CN201428193Y - Approximate square plane superlarge space prestressed steel lattice structure roof - Google Patents
Approximate square plane superlarge space prestressed steel lattice structure roof Download PDFInfo
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- CN201428193Y CN201428193Y CN2009203058579U CN200920305857U CN201428193Y CN 201428193 Y CN201428193 Y CN 201428193Y CN 2009203058579 U CN2009203058579 U CN 2009203058579U CN 200920305857 U CN200920305857 U CN 200920305857U CN 201428193 Y CN201428193 Y CN 201428193Y
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Abstract
The utility model discloses an approximate square plane superlarge space prestressed steel lattice structure roof which has a steel lattice structure and formed by the mutual orthogonal connection offusiform space pipe trusses and four-pieces holder brace rod type cable-stayed self-balancing orthogonal space pipe trusses at the same height positions in the same plane, wherein the ratio L1/L2 between a long side L1 and a short side L2 of the roof plane is less than 1.5 and greater or equal to 1, the length of the side L1 is less than or equal to 165 meters and greater than or equal to 120 meters, and the length of the side L2 is less than or equal to 150 meters and greater than or equal to 90 meters, the center structures heights of the fusiform space pipe trusses and the holder brace rodtype cable-stayed self-balancing orthogonal space pipe trusses are same and in the range of L2/18 to L2/16, each piece of the holder brace rod type cable-stayed self-balancing orthogonal space pipe trusses takes fusiform space pipe truss as a basic frame body which is formed by connecting an upper chord, a lower chord and an inclined web member, and the two ends of the basic frame body are connected with cast steel nodes which are connected with an upper support bar, a lateral brace rod and a lower support bar. The approximate square plane superlarge space prestressed steel lattice structure roof has the advantages of low occupied space height, little steel consumption, reliable structure property, easy manufacturing and construction, low cost and the like.
Description
Technical field
The utility model relates to the space prestressed steel lattice structure of a kind of approximate square-shaped planar super large roof system, belong to middle part no post and area coverage greater than 10800 square metres less than 24750 square metres prestressed steel structure roof system technical field.
Background technology
Along with economic construction and social development, construction steel structure roof systems such as the conference and exhibition center in the large public building, the above sports palace of large-scale ten thousand people, its span requires increasing, when span equals 60 meters in steel lattice structure (rack and the net shell) rules is large span, span is a super-span when reaching 90 meters～150 meters span above this limit value, for the building of span when 60 meters left and right sides, prior art generally all adopts fusiformis space tube truss structure, and its technical-economic index is better; When span reaches 90 meters～150 meters, if adopt fusiformis space tube truss structure again, its technical-economic index will descend rapidly.Since the upper chord pressurized of fusiformis space tube truss, the lower chord tension, and then the bending rigidity of fusiformis space tube truss (EsI) is mainly reflected in its reduced moment of inertia
I=A
1A
2h
2/ (A
1+ A
2) (what h represented in the formula is fusiformis space tube truss central construct height, A
1, A
2Represent respectively on the fusiformis space tube truss, the section area of lower edge), by expression formula as can be known, the bending rigidity of fusiformis space tube truss and pipe truss central structure height square are directly proportional, engineering specification regulation by prior art, the numerical value of fusiformis space tube truss central construct height h should be determined (L2 is a span in the formula) by h 〉=L2/12, by this requirement, when L2=90 rice, h=7.5 rice, and the length of forming the diagonal web member (generally speaking its approximate 60 with horizontal angle spend) of fusiformis space tube truss is about 8.66 meters, when L2=150 rice, h=12.5 rice, the length of its diagonal web member is about 14.4 meters, and the fusiformis space tube truss on, the steel tube section of lower chord produces very big pressure and pulling force control by the structural bending distortion, and the diagonal web member steel tube section is by drawing that structure shear strain produces, pressure control, structure middle part diagonal web member draws, pressure is very little.If when span is 90 meters, diagonal web member in the fusiformis space tube truss (depression bar) calculates by its desirable strength, the bar of joining of its diagonal web member only is Φ 114 * 4 (g=10.85kg/m, here g represents every meter steel pipe weight), but the regulation of pressing lever slenderness ratio λ≤180 control, should adopt Φ 152 * 5 (g=23kg/m), both differ 12.15kg/m.When span was 150 meters, diagonal web member strength control value needed Φ 127 * 4.5 (g=17.32kg/m), and controlled by the regulation of slenderness ratio, and then diagonal web member need be prepared Φ 245 * 6.5 (g=38.23kg/m), and both differ 21kg/m.General fusiformis space tube truss will guarantee to satisfy deformation requirements, its structure height need be in the scope of h 〉=L2/12 according to engineering discipline distortion regulation, when span reaches 90m～150m, for guaranteeing rigidity of structure requirement, its structure height will increase sharply (h=7.5 rice～15.5 meter), thereby the middle diagonal web member length that causes the fusiformis space tube truss longer (being generally 8.66 meters～14.4 meters), and internal force is very little herein, also will make the surge of diagonal web member steel using amount by the requirement of slenderness ratio structure.In addition,, cause interior space height bigger because the structure height of fusiformis space tube truss is excessive, totally unfavorable to building energy conservation.Therefore, existing fusiformis space tube truss structure still is not ideal enough when being used for the building of super-span.Under the condition of guaranteeing the rigidity of structure and intensity, reduce structure height, reduce steel using amount, be the main thought that the structural engineer opens up the new structure system.
In the external imported technology that the beginning of this century, last century Mo occur, promptly open in string beam (B.S.S) and a plurality of at home large public building roof systems of truss string structure (T.S.S) and occur, adopt as ZSPD, Shanghai terminal (span is 82.6 meters) and open a string beam; Guangzhou International Conference and Exhibition Center (span is 126.5 meters) adopts truss string structure.Facts have proved this type of self-balancing structural system not only structure height reach (1/10～1/8) L2 of its length of span L2, and the construction molding difficulty is big, steel using amount is big, in the coastal area, after the roofing wind suction overcomes dead load, the lax structural system that causes of cable wire changes (beam type is changed into the arch formula), also needs counterweight to guarantee structural safety for this reason, further increases steel using amount.
On Chinese patent literature denomination of invention was disclosed once and application number is respectively " a kind of short-brace rod type truss string structure and preparation method thereof ", 200410155399.7 " large span truss string structure and preparation method thereof ", 200410022224.9 two technical schemes, these two technical schemes all are prestressed space tube truss, the former arranges several short struts under space tube truss curved bottom chord node, the latter establishes short rod or cable wire is directly penetrated lower edge steel pipe center to set up prestressing force on curved bottom chord node top, cable wire forms self equilibrium systems with the pipe truss, because the angle α that cable wire and horizon form is minimum, strut or pull bar are very little to the elastic reaction that the pipe truss upwards acts on, as to establish cable prestressing be P, then cable wire upwards acts on nodal forces Pz=Psin α, α is more little for angle, and Pz is also little.Improve the Pz value by strengthening cable wire cross section raising prestressing force P value, its economy is bad, and little to rigidity of structure contribution.Therefore, this two classes prestressed space tube truss structure height still needs to carry out value (h is that central construct height, L2 are length of span in the formula) by the structure height h 〉=L2/12 of general fusiformis space tube truss, if be lower than this value, then the rigidity of structure and intensity will not reach the requirement of use.Therefore when being used for the building structure of super-span, these two technical schemes still exist the shortcoming that is similar to general space tube truss structure.Particularly the ratio as the long limit L1 that need to make the roof system plane and minor face L2 is 1≤L1/L2＜1.5, and 120 meters≤L1≤165 meters, 90 meters≤L2≤150 meters this approximate square-shaped planar, when the middle part does not have the roof system of post, because there is above-mentioned shortcoming in prior art, so prior art can not satisfy the needs of use.
The utility model content
The purpose of this utility model is: provide the space prestressed steel lattice structure of the approximate square-shaped planar super large roof system that a kind of spatial altitude that occupies is lower, steel using amount is less and structural performance reliable, making is easy, cost is low, to overcome the deficiencies in the prior art.
The utility model is to constitute like this: the space prestressed steel lattice structure of a kind of approximate square-shaped planar super large of the present utility model roof system is, comprise by upper chord, the general fusiformis space tube truss that lower chord and diagonal web member connect to form, this roof system tiltedly draws self-balancing orthogonal intersection space pipe truss mutually orthogonal steel lattice structure that connects to form on the same space height and position by fusiformis space tube truss and four Pin bearing Jackstay types, and the long limit L1 on roof system plane is 1≤L1/L2＜1.5 with the ratio of minor face L2, each edge lengths is respectively 120 meters≤L1≤165 meter, the roof system of 90 meters≤L2≤150 meters approximate square-shaped planar, the central construct height of each fusiformis space tube truss and each are sat Jackstay type and are tiltedly drawn the central construct height h of self-balancing orthogonal intersection space pipe truss all identical, and its central structure height h is in the scope of L2/18～L2/16; It all is with by upper chord that every Pin bearing Jackstay type tiltedly draws self-balancing orthogonal intersection space pipe truss, the fusiformis space tube truss that lower chord and diagonal web member connect to form is basic support body, and as the upper chord at the fusiformis space tube truss two ends of support body and the end of lower chord all are separately fixed on the cast steel node substantially, on each cast steel node, also be connected with upper support bar, outer side brace and the lower support bar that is connected with bearing, tiltedly draw the mutually orthogonal in twos junction of self-balancing orthogonal intersection space pipe truss to turn to bearing at the bearing Jackstay type near all being provided with a cable wire that is used to support cable wire on the position of lower chord, every Pin bearing Jackstay type is supported on respectively on the upper support bar and outer side brace at two ends after tiltedly drawing the cable wire of self-balancing orthogonal intersection space pipe truss to turn to bearing by cable wire, and the two ends of every cable wire all are separately fixed at its bearing Jackstay type and tiltedly draw on the bearing at self-balancing space tube truss two ends, are provided with the cable wire tightening device on cable wire.
Turn to the directed pulley fulcrum that also two supported cable wires are passed through mutually at orthogonal space that is provided with two differing heights on the bearing at above-mentioned cable wire.
The cable wire of above-mentioned support cable wire turn to bearing, upper support bar and outside the fulcrum place of side brace all be provided with directed pulley.
Between the upper end of upper support bar and fusiformis space tube truss, be connected with and strengthen pole, between bearing and fusiformis space tube truss, also be connected with and strengthen support bar down.
It is an overall structure that aforesaid cast steel node is connected same node by two connecting rods that wind up, lower edge connecting rod, upper support connecting rod, lower support connecting rod, outer lateral connector bar and the casting of two root system bar connecting rods; The upper support connecting rod is located at node setting vertical direction with the lower support connecting rod and is connected with lower support bar with upper support bar respectively on same axial line, the connecting rod that winds up is located at a side of node with the lower edge connecting rod and is connected with lower chord with upper chord respectively, outer lateral connector bar be located at a side opposite with the lower edge connecting rod and with the lower edge connecting rod on same axial line and with outside side brace be connected, the tie-rod connecting rod is located at the node both sides vertical with outer lateral connector bar respectively and on same axial line, and is connected with the bar that links that is connected with adjacent fusiformis space tube truss on the tie-rod connecting rod.
Tiltedly draw self-balancing space tube truss mutually orthogonal network that is connected to form on the same space height and position by fusiformis space tube truss and four Pin bearing Jackstay types, the grid of formation is a square net, and the length of side of each grid inside casing 〉=10 meter.
Owing to adopted technique scheme, the utility model is diminished the central structure height of the fusiformis space tube truss of super-span and is h=(1/18～1/16) L2 by original h=(1/12～1/10) L2, as when the L2=90 rice, the diagonal web member length at its middle part has become 5.77 meters by original 8.66 meters, reduce by 2.89 meters length, if original structure height h=7.5 rice (getting h=L2/12 here) then is reduced to h=5 rice (getting h=L2/18 here), therefore central construct aspect ratio prior art of the present utility model will reduce by 25%～30%; When after central construct height of the present utility model descends, causing the bending rigidity decline of fusiformis space tube truss, the compensatory approach that the utility model adopted is: the increasing of tiltedly drawing the oblique rollering steel rope and the horizon angle α of self-balancing orthogonal intersection space pipe truss by four Pin bearing Jackstay types, making at the bearing Jackstay type tiltedly draws self-balancing orthogonal intersection space pipe truss to produce and the reverse nodal forces of load action at the lower chord node place of mutually orthogonal junction in twos, thereby make whole truss produce reversible deformation, and make each bar of whole truss produce the internal force opposite with load action, reduce thereby internal force was corresponding when malformation reduced when structure " user mode ".Thereby the utility model is reaching under the super-span condition, and can guarantee that when reducing structure height the structure vertical deflection is no more than the requirement of limits value F/L2≤1/300 of national rule (F, expression structure degree of disturbing here, L2 represents length of span), and because truss internal force of the present utility model reduces, structure height reduces, the length of diagonal web member reduces, thereby has reduced steel using amount greatly.Whole fusiformis space tube truss quadrature of the present utility model is formed the macrolattice structure, and the Jackstay type by four Pin quadratures tiltedly draws the cable wire on the self-balancing orthogonal intersection space pipe truss again, after setting up prestressing force, forms approximate square-shaped planar super large space roof system.Method and structure of the present utility model is to be different from traditional super large space tension integral structure and traditional rope membrane structure and occur form the quadrature macrolattice by space tube truss, and by part oblique rollering steel rope composition space " rope " and " frame " self-balancing structural system, the i.e. novel network system of super large space segment prestressing force orthogonal intersection space pipe truss.So, the utility model compared with prior art, the utility model not only has the advantage that the spatial altitude that occupies is low, steel using amount is few, but also have structural performance reliable, make construction easily, low cost and other advantages.
Description of drawings
Fig. 1 is the approximate space prestressed steel lattice structure of the square-shaped planar super large roof system plane structure schematic diagram of the utility model;
Fig. 2 shows structural representation for the A-A of accompanying drawing 1 cuts open, is that the bearing Jackstay type that roof system of the present utility model adopts tiltedly draws self-balancing orthogonal intersection space pipe trussed construction schematic diagram;
Fig. 3 is the plan structure schematic diagram of Fig. 2;
Fig. 4 is the structural representation of cast steel node of the present utility model;
Fig. 5 is the plan structure schematic diagram of Fig. 4;
Schematic diagram when Fig. 6 installs directed pulley support cable wire for upper support bar of the present utility model;
Fig. 7 is the schematic diagram of outer side brace of the present utility model when supporting cable wire;
Structural representation when Fig. 8 tiltedly draws the mutually orthogonal in twos junction of self-balancing orthogonal intersection space pipe truss and two cable wire quadratures to turn to bearing by cable wire for cable wire of the present utility model turns to bearing to be installed in the bearing Jackstay type;
Fig. 9 shows structural representation for the C-C of accompanying drawing 8 cuts open;
Figure 10 is the structural representation of cable wire of the present utility model when being connected with the support node steel plate;
The rod member of self-balancing orthogonal intersection space pipe truss when becoming kenel draws Figure 11, pressure-plotting for bearing Jackstay type of the present utility model tiltedly draws;
The rod member of self-balancing orthogonal intersection space pipe truss when the load attitude draws Figure 12, pressure-plotting for bearing Jackstay type of the present utility model tiltedly draws;
The rod member of self-balancing orthogonal intersection space pipe truss when using attitude draws Figure 13, pressure-plotting for bearing Jackstay type of the present utility model tiltedly draws.
The specific embodiment
Embodiment of the present utility model: it comprises that employing is by upper chord 1, lower chord 2 and diagonal web member 3 connect to form traditionally shaped fusiformis space tube truss, the space prestressed steel lattice structure of approximate square-shaped planar super large of the present utility model roof system tiltedly draws self-balancing orthogonal intersection space pipe truss mutually orthogonal network that connects on the same space height and position by fusiformis space tube truss and four Pin bearing Jackstay types, and the long limit L1 on roof system plane is 1≤L1/L2＜1.5 with the ratio of minor face L2, each edge lengths is respectively 120 meters≤L1≤165 meter, the roof system (as shown in Figure 1) of 90 meters≤L2≤150 meters approximate square-shaped planar, the central construct height of each fusiformis space tube truss and each are sat Jackstay type and are tiltedly drawn the central construct height h of self-balancing orthogonal intersection space pipe truss all identical, and its central structure height h is in the scope of L2/18～L2/16; Tiltedly drawing self-balancing orthogonal intersection space pipe truss mutually orthogonal grid that connects into network on the same space height and position by fusiformis space tube truss and four Pin bearing Jackstay types is square net, and the length of side B of each grid inside casing is 10 meters～20 meters; It all is to be basic support body with the fusiformis space tube truss that is connected to form by upper chord 1, lower chord 2 and diagonal web member 3 that every Pin bearing Jackstay type tiltedly draws the self-balancing space tube truss, and all be separately fixed on the cast steel node as the upper chord 1 at the fusiformis space tube truss two ends of basic support body and the end of lower chord 2, each cast steel node is all cast by two connecting rod a that wind up, lower edge connecting rod b, upper support connecting rod c, lower support connecting rod d, outer lateral connector bar e and two root system bar connecting rod f, and to be connected same node be an overall structure; Upper support connecting rod c and lower support connecting rod d be located at that node is erect vertical direction and on same axial line respectively with upper support bar 4 and lower support bar 13 connections that are connected with bearing 5, bearing 5 can adopt traditional hinged support structure, connecting rod a also is connected with lower chord 2 with upper chord 1 respectively with the side that lower edge connecting rod b is located at node with winding up, with outer lateral connector bar e be located at a side opposite with lower edge connecting rod b and with lower edge connecting rod b on same axial line and with outside side brace 6 be connected, tie-rod connecting rod f is located at the node both sides vertical with outer lateral connector bar e respectively and on same axial line, in order to strengthen the intensity of upper support bar 4 and lower support bar 13, between the upper end of upper support bar 4 and fusiformis space tube truss, be connected with and strengthen pole 11, between bearing 5 and fusiformis space tube truss, also be connected with down reinforcement pole 12 (as Fig. 2, Fig. 3, Fig. 4, shown in Figure 5); Tiltedly draw the mutually orthogonal in twos junction of self-balancing space tube truss to turn to bearing 7 at the bearing Jackstay type near all being fixed with a cable wire that is used to support cable wire 8 on the position of lower chord 2, have 4 cable wires and turn to bearing 7, turn to the fulcrums (as shown in Figure 8) that two supported cable wires 8 are passed through at orthogonal space mutually that all are manufactured with two differing heights on the bearing 7 at each cable wire, the cable wire 8 that every Pin bearing Jackstay type is tiltedly drawn self-balancing orthogonal intersection space pipe truss is supported on respectively on the upper support bar 4 and outer side brace 6 at two ends after turning to bearing 7 by cable wire, in order to regulate and stretch-draw cable wire 8 convenience, turn to bearing 7 at the cable wire that supports cable wire 8, the fulcrum place of upper support bar 4 and outer side brace 6 all installs directed pulley 10, cable wire 8 turned to by cable wire be supported on respectively behind the bearing 7 on upper support bar 4 and the outer side brace 6 (as Fig. 6, shown in Figure 7), and the two ends of every cable wire 8 all are separately fixed at its bearing Jackstay type tiltedly draw on the node steel plate on the bearing 5 of radial type at self-balancing orthogonal intersection space pipe truss two ends (as shown in figure 10), making from upper support bar 4 to cable wire turns to this section cable wire 8 the bearing 7 to be the cable wire of cable-stayed type, and make the cable wire 8 of this section cable-stayed type and horizontal angle α reach the angle (the big I of angle α is regulated according to actual needs) that needs, on cable wire 8, install cable wire tightening device 9 (cable wire tightening device 9 can adopt traditional positive and negative screw-type cable wire tightening device), tighten up by 9 pairs of cable wires 8 of cable wire tightening device then, make it become prestressed cable and (carrying out cable wire when tightening up with tension force, the requirement of " the prestressed steel structure tecnical regulations " that the big I of the pretension P of cable wire is formulated by China Engineering Construction Standardization Association is constructed), for the overall structure performance better, can tiltedly draw on the tie-rod connecting rod f of cast steel node at self-balancing orthogonal intersection space pipe truss two ends and between the adjacent fusiformis space tube truss and all weld one between fusiformis space tube truss and the fusiformis space tube truss and link bar 14, so promptly make obtaining approximate square-shaped planar super large space prestressed steel structure roof system of the present utility model at every Pin bearing Jackstay type.
At the ratio of the long limit L1 that makes the roof system plane and minor face L2 is 1≤L1/L2＜1.5 and 120 meter≤L1≤165 meter, during the roof system of 90 meters≤L2≤150 meters approximate square-shaped planar, preparation method of the present utility model is with by upper chord, traditionally shaped fusiformis space tube truss mutually orthogonal connection on the same space height and position of lower chord and diagonal web member composition, the network that formation is made up of the fusiformis space tube truss, and the wherein four Pin fusiformis space tube truss of 0.3L1 and 0.3L2 position are made into the bearing Jackstay type tiltedly draw self-balancing orthogonal intersection space pipe truss, this four Pin is propped up sit Jackstay type and tiltedly draw the mutually orthogonal connection of self-balancing space tube truss; The central construct height of all fusiformis space tube truss and four Pin are propped up sit Jackstay type and tiltedly draw the central construct height of self-balancing orthogonal intersection space pipe truss all to be controlled at the scope of L2/18～L2/16, can make the space prestressed steel lattice structure of the approximate square-shaped planar super large roof system of the no post in middle part like this; Wherein prop up and sit Jackstay type tiltedly to draw self-balancing orthogonal intersection space pipe truss be that structure with conventional fusiformis space tube truss is basic support body, and prop up the seat Jackstay type at this four Pin and tiltedly draw the two ends of every Pin fusiformis space tube truss of self-balancing orthogonal intersection space pipe truss to be fixed with the upper support bar that is used to support cable wire respectively, prop up at this four Pin and to sit center that Jackstay type tiltedly draws the mutually orthogonal junction of self-balancing orthogonal intersection space pipe truss and fix a cable wire respectively near its lower chord place and turn to bearing (totally 4 cable wires turn to bearing), this four Pin propped up to sit be supported on the upper support bar after Jackstay type tiltedly draws cable wire on the self-balancing orthogonal intersection space pipe truss to turn to bearing by cable wire respectively, formation is the cable wire of cable-stayed type from support bar to this section cable wire the cable wire bearing, then cable wire being tightened up makes it become the prestressed cable with tension force, four cable wires turn to the bearing point to produce four elastic reactances opposite with the load action direction of effect from bottom to top under the tension force effect of cable wire, can compensate like this because of the central construct height reduces the insufficient rigidity that is caused, and also can adjust distribution of internal force.
When implementing the space prestressed steel lattice structure of approximate square-shaped planar super large of the present utility model roof system, two basic status must appear in the duty of this roof structure truss, after promptly setting up prestressed duty (shaping structures attitude) and becoming roofing, bear the truss work state (structural load attitude) of the joint load of dead load and the various designs of roofing, the structure of the distortion of these two kinds of duties and internal force stack promptly formation roof structure truss under the service load effect used duty (structure use attitude), when the distortion of roof structure and internal force are structure design during normal use of roof structure to structure construction with join the design considerations of bar.
As Fig. 1, Fig. 2 carries out structural configuration, every limit two Pin " the bearing Jackstay type tiltedly draws self-balancing orthogonal intersection space pipe truss " quadrature is a core technology of the present utility model, its pedestal configurations is different with conventional space tube truss support node, the cast steel node that it is cast for cast steel, cable wire turns to behind the bearing respectively the downward inflection in two ends outside upper support bar and outer side brace are inside by cable wire, strut is produced prestressing force makes a concerted effort, it is by the make progress cable wire formation self-balancing of inflection of lower supporting rod and outer side brace, and the lower chord that the truss of same axis is arranged with it of making a concerted effort to be directly delivered to that is produced by the cable wire pretension makes it to produce precompression and forms self equilibrium systems.The inwardly inflection down of two cable wires in every limit, the place forms angle α with horizon in positive crosspoint, after cable wire is set up pretension, turns to 4 orthogonal points places of bearing to produce active force P on the support body that upwards acts on space tube truss respectively in that cable wire is installed
1(P
1=Psin α), this active force carries out self-balancing by whole roof structure, thereby whole roof structure is produced and opposite distortion and the internal force (shaping structures attitude) of load (structural load attitude) effect, when roof structure of the present utility model during in user mode (structure is used attitude), its structure is used the distortion of attitude and distortion and the internal force that internal force equals shaping structures attitude+structural load attitude, because the distortion and the internal force of shaping structures attitude and structural load attitude are opposite, therefore roof structure of the present utility model its amount of deflection when user mode will reduce and rod member internal force is also corresponding reduces, and can reach steel using amount like this reduces, the economic effect that cost reduces.
Figure 11 tiltedly draws the internal force analysis figure of self-balancing orthogonal intersection space pipe truss when simple one-tenth kenel (being the shaping structures attitude) for bearing Jackstay type of the present utility model; Figure 12 tiltedly draws the internal force analysis figure of self-balancing orthogonal intersection space pipe truss when simple roofing load action state (being the structural load attitude) for bearing Jackstay type of the present utility model; Figure 13 tiltedly draws the internal force analysis figure of self-balancing orthogonal intersection space pipe truss when using attitude (being that structure is used attitude=shaping structures attitude+structural load attitude) for bearing Jackstay type of the present utility model, among the figure
Expression is stressed,
Expression is subjected to pulling force, at super large space 90m * 120m≤L
1* L
2≤ 150m * 165m, promptly the roof system area reaches 10800m
2～24750m
2Under the condition, the utility model can make structure height reduce, and reduces building height, causes spatial volume to reduce.Thereby, adopt new structure of the present utility model not only can reduce structural steel amount and reduction construction costs, but also can reach the effect of building energy conservation.
Claims (6)
1. the space prestressed steel lattice structure of approximate square-shaped planar super large roof system, comprise by upper chord (1), the fusiformis space tube truss that lower chord (2) and diagonal web member (3) connect to form, it is characterized in that: this roof system tiltedly draws self-balancing orthogonal intersection space pipe truss mutually orthogonal steel lattice structure that connects to form on the same space height and position by fusiformis space tube truss and four Pin bearing Jackstay types, and the long limit L1 on roof system plane is 1≤L1/L2＜1.5 with the ratio of minor face L2, each edge lengths is respectively 120 meters≤L1≤165 meter, the roof system of 90 meters≤L2≤150 meters approximate square-shaped planar, the central construct height of each fusiformis space tube truss and each are sat Jackstay type and are tiltedly drawn the scope of all identical and its central structure height (h) of the central construct height (h) of self-balancing orthogonal intersection space pipe truss at L2/18～L2/16; It all is with by upper chord (1) that every Pin bearing Jackstay type tiltedly draws self-balancing orthogonal intersection space pipe truss, the fusiformis space tube truss that lower chord (2) and diagonal web member (3) connect to form is basic support body, and as the upper chord (1) at the fusiformis space tube truss two ends of support body and the end of lower chord (2) all are separately fixed on the cast steel node substantially, on each cast steel node, also be connected with upper support bar (4), outer side brace (6) and the lower support bar (13) that is connected with bearing (5), tiltedly draw the mutually orthogonal in twos junction of self-balancing orthogonal intersection space pipe truss to turn to bearing (7) at the bearing Jackstay type near all being provided with a cable wire that is used to support cable wire (8) on the position of lower chord (2), every Pin bearing Jackstay type is supported on respectively on the upper support bar (4) and outer side brace (6) at two ends after tiltedly drawing the cable wire (8) of self-balancing orthogonal intersection space pipe truss to turn to bearing (7) by cable wire, and the two ends of every cable wire (8) all are separately fixed at its bearing Jackstay type and tiltedly draw on the bearing (5) at self-balancing space tube truss two ends, are provided with cable wire tightening device (9) on cable wire (8).
2. the space prestressed steel lattice structure of approximate square-shaped planar super large according to claim 1 roof system is characterized in that: turn at cable wire to be provided with directed pulley fulcrum two differing heights and that supported two cable wires (8) are passed through at orthogonal space mutually on the bearing (7).
3. the space prestressed steel lattice structure of approximate square-shaped planar super large according to claim 1 roof system is characterized in that: the cable wire that supports cable wire (8) turn to bearing (7), upper support bar (4) and outside the fulcrum place of side brace (6) all be provided with directed pulley (10).
4. the space prestressed steel lattice structure of approximate square-shaped planar super large according to claim 1 roof system, it is characterized in that: between the upper end of upper support bar (4) and fusiformis space tube truss, be connected with and strengthen pole (11), between bearing (5) and fusiformis space tube truss, also be connected with reinforcement support bar (12) down.
5. the space prestressed steel lattice structure of approximate square-shaped planar super large according to claim 1 roof system is characterized in that: it is an overall structure that cast steel node is connected same node by two connecting rods that wind up (a), a lower edge connecting rod (b), a upper support connecting rod (c), a lower support connecting rod (d), an outer lateral connector bar (e) and the casting of two root system bar connecting rods (f); Upper support connecting rod (c) is located at node setting vertical direction with lower support connecting rod (d) and is connected with lower support bar (13) with upper support bar (4) respectively on same axial line, the connecting rod (a) that winds up is located at a side of node with lower edge connecting rod (b) and is connected with lower chord (2) with upper chord (1) respectively, outer lateral connector bar (e) be located at a side opposite with lower edge connecting rod (b) and with lower edge connecting rod (b) on same axial line and with outside side brace (6) be connected, tie-rod connecting rod (f) is located at the node both sides vertical with outer lateral connector bar (e) respectively and on same axial line, and on tie-rod connecting rod (f), be connected be connected with adjacent fusiformis space tube truss link bar (14).
6. the space prestressed steel lattice structure of approximate square-shaped planar super large according to claim 1 roof system, it is characterized in that: tiltedly draw self-balancing space tube truss mutually orthogonal network that is connected to form on the same space height and position by fusiformis space tube truss and four Pin bearing Jackstay types, the grid that forms is a square net, and the length of side of each grid inside casing 〉=10 meter.
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| CN2009203058579U CN201428193Y (en) | 2009-07-09 | 2009-07-09 | Approximate square plane superlarge space prestressed steel lattice structure roof |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101832672A (en) * | 2010-03-25 | 2010-09-15 | 徐国彬 | Solar energy collecting grid structure |
| CN102235055A (en) * | 2010-04-26 | 2011-11-09 | 湖南大学 | Stayed prestressed orthogonal space tube truss steel grid structure and manufacturing method thereof |
| CN109930744A (en) * | 2019-04-24 | 2019-06-25 | 洪成 | A kind of assembled string branch structural system of roof and its construction method |
| CN110222359A (en) * | 2019-04-19 | 2019-09-10 | 中国人民解放军63921部队 | The performance estimating method of spatial mesh structure system across superelevation greatly |
| CN110905075A (en) * | 2019-11-22 | 2020-03-24 | 江苏中森建筑设计有限公司 | Prestressed space grid structure |
| CN113454306A (en) * | 2019-12-26 | 2021-09-28 | 广州建筑股份有限公司 | Integral lifting construction method and device for arch structure |
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2009
- 2009-07-09 CN CN2009203058579U patent/CN201428193Y/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101832672A (en) * | 2010-03-25 | 2010-09-15 | 徐国彬 | Solar energy collecting grid structure |
| CN101832672B (en) * | 2010-03-25 | 2011-12-14 | 徐国彬 | solar energy collecting grid structure |
| CN102235055A (en) * | 2010-04-26 | 2011-11-09 | 湖南大学 | Stayed prestressed orthogonal space tube truss steel grid structure and manufacturing method thereof |
| CN102235055B (en) * | 2010-04-26 | 2013-07-03 | 湖南大学 | Stayed prestressed orthogonal space tube truss steel grid structure and manufacturing method thereof |
| CN110222359A (en) * | 2019-04-19 | 2019-09-10 | 中国人民解放军63921部队 | The performance estimating method of spatial mesh structure system across superelevation greatly |
| CN109930744A (en) * | 2019-04-24 | 2019-06-25 | 洪成 | A kind of assembled string branch structural system of roof and its construction method |
| CN109930744B (en) * | 2019-04-24 | 2023-08-22 | 洪成 | Assembled chord support roof structure system and construction method thereof |
| CN110905075A (en) * | 2019-11-22 | 2020-03-24 | 江苏中森建筑设计有限公司 | Prestressed space grid structure |
| CN113454306A (en) * | 2019-12-26 | 2021-09-28 | 广州建筑股份有限公司 | Integral lifting construction method and device for arch structure |
| CN113454306B (en) * | 2019-12-26 | 2022-12-16 | 广州建筑股份有限公司 | Integral lifting construction method and device for arch structure |
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