CN113802751B - Spoke type prestress string-stretching dome structure and construction method thereof - Google Patents
Spoke type prestress string-stretching dome structure and construction method thereof Download PDFInfo
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- CN113802751B CN113802751B CN202111031827.5A CN202111031827A CN113802751B CN 113802751 B CN113802751 B CN 113802751B CN 202111031827 A CN202111031827 A CN 202111031827A CN 113802751 B CN113802751 B CN 113802751B
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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
- E04B7/14—Suspended roofs
Abstract
A spoke type prestress string dome structure comprises a radial beam, a latitudinal beam, a peripheral structural column and a roof, wherein the radial beam comprises a central inner ring beam, the latitudinal beam comprises a prestress string beam main beam, the prestress string beam main beam comprises an upper string beam main beam, a lower string cable and a support rod, the support rod is an adjustable rod, and the ratio of the bending moment value of the prestress string beam main beam at each support rod position under the same load action to the ratio of the bending moment value of the prestress string beam main beam at each support rod position under the prestress action is consistent through the adjustment of the support rod. According to the invention, the stay bars are adjusted, so that the corner of the prestressed cable of the beam string is larger at the position of the peripheral stay bars, the corners of the positions of several internal stay bars are gradually reduced, and the size of the corner of the prestressed cable at the position of the stay bars is changed according to the size of the load borne by the main beam of the prestressed beam string and the arrangement distance of the stay bars, so as to adapt to the change of the load, balance the load bending moment and achieve the purpose of adjusting the main beam of the prestressed beam string to the maximum.
Description
Technical Field
The invention belongs to a spoke type prestressed steel structure, in particular to a spoke type prestressed string dome structure and a construction method thereof.
Background
The existing spoke-type prestressed steel structure is generally provided with two rings of annular stress structures at the middle part and the outer edge of the structure respectively. The outer edge is provided with an annular stress structure which is an outer pressure ring, the middle annular stress structure is divided into an upper layer and a lower layer, the upper side is a middle pressure ring, and the lower side is a middle tension ring. The roof girder which is pressed and bent is radially and uniformly arranged between the middle pressure ring and the outer pressure ring, the middle pressure ring and the outer pressure ring are connected by a stay cable in the vertical plane of the roof girder, and the vertical rigidity is provided for the whole spoke type structure by stretching the stay cable. Under the roof load and the cable prestressing effect, the roof beam is the bending component, and stability is relatively poor, generally needs very big cross-section just can satisfy the stable atress demand of bending.
The prior spoke type prestressed steel structure has the following problems:
1. the problem that the structural rigidity required by the inner side and the outer side of the structure is completely different due to the fact that the load bearing area of the outer side of the spoke type structure is large and the load bearing area of the inner side of the spoke type structure is small exists, and the problem that the conventional spoke type beam string structure is completely unmatched with structural stress requirements due to the fact that the beam string steel beams distributed in the spoke type generally have the same or similar structural rigidity along the radial direction of the structure.
2. The problem of overlarge bending moment difference between the inner side part and the outer side part of the main beam of the spoke type beam string exists. The bending moment spoke type string structure has large peripheral load bearing area and small inner side load bearing area, while the common spoke type string structure has the same rotation angle of the lower spoke type string at each strut position and the same rigidity of flexible support provided for the upper main beam, so that the bending moment generated by the main beam at the outer part of the spoke type string structure under the load action is far larger than the bending moment of the main beam at the inner part under the load action.
3. The problem that the bending moment of the outer part of the spoke type string structure under the action of prestress is too small exists. The anti-bending moment generated by the prestress of the spoke type string structure is small at two ends of the string main beam and large in the middle, and the bending moment generated by the spoke type string structure under the load action is large at the outer side and is gradually reduced towards the middle of the spoke type string structure, so that the counteracting effect of the prestress anti-bending moment on the load bending moment is not fully exerted.
Disclosure of Invention
The invention aims to provide a spoke type prestressed string dome structure and a construction method thereof, and aims to solve the technical problems that under the action of roof load and cable prestress, the outer side load bearing area of the spoke type prestressed steel structure is large, the inner side load bearing area is small, and the structural rigidity required by the inner side and the outer side of the structure is completely different in the conventional spoke type prestressed steel structure, solve the technical problem that the bending moment difference between the inner side part and the outer side part of a main beam of a spoke type string beam is overlarge, and solve the technical problem that the counter bending moment of the outer side part of the spoke type string structure under the action of prestress is too small.
In order to realize the purpose, the invention adopts the following technical scheme:
a spoke type prestress string-stretching dome structure comprises a structural frame and a roof, wherein the roof is laid on the upper side of the structural frame, the structural frame comprises a radial beam, a latitudinal beam and a peripheral structural column,
the radial beam comprises a central inner ring beam,
the peripheral structural columns are uniformly distributed in a circle around the outer side of the central inner ring beam at equal intervals, the connecting lines of all the peripheral structural columns are circles, the circles and the central inner ring beam are concentric circles, the connecting lines of the central inner ring beam and each peripheral structural column are radial,
the latitudinal girders comprise prestressed beam string girder beams, the prestressed beam string girder beams are arranged on the radial lines and are one truss, the prestressed beam string girder beams are arranged on the radial lines correspondingly, the inner ends of the prestressed beam string girder beams are fixedly connected with the central inner ring beam, the outer ends of the prestressed beam string girder beams are fixedly connected with the top of the peripheral structural columns, the bottoms of the peripheral structural columns are fixed on the ground,
the central inner ring girder is a double-layer annular truss girder and comprises an upper-layer pressure ring, a lower-layer tension ring and a connecting rod between the pressure rings, each prestressed beam string girder is a truss girder and comprises an upper-layer beam string girder, a lower chord and a support rod which is supported and fixedly connected between the upper-layer beam string girder and the lower chord,
the inner end of the upper layer beam main beam is fixedly connected with the upper layer pressure ring, the outer end of the upper layer beam main beam is fixedly connected with the top of the peripheral structural column, the inner end of the lower chord cable is fixedly connected with the lower layer tension ring, the outer end of the lower chord cable is fixedly connected with the top of the peripheral structural column, a group of support rods is arranged at intervals along the length direction of the prestressed beam main beam, the support rods are adjustable rods, and the ratio of the bending moment value of each support rod position under the same load action of the prestressed beam main beam to the ratio of the reaction bending moment value of each support rod position under the prestress action is consistent through the adjustment of the support rods.
The stay cable corner adjusting device is characterized in that the relative angle of the lower stay cables on two sides of the bottom of the stay rod is a stay cable corner, the stay cable corners are all larger than zero, the stay cable corner is adjusted by adjusting the stay rod, and the stay cable corner is gradually reduced from outside to inside.
The support rod is a height-adjustable rod.
The radial beams further comprise at least three ring beams with different dimensions, two ends of each ring beam are respectively and fixedly connected to the same position of the dimension direction of the main beam of the adjacent prestress string beam, the connecting line of each ring beam is a circle, all the radial beams are concentric circles, the diameters of the radial beams are sequentially enlarged from the inside to the outside of the central inner ring beam, the radial beams are arranged at intervals, and each ring beam comprises at least two transition ring beams and one edge ring beam.
The number of the transition ring beams is the same as that of the support rods on each prestressed beam main beam, the transition ring beams correspond to the support rods on each prestressed beam main beam one by one, and the connecting position of each transition ring beam and each prestressed beam main beam is the same as that of the top of each support rod and the upper layer beam main beam.
The outer end of the main girder of the prestressed beam string is fixedly connected with the edge ring beam, and the outer end of the lower chord cable is fixedly connected with the edge ring beam.
The latitudinal beams further comprise secondary beams which are uniformly arranged between two adjacent ring beams and between two adjacent prestressed beam string girder beams at intervals, and two ends of each secondary beam are respectively and fixedly connected between the adjacent ring beams.
A construction method of a spoke type prestress string dome structure comprises the following construction steps:
firstly, arranging a central inner ring beam, a peripheral structural column and a prestressed beam string girder, and fixedly connecting all members;
secondly, loading according to the design load, and calculating the bending moment of the main beam of the prestressed beam string under the action of the design load and the reaction bending moment under the action of the prestress;
adjusting the stay bars to enable the rotation angle of the first stay cable on the outer side to be the largest, sequentially adjusting the stay bars inwards to enable the rotation angle of each stay cable to be gradually reduced, and keeping the size sequence of the rotation angles of the stay cables unchanged;
step four, loading according to the design load again, calculating the bending moment of the main beam of the prestressed beam-string beam under the effect of the design load and the counter-bending moment under the effect of the prestress, and calculating the ratio of the bending moment value at the position of each support rod to the counter-bending moment value at the position of each support rod under the effect of the prestress;
fifthly, adjusting the support rods again to enable the ratio of the bending moment value at the position of each support rod under the action of the design load to be consistent with the ratio of the bending moment value at the position of each support rod under the action of the prestress;
and sixthly, constructing the roof on the structural frame.
In the third step, the support rods are height-adjustable rods, the height of each support rod is adjusted, the rotation angle of the inhaul cable is adjusted by adjusting the height of the support rods,
and fifthly, adjusting the height of each support rod again, adjusting the rotation angle of the inhaul cable by adjusting the height of the support rods again, and further adjusting the ratio of the bending moment value.
In the first step, other radial beams and other latitudinal beams can be synchronously constructed.
Compared with the prior art, the invention has the following characteristics and beneficial effects:
according to the invention, the stay bars are adjusted, so that the corner of the prestressed cable of the beam string structure at the peripheral stay bar position is larger, the corners of several internal stay bars are gradually reduced, the corner of the prestressed cable at the stay bar position is changed according to the load borne by the prestressed beam string structure main beam and the arrangement distance of the stay bars, so as to adapt to the change of the load, balance the load bending moment and adjust the prestressed beam structure main beam to the maximum extent, so that the ratio of the bending moment value at each stay bar position under the design load action is consistent with the ratio of the counter bending moment value at each stay bar position under the prestress action, and the prestressed beam structure main beam is ensured not to be distorted due to different ratios of the positive and negative bending moments.
The invention adjusts the geometrical configuration of the lower stay cable and the corresponding stay bar of the main girder of the prestressed beam string according to the rigidity required inside and outside the structure, so that the outer side and the inner side of the spoke type beam string structure have rigidity matched with the load borne by the spoke type beam string structure, and the stress rationality of the spoke type beam string structure is greatly improved.
After the geometrical configurations of the lower stay cable and the corresponding stay bar of the main girder of the prestressed beam string are changed, the rigidity of the main girder of the prestressed beam string is changed into that the whole rigidity of the outer part of the main girder is larger and the rigidity of the inner part of the main girder of the prestressed beam string is smaller. The bending moment of the outer side of the prestressed beam string girder becomes small under the load action, the bending moment of the inner side part becomes large, and the overall distribution of the bending moment is more uniform. The maximum bending moment of the prestressed beam string girder under the load action is reduced on the whole, the load bearing capacity of the whole structure is increased, and the material consumption of the whole structure is smaller under the same load action.
The outer side of the spoke type prestress string-stretched dome structure has larger bending moment generated by prestress, the bending moment is gradually reduced towards the middle part of the spoke type string-stretched dome structure, the distribution of the bending moment is more consistent with that of a main girder of a prestress string-stretched beam under the load action, the offsetting action of the two bending moments is more prominent, and the prestress efficiency is higher. Under the combined action of external load and prestress, the integral bending moment of the spoke type string structure is greatly reduced. Under the same load action, the material consumption of the structure is greatly reduced.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic top view of the spoke type prestressed string dome structure of the present invention.
Fig. 2 is a side view structural schematic diagram of a prestressed beam-string girder according to the present invention.
Reference numerals: the system comprises 1-secondary beam, 2-transition ring beam, 3-prestress beam string girder, 4-edge ring beam, 5-center inner ring beam, 51-pressure ring, 52-tension ring, 53-tie rod, 6-roof, 7-brace, 8-upper main beam, 9-lower chord cable, 10-peripheral structural column and 11-cable corner.
Detailed Description
Embodiment referring to fig. 1-2, a spoke type prestressed string-stretching dome structure comprises a structural frame and a roof 6, wherein the roof 6 is laid on the upper side of the structural frame, and the structural frame comprises radial beams, latitudinal beams and peripheral structural columns 10.
The radial beams comprise a central inner ring beam 5.
The periphery structure columns 10 are uniformly distributed in a circle around the outer side of the center inner ring beam 5 at equal intervals, the connecting lines of all the periphery structure columns 10 are circles, the circles and the center inner ring beam 5 are concentric circles, and the connecting lines of the center inner ring beam 5 and each periphery structure column 10 are radial.
The latitudinal beams comprise prestressed beam-string girder 3, the prestressed beam-string girder 3 is arranged on the radial line and is a single girder, the prestressed beam-string girder 3 is arranged on each radial line, the inner end of the prestressed beam-string girder 3 is fixedly connected with the central inner ring beam 5, the outer end of the prestressed beam-string girder 3 is fixedly connected with the top of the peripheral structural column 10, and the bottom of the peripheral structural column 10 is fixed on the ground.
The central inner ring beam 5 is a double-layer annular truss beam and comprises an upper-layer pressure ring 51, a lower-layer tension ring 52 and a connecting rod 53 between the pressure rings, and each prestress beam girder 3 is a truss beam and comprises an upper-layer beam girder 8, a lower chord 9 and a support rod 7 which supports and is fixedly connected between the upper-layer beam girder and the lower chord 9.
The relative angle of the lower inhaul cable on two sides of the bottom of the stay bar 7 is an inhaul cable corner 11, the inhaul cable corners 11 are all larger than zero, the inhaul cable corners 11 are adjusted through adjusting the stay bar 7, and the inhaul cable corners 11 are gradually reduced from outside to inside. The stay bar 7 is a height-adjustable bar.
The inner end of the upper-layer beam main beam 8 is fixedly connected with the upper pressure ring 51, the outer end of the upper-layer beam main beam 8 is fixedly connected with the top of the peripheral structural column 10, the inner end of the lower chord 9 is fixedly connected with the lower tension ring 52, the outer end of the lower chord 9 is fixedly connected with the top of the peripheral structural column 10, a group of support rods 7 is arranged at intervals along the length direction of the prestressed beam main beam 3, the support rods 7 are adjustable rods, and the ratio of the bending moment value at the position of each support rod 7 of the prestressed beam main beam 3 under the same load action to the ratio of the bending moment value at the position of each support rod 7 under the prestress action is consistent by adjusting the support rods 7.
The radial beams further comprise at least three ring beams with different dimensions, two ends of each ring beam are respectively and fixedly connected to the same position of the dimension direction of the main beam 3 of the adjacent prestress string beam, the connecting line of each ring beam is a circle, all the radial beams are concentric circles, the diameters of the radial beams are sequentially enlarged from the inside to the outside of the central inner ring beam 5, the radial beams are arranged at intervals, and each ring beam comprises at least two transition ring beams 2 and one edge ring beam 4.
The number of the transition ring beams 2 is the same as that of the support rods 7 on each prestressed beam girder 3, and the transition ring beams are in one-to-one correspondence with the prestressed beam girder 3, and the connection position of each transition ring beam 2 and the prestressed beam girder 3 and the connection position of the top of each support rod 7 and the upper beam girder 8 are the same. In this embodiment, the ring beams include three transition ring beams 2 and one edge ring beam 4. The cable rotation angles 11 are respectively a first rotation angle alpha, a second rotation angle beta and a third rotation angle gamma from the outside to the inside.
The outer end of the prestressed beam string girder 3 is also fixedly connected with the edge ring beam 4, and the outer end of the lower chord cable 9 is also fixedly connected with the edge ring beam 4.
The latitudinal beams further comprise secondary beams 1 which are uniformly arranged between two adjacent ring beams and between two adjacent prestressed beam string girder 3 at intervals, and two ends of each secondary beam 1 are respectively and fixedly connected between the adjacent ring beams.
The construction method of the spoke type prestress string dome structure comprises the following construction steps:
firstly, arranging a central inner ring beam 5, a peripheral structural column 10 and a prestressed beam string girder 3, and fixedly connecting all components.
And step two, loading according to the design load, and calculating the bending moment of the main beam 3 of the prestressed beam string under the action of the design load and the reaction bending moment under the action of the prestress.
Adjusting the height of each stay bar 7, adjusting the stay cable corner 11 by adjusting the height of each stay bar 7 to maximize the outer first stay cable corner, sequentially adjusting each stay bar 7 inwards to gradually reduce each stay cable corner 11, and keeping the size sequence of the stay cable corners 11 unchanged, namely the first corner alpha is larger than the second corner beta is larger than the third corner gamma; the support rod 7 is a height-adjustable rod.
And step four, loading according to the design load again, calculating the bending moment of the main girder 3 of the prestressed beam string under the effect of the design load and the reaction bending moment under the effect of the prestress, and calculating the ratio of the bending moment value at the position of each support rod 7 to the reaction bending moment value at the position of each support rod 7 under the effect of the prestress. Wherein the ratio of the bending moment values at the positions of the support rods 7 is M α ：M β ：M γ The ratio of the bending moment values at the positions of the support rods 7 under the action of prestress is M α’ ：M β’ ：M γ’ 。
Fifthly, the height of each support rod 7 is adjusted again, the guy cable corner 11 is adjusted by adjusting the height of each support rod 7 again, and then the ratio adjustment of the bending moment value is realized, so that the ratio of the bending moment value at the position of each support rod 7 under the design load action is consistent with the ratio of the bending moment value at the position of each support rod 7 under the prestress action, namely M is the ratio of the bending moment value at the position of each support rod 7 under the prestress action α ：M β ：M γ = M α’ ：M β’ ：M γ’ 。
In the first step, other radial beams and other latitudinal beams can be synchronously constructed.
And step six, constructing the roof 6 on the structural frame.
Claims (6)
1. The utility model provides a spoke formula prestressing force string dome structure which characterized in that: comprises a structural framework and a roof, wherein the roof is laid on the upper side of the structural framework, the structural framework comprises radial beams, latitudinal beams and peripheral structural columns (10),
the radial beams comprise a central inner ring beam (5),
the peripheral structural columns (10) are uniformly distributed in a circle around the outer side of the central inner ring beam (5) at equal intervals, the connecting lines of all the peripheral structural columns (10) are circles, the circles and the central inner ring beam (5) are concentric circles, the connecting lines of the central inner ring beam (5) and each peripheral structural column (10) are radial,
the latitudinal girders comprise prestressed beam-string girder girders (3), the prestressed beam-string girder girders (3) are arranged on the radial lines and are one, the prestressed beam-string girder girders (3) are arranged corresponding to the radial lines, the inner ends of the prestressed beam-string girder girders (3) are fixedly connected with the central inner ring girder (5), the outer ends of the prestressed beam-string girder girders (3) are fixedly connected with the top of the peripheral structural column (10), the bottom of the peripheral structural column (10) is fixed on the ground,
the central inner ring beam (5) is a double-layer annular truss beam and comprises an upper pressure ring (51), a lower tension ring (52) and a connecting rod (53) between the pressure rings, each prestress beam string girder (3) is a truss beam and comprises an upper beam string girder (8), a lower chord (9) and a brace rod (7) which is supported and fixedly connected between the upper beam string girder and the lower chord,
the inner end of the upper layer beam string girder (8) is fixedly connected with the upper pressure ring (51), the outer end of the upper layer beam string girder (8) is fixedly connected with the top of the peripheral structural column (10), the inner end of the lower chord cable (9) is fixedly connected with the lower layer tension ring (52), the outer end of the lower chord cable (9) is fixedly connected with the top of the peripheral structural column (10), a group of support rods (7) are arranged at intervals along the length direction of the prestressed beam string girder (3), the support rods (7) are adjustable rods, the ratio of the bending moment value of each support rod (7) position of the prestressed beam girder (3) under the same load action to the bending moment value of each support rod (7) position under the prestress action is consistent through adjusting the support rods (7),
the relative angle of the lower inhaul cable at two sides of the bottom of the stay bar (7) is an inhaul cable corner (11), the inhaul cable corners (11) are both larger than zero, the inhaul cable corners (11) are adjusted through adjusting the stay bar (7), and the inhaul cable corners (11) are gradually reduced from outside to inside;
the support rod (7) is a height-adjustable rod;
the radial beams also comprise at least three ring beams with different dimensions, two ends of each ring beam are respectively and fixedly connected to the same position of the dimension direction of the main beam (3) of the adjacent prestressed beam string, the connecting line of each ring beam is a circle, all the radial beams are concentric circles, the diameters of the radial beams are sequentially enlarged from the inside to the outside of the central inner ring beam (5) and the radial beams are arranged at intervals, and each ring beam comprises two transition ring beams (2) and one edge ring beam (4); the rotation angle 11 of each guy cable is respectively a first rotation angle alpha, a second rotation angle beta and a third rotation angle gamma from the outside to the inside;
the number of the transition ring beams (2) is the same as that of the support rods (7) on each prestressed beam girder (3) and corresponds to one another, and the connecting position of each transition ring beam (2) and the prestressed beam girder (3) and the connecting position of the top of each support rod (7) and the upper beam girder (8) are the same.
2. The spoke-type pre-stressed string-tensioned dome structure according to claim 1, wherein: the outer end of the prestressed beam string girder (3) is also fixedly connected with the edge ring beam (4), and the outer end of the lower string cable (9) is also fixedly connected with the edge ring beam (4).
3. The spoke-type prestressed string-tensioning dome structure according to claim 1 or 2, wherein: the latitudinal beams further comprise secondary beams (1) which are uniformly arranged between two adjacent ring beams and between two adjacent prestressed beam string girder main beams (3) at intervals, and two ends of each secondary beam (1) are respectively and fixedly connected between the adjacent ring beams.
4. A construction method of the spoke type prestressed string-extending dome structure according to any one of claims 1-3, characterized in that the construction steps are as follows:
firstly, arranging a central inner ring beam (5), a peripheral structural column (10) and a prestressed beam string girder (3), and fixedly connecting all components;
secondly, loading according to the design load, and calculating the bending moment of the main beam (3) of the prestressed beam string under the action of the design load and the reaction bending moment under the action of the prestress;
step three, adjusting each stay bar (7) to enable the corner of the first stay cable at the outer side to be the largest, sequentially adjusting each stay bar (7) inwards to enable the corner (11) of each stay cable to be gradually reduced, and keeping the size sequence of the corners (11) of the stay cables unchanged;
step four, loading according to the design load again, calculating the bending moment of the main beam (3) of the prestressed beam string under the action of the design load and the reaction bending moment under the action of the prestress, and calculating the ratio of the bending moment value at the position of each support rod (7) to the reaction bending moment value at the position of each support rod (7) under the action of the prestress;
fifthly, adjusting the support rods (7) again to enable the ratio of the bending moment value at the positions of the support rods (7) under the action of the design load to be consistent with the ratio of the bending moment value at the positions of the support rods (7) under the action of the prestress;
and sixthly, constructing the roof on the structural frame.
5. The construction method of the spoke-type prestressed string-tensioned dome structure according to claim 4, characterized in that:
in the third step, the support rods (7) are height-adjustable rods, the height of each support rod (7) is adjusted to adjust the height of the support rod (7), the rotation angle (11) of the inhaul cable is adjusted by adjusting the height of the support rods (7),
and fifthly, adjusting the height of each support rod (7) again, adjusting the rotation angle (11) of the inhaul cable by adjusting the height of each support rod (7) again, and further adjusting the ratio of the bending moment value.
6. The construction method of the spoke type prestressed string-tensioned dome structure according to claim 4, characterized in that: in the first step, other radial beams and other latitudinal beams can be synchronously constructed.
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| CN114687450B (en) * | 2022-06-02 | 2022-08-23 | 北京市建筑设计研究院有限公司 | Spoke type cable-bearing crossed grid semi-rigid tension structure system |
| CN117145065B (en) * | 2023-10-30 | 2024-01-05 | 北京市建筑工程研究院有限责任公司 | High-clearance string structure and low-tension forming method thereof |
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