CN103924721A - Large-span cable-strut tension roof structure system - Google Patents
Large-span cable-strut tension roof structure system Download PDFInfo
- Publication number
- CN103924721A CN103924721A CN201410172979.0A CN201410172979A CN103924721A CN 103924721 A CN103924721 A CN 103924721A CN 201410172979 A CN201410172979 A CN 201410172979A CN 103924721 A CN103924721 A CN 103924721A
- Authority
- CN
- China
- Prior art keywords
- subelement
- depression bar
- tension ring
- drag
- interior
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Aerials With Secondary Devices (AREA)
Abstract
The invention discloses a large-span cable-strut tension roof structure system which is formed by integrally connecting a sunflower-type cable dome and an annular tensioning member surrounding the sunflower-type cable dome. The sunflower-type cable dome comprises a central tension ring, N inner vertical press rods and N outer vertical press rods, the N inner vertical press rods and the N outer vertical press rods are symmetrically arranged with the central tension ring as a center, and the N is an integer larger than or equal to four. The annular tensioning member is integrally formed by connecting N tensioning integral units end to end, each tensioning integral unit is formed by splicing a subunit I and a subunit II which are in a mirror symmetry, and the subunits I and the subunits II are self-balancing stable structure systems respectively formed by four press rods and twelve inhaul cables. The large-span cable-strut tension roof structure system has the advantages of being high in material utilization rate, low in construction cost and the like.
Description
Technical field
The present invention relates to a kind of prestressed structure of long span building thing, be specifically related to a kind of rope bar tension force structural system of roof.
Background technology
Along with improving constantly of architectural design theory and structure design level, tension integral structure and cable dome structure have obtained people with its flexible and changeable expressive force, the building configuration of slim and graceful innervation and the steel use amount of economy and have more and more paid close attention to.
Stretching integral, due to complex structural designs, is constructed more difficult, about the design and construction of annular stretching integral, there is no so far ripe theory, therefore less in field of civil engineering application.Sunflower-patterned dome is own through there being some design and construction experiences at home and abroad, but Suo Qiong depends on rigid boundary at most, becomes the roof of stadiums, and the case history using the cable-rod structure of the full tension force of self-balancing as sunflower-patterned dome fringe conditions there is no.
Summary of the invention
Technical problem: the invention provides a kind of annular self-balancing cable-rod structure based on half regular stretching integral, can the real full tension force of implementation structure large-span prestressed structural system of roof.
Technical scheme: large-span cable bar tension force structural system of roof of the present invention, connects and composes by sunflower-patterned dome with around the annular stretching integral of sunflower-patterned dome.Sunflower-patterned dome comprises Yi Ge center tension ring, centered by the tension ring of center, in symmetrically arranged N root, erect depression bar and N root perpendicular depression bar outward, N is more than or equal to 4 positive integer, between tension ring top, center and interior perpendicular depression bar top, be connected with the first interior notochord, between tension ring bottom, center and interior perpendicular depression bar top, be connected with the first interior oblique cord, in be all connected with the second interior notochord between perpendicular depression bar top and two nearest outer perpendicular depression bar tops, in be all connected with between the bottom of perpendicular depression bar and two nearest outer perpendicular depression bar tops between the bottom of the second interior oblique cord two adjacent interior perpendicular depression bars and be connected with interior strop, between the bottom of two adjacent outer perpendicular depression bars, be connected with outer strop,
Annular stretching integral is connected and composed from beginning to end by N tensegrity element, each tensegrity element is spliced by subelement I and the subelement II of mirror image symmetry each other, and subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms.I (i=1,2,3 ... N) individual tensegrity element steric configuration is:
First on Yi center tension ring 1 place straight line and that be positioned at center tension ring 1 bottom below is a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring 1 and outer perpendicular depression bar 3 formed and be X-axis perpendicular to the rectilinear direction of center tension ring, it is Z axis that the whole origin of coordinates of take is pointed to center tension ring 1 bottom direction, and the rectangular coordinate system in space that structure obtains is coordinate system as a whole;
Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, builds the local coordinate system of i tensegrity element, the numbering that wherein i is tensegrity element, M be in global coordinate system coordinate be (0,0, some λ), Z
idirection affine transformation coefficient gamma meets γ >0, Y
idirection affine transformation coefficient lambda meets
x
idirection affine transformation factor beta meets
In subelement I, each point coordinates is:
b (0 ,-λ, γ),
d (0, λ, γ), E (β, λ, 0), F (β ,-λ, 0), G (β ,-λ, 0), H (β, λ, 0).Wherein between AH, BE, CF, DG, depression bar is set, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set.
In subelement II, each point coordinates is:
b ' (0 ,-λ ,-γ),
d ' (0, λ ,-γ), E ' (β, λ, 0), F ' (β ,-λ, 0), G ' (β ,-λ, 0), H ' (β, λ, 0).Wherein between A ' H ', B ' E ', C ' F ', D ' ' G, depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set.Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively.
The F point of the bottom of middle depression bar and recently tensegrity element overlaps, B, the B ' point of the top of middle depression bar and recently tensegrity element is connected with outer notochord, the top of middle depression bar and recently the G point of tensegrity element are connected with connection notochord, B, the B ' point of the bottom of middle depression bar and recently tensegrity element is connected with connection oblique cord, connecting oblique cord and drag-line BF, B ' F overlaps, the bottom of middle depression bar and recently the G point of tensegrity element are connected with outer oblique cord, and outer oblique cord and drag-line FG overlap.
In large-span cable bar tension force structural system of roof of the present invention, in annular stretching integral, drag-line AB, BC, CD, DA in the subelement I of each tensegrity element, corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.
In preferred version of the present invention, for the ease of connect common points when constructing, the Nodes that depression bar is connected with depression bar, and the Nodes that depression bar is connected with drag-line all arranges ball pivot ball pivot, ball pivot comprises spherical heart portion and is articulated with three rotating connecting portions in heart portion.
Beneficial effect: the present invention compared with prior art, has the following advantages:
1) in structural system: existing structure rope dome is supported on the rigidity ring beams such as concrete structure or steel work mostly, and sunflower-patterned dome of the present invention depends on the self-balancing border of annular stretching integral, two kinds of structures form the structural system of full tension force, have given full play to the advantage of two kinds of structural systems;
2) in mechanical property: existing structure component damage being mostly because be subject to curved or turned round, and all Suo Shoula in structural system of the present invention, bar pressurized, steel have been saved to the full extent, light high-efficiency, has given full play to the intensity of material, has promoted the service efficiency of material;
3) in structure construction method: existing structure adopts job site to make or the prefabricate method of part mostly, and all members of structural system of the present invention are to be all first prefabricated in the factory, and have greatly improved the reliability of member.Field operation is all assembling construction and pre-stress construction, has farthest reduced the impact of work progress on environment, has reduced labour intensity and the difficulty of field worker, has shortened construction period, has also reduced construction cost simultaneously.
Accompanying drawing explanation
Fig. 1 is the structural representation of the embodiment of the present invention 1;
Fig. 2 a is subelement I affine transformation initial graph axonometric drawing of the present invention;
Fig. 2 b is subelement I affine transformation initial graph front view of the present invention;
Fig. 3 is the affine transformation coordinate schematic diagram of the embodiment of the present invention 1;
Fig. 4 is the sunflower-shaped cable dome structure schematic diagram of the embodiment of the present invention 1;
Fig. 5 is the Tensegrity torus schematic diagram of the embodiment of the present invention 1;
Fig. 6 is global coordinate system and local coordinate system relativeness schematic diagram;
Fig. 7 is the assembled coordinate schematic diagram of mirror image in the embodiment of the present invention 1;
Fig. 8 a is the schematic diagram of subelement I in the embodiment of the present invention 1;
Fig. 8 b is the schematic diagram of the embodiment of the present invention 1 neutron unit II;
Fig. 9 is the structural representation of the embodiment of the present invention 2;
Figure 10 is the structural representation of the embodiment of the present invention 3;
Figure 11 is the structural representation of the embodiment of the present invention 4;
Figure 12 is the structural representation of the embodiment of the present invention 5;
Figure 13 is the structural representation of the embodiment of the present invention 6.
In figure, have: center tension ring 1, interior perpendicular depression bar 2, the interior oblique cord 5 ' of the interior oblique cord 5, the second of the interior notochord 4 ', the first of the interior notochord 4, the second of outer perpendicular depression bar 3, the first, interior strop 6, outer strop 7, outer notochord 8, connects notochord 9, and outer oblique cord 10 connects oblique cord 11
The specific embodiment
Below in conjunction with four embodiment and Figure of description, the present invention is further described in detail.
Embodiment 1: a kind of large-span cable bar tension force structural system of roof of the present invention, as shown in Figure 1, by sunflower-patterned dome and annular stretching integral, formed, and wherein tensegrity element number N is taken as 12, X
idirection affine transformation factor beta is taken as 0.5, Y
idirection affine transformation coefficient lambda is taken as 1, Z
idirection affine transformation coefficient gamma is taken as 1, affine transformation initial graph as shown in Figure 2, X
idirection affine transformation process as shown in Figure 3, structure rise f is used functional requirement to be taken as 2.2 according to reality building, the F point of the bottom of middle depression bar 3 and recently tensegrity element overlaps, the top of middle depression bar 3 and the recently B of tensegrity element, B ' point is connected with outer notochord 8, the G point of the top of middle depression bar 3 and nearest tensegrity element is connected with and is connected notochord 9, the bottom of middle depression bar 3 and the recently B of tensegrity element, B ' point is connected with outer oblique cord 10, outer oblique cord 10 and drag-line BF, B ' F overlaps, the G point of the bottom of middle depression bar 3 and nearest tensegrity element is connected with and is connected oblique cord 11, connecting oblique cord 11 and drag-line FG overlaps.
Sunflower-patterned dome wherein as shown in Figure 4, comprise Yi Ge center tension ring 1, perpendicular depression bar 2 and 12 outer perpendicular depression bars 3 in 12, and interior notochord the 4 ', the second interior oblique cord 5 ' of the interior oblique cord 5, second of the first interior notochord 4, first, interior strop 6, outer strop 7, outer notochord 8, connect notochord 9, and outer oblique cord 10 be connected oblique cord 11.Center tension ring 1 adopts the existing conventional member in this area, for direct rod shape, wherein, perpendicular depression bar 2 and outer perpendicular depression bar 3 are arranged in respectively and take on two horizontal concentric circles that center tension ring 1 is the center of circle, make interior perpendicular depression bar 2 Jun Yu center tension ring 1 parallel equidistant, outer perpendicular depression bar 3 Jun Yu center tension ring 1 parallel equidistant.Between center tension ring 1 top and interior perpendicular depression bar 2 tops, be connected with the first interior notochord 4, between center tension ring 1 bottom and interior perpendicular depression bar 2 tops, be connected with the first interior oblique cord 5, in be all connected with the second interior notochord 4 ' between perpendicular depression bar 2 tops and two nearest outer perpendicular depression bar 3 tops, in be all connected with between the bottom of perpendicular depression bar 2 and two nearest outer perpendicular depression bar 3 tops between the bottom that is connected with the adjacent outer perpendicular depression bar 3 of interior strop 6, two between the bottom of the second interior oblique cord 5 ' two adjacent interior perpendicular depression bars 2 and be connected with outer strop 7;
Annular stretching integral wherein as shown in Figure 5, comprise 12 subelement I and 12 sub-unit II, annular stretching integral is connected and composed from beginning to end by 12 tensegrity elements, each tensegrity element is by subelement I and the subelement II of mirror image symmetry are spliced each other, subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms, i (i=1,2,3 ... 12) individual tensegrity element steric configuration is:
First on Yi center tension ring 1 place straight line and to be positioned under center tension ring 1 bottom be a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring 1 and outer perpendicular depression bar 3 formed and be X-axis perpendicular to the rectilinear direction of center tension ring 1, it is Z axis that the whole origin of coordinates of take is pointed to center tension ring 1 bottom direction, X-axis, Z axis are all crossed whole origin of coordinates O (0,0,0), then by right-hand rule, construct right hand rectangular coordinate system in space coordinate system as a whole.In global coordinate system, Y-axis is all vertical with axle X, Z axis.The rise of structure wherein, whole origin of coordinates O (0,0,0) determines according to building function instructions for use with the distance f of center tension ring 1 bottom.
Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, the local coordinate system of i tensegrity element of structure, M is the point that in global coordinate system, coordinate is (0,0,1), as shown in Figure 6, in subelement I, each point coordinates is the relativeness schematic diagram of local coordinate system and global coordinate system:
b (0 ,-1,1),
d (0,1,1), E (0.5,1,0), F (0.5 ,-1,0), G (0.5 ,-1,0), H (0.5,1,0), wherein arranges depression bar between AH, BE, CF, DG, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set; In subelement II, each point coordinates is:
b ' (0 ,-1 ,-1),
d ' (0,1 ,-1), E ' (0.5,1,0), F ' (0.5 ,-1,0), G ' (0.5 ,-1,0), H ' (0.5,1,0), wherein between A ' H, B ' E, C ' F, D ' G, depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set.Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively, and mirrored procedure as shown in Figure 7.
Drag-line AB, BC in the subelement I of each tensegrity element, CD, DA are corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.At depression bar, be connected with depression bar and Nodes that depression bar is connected with drag-line arranges ball pivot.Ball pivot comprises spherical heart portion and is articulated with a plurality of rotating connecting portion in heart portion.
The construction process of a kind of large-span cable bar tension force roof structure of the present invention, comprises the following steps:
1), in order to build Tensegrity torus, in above-mentioned local coordinate system, according to the existing classical octahedra regular tensegrity element of 4 bar 12 rope half, its A, C two point coordinates are converted as shown in Figure 2.Make 4 of A, B, C, D in same plane to meet splicing requirement, A, C two point coordinates must meet following mathematical relationship:
Y
A＝Y
C
Z
C＝1+p
Z
A＝1-p
Z
C＝1+Y
C
In formula, p is a supposition variable and meets 0<p<1, X, and Y, the local coordinate that Z is node, A, C represents node serial number; Other point coordinates all remain unchanged and are known.
2) affine transformation process: have an X coordinate is multiplied by coefficient 0.5, and conversion process as shown in Figure 3;
3) after affine transformation, the subelement I mirror image of gained obtains subelement II, and subelement I and subelement II are by the assembled tensegrity element that obtains of mirror image, and as shown in Figure 7, Mosaic face is plane ABCD, and subelement I and subelement II are as shown in Figure 8;
4) parameter such as the tensegrity element number N based on designing requirement, affine transformation factor beta, λ, γ, determines and is assemblied to form Tensegrity torus by some tensegrity elements, as shown in Figure 5, Mosaic face is plane EFGH;
5) based on step 4) in final configuration and the integrally-built rise f of annular stretching integral, determine the configuration of sunflower-patterned dome;
6) in erecting bed according to step 4), 5) definite configuration completes respectively the assembling of the construction of annular stretching integral and rope dome;
7) adopt lift-up method to keep vegetarian dome installation to annular stretching integral, adopt ball pivot that common points is connected, shared rope arranges two ropes.
Embodiment 2: in the present embodiment, tensegrity element number N is taken as 4, X
idirection affine transformation factor beta is taken as 0.5, Y
idirection affine transformation coefficient lambda is taken as 2, Z
idirection affine transformation coefficient gamma is taken as 3, and structure rise f is used functional requirement to be taken as 6.5 according to reality building, as shown in Figure 9.The present embodiment is comprised of sunflower-patterned dome and annular stretching integral, and the connected mode of sunflower-patterned dome and annular stretching integral and embodiment 1 are roughly the same.
Sunflower-patterned dome wherein, comprise Yi Ge center tension ring 1, perpendicular depression bar 2 and four outer perpendicular depression bars 3 in four, and interior notochord the 4 ', the second interior oblique cord 5 ' of the interior oblique cord 5, second of the first interior notochord 4, first, interior strop 6, outer strop 7, outer notochord 8, connect notochord 9, and outer oblique cord 10 be connected oblique cord 11.Each member connected mode and embodiment 1 are roughly the same.
Annular stretching integral wherein, comprise 4 subelement I and 4 sub-unit II, annular stretching integral is connected and composed from beginning to end by 4 tensegrity elements, each tensegrity element is by subelement I and the subelement II of mirror image symmetry are spliced each other, subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms, i (i=1,2,3,4) individual tensegrity element steric configuration is:
First on Yi center tension ring 1 place straight line and to be positioned under center tension ring 1 bottom be a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring 1 and outer perpendicular depression bar 3 formed and be X-axis perpendicular to the rectilinear direction of center tension ring 1, it is Z axis that the whole origin of coordinates of take is pointed to center tension ring 1 bottom direction, X-axis, Z axis are all crossed whole origin of coordinates O (0,0,0), then by right-hand rule, construct right hand rectangular coordinate system in space coordinate system as a whole.In global coordinate system, Y-axis is all vertical with axle X, Z axis.The rise of structure wherein, whole origin of coordinates O (0,0,0) determines according to building function instructions for use with the distance f of center tension ring 1 bottom.Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, the local coordinate system of i tensegrity element of structure, M is the point that in global coordinate system, coordinate is (0,0,2).In subelement I, each point coordinates is: A (0.5,0.334,2.5), and B (0 ,-2,3), C (0.5,0.334,2.5), D (0,2,3), E (0.5,2,0), F (0.5 ,-2,0), G (0.5 ,-2,0), H (0.5,2,0), wherein between AH, BE, CF, DG, depression bar is set, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set; In subelement II, each point coordinates is: A ' (0.5,0.334 ,-2.5), B ' (0 ,-2 ,-3), C ' (0.5,0.334 ,-3.5), D ' (0,2,3), E ' (0.5,2,0), F ' (0.5 ,-2,0), G ' (0.5,-2,0), H ' (0.5,2,0), wherein between A ' H ', B ' E ', C ' F ', D ' G ', depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set.Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively.
Drag-line AB, BC in the subelement I of each tensegrity element, CD, DA are corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.
The construction process of the present embodiment and embodiment 1 are roughly the same.
Embodiment 3: in the present embodiment, tensegrity element number N is taken as 7, X
idirection affine transformation factor beta is taken as 0.2, Y
idirection affine transformation coefficient lambda is taken as 0.5, Z
idirection affine transformation coefficient gamma is taken as 1, and structure rise f is used functional requirement to be taken as 2.1 according to reality building, as shown in figure 10.The present embodiment is comprised of sunflower-patterned dome and annular stretching integral, and the connected mode of sunflower-patterned dome and annular stretching integral and embodiment 1 are roughly the same.
Sunflower-patterned dome wherein, comprise Yi Ge center tension ring 1, perpendicular depression bar 2 and seven outer perpendicular depression bars 3 in seven, and interior notochord the 4 ', the second interior oblique cord 5 ' of the interior oblique cord 5, second of the first interior notochord 4, first, interior strop 6, outer strop 7, outer notochord 8, connect notochord 9, and outer oblique cord 10 be connected oblique cord 11.Each member connected mode and embodiment 1 are roughly the same.
Annular stretching integral wherein, comprise 7 subelement I and 7 sub-unit II, annular stretching integral is connected and composed from beginning to end by 7 tensegrity elements, each tensegrity element is by subelement I and the subelement II of mirror image symmetry are spliced each other, subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms, i (i=1,2,3 ... 7) individual tensegrity element steric configuration is:
First on Yi center tension ring 1 place straight line and to be positioned under center tension ring 1 bottom be a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring 1 and outer perpendicular depression bar 3 formed and be X-axis perpendicular to the rectilinear direction of center tension ring 1, it is Z axis that the whole origin of coordinates of take is pointed to center tension ring 1 bottom direction, X-axis, Z axis are all crossed whole origin of coordinates O (0,0,0), then by right-hand rule, construct right hand rectangular coordinate system in space coordinate system as a whole.In global coordinate system, Y-axis is all vertical with axle X, Z axis.The rise of structure wherein, whole origin of coordinates O (0,0,0) determines according to building function instructions for use with the distance f of center tension ring 1 bottom.Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, the local coordinate system of i tensegrity element of structure, M is the point that in global coordinate system, coordinate is (0,0,0.5).In subelement I, each point coordinates is: A (0.2,0.048,0.904), and B (0 ,-0.5,1), C (0.2,0.048,1.097), D (0,0.5,1), E (0.2,0.5,0), F (0.2 ,-0.5,0), G (0.2 ,-0.5,0), H (0.2,0.5,0), wherein between AH, BE, CF, DG, depression bar is set, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set; In subelement II, each point coordinates is: A ' (0.2,0.048 ,-0.904), B ' (0 ,-0.5 ,-1), C ' (0.2,0.048 ,-1.097), D ' (0,0.5 ,-1), E ' (0.2,0.5,0), F ' (0.2 ,-0.5,0), G ' (0.2,-0.5,0), H ' (0.2,0.5,0), wherein between A ' H ', B ' E ', C ' F ', D ' G ', depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set.Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively.
Drag-line AB, BC in the subelement I of each tensegrity element, CD, DA are corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.
The construction process of the present embodiment and embodiment 1 are roughly the same.
Embodiment 4: in the present embodiment, tensegrity element number N is taken as 10, X
idirection affine transformation factor beta is taken as 0.3, Y
idirection affine transformation coefficient lambda is taken as 1, Z
idirection affine transformation coefficient gamma is taken as 0.8, and structure rise f is used functional requirement to be taken as 1.7 according to reality building, as shown in figure 11.The present embodiment is comprised of sunflower-patterned dome and annular stretching integral, and the connected mode of sunflower-patterned dome and annular stretching integral and embodiment 1 are roughly the same.
Sunflower-patterned dome wherein, comprise Yi Ge center tension ring 1, perpendicular depression bar 2 and ten outer perpendicular depression bars 3 in ten, and interior notochord the 4 ', the second interior oblique cord 5 ' of the interior oblique cord 5, second of the first interior notochord 4, first, interior strop 6, outer strop 7, outer notochord 8, connect notochord 9, and outer oblique cord 10 be connected oblique cord 11.Each member connected mode and embodiment 1 are roughly the same.
Annular stretching integral wherein, comprise 10 subelement I and 10 sub-unit II, annular stretching integral is connected and composed from beginning to end by 10 tensegrity elements, each tensegrity element is by subelement I and the subelement II of mirror image symmetry are spliced each other, subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms, i (i=1,2,3 ... 10) individual tensegrity element steric configuration is:
First on Yi center tension ring 1 place straight line and to be positioned under center tension ring 1 bottom be a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring 1 and outer perpendicular depression bar 3 formed and be X-axis perpendicular to the rectilinear direction of center tension ring 1, it is Z axis that the whole origin of coordinates of take is pointed to center tension ring 1 bottom direction, X-axis, Z axis are all crossed whole origin of coordinates O (0,0,0), then by right-hand rule, construct right hand rectangular coordinate system in space coordinate system as a whole.In global coordinate system, Y-axis is all vertical with axle X, Z axis.The rise of structure wherein, whole origin of coordinates O (0,0,0) determines according to building function instructions for use with the distance f of center tension ring 1 bottom.Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, the local coordinate system of i tensegrity element of structure, M is the point that in global coordinate system, coordinate is (0,0,1).In subelement I, each point coordinates is: A (0.3,0.122,0.703), and B (0 ,-1,0.8), C (0.3,0.122,0.897), D (0,1,0.8), E (0.3,1,0), F (0.3 ,-1,0), G (0.3 ,-1,0), H (0.3,1,0), wherein between AH, BE, CF, DG, depression bar is set, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set; In subelement II, each point coordinates is: A ' (0.3,0.122 ,-0.703), B ' (0 ,-1 ,-0.8), C ' (0.3,0.122 ,-0.897), D ' (0,1 ,-0.8), E ' (0.3,1,0), F ' (0.3 ,-1,0), G ' (0.3,-1,0), H ' (0.3,1,0), wherein between A ' H ', B ' E ', C ' F ', D ' G ', depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set.Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively.
Drag-line AB, BC in the subelement I of each tensegrity element, CD, DA are corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.
The construction process of the present embodiment and embodiment 1 are roughly the same.
Embodiment 5: in the present embodiment, tensegrity element number N is taken as 8, X
idirection affine transformation factor beta is taken as 0.6, Y
idirection affine transformation coefficient lambda is taken as 1.2, Z
idirection affine transformation coefficient gamma is taken as 1.5, and structure rise f is used functional requirement to be taken as 2.5 according to reality building, as shown in figure 12.The present embodiment is comprised of sunflower-patterned dome and annular stretching integral, and the connected mode of sunflower-patterned dome and annular stretching integral and embodiment 1 are roughly the same.
Sunflower-patterned dome wherein, comprise Yi Ge center tension ring 1, perpendicular depression bar 2 and ten outer perpendicular depression bars 3 in ten, and interior notochord the 4 ', the second interior oblique cord 5 ' of the interior oblique cord 5, second of the first interior notochord 4, first, interior strop 6, outer strop 7, outer notochord 8, connect notochord 9, and outer oblique cord 10 be connected oblique cord 11.Each member connected mode and embodiment 1 are roughly the same.
Annular stretching integral wherein, comprise 8 subelement I and 8 sub-unit II, annular stretching integral is connected and composed from beginning to end by 8 tensegrity elements, each tensegrity element is by subelement I and the subelement II of mirror image symmetry are spliced each other, subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms, i (i=1,2,3 ... 8) individual tensegrity element steric configuration is:
First on Yi center tension ring 1 place straight line and to be positioned under center tension ring 1 bottom be a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring 1 and outer perpendicular depression bar 3 formed and be X-axis perpendicular to the rectilinear direction of center tension ring 1, it is Z axis that the whole origin of coordinates of take is pointed to center tension ring 1 bottom direction, X-axis, Z axis are all crossed whole origin of coordinates O (0,0,0), then by right-hand rule, construct right hand rectangular coordinate system in space coordinate system as a whole.In global coordinate system, Y-axis is all vertical with axle X, Z axis.The rise of structure wherein, whole origin of coordinates O (0,0,0) determines according to building function instructions for use with the distance f of center tension ring 1 bottom.Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, the local coordinate system of i tensegrity element of structure, M is the point that in global coordinate system, coordinate is (0,0,1.2).In subelement I, each point coordinates is: A (0.6,0.311,1.251), and B (0 ,-1.2,1.5), C (0.6,0.311,1.749), D (0,1.2,1.5), E (0.6,1.2,0), F (0.6 ,-1.2,0), G (0.6 ,-1.2,0), H (0.6,1.2,0), wherein between AH, BE, CF, DG, depression bar is set, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set; In subelement II, each point coordinates is: A ' (0.6,0.311 ,-1.251), B ' (0 ,-1.2 ,-1.5), C ' (0.6,0.311 ,-1.749), D ' (0,1.2 ,-1.5), E ' (0.6,1.2,0), F ' (0.6 ,-1.2,0), G ' (0.6,-1.2,0), H ' (0.6,1.2,0), wherein between A ' H ', B ' E ', C ' F ', D ' G ', depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set.Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively.
Drag-line AB, BC in the subelement I of each tensegrity element, CD, DA are corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.
The construction process of the present embodiment and embodiment 1 are roughly the same.
Embodiment 6: in the present embodiment, tensegrity element number N is taken as 6, X
idirection affine transformation factor beta is taken as 2, Y
idirection affine transformation coefficient lambda is taken as 3, Z
idirection affine transformation coefficient gamma is taken as 8, and structure rise f is used functional requirement to be taken as 6.5 according to reality building, as shown in figure 13.The present embodiment is comprised of sunflower-patterned dome and annular stretching integral, and the connected mode of sunflower-patterned dome and annular stretching integral and embodiment 1 are roughly the same.
Sunflower-patterned dome wherein, comprise Yi Ge center tension ring 1, perpendicular depression bar 2 and ten outer perpendicular depression bars 3 in ten, and interior notochord the 4 ', the second interior oblique cord 5 ' of the interior oblique cord 5, second of the first interior notochord 4, first, interior strop 6, outer strop 7, outer notochord 8, connect notochord 9, and outer oblique cord 10 be connected oblique cord 11.Each member connected mode and embodiment 1 are roughly the same.
Annular stretching integral wherein, comprise 6 subelement I and 6 sub-unit II, annular stretching integral is connected and composed from beginning to end by 6 tensegrity elements, each tensegrity element is by subelement I and the subelement II of mirror image symmetry are spliced each other, subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms, i (i=1,2,3 ... 6) individual tensegrity element steric configuration is:
First on Yi center tension ring 1 place straight line and to be positioned under center tension ring 1 bottom be a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring 1 and outer perpendicular depression bar 3 formed and be X-axis perpendicular to the rectilinear direction of center tension ring 1, it is Z axis that the whole origin of coordinates of take is pointed to center tension ring 1 bottom direction, X-axis, Z axis are all crossed whole origin of coordinates O (0,0,0), then by right-hand rule, construct right hand rectangular coordinate system in space coordinate system as a whole.In global coordinate system, Y-axis is all vertical with axle X, Z axis.The rise of structure wherein, whole origin of coordinates O (0,0,0) determines according to building function instructions for use with the distance f of center tension ring 1 bottom.Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, the local coordinate system of i tensegrity element of structure, M is the point that in global coordinate system, coordinate is (0,0,3).In subelement I, each point coordinates is: A (2,1.299,6.845), and B (0 ,-3,8), C (2,1.299,9.155), D (0,3,8), E (2,3,0), F (2 ,-3,0), G (2 ,-3,0), H (2,3,0), wherein between AH, BE, CF, DG, depression bar is set, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set; In subelement II, each point coordinates is:
A ' (2,1.299 ,-6.845), B ' (0 ,-3 ,-8), C ' (2,1.299 ,-9.155), D ' (0,3 ,-8), E ' (2,3,0), F ' (2 ,-3,0), G ' (2,-3,0), H ' (2,3,0), wherein between A ' H ', B ' E ', C ' F ', D ' G ', depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set.Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively.
Drag-line AB, BC in the subelement I of each tensegrity element, CD, DA are corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.
Inner, the annular stretching integral of sunflower-patterned dome is inner, and between sunflower-patterned dome and annular stretching integral, is connected and Nodes that depression bar is connected with drag-line arranges ball pivot at depression bar with depression bar.Ball pivot comprises spherical heart portion and is articulated with a plurality of rotating connecting portion in heart portion.
The construction process of the present embodiment and embodiment 1 are roughly the same.
Should understand above-described embodiment only for the specific embodiment of technical solution of the present invention is described, and be not used in, limit the scope of the invention.After having read the present invention, those skilled in the art all fall within to the modification of various equivalents of the present invention and replacement the protection domain that the application's claim limits.
Claims (3)
1. a large-span cable bar tension force structural system of roof, it is characterized in that, this system connects and composes by sunflower-patterned dome with around the annular stretching integral of described sunflower-patterned dome, described sunflower-patterned dome comprises Yi Ge center tension ring (1), centered by described center tension ring (1), in symmetrically arranged N root, erect depression bar (2) and N root perpendicular depression bar (3) outward, N is more than or equal to 4 positive integer, between tension ring (1) top, described center and interior perpendicular depression bar (2) top, be connected with the first interior notochord (4), between center tension ring (1) bottom and interior perpendicular depression bar (2) top, be connected with the first interior oblique cord (5), in be all connected with the second interior notochord (4 ') between perpendicular depression bar (2) top and two nearest outer perpendicular depression bar (3) tops, in be all connected with the second interior oblique cord (5 ') between the bottom of perpendicular depression bar (2) and two nearest outer perpendicular depression bar (3) tops, between the bottom of two adjacent interior perpendicular depression bars (2), be connected with interior strop (6), between the bottom of two adjacent outer perpendicular depression bars (3), be connected with outer strop (7),
Described annular stretching integral is connected and composed from beginning to end by N tensegrity element, each tensegrity element is by subelement I and the subelement II of mirror image symmetry are spliced each other, described subelement I and subelement II are respectively by four depression bars and 12 self-balancing rock-steady structure systems that drag-line forms, i (i=1,2,3 ... N) individual tensegrity element steric configuration is:
First on the straight line of Yi center tension ring (1) place and that be positioned at center tension ring (1) bottom below is a bit whole origin of coordinates O (0,0,0), take and be positioned at plane that center tension ring (1) and outer perpendicular depression bar (3) formed and be X-axis perpendicular to the rectilinear direction of center tension ring (1), it is Z axis that the whole origin of coordinates of take is pointed to center tension ring (1) bottom direction, and the rectangular coordinate system in space that structure obtains is coordinate system as a whole;
Then with the point in global coordinate system
for local coordinate initial point, with MO
idirection is X
iaxle, the Z-direction in global coordinate system of take is Y
iaxle, with X
i, Y
iaxle all vertical direction is Z
iaxle, builds the local coordinate system of i tensegrity element, the numbering that wherein i is tensegrity element, M be in global coordinate system coordinate be (0,0, some λ), Z
idirection affine transformation coefficient gamma meets γ >0, Y
idirection affine transformation coefficient lambda meets
x
idirection affine transformation factor beta meets
In described subelement I, each node coordinate is:
b (0 ,-λ, γ),
d (0, λ, γ), E (β, λ, 0), F (β ,-λ, 0), G (β ,-λ, 0), H (β, λ, 0), wherein arranges depression bar between AH, BE, CF, DG, between AB, BC, CD, DA, EF, FG, GH, HE, AE, BF, CG, DH, drag-line is set;
In described subelement II, each node coordinate is:
b ' (0 ,-λ ,-γ),
d ' (0, λ ,-γ), E ' (β, λ, 0), F ' (β ,-λ, 0), G ' (β ,-λ, 0), H ' (β, λ, 0), wherein between A ' H ', B ' E ', C ' F ', D ' G ', depression bar is set, between A ' B ', B ' C ', C ' D ', D ' A ', E ' F ', F ' G ', G ' H ', H ' E ', A ' E ', B ' F ', C ' G ', D ' H ', drag-line is set;
Subelement I and subelement II are symmetrical about plane EFGH mirror image, and wherein node E, the F in subelement I, G, H are corresponding overlapping with node E ', F ', G ', H ' in subelement II respectively;
The F point of the bottom of middle depression bar (3) and recently tensegrity element overlaps, the top of middle depression bar (3) and recently the B point of tensegrity element, between B ' point, be connected with respectively outer notochord (8), between the G point of the top of middle depression bar (3) and recently tensegrity element, be connected with and connect notochord (9), the bottom of middle depression bar (3) and recently the B point of tensegrity element, between B ' point, be connected with respectively outer oblique cord (10), described outer oblique cord (10) respectively with drag-line BF, B ' F overlaps, between the G point of the bottom of middle depression bar (3) and recently tensegrity element, be connected with and connect oblique cord (11), described connection oblique cord (11) and drag-line FG overlap.
2. large-span cable bar tension force structural system of roof according to claim 1, it is characterized in that, in described annular stretching integral, drag-line AB, BC, CD, DA in the subelement I of each tensegrity element, corresponding overlapping with drag-line A ' B ', B ' C ', C ' D ', D ' A ' in the subelement II of adjacent tensegrity element respectively.
3. large-span cable bar tension force structural system of roof according to claim 1 and 2, is characterized in that, the Nodes that described depression bar is connected with depression bar, and the Nodes that depression bar is connected with drag-line all arranges ball pivot.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410172979.0A CN103924721B (en) | 2014-04-25 | 2014-04-25 | A kind of large-span cable bar tension force structural system of roof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410172979.0A CN103924721B (en) | 2014-04-25 | 2014-04-25 | A kind of large-span cable bar tension force structural system of roof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103924721A true CN103924721A (en) | 2014-07-16 |
| CN103924721B CN103924721B (en) | 2015-12-02 |
Family
ID=51143099
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410172979.0A Expired - Fee Related CN103924721B (en) | 2014-04-25 | 2014-04-25 | A kind of large-span cable bar tension force structural system of roof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103924721B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104294914A (en) * | 2014-09-12 | 2015-01-21 | 同济大学 | Multi-claw space-extensible structure |
| CN104947838A (en) * | 2015-06-11 | 2015-09-30 | 上海海事大学 | Method for finding feasible prestress of cable-pole structure |
| CN109572987A (en) * | 2018-12-17 | 2019-04-05 | 贵州理工学院 | A kind of multi-rotor unmanned aerial vehicle based on four compression bar integral tension structures |
-
2014
- 2014-04-25 CN CN201410172979.0A patent/CN103924721B/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104294914A (en) * | 2014-09-12 | 2015-01-21 | 同济大学 | Multi-claw space-extensible structure |
| CN104947838A (en) * | 2015-06-11 | 2015-09-30 | 上海海事大学 | Method for finding feasible prestress of cable-pole structure |
| CN109572987A (en) * | 2018-12-17 | 2019-04-05 | 贵州理工学院 | A kind of multi-rotor unmanned aerial vehicle based on four compression bar integral tension structures |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103924721B (en) | 2015-12-02 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103334529B (en) | Full-tension cable-strut roof structural system and construction method thereof | |
| Asadi et al. | Diagrid: An innovative, sustainable, and efficient structural system | |
| CN202108115U (en) | Bamboo truss string structure | |
| CN109469206A (en) | A kind of waveform braided latticed shell structure and its construction method | |
| CN103924721A (en) | Large-span cable-strut tension roof structure system | |
| CN103243806B (en) | Grid structure based on spherical polyhedron | |
| CN112523358B (en) | Bidirectional diagonal combination spoke type bracing cable truss system and application | |
| CN103243929B (en) | Build the method for spherical net rack structure | |
| CN203821676U (en) | Roof system of large-span cable-strut tensile structure | |
| CN104631620A (en) | Negative gauss curvature cable dome | |
| CN105350639A (en) | Facade crossed-grid structure peripheral frame and installation method thereof | |
| Tellier et al. | Caravel meshes: A new geometrical strategy to rationalize curved envelopes | |
| CN102619281A (en) | Spherical reticulated shell composed of connected quadrilateral-planed six-rod tetrahedron units | |
| Nejad | Beehive (Hexagrid), New Innovated Structural System for Tall Buildings | |
| CN208395846U (en) | A kind of assemble type foundation structure | |
| CN108520137B (en) | Plane node coupling processing method suitable for space truss structure | |
| Edemskaya et al. | Rethinking Complexity: Vladimir Shukhov's Steel Lattice Structures | |
| CN103821227B (en) | A kind of have that vertical member supports can the hemispherical refractory slab latticed shell structure of quick assembling | |
| CN215519428U (en) | Bidirectional oblique crossing combined spoke type tension cable truss system | |
| CN211286224U (en) | Honeycomb three-brace rod type cable dome structure | |
| CN202509624U (en) | Spherical surface latticed shell formed by connection and combination of quadrangle planar six-bar tetrahedron units | |
| CN205476662U (en) | Four tubs of lattice bevel net steel construction cooling towers of hyperbola | |
| CN206245468U (en) | A kind of multistage assembled lattice frame building structure | |
| Chen | Innovation of 1.5-layer space frames | |
| CN113136955B (en) | Modular assembly cable support grid large-span steel structure system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20151202 Termination date: 20200425 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |