CN101942883B - Roof with rectangular plane, super-long span and prestressed space tube truss structure and manufacturing method - Google Patents
Roof with rectangular plane, super-long span and prestressed space tube truss structure and manufacturing method Download PDFInfo
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- CN101942883B CN101942883B CN 200910304155 CN200910304155A CN101942883B CN 101942883 B CN101942883 B CN 101942883B CN 200910304155 CN200910304155 CN 200910304155 CN 200910304155 A CN200910304155 A CN 200910304155A CN 101942883 B CN101942883 B CN 101942883B
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Abstract
The invention discloses a roof with rectangular plane, super-long span and prestressed space tube truss structure and a manufacturing method. In the invention, the structures of the conventional shuttle shape space tube trusses are taken as the basic frames; support bars for supporting steel cables are respectively fixed at the two ends of each shuttle shape space tube truss; the structure height in the center of each shuttle shape space tube truss is set to be 1/18-1/16 of the span length of the shuttle shape space tube truss; two steel cable turning supports are symmetrically fixed on the shuttle shape space tube truss, close to a lower chord of the shuttle shape space tube truss; the steel cables are respectively supported on the two support bars after passing through the two steel cable turning supports, so that the steel cables between the support bars and the steel cable turning supports are formed into oblique-pulling steel cables and prestressed steel cables with tension, thus ensuring the two steel cable turning support points to generate two elastic reacting forces which act down and up and are opposite to the load action directions so as to compensate insufficient rigidity caused by reduction of the structure height. The invention is suitable for the roof with the ratio of building long side to short side (L1/L2) being not less than1.5 and span length L2 being not less than 90m and not more than 150m. The invention has the characteristics of low structure height, smaller internal force, less steel consumption, low engineering cost, etc.
Description
Technical field
The present invention relates to a kind of rectangular planes super-span prestressed space tube truss roof system and preparation method, belong to the super-span prestressed steel structure roof system technical field that span is more than or equal to 90 meters, is less than or equal to 150 meters.
Background technology
Along with economic construction and social development, the Aircraft Hangar of the conference and exhibition center in large public building, the Waiting Lounge of high-speed railway, terminal and industrial construction, the construction steel structure roof systems such as indoor coal storage yard of steam power station, its span requires increasing, when in steel latticed structures (rack and net shell) rules, span equals 60 meters, it is large span, span is super-span while over this limit value, reaching the span of 90 meters～150 meters, building for span when 60 meters left and right, prior art generally all adopts the fusiformis space pipe truss structure, and its technical-economic index is better; When span reaches 90 meters～150 meters, if adopt the fusiformis space pipe truss structure, its technical-economic index will descend rapidly again.Due to the upper chord pressurized of fusiformis space tube truss, lower chord tension, the bending rigidity (E of fusiformis space tube truss
si) be mainly reflected in its reduced moment of inertia I=A
1a
2h
2/ (A
1+ A
2), (what in formula, h meaned is fusiformis space tube truss central construct height, A
1, A
2mean respectively winding up and the lower edge section area of fusiformis space tube truss), from expression formula, the bending rigidity of fusiformis space tube truss is directly proportional to pipe truss central structure height square, and by the rigidity requirement of prior art, the numerical value of fusiformis space tube truss central structure height h is generally at h>=L
2/ 12 scopes (L in formula
2for span), by this requirement, work as L
2in the time of=90 meters, h=7.5 rice, and the diagonal web member itself and the horizontal angle that form the fusiformis space tube truss be while pressing 60 ° of α ≈, its length is 8.66 meters left and right, works as L
2in the time of=150 meters, h=12.5 rice, the length of its diagonal web member is 14.4 meters left and right, and the steel tube section of the upper and lower chord member of fusiformis space tube truss produces very large pressure by the structural bending distortion and pulling force is controlled, and the diagonal web member steel tube section by structure shear strain produce less draw, pressure controls, and approach span centre diagonal web member length large draw, pressure is less.If when span L 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 is only Φ 114 * 4 (g=10.85kg/m, here g means every meter steel pipe weight), but the regulation of pressing lever slenderness ratio λ≤180 is controlled, should adopt Φ 152 * 5 (g=23kg/m), both differ 12.15kg/m; When span is 150 meters, diagonal web member strength control value needs Φ 127 * 4.5 (g=17.32kg/m), and controls by the regulation of slenderness ratio, and 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 meet deformation requirements, its structure height h>=L
2/ 12 scope, when span reaches 90m～150m, for guaranteeing rigidity of structure requirement, its structure height will surge (h=7.5 rice～15.5 meter), thereby cause the middle diagonal web member length of fusiformis space tube truss longer, reach 8.66 meters～14.4 meters, and internal force is very little herein, by the requirement of slenderness ratio structure, also will makes the diagonal web member steel using amount surge.In addition, because the structure height of fusiformis space tube truss is excessive, cause interior space height larger, totally unfavorable to building energy conservation.Therefore, existing fusiformis space pipe truss structure is when the building for super-span or not ideal enough.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.
The external imported technology occurred in the beginning of this century, last century Mo, open string beam (B.S.S) and truss string structure (T.S.S) occurs in a plurality of large public building roof systems at home, as ZSPD, Shanghai terminal (span is 82.6 meters) adopts a string beam; Guangzhou International Exhibition (span is 126.5 meters) adopts truss string structure.Facts have proved this type of self-balance structure system not only structure height reach its length of span L
2(1/10～1/8) L
2, and the construction molding difficulty is large, and steel using amount is large, and in 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 once disclosed 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 are all 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 to 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 of cable wire and horizon formation is minimum, the elastic reaction that strut or pull bar upwards act on the pipe truss is very little, as to establish cable prestressing be P, the cable wire Operational node power P that makes progress
z=Psin α, angle α is less, P
zalso little.Improve P by strengthening cable wire cross section raising prestressing force P value
zvalue, its economy is bad, and little to rigidity of structure contribution.Therefore, this two classes prestressed space tube truss structure height still needs structure height h by general fusiformis space tube truss>=L
2/ 12 carry out value, and (in formula, h is structure height, L
2for length of span), if lower than this value, the Rigidity and strength of structure will not reach the requirement of use.Therefore when the building structure for super-span, these two technical schemes still exist the shortcoming that is similar to the General Spatial tube truss structure.
Summary of the invention
The objective of the invention is: provide a kind of spatial altitude occupied is lower, steel using amount is less and structural performance reliable, making is easy, cost is low rectangular planes super-span prestressed space tube truss roof system and preparation method, to overcome the deficiencies in the prior art.
The present invention is achieved in that the preparation method of a kind of rectangular planes super-span prestressed space tube truss roof system of the present invention is, making the roof system plane, is rectangular rectangle plane and its long limit L
1with minor face L
2ratio be L
1/ L
2>=1.5 and L
2for 90 meters≤L of roof system length of span
2during the roof system of≤150 meters, adopt super-span bearing Jackstay type oblique pull self-balancing space tube truss as this roof structure, this super-span bearing Jackstay type oblique pull self-balancing space tube truss is that to take the structure of conventional fusiformis space tube truss be basic support body, and on two end bearings of every Pin fusiformis space tube truss, be fixed with respectively for supporting the support bar of cable wire, the structure height h of fusiformis space tube truss central authorities is made as to L
2/ 18≤h≤L
2/ 16, and fix two cable wire turning supports near its lower chord place symmetry on the fusiformis space tube truss, cable wire is supported on respectively on two support bars after by two cable wire turning supports, the cable wire that formation is cable-stayed type from support bar to this section cable wire the cable wire turning support, then cable wire is tightened up and makes it become the prestressed cable with tension force, two cable wire turning support points that simultaneously make to be fixed on fusiformis space tube truss lower chord place produce two of the effect from bottom to top elastic reactances with the load action opposite direction under the tension force effect of cable wire, can compensate like this insufficient rigidity caused because of the structure height reduction, also can reduce rod member internal force, obtain thereby make the rectangular planes super-span prestressed space tube truss roof system that the structural steel amount is few.
Of the present invention a kind of rectangular planes super-span prestressed space tube truss roof system of realizing according to the method described above is: this roof system is connected to form by super-span bearing Jackstay type oblique pull self-balancing space tube truss, and Wei Chang limit, roof system plane L
1with minor face L
2ratio L
1/ L
2>=1.5 rectangle rectangle plane, the length of roof system span is L
2and 90 meters≤L
2≤ 150 meters, every Pin super-span bearing Jackstay type oblique pull self-balancing space tube truss is with by upper chord, 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 a cast steel node substantially, also be connected with upper support bar on each cast steel node, outer side brace and the lower support bar be connected with pivoting support, be symmetrically fixed with two cable wire turning supports on the lower chord of the fusiformis space tube truss as basic support body, cable wire is supported on respectively after supporting by two cable wire turning supports on two upper support bars and two outer side brace, and the two ends of cable wire are connected on pivoting support, be provided with the cable wire tightening device on cable wire, the bar that links connected between the cast steel node of every Pin super-span bearing Jackstay type oblique pull self-balancing space tube truss by its two ends interconnects, the span length L that to be connected to as the centre distance between the cast steel node at the fusiformis space tube truss two ends of basic support body be super-span bearing Jackstay type oblique pull self-balancing space tube truss
2, the central construct height h of fusiformis space tube truss is L
2/ 18≤h≤L
2/ 16.
All be provided with directed pulley on the cable wire turning support of above-mentioned support cable wire and in the end of upper support bar and outer side brace.
Be connected with bracing piece between the upper end of upper support bar and fusiformis space tube truss, between pivoting support and fusiformis space tube truss, also be connected with lower bracing piece.
Each cast steel node is cast on same node and is become an integral body by two connecting rods that wind up, lower edge connecting rod, upper support connecting rod, lower support connecting rod, outside joint pin and two root system bar connecting rods; The upper support connecting rod is located at node with the lower support connecting rod and erects vertical direction and be connected with lower support bar with upper support bar respectively on same axial line, the joint pin that winds up is located at a side of node and is connected with lower chord with upper chord respectively with the lower edge joint pin, outer lateral connector bar is located at a side contrary with the lower edge connecting rod and is connected on same axial line and with outer side brace with the lower edge connecting rod, the tie-rod connecting rod respectively with link bar and be connected.
On the lower chord of the fusiformis space tube truss as basic support body, the center of symmetrical two cable wire turning supports fixing is L=(1/4～1/3) L with the centre distance L at its close cast steel node center respectively
2.
Owing to having adopted technique scheme, the present invention by the central structure height of the fusiformis space tube truss of super-span by original h=(1/12～1/10) L
2diminish as h=(1/18～1/16) L
2, as work as L
2in the time of=90 meters, the diagonal web member length at its middle part has become 5.77 meters by original 8.66 meters, reduces by the length of 2.89 meters, if original structure height h=7.5 rice (is got h=L here
2/ 12) change h=5 rice into and (get h=L here
2/ 18), therefore structure height of the present invention will reduce by 25%～30% than prior art; While causing the bending rigidity decline of fusiformis space tube truss after structure height of the present invention descends, compensatory approach of the present invention is: oblique pull cable wire and horizontal angle α are strengthened, make the lower chord Nodes at fusiformis space tube truss span middle part produce the nodal forces reverse with load action, thereby make truss produce reversible deformation, and make each bar of truss produce the internal force contrary with load action, thereby when structure " use state " malformation internal force is corresponding when reducing reduces.Thereby the present invention reaching super-span, and can guarantee that the structure vertical deflection is no more than the limits value FL of national rule when reducing structure height
2(F shows structural deflection, L here in≤1/300 requirement
2mean span), and because Internal Force of Truss of the present invention reduces, structure height reduces, and the length of diagonal web member reduces, thereby has reduced greatly steel using amount.So compared with prior art, the present invention not only has advantages of that the spatial altitude occupied is low, steel using amount is few in the present invention, but also have, structural performance is reliable, the making construction is easy, low cost and other advantages.
The accompanying drawing explanation
The rectangular planes structural representation that Fig. 1 is roof system of the present invention;
Fig. 2 is the super-span bearing Jackstay type oblique pull self-balancing space pipe truss structure schematic diagram that roof system of the present invention adopts;
The plan structure schematic diagram that Fig. 3 is Fig. 2;
The side-looking structural representation that Fig. 4 is cast steel node of the present invention;
The schematic top plan view that Fig. 5 is Fig. 4;
Schematic diagram when Fig. 6 is upper support bar end portion supports cable wire of the present invention;
Schematic diagram when Fig. 7 is outer side brace supporting steel rope of the present invention;
Fig. 8 is the structural representation of cable wire turning support of the present invention while being connected with lower chord;
Fig. 9 is the structural representation of cable wire end of the present invention while being connected with pivoting support;
Figure 10 is that super-span bearing Jackstay type oblique pull self-balancing space tube truss of the present invention each rod member when becoming kenel draws, the pressure distribution schematic diagram;
Figure 11 is that super-span bearing Jackstay type oblique pull self-balancing space tube truss of the present invention each rod member when the load state draws, the pressure distribution schematic diagram;
Figure 12 is that super-span bearing Jackstay type oblique pull self-balancing the space tube truss of the present invention stack of two states internal force, each rod member when using state draw, the pressure distribution signal.
The specific embodiment
Embodiments of the invention: be rectangular rectangle plane and its long limit L making the roof system plane
1with minor face L
2ratio be L
1/ L
2>=1.5 and L
2for the roof system span and be 90 meters≤L
2during the roof system of≤150 meters, adopt the preparation method of a kind of rectangular planes super-span prestressed space tube truss roof system of the present invention to be made, adopt super-span bearing Jackstay type oblique pull self-balancing space tube truss as this roof structure, this super-span bearing Jackstay type oblique pull self-balancing space tube truss is that to take the structure of conventional fusiformis space tube truss be basic support body, and be provided for respectively supporting the support bar of cable wire on the bearing at every Pin fusiformis space tube truss two ends, the structure height h of fusiformis space tube truss central authorities is made as to L
2/ 18≤h≤L
2/ 16, and on the fusiformis space tube truss respectively apart from bearing center line (1/4～1/3) L at two ends
2on the lower chord at place, symmetric position arranges two cable wire turning supports, after being supported by two cable wire turning supports, cable wire is supported on respectively again on two support bars on support position, the cable wire that formation is cable-stayed type from support bar to this section cable wire the cable wire turning support, then cable wire is tightened up and makes it become the prestressed cable with tension force, two cable wire turning support points that simultaneously make to be fixed on fusiformis space tube truss lower chord place produce two of the effect from bottom to top elastic reactances with the load action opposite direction under the tension force effect of cable wire, can compensate like this insufficient rigidity caused because of the structure height reduction, obtain thereby make the rectangular planes super-span prestressed space tube truss roof system that the structural steel amount is few.
A kind of rectangular planes super-span prestressed space tube truss roof system of making according to method of the present invention is that this roof system is connected to form by super-span bearing Jackstay type oblique pull self-balancing space tube truss, and Wei Chang limit, roof system plane L
1with minor face L
2ratio L
1/ L
2>=1.5 rectangle rectangle plane, roof system length of span L
2be 90 meters≤L
2≤ 150 meters (as shown in Figure 1), every Pin super-span bearing Jackstay type oblique pull self-balancing space tube truss is that to take the fusiformis space tube truss connected to form by upper chord 1, lower chord 2 and diagonal web member 3 be basic support body, and the central construct height h of this fusiformis space tube truss is made as to L
2/ 18≤h≤L
2/ 16; To all be separately fixed on a 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, cast steel node is cast into overall structure 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; By the upper support connecting rod c of cast steel node and lower support connecting rod d is located at the node vertical direction and on same axial line, and upper support bar 4 and lower support bar 13 are welded with upper support connecting rod c and lower support connecting rod d respectively, to wind up connecting rod a and lower edge connecting rod b respectively with 2 welding of upper chord 1 and lower chord, outer lateral connector bar e is located to a side contrary with lower edge connecting rod b and is located on same axial line with lower edge joint pin b, by outer side brace 6 and outer lateral connector bar e welding (as shown in Figure 4, Figure 5); Be symmetrically fixed with two cable wire turning supports 7 (as shown in Figure 8) on the lower chord 2 of the fusiformis space tube truss as basic support body, and make the center of two cable wire turning supports 7 be controlled at L=(1/4～1/3) L with the centre distance L at its close cast steel node center respectively
2scope, L
2be the centre distance of two cast steel nodes, i.e. span; Convenient in order to regulate with tensioned cable, all install directed pulley 10 in the cable wire turning support 7 that supports cable wire 8 and the fulcrum end of upper support bar 4 and outer side brace 6; By cable wire 8 by the rear directed pulley 10 that is supported on respectively two upper support bars 4 and two outer side brace 6 of the directed pulley 10 on two cable wire turning supports 7, and the two ends of cable wire 8 are separately fixed on the pivoting support 5 at two ends (pivoting support 5 can adopt traditional pivoting support structure), install cable wire tightening device 9 (cable wire tightening device 9 in can adopting prior art commonly used cable wire tightening device finished product) on cable wire 8; In order to strengthen the intensity of upper support bar 4 and lower support bar 13, be connected to connect respectively between the upper end of upper support bar 4 and fusiformis space tube truss and strengthen pole 11, between the pivoting support 5 at two ends and fusiformis space tube truss, be connected respectively and strengthen up and down pole 12; Then by 9 pairs of cable wires 8 of cable wire tightening device, tightened up, make it become prestressed cable with tension force and (carrying out cable wire while tightening up, the requirement of " the prestressed steel structure tecnical regulations " that can formulate by China Engineering Construction Standardization Association is constructed), can make like this and obtain super-span bearing Jackstay type oblique pull self-balancing space tube truss of the present invention (as shown in Figures 2 and 3); Then link bar 14 by between the tie-rod connecting rod f of the cast steel node at every Pin super-span bearing Jackstay type oblique pull self-balancing space tube truss two ends, all welding one, every Pin super-span bearing Jackstay type oblique pull self-balancing space tube truss is interconnected as a whole, so make and obtain rectangular planes super-span prestressed space tube truss roof system of the present invention.
Two basic status must appear in the duty of the super-span bearing Jackstay type oblique pull self-balancing space pipe truss structure in rectangular planes super-span prestressed space tube truss roof system of the present invention, be after truss is set up prestressed duty (one-tenth kenel) and truss and installed and form roof system, bear the duty (load state) of the joint load of dead load and the various designs of roofing, the deformation and internal force of these two kinds of duties superposes, and forms the deformation and internal force of roof truss truss under the service load effect.Be truss when the deformation and internal force of truss is structure design while normally using to Structural Tectonics with join the design considerations of bar.Divide two stages to be explained:
" shaping structures state ": as by span L of the present invention
2while being designed to 90 meters (as shown in figure 10), if do not adopt prestressing force, and be general space tube truss, its central structure height h=L
2/ 12=7.5 rice, the length of its central diagonal web member is 8.949 meters; When employing is of the present invention, central construct height h=L
2/ 16=5.625 rice, the length of central diagonal web member is 6.495 meters, reduces 2.454 meters.Central authorities' diagonal web member is while joining bar by the slenderness ratio requirement, and the former joins bar φ 159 * 4.5 (g=17.15kg/m), and the latter joins bar φ 102 * 3.5 (g=8.5kg/m), the steel 98kg that descends for every bar.Prestressed cable adopts every bundle 125 * Φ 5, the every bundle of pulling force 4050KN/, degree of safety K=2, the every bundle of maximum pull 2025KN/, p after the loss of prestress of prestressing force deduction
1=0.35p=0.35 * 2025=720KN (in formula, p is the limit tension that cable wire can bear).Oblique cord and horizontal cord clip angle α=tan
-1(5500/2700)=11.3 °, structure at self-balancing state cable wire to space tube truss 0.3L
2there is upwards active force p at place
z1=720 * sin11.3 °=720 * 0.196=141KN/ each, structure is becoming kenel from both sides bearing 0.3L
2there is the upwards active force of two 141KN at place, and it will make truss produce the distortion contrary with load and (upwards produce amount of deflection f
1) and contrary rod member internal force (pressure), as upper chord pulling force in Figure 10 (is used
mean pulling force) lower chord pressure (use
mean pressure) and diagonal web member draws, pressure
meanwhile, two outside pressurized struts also will produce prestressing force to lower chord
" one-tenth kenel " truss lower chord produces two precompressions
in its internal force, draw, pressure distribution as shown in figure 10." structural load state ", after super-span bearing Jackstay type oblique pull self-balancing space tube truss installation in position of the present invention is formed to roof system, its node that winds up bears downward imposed load, certainly leads to downward vertical deformation and produces vertical deflection f downwards
1meanwhile, after space truss is subject to the joint load of effect downwards, each rod member certainly leads to the rod member internal force (pulling force or pressure) of corresponding its distortion, be the internal force that produces of each rod member of space truss (draw, pressure), just in time contrary with each rod member internal force symbol of " shaping structures state " truss, it is as shown in figure 11 stressed, winds up and is pressure
lower edge is pulling force
diagonal web member pulling force and pressure
great majority and structure formation state produce draws, the pressure opposite sign.
" structure use state ", when roof system of the present invention, when normally using, malformation and the internal force of its duty is equivalent to " shaping structures state " and is superposeed respectively with the deformation and internal force of " structural load state ", as shown in figure 12, upper chord pressure
for Figure 10 pulling force
with Figure 11 pressure
make force value after stack
reduce.Lower chord and diagonal web member all result from the effect Zhao that upper chord is identical reduces structural internal force.Use the malformation (amount of deflection) of state, be into the stack of kenel and the malformation of load state two states, i.e. normal operating conditions structure span centre maximum defluxion f
disturb=f
2-f
1, i.e. also corresponding minimizing of Relative Deflection.So ratio L when building length limit
1/ L
2(90 meters≤L of the super-spans of>=1.5 rectangle plane
2≤ 150 meters) roof system adopts when of the present invention, just can reach that structure height is little, Internal Force of Truss is little, steel using amount reduces and the purpose of reduction construction costs.
Claims (6)
1. the preparation method of a rectangular planes super-span prestressed space tube truss roof system, is characterized in that: making the roof system plane, be rectangular rectangle plane and its long limit L
1with minor face L
2ratio be L
1/ L
2>=1.5 and L
2for 90 meters≤L of roof system length of span
2during the roof system of≤150 meters, adopt super-span bearing Jackstay type oblique pull self-balancing space tube truss as the roof structure that will make, this super-span bearing Jackstay type oblique pull self-balancing space tube truss is that to take the structure of conventional fusiformis space tube truss be basic support body, and on two end bearings of every Pin fusiformis space tube truss, be fixed with respectively for supporting the support bar of cable wire, the structure height h of fusiformis space tube truss central authorities is made as to L
2/ 18≤h≤L
2/ 16, and fix two cable wire turning supports near its lower chord place symmetry on the fusiformis space tube truss, cable wire is supported on respectively on two support bars after by two cable wire turning supports, the cable wire that formation is cable-stayed type from support bar to this section cable wire the cable wire turning support, then cable wire is tightened up and makes it become the prestressed cable with tension force, two cable wire turning support points that simultaneously make to be fixed on fusiformis space tube truss lower chord place produce two of the effect from bottom to top elastic reactances with the load action opposite direction under the tension force effect of cable wire, can compensate like this insufficient rigidity caused because of the structure height reduction, also can reduce rod member internal force, obtain thereby make the rectangular planes super-span prestressed space tube truss roof system that the structural steel amount is few.
2. a rectangular planes super-span prestressed space tube truss roof system, it is characterized in that: this roof system is connected to form by super-span bearing Jackstay type oblique pull self-balancing space tube truss, and Wei Chang limit, roof system plane L
1with minor face L
2ratio L
1/ L
2>=1.5 rectangle rectangle plane, the length of roof system span is L
2and 90 meters≤L
2≤ 150 meters, every Pin super-span bearing Jackstay type oblique pull self-balancing space tube truss is with by upper chord (1), 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 a cast steel node substantially, also be connected with upper support bar (4) on each cast steel node, outer side brace (6) and the lower support bar (13) be connected with pivoting support (5), be symmetrically fixed with two cable wire turning supports (7) on the lower chord (2) of the fusiformis space tube truss as basic support body, cable wire (8) is supported on respectively on two upper support bars (4) and two outer side brace (6) after supporting by two cable wire turning supports (7), and the two ends of cable wire (8) are connected on pivoting support (5), be provided with cable wire tightening device (9) on cable wire (8), the bar (14) that links connected between the cast steel node of every Pin super-span bearing Jackstay type oblique pull self-balancing space tube truss by its two ends interconnects, the span length L that to be connected to as the centre distance between the cast steel node at the fusiformis space tube truss two ends of basic support body be super-span bearing Jackstay type oblique pull self-balancing space tube truss
2, the central construct height h of fusiformis space tube truss is L
2/ 18≤h≤L
2/ 16.
3. rectangular planes super-span prestressed space tube truss roof system according to claim 2, is characterized in that: at the cable wire turning support (7) that supports cable wire (8), go up and all be provided with directed pulley (10) in the end of upper support bar (4) and outer side brace (6).
4. rectangular planes super-span prestressed space tube truss roof system according to claim 2, it is characterized in that: be connected with upper bracing piece (11) between the upper end of upper support bar (4) and fusiformis space tube truss, also be connected with lower bracing piece (12) between pivoting support (5) and fusiformis space tube truss.
5. rectangular planes super-span prestressed space tube truss roof system according to claim 2 is characterized in that: cast steel node is cast on same node and is become an integral body 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), outside joint pin (e) and two root system bar connecting rods (f); Upper support connecting rod (c) is located at node with lower support connecting rod (d) and erects vertical direction and be connected with lower support bar (13) with upper support bar (4) respectively on same axial line, the joint pin (a) that winds up is located at a side of node and is connected with lower chord (2) with upper chord (1) respectively with lower edge joint pin (b), outer lateral connector bar (e) is located at a side contrary with lower edge connecting rod (b) and is connected on same axial line and with outer side brace (6) with lower edge connecting rod (b), tie-rod connecting rod (f) respectively with link bar (14) and be connected.
6. rectangular planes super-span prestressed space tube truss roof system according to claim 2 is characterized in that: the center at upper symmetrical fixing two the cable wire turning supports (7) of the lower chord (2) of the fusiformis space tube truss as basic support body is L=(1/4～1/3 with the centre distance L at its close cast steel node center respectively) L
2.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200910304155 CN101942883B (en) | 2009-07-09 | 2009-07-09 | Roof with rectangular plane, super-long span and prestressed space tube truss structure and manufacturing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200910304155 CN101942883B (en) | 2009-07-09 | 2009-07-09 | Roof with rectangular plane, super-long span and prestressed space tube truss structure and manufacturing method |
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| CN101942883A CN101942883A (en) | 2011-01-12 |
| CN101942883B true CN101942883B (en) | 2013-12-25 |
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| CN104060759B (en) * | 2014-06-11 | 2016-02-10 | 江苏科技大学 | A kind of truss string structure of built-in oblique guy rope |
| CN106193306B (en) * | 2016-08-17 | 2018-09-18 | 中国航空规划设计研究总院有限公司 | A kind of long-span hangar fringe truss prestressed structural systems 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 |
| CN114575464B (en) * | 2022-05-07 | 2022-07-22 | 清华大学 | Building roof structure and construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1100770A (en) * | 1993-09-25 | 1995-03-29 | 阿尔弗莱德·A·伊 | Long span post-tensioned steel/concrete truss and method of making same |
| CN1877037A (en) * | 2006-07-07 | 2006-12-13 | 贵州大学 | Large-span large-column distance quasi-ribbed floor type prestressed steel grid roof structure |
| CN2923870Y (en) * | 2006-07-07 | 2007-07-18 | 贵州大学 | Large-span large-pillar-distance quasi-rib type building-cover type prestress steel-grid roofing |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3072582B2 (en) * | 1992-12-14 | 2000-07-31 | 株式会社竹中工務店 | Prestressed steel structures |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1100770A (en) * | 1993-09-25 | 1995-03-29 | 阿尔弗莱德·A·伊 | Long span post-tensioned steel/concrete truss and method of making same |
| CN1877037A (en) * | 2006-07-07 | 2006-12-13 | 贵州大学 | Large-span large-column distance quasi-ribbed floor type prestressed steel grid roof structure |
| CN2923870Y (en) * | 2006-07-07 | 2007-07-18 | 贵州大学 | Large-span large-pillar-distance quasi-rib type building-cover type prestress steel-grid roofing |
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| CN101942883A (en) | 2011-01-12 |
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