlength upward convex type stretching chord hybrid arched shell opening and closing roof structure according to claim 4, characterized in that after the inhaul cable (2) is installed, on the basis of the initial adjustment amount, the processing error of the inhaul cable (2) and the processing and installing error of the peripheral structure of the roof are integrated, so that the accurate adjustment amount of each inhaul cable (2) is determined.
6. The construction method of the overlength upward convex type stretching chord hybrid arched shell retractable roof structure according to claim 1, characterized in that: in S3-S6, the deviation between the actual value of the internal force of the guy cable (2) in the stretched and formed overlength upward convex type stretched chord hybrid arched shell opening and closing roof structure and the calculated value of the tensile force of the guy cable (2) in S2 is within +/-10%.
7. The construction method of the overlength upward convex type stretching chord hybrid arched shell retractable roof structure according to claim 1, characterized in that: the arch shell (1) is an arch latticed shell formed by obliquely crossing and orthogonally crossing rectangular steel pipe section steel.
8. The construction method of the overlength upward-convex type stretching chord hybrid arched shell open-close roof structure according to claim 1, wherein a stretching tool is connected to the end of the arched shell beam (11), and the stretching tool comprises:
an anchoring support (61), one side of the top of which is connected with an anchoring ear plate (62);
one end of the inhaul cable adjusting screw rod (63) is connected with the anchoring ear plate (62), and the other end of the inhaul cable adjusting screw rod is connected with the inhaul cable (2);
the bearing frame (64) is sleeved outside the inhaul cable (2), and the inhaul cable (2) penetrates through the bearing frame (64) and is connected with an inhaul cable adjusting screw (63);
the number of the jacks (65) is two, and the jacks (65) are symmetrically connected to two ends of the bearing frame (64);
the number of the second steel pull rods (66) is two, one end of each second steel pull rod (66) is connected with the anchoring ear plate (62), the other end of each second steel pull rod penetrates through the bearing frame (64) and is connected with the jack (65), and the second steel pull rods (66) are sleeved with cross arms (67).
9. The construction method of the overlength upward convex type stretching chord hybrid arched shell retractable roof structure according to claim 1, characterized in that: the length of the overlength upward convex type stretching chord hybrid arched shell opening and closing roof structure is 252m, and the span is 72 m.
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