CN104929290A - Large-span reinforced concrete orthogonal-diagonal open-web floor and manufacturing method thereof - Google Patents
Large-span reinforced concrete orthogonal-diagonal open-web floor and manufacturing method thereof Download PDFInfo
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Abstract
The invention relates to a large-span reinforced concrete orthogonal-diagonal open-web floor. An isosceles triangle mesh is provided on the periphery, a square open-web mesh 45 degrees angled to the periphery is arranged in the middle, the length a of the right-angle side of the isosceles triangle of the isosceles triangle mesh and the length a1 of the hypotenuse of the isosceles triangle meet the relation: a=a1*sin45 DEG, namely after the mesh a1 on the periphery is determined, the size a of the square open-web mesh along the 45-degree direction in the middle is determined; if a ratio of the length Lx of a building to its span Ly is greater than 1.5, the open-web mesh is placed in an orthogonal-diagonal manner; one-way force transmission of the floor can be changed into two-way force bearing (at 45 degrees), the floor can bear the force evenly, building materials are saved, and engineering cost is lowered; compared with the traditional large-span framed structures, the large-span reinforced concrete orthogonal-diagonal open-web floor saves concrete by 25% to 30% and steel by 20% to 25%; the open-web mesh plates are formed by open-web beams placed in the orthogonal-diagonal manner, the open-web part serves as an air conditioner and pipeline set layer of the floor, and floor thickness is greatly reduced.
Description
Technical field
The present invention relates to a kind of steel concrete hollow floor system of long narrow shape plane, specifically, relate to one and be applicable to superstructure length to (L
x) and spanwise dimension (L
y) ratio L
x/ L
ylarge-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system during > 1.5 or larger and preparation method thereof, belongs to technical field of buildings.
Background technology
Reinforced concrete work for a long time, by the restriction of traditional structure system, be the superstructure of (18m-30m) to superstructure span, only way is steel concrete primary-secondary beam structure, as shown in Figure 1 superstructure plane, and it is long to size L
x=6 × 7.2m=43.2m, its short and span direction L
y=3 × 7.2m=21.6m, adopts primary-secondary beam to arrange superstructure area 43.2m × 21.6m=933.12m
2, superstructure service load 4kN/m
2, superstructure concrete grade C30, by design concrete amount 40.5cm/m
2, every floor lid concrete amount is 378m
3, superstructure steel 122kg/m
2, every floor lid steel 113.8T.Not only building materials consumption is large for traditional structure, construction costs is high, the Slender R.C.column (700 × 1800) of its 21.6m becomes real " fertile beam ", moreover, also greatly increase superstructure thickness, when surface layer and air-conditioning equipment being counted, superstructure thickness reaches 1800+700+20=2700, calculated the floor height of routine building first floor, this structure has run counter to the basic principle of energy-saving and emission-reduction.
Because of the restriction by traditional structure, the less employing of multilayer large-span frame construction, and adopt so-called advanced method, i.e. prestressed concrete girder, large depth of beam can decline (600 × 1500), and namely every layer thickness reduces 0.3m, do not reduce because prestressing force expense increases construction costs, structure based system has no innovation, when the multilayer superstructure of span L=(18m-30m), almost nobody shows any interest in.
The recycling economy three principle (energy-saving and emission-reduction of China's economic construction, sustainable development and Economization on land promote conservation culture), require that long span building makes multilayer, it is a kind of large panel ceiling for storied building of empty stomach be made up of steel concrete laced beam orthogonal spatial grid that inventor proposes " the large plate of steel reinforced concrete shearing force keyed bidirectional hollow " (ZL97200102.6) in the mid-90 in last century, make that original multilayer (2 layers-4 layers) large span (18m-30m) is public to be changed with the structural system fat beams and columns of industrial construction, no matter superstructure plane form is square or rectangle to former patent, its long limit (L
x) and minor face (L
y) ratio be less than or greater than 1.5, all adopt orthogonal spatial on an empty stomach grid, i.e. grid crossed node laced beam orthogonal (90
0) laced beam is also orthogonal (90 with side-strut surrounding
0), this orthogonal spatial grid superstructure, when superstructure is square (L
x/ L
y=1) stressed the most even, respectively account for 50%, general orthogonal spatial grid application is in L
x/ L
ythe superstructure of < 1.5, works as L
x/ L
ywhen=1.5, superstructure load 70% is by short (L
y) pass to bearing, only having 30% by growing to passing to supporting-point, working as L
x/ L
ywhen=2, short power transmission reaches 87.5%, long to power transmission only 12.5%, stressed extremely uneven also unreasonable.As superstructure planar dimension L
x/ L
yduring the long narrow shape plane of > 1.5 or larger, then adopt orthogonal spatial grid on an empty stomach, then superstructure is stressed extremely uneven, causes waste of material cost to improve.
Summary of the invention
The problem to be solved in the present invention is for above deficiency, provides a kind of large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system, in order to overcome the defect of prior art, realizes following object:
1), long limit size L can be applied to
xwith spanwise dimension L
yratio L
x/ L
ythe long narrow shape superstructure plane of > 1.5 or larger.
2), superstructure can be made to change into bidirectional stress two (45 ° of directions) by unidirectional power transmission, thus reach superstructure uniform force, save constructional materials and reduce construction costs, concrete saves 25%-30%, saving steels 20%-25%.
3), the empty stomach waffle slab that formed of long-span floor system orthogonal-diagonal lattice laced beam, its on an empty stomach position be namely air-conditioning and the line equipment layer of superstructure, significantly save superstructure thickness.
4), a kind of preparation method of large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system is provided.
For solving above technical problem, the present invention by the following technical solutions: large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system, is characterized in that: building superstructure periphery is isosceles triangle grid, centre peripherally 45
0angle is square grid on an empty stomach.
A kind of prioritization scheme, periphery isosceles triangle right-angle side size a and the long a of isosceles triangle hypotenuse
1for a=a
1× sin45 ° of relation, i.e. periphery grid a
1after determining, inside is also determined along 45 ° of direction square net a sizes.
A kind of prioritization scheme, building superstructure is long limit (L
x) and minor face (L
yi.e. span) ratio L
x/ L
ythe long narrow shape plane of > 1.5.
Based on above large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system, the invention provides a kind of preparation method of large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system, it is characterized in that: described preparation method comprises the following steps:
(1) by drawing unwrapping wire, support is set up;
(2) string and shear connector template is made at superstructure supporting absolute altitude place;
(3) colligation lower edge and shear connector reinforcing bar check and accept reinforcing bar;
(4) concreting is to shear connector tip position;
(5) after concrete strength reaches 80%, bottom of winding up on shear connector top installs the template of wind up grid and plate again;
(6) assembling reinforcement;
(7) concrete is cast;
(8), after maintenance, large-span steel-reinforced concrete orthogonal-diagonal lattice large panel ceiling for storied building on an empty stomach is namely formed.
The another kind of preparation method of the above large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system, is characterized in that: described preparation method comprises the following steps:
(1). set up support by working drawing unwrapping wire;
(2). template and the reinforcing bar of the upper and lower string of hollow floor system and each parts of shear connector are installed by working drawing;
(3). shear connector (wind up crossover location), reserve the hole of fluid concrete, from then on hole cast-in-situ concrete, by lower edge to shear connector again to winding up and wind up grid panel, one-time cast-forming.
The present invention adopts above technical scheme, compared with prior art, has the following advantages: when superstructure length is to the ratio L with short
x/ L
yafter > 1.5, orthogonal laced beam is shelved by 45 °, periphery, 45 °, laced beam periphery layout, form orthogonal-diagonal lattice steel concrete hollow floor system, superstructure can be made to change into bidirectional stress two (45 ° of directions) by unidirectional power transmission, thus reach superstructure uniform force, save constructional materials and reduce construction costs, concrete saves 25%-30%, saving steels 20%-25%; The empty stomach waffle slab that long-span floor system orthogonal-diagonal lattice laced beam is formed, namely its empty stomach position is air-conditioning and the line equipment layer of superstructure, significantly saves superstructure thickness.
Below in conjunction with drawings and Examples, the invention will be further described.
Accompanying drawing explanation
Accompanying drawing 1 is the structural layout plan of conventional rebar concrete primary and secondary beam or frame structure system;
Accompanying drawing 2 is the laced beam grid arrangement diagram of steel concrete orthogonal-diagonal lattice hollow floor system in the embodiment of the present invention;
Accompanying drawing 3 is the top view that superstructure empty stomach position, accompanying drawing 2 lower left corner is cut open;
Accompanying drawing 4 is A-A sectional drawing in accompanying drawing 3;
Accompanying drawing 5 is 1-1 node sectional drawing in accompanying drawing 4;
Accompanying drawing 6 is B-B node sectional drawing in accompanying drawing 4.
Detailed description of the invention
Embodiment, large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system, building superstructure periphery is isosceles triangle grid, centre peripherally 45
0angle is square grid on an empty stomach, periphery isosceles triangle right-angle side size a and the long a of isosceles triangle hypotenuse
1for a=a
1× sin45 ° of relation, i.e. periphery grid a
1after determining, inside is also determined along 45 ° of direction square net a sizes.
Be described in detail for the superstructure shown in Fig. 1, its length direction every 7.2m Slender R.C.column, every 3.6m secondary beam, periphery establishes concrete connecting-beam and crossbeam to be connected as a single entity, and forms 43.2m × 21.6m=933.12m
2large-scale floor, this traditional structure causes engineering cost high, hinder multilayer large-span construction work development.Specific embodiment changes Fig. 1 structure into Fig. 2 structural plan, i.e. orthogonal-diagonal lattice hollow floor system.
Large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system makes according to following steps:
(1) by drawing unwrapping wire, support is set up;
(2) string and shear connector template is made at superstructure supporting absolute altitude place;
(3) colligation lower edge and shear connector reinforcing bar check and accept reinforcing bar;
(4) concreting is to shear connector tip position;
(5) after concrete strength reaches 80%, bottom of winding up on shear connector top installs the template of wind up grid and plate again;
(6) assembling reinforcement;
(7) concrete is cast;
(8), after maintenance, large-span steel-reinforced concrete orthogonal-diagonal lattice large panel ceiling for storied building on an empty stomach is namely formed.
As shown in Figure 2, periphery (L
x, L
y) direction employing concrete isosceles triangle grid on an empty stomach, inner square grid keeps to the side along limit, 45 ° of directions, both sides to arrange, as above-mentioned superstructure plane (933.12m
2) by 36 isosceles triangles and 126 positive direction grid group diamondwises, it is the primary structure member of superstructure, is again the suspended ceiling modeling of superstructure.
As shown in Figure 3, star section is the inner shear connector cross section of superstructure, and pentagon is shear connector cross section, bight, and hexagon is periphery shear connector cross section.
As shown in Figure 4, steel concrete orthogonal-diagonal lattice hollow floor system, is made up of wind up (containing panel) lower edge and shear connector of cast-in-situ concrete, its square net size a and isosceles triangle right-angle side size a=a
1× sin45 °, as a
1=3600, a=2545.5, in order to ensure its clear height of shear connector shear stiffness (h
0) with the ratio h of clear span (B)
0/ B≤1, superstructure hollow rate is very big, generally between 80%-85%, while building cover structure deadweight significantly declines, guarantees that superstructure three-dimensional is stressed.
hfor Open-web Floor Frame thickness, generally
h=(1/25-1/30) L, as Fig. 4 size,
h=21600/25=850, than Slender R.C.column height decline 60%-53%.
As shown in Figure 5, be cruciform reinforcement concrete shear key sectional dimension and reinforcement detailing, this ensures that superstructure winds up (containing plate) and the cooperative key member of lower edge.
As shown in Figure 6, be the lateral view of concrete empty stomach superstructure periphery laced beam, grid a pressed by whole steel concrete on an empty stomach periphery
1be bearing on periphery side bar, on an empty stomach position is architectural does louvre process for superstructure.
Concrete construction method following (1), by drawing unwrapping wire, sets up support;
(2) string and shear connector template is made at superstructure supporting absolute altitude place;
(3) colligation lower edge and shear connector reinforcing bar check and accept reinforcing bar;
(4) concreting is to shear connector tip position;
(5) after concrete strength reaches 80%, bottom of winding up on shear connector top installs the template of wind up grid and plate again;
(6) assembling reinforcement;
(7) concrete is cast;
(8), after maintenance, large-span steel-reinforced concrete orthogonal-diagonal lattice large panel ceiling for storied building on an empty stomach is namely formed.
The steel concrete grid superstructure on an empty stomach of long span building engineering, its mechanical model is one piece of sandwiched plate considering shear strain, and " plate " has dividing of " two-way slab " and " one-way slabs ", as reinforced concrete floor, as long limit L
xwith span L
yratio be greater than 2(L
x/ L
y>=2) one-way slabs is defined as.During design, arrangement of reinforcement is by short in (L
y) internal force carries out arrangement of reinforcement, long to only need by constructional reinforcement, plane superstructure L as shown in Figure 1, Figure 2
y=21.6m, L
x=43.2m, L
x/ L
y=43.2/21.6=2, how on earth superstructure load P distributes in both direction (x, y), and available following formula represents P
x=P/ (1+n
3) and P
y=[1-(1/1+n
3)] p represents, n is length ratio, and Fig. 1,2 ratios are n=2, then P
x=p/9=0.125p, P
y=[1-0.125] p=0.875p, superstructure load 90% along short across transmission, only have 10% along long to transmission, during as n=5, short distributes internal force 99.2%, and long to distribution internal force 0.8%, now adopts orthogonal spatial concrete empty stomach sandwich plate floor also unreasonable again, now adopt form of structure of the present invention, will safety, reasonable, advanced, economic requirement be reached.
In identical span with under identical service load, concrete empty stomach sandwich plate floor of the present invention compares with traditional structure: 25%-30% saved by concrete, saving steels 20%-25%, the concrete amount adopting steel concrete orthogonal-diagonal lattice hollow floor system for Fig. 1 plane superstructure is 21.5cm/m
2, decline 19cm/m
2, rolled steel dosage 71.5kg/m
2, decline 50.5kg/m
2, adopt novel floor system, reach national recycling economy three principles and requirements, thus make superstructure uniform force, save building materials and construction costs.
Also following preparation method can be adopted to construct:
(1). set up support by working drawing unwrapping wire;
(2). template and the reinforcing bar of the upper and lower string of hollow floor system and each parts of shear connector are installed by working drawing;
(3). shear connector (wind up crossover location), reserve the hole of fluid concrete, from then on hole cast-in-situ concrete, by lower edge to shear connector again to winding up and wind up grid panel, one-time cast-forming.
Those skilled in the art will recognize that; above-mentioned detailed description of the invention is exemplary; to enable those skilled in the art better understand content of the present invention; should not be understood as limiting the scope of the invention; as long as according to the improvement that technical solution of the present invention is done, all fall into protection scope of the present invention.
Claims (5)
1. large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system, is characterized in that: building superstructure periphery is isosceles triangle grid, and centre peripherally 45 ° of angles is square grid on an empty stomach.
2. large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system as claimed in claim 1, is characterized in that: periphery isosceles triangle right-angle side size a and the long a of isosceles triangle hypotenuse
1for a=a
1× sin45 °.
3. large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system as claimed in claim 1 or 2, is characterized in that: building superstructure is long limit (L
x) and minor face (L
yi.e. span) ratio L
x/ L
ythe long narrow shape plane of > 1.5.
4., as the preparation method of claim 1-3 large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system as described in one of them, it is characterized in that: described preparation method comprises the following steps:
(1) by drawing unwrapping wire, support is set up;
(2) string and shear connector template is made at superstructure supporting absolute altitude place;
(3) colligation lower edge and shear connector reinforcing bar check and accept reinforcing bar;
(4) concreting is to shear connector tip position;
(5) after concrete strength reaches 80%, bottom of winding up on shear connector top installs the template of wind up grid and plate again;
(6) assembling reinforcement;
(7) concrete is cast;
(8), after maintenance, large-span steel-reinforced concrete orthogonal-diagonal lattice large panel ceiling for storied building on an empty stomach is namely formed.
5., as the preparation method of claim 1-3 large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system as described in one of them, it is characterized in that: described preparation method comprises the following steps:
(1) support is set up by working drawing unwrapping wire;
(2) template and the reinforcing bar of the upper and lower string of hollow floor system and each parts of shear connector are installed by working drawing;
(3) shear connector (wind up crossover location), reserve the hole of fluid concrete, from then on hole cast-in-situ concrete, by lower edge to shear connector again to winding up and wind up grid panel, one-time cast-forming.
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| CN201510211060.2A CN104929290B (en) | 2015-04-29 | 2015-04-29 | Large-span steel-reinforced concrete orthogonal-diagonal lattice hollow floor system and preparation method thereof |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105625567A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | High-rise and super high-rise concrete orthogonal-diagonal space lattice box type cylinder-in-cylinder structure and manufacturing method |
| CN105625568A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | Fabricated concrete orthogonal spatial space grid box type tube-in-tube structure and making method thereof |
| CN105625566A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | Fabricated concrete orthogonal-diagonal lattice space grid box type tube-in-tube structure and making method thereof |
| CN107435402A (en) * | 2016-05-26 | 2017-12-05 | 湖北大成空间科技股份有限公司 | A kind of hollow floor construction method of application opening composite core mould |
| CN107514082A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular II types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN107514081A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular I types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN109610349A (en) * | 2018-12-29 | 2019-04-12 | 北京工业大学 | A kind of the PC box girder web ruggedized construction and method of built-in tiltedly netting piece |
| CN111962860A (en) * | 2020-08-19 | 2020-11-20 | 山东金驰建设有限公司 | Design and construction method of shear key assembly type formwork of hollow sandwich plate |
| CN111962675A (en) * | 2020-08-20 | 2020-11-20 | 泰宏建设发展有限公司 | Construction method of large-span special-shaped cast-in-place reinforced concrete open-web truss |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000038797A (en) * | 1998-07-22 | 2000-02-08 | Ishikawajima Constr Materials Co Ltd | Semi-precast floor slab |
| JP2009287363A (en) * | 2008-06-02 | 2009-12-10 | Kumagai Gumi Co Ltd | Floor slab with sound insulating board |
| CN102003010A (en) * | 2010-10-27 | 2011-04-06 | 王本淼 | Energy-saving cast-in-place hollow floor |
| CN202273343U (en) * | 2011-10-28 | 2012-06-13 | 王本淼 | Open web floor made of reinforced bar foam combination filling component |
| CN203334428U (en) * | 2013-06-27 | 2013-12-11 | 贵州大学 | Whole box type structure for assembling multilayer large-span public building and industrial factory building |
| ES2435243A1 (en) * | 2012-06-15 | 2013-12-17 | Jose Salvador MANSILLA VERA | Prefabricated fojado without formwork (Machine-translation by Google Translate, not legally binding) |
| CN203961083U (en) * | 2014-05-28 | 2014-11-26 | 南京中建化工设备制造有限公司 | The orthogonal-diagonal lattice hollow sandwich panel ceiling for storied building unit of assembled integral Steel Space grid box structure |
-
2015
- 2015-04-29 CN CN201510211060.2A patent/CN104929290B/en not_active Expired - Fee Related
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000038797A (en) * | 1998-07-22 | 2000-02-08 | Ishikawajima Constr Materials Co Ltd | Semi-precast floor slab |
| JP2009287363A (en) * | 2008-06-02 | 2009-12-10 | Kumagai Gumi Co Ltd | Floor slab with sound insulating board |
| CN102003010A (en) * | 2010-10-27 | 2011-04-06 | 王本淼 | Energy-saving cast-in-place hollow floor |
| CN202273343U (en) * | 2011-10-28 | 2012-06-13 | 王本淼 | Open web floor made of reinforced bar foam combination filling component |
| ES2435243A1 (en) * | 2012-06-15 | 2013-12-17 | Jose Salvador MANSILLA VERA | Prefabricated fojado without formwork (Machine-translation by Google Translate, not legally binding) |
| CN203334428U (en) * | 2013-06-27 | 2013-12-11 | 贵州大学 | Whole box type structure for assembling multilayer large-span public building and industrial factory building |
| CN203961083U (en) * | 2014-05-28 | 2014-11-26 | 南京中建化工设备制造有限公司 | The orthogonal-diagonal lattice hollow sandwich panel ceiling for storied building unit of assembled integral Steel Space grid box structure |
Non-Patent Citations (1)
| Title |
|---|
| 胡岚 等: "U形钢板—混凝土高强螺栓连接组合空腹夹层板楼盖结构研究与应用", 《建筑结构学报》 * |
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| CN105625567A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | High-rise and super high-rise concrete orthogonal-diagonal space lattice box type cylinder-in-cylinder structure and manufacturing method |
| CN105625568A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | Fabricated concrete orthogonal spatial space grid box type tube-in-tube structure and making method thereof |
| CN105625566A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | Fabricated concrete orthogonal-diagonal lattice space grid box type tube-in-tube structure and making method thereof |
| CN105625567B (en) * | 2015-12-31 | 2018-12-11 | 潍坊昌大建设集团有限公司 | High-rise and superelevation layer concrete orthogonal-diagonal lattice space lattice boxlike tube-in-tube structure |
| CN107435402A (en) * | 2016-05-26 | 2017-12-05 | 湖北大成空间科技股份有限公司 | A kind of hollow floor construction method of application opening composite core mould |
| CN107514082A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular II types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN107514081A (en) * | 2017-09-19 | 2017-12-26 | 贵州大学 | A kind of irregular I types large-span concrete hollow sandwich panel ceiling for storied building and preparation method |
| CN109610349A (en) * | 2018-12-29 | 2019-04-12 | 北京工业大学 | A kind of the PC box girder web ruggedized construction and method of built-in tiltedly netting piece |
| CN111962860A (en) * | 2020-08-19 | 2020-11-20 | 山东金驰建设有限公司 | Design and construction method of shear key assembly type formwork of hollow sandwich plate |
| CN111962860B (en) * | 2020-08-19 | 2022-02-15 | 山东金驰建设有限公司 | Design and construction method of shear key assembly type formwork of hollow sandwich plate |
| CN111962675A (en) * | 2020-08-20 | 2020-11-20 | 泰宏建设发展有限公司 | Construction method of large-span special-shaped cast-in-place reinforced concrete open-web truss |
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