CN204401458U - Without lateral surfaces tension seam bridge floor unit - Google Patents
Without lateral surfaces tension seam bridge floor unit Download PDFInfo
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- CN204401458U CN204401458U CN201420857294.5U CN201420857294U CN204401458U CN 204401458 U CN204401458 U CN 204401458U CN 201420857294 U CN201420857294 U CN 201420857294U CN 204401458 U CN204401458 U CN 204401458U
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- bridge
- floor unit
- diaphragm
- bridge floor
- rib
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Abstract
The utility model discloses a kind of can be applicable to steel-ultra-high performance concrete combining structure without lateral surfaces tension seam bridge floor unit, the bridge deck (2) of its diaphragm primarily of Steel material (1) and ultra-high performance concrete material are integral prefabricated to be formed; Diaphragm (1) comprises mutually affixed top flange (11) and top web (12), the top flange (11) of diaphragm (1) is embedded in bridge deck (2), and its top flange (11) top is without lateral surfaces tension seam; Bridge deck (2) adopt bottom with the latticed slim plate of vertical rib (3) and cross rib (4), bridge deck (2) along bridge longitudinally and/or horizontal both sides be set to connecting portion, this connecting portion extends outward the bridge floor unit adjacent with another and carries out the connecting reinforcement (15) that seam formula is connected.The utility model has that deadweight is comparatively light, good endurance, stress performance are good and the advantage such as cost is lower.
Description
Technical field
The utility model relates to a kind of bridge floor unit, particularly relates to the bridge floor unit that one can be applicable to steel-ultra-high performance concrete combining structure.
Background technology
Concrete slab problem of Cracking is one of Major Diseases of steel-concrete composite beam cable stayed bridge.Although cause the concrete slab cracking cause of disease numerous, but its essential reason is steel-concrete combination main beam structure and material itself thereof, namely concrete material has that cracking resistance stretching strain is little, tensile strength is low and the obvious mechanical characteristic of shrinkage and creep effect, composite beam bridge panel and bottom girder steel adopt the constraint that is rigidly connected simultaneously, Free Transform ability, causes concrete slab very easily to ftracture under external loads and effect effect.Be all generally improved by raising construction quality and optimizing structure design in prior art, but be subject to the restriction of ordinary concrete own material character and seam construction, problem of Cracking does not obtain essence and solves.
In addition, ordinary concrete bridge deck are comparatively large due to thickness of slab, increase girder deadweight, are difficult to the bridge construction being applicable to large span.
Utility model content
Technical problem to be solved in the utility model is, overcome the deficiency and defect mentioned in above background technology, ordinary concrete is replaced with ultra-high performance concrete, and now face seam problems, because wet seam crossing fiber is discontinuous, seam crossing intensity is too low, and transverse joint is often stressed larger, cause seam early-age crack thus, affect the durability of bridge deck; Based on this, the utility model provide that a kind of deadweight is comparatively light, good endurance, stress performance are good and life-cycle cost is lower can be applicable to steel-ultra-high performance concrete combining structure without lateral surfaces tension seam bridge floor unit.
For solving the problems of the technologies described above, the technical scheme that the utility model proposes be a kind of can be applicable to steel-ultra-high performance concrete combining structure without lateral surfaces tension seam bridge floor unit, described bridge floor unit is primarily of the diaphragm of Steel material and the bridge deck of ultra-high performance concrete material are integral prefabricated forms; Described diaphragm comprises mutually affixed top flange and top web, the top flange of described diaphragm is embedded in bridge deck, and without lateral surfaces tension seam (and all must arrange lateral surfaces tension seam above the diaphragm of existing highway bridge) above its top flange; Described bridge deck adopt bottom with the latticed slim plate of vertical rib and cross rib, described bridge deck along bridge longitudinally and/or horizontal both sides be set to connecting portion, this connecting portion extends outward the bridge floor unit adjacent with another and carries out the connecting reinforcement that seam formula is connected.
In above-mentioned bridge floor unit, preferably, the top web of described diaphragm is arranged at intervals with along bridge lateral the vertical stiffening rib in top that multiple tracks is parallel to each other.
In above-mentioned bridge floor unit, preferably, the top flange width D of described diaphragm is 0.30m ~ 1.00m; The height H of the top web of described diaphragm is 0.20m ~ 0.80m; The height L of the vertical stiffening rib in described top is 0.15m ~ 0.70m.
In above-mentioned bridge floor unit, preferably, described bridge floor unit is embedded with multiple tracks along bridge longitudinal separation and is parallel to each other the diaphragm arranged, and the spacing of adjacent two diaphragms is 2.00m ~ 5.00m.
In above-mentioned bridge floor unit, preferably, the cross section of described vertical rib and/or cross rib is set to inverted trapezoidal, and namely the end face width of vertical rib and/or cross rib is greater than bottom width, and width adopts the gradual form diminished by end face to bottom surface.Preferred, the end face width of vertical rib and cross rib is 0.12m ~ 0.30m, and the bottom width of described vertical rib and cross rib is 0.10m ~ 0.28m.The demoulding of precast concrete abnormity component is the technology barrier that those skilled in the art face always, although can carry out the demoulding by traditional means such as release agents, not only cost is high, efficiency is low, and stripping result is not ideal enough all the time.In the technical scheme that the utility model is above-mentioned, bottom brings obstacle to the demoulding of whole precast concrete bridge deck with the latticed slim plate of vertical rib and cross rib, by designing shape and the structure of vertical rib and cross rib dexterously in preferred scheme, not only material can be saved, the more important thing is can be conveniently stripped, improves process efficiency.
In above-mentioned bridge floor unit, preferably, the adjacent two vertical spacing of rib, the spacing of adjacent two cross ribs are 0.40m ~ 1.50m.Above-mentioned vertical rib and cross rib preferred size design scheme can give full play to the technical advantage that ultra-high performance concrete intensity is high, non-coarse aggregate is easily closely knit, alleviate bridge deck deadweight.
In above-mentioned bridge floor unit, preferably, the plate gross thickness (comprising vertical rib, cross rib) of described bridge deck is 0.15m ~ 0.35m, and wherein, the thickness being fixed in the panel body above vertical rib and cross rib is 0.05m ~ 0.15m.By this preferred Thickness Design scheme, can meet the requirement of strength and stiffness, bridge deck deadweight is simultaneously only 70% of the deadweight of ordinary concrete bridge deck.
In above-mentioned bridge floor unit, preferably, be connected with the multiple WELDING STUDS imbedded in bridge deck above the top flange of described diaphragm, and multiple WELDING STUDS is evenly distributed on top flange along bridge lateral.
Can form without lateral surfaces tension seam bridge construction by above-mentioned bridge floor unit, described bridge construction is connected and composed by the bottom web of the described bridge floor unit of at least two and below diaphragm thereof, the longitudinal girder steel of bridge, and have at least two bridge floor unit to be splice along the bearing of trend of described diaphragm, stitching portion is provided with the longitudinal girder steel of bridge, the longitudinal girder steel of bridge comprises steel beam web plate and girder steel top flange, and the top of girder steel top flange arranges cast-in-place seam; The connecting reinforcement that the connecting portion of adjacent two bridge floor unit extends outward is in cast-in-place seam crossing colligation.
In above-mentioned bridge construction, preferably, described top web and bottom web form the web of described diaphragm jointly, and top web, the vertical stiffening rib in top are embedded in bridge deck jointly in advance by top flange, are connected with a vertical stiffening rib in bottom below the vertical stiffening rib in described top.
In above-mentioned bridge construction, preferably, the connecting portion of described adjacent two bridge floor unit is provided with a vertical rib, and two vertical ribs of described connecting portion joint and described girder steel top flange surround a longitudinal fluting, and described cast-in-place setting of joint is in this longitudinal fluting; The top of described girder steel top flange is connected with the multiple WELDING STUDS imbedded in cast-in-place seam.
In above-mentioned bridge construction, preferably, be configured with longitudinal reinforcement and transverse reinforcement in described cast-in-place seam, described longitudinal reinforcement comprises upper strata longitudinal reinforcement and lower floor's longitudinal reinforcement, and described connecting reinforcement and transverse reinforcement are distributed between upper strata longitudinal reinforcement and lower floor's longitudinal reinforcement.
Construction method when above-mentioned bridge construction is applied in Large span girder bridge, cable stayed bridge or suspension bridge, comprises the following steps:
The longitudinal steel girder segment of bridge of (a) welded bridge;
B () intends welding with the combination interface place of bridge floor flaggy following closely above the longitudinal girder steel of bridge;
C () sets up prefabricated bridge construction formwork, complete reinforcing steel bar laying in template and relevant built-in fitting (pre-buried part diaphragm) embedding;
(d) diaphragm of pre-buried steel material in bridge deck construction formwork, build the bridge deck (pre-buried part diaphragm) of prefabricated ultra-high performance concrete material, vaporium maintenance, forms described bridge floor unit;
Bridge floor unit e () is hoisting prefabricated after, and be mounted on above-mentioned steel girder segment; And carry out diaphragm welding; In preferred embodiment, diaphragm web and vertical stiffening rib have all been divided into two parts, the vertical stiffening rib of top web and top and diaphragm top flange are embedded in bridge deck jointly, are welded to connect respectively when bridge deck are lifted on girder steel with the vertical stiffening rib of bottom web and bottom of diaphragm again.
F () is built wet joint concrete in the stitching portion of adjacent two bridge floor unit and is formed horizontal and longitudinal cast-in-place seam, high-temperature steam curing, complete the installation of bridge construction.
In the above-mentioned work progress without lateral surfaces tension seam bridge construction of the present utility model, all can adopt construction equipment and the construction technology of existing precast concrete beam, without the need to increasing new equipment investment, also without the need to carrying out new skills training to constructor, construction method is easy, quick, rapid, for guarantee the duration, improve efficiency of construction significant.
Compared with prior art, the utility model has the advantage of:
First, steel-ultra-high performance concrete combining structure that what the utility model provided can be applicable to have employed new material ultra-high performance concrete without lateral surfaces tension seam bridge floor unit, the lightness of combined bridge structure can be realized, not only can improve the span ability of bridge, and prefabricated, assembled, the transport of bridge construction are more prone to;
Second, of the present utility model without lateral surfaces tension seam bridge floor unit compared to ordinary concrete bridge deck, girder deadweight about 30% can be reduced, thus significantly reduce suspension cable and infrastructure quantity, special in soft foundation situation, significantly reduce infrastructure expense, good economic benefit can be obtained;
3rd, the utility model provide without lateral surfaces tension seam bridge floor its tensile strength of unit and cracking resistance stretching strain all much larger than ordinary concrete bridge deck, effectively can solve a concrete slab difficult problem easy to crack;
4th, what the utility model adopted have employed diaphragm part without lateral surfaces tension seam bridge floor unit is embedded in form of structure in bridge deck and form of construction work, there is no the transverse joint of surperficial tension, solve the difficult problem that seam crossing causes tensile strength too low because fiber is discontinuous, not only constructability, and improve intensity and the durability of bridge deck, facilitate the later maintenance of bridge;
5th, the utility model adopt without lateral surfaces tension seam bridge floor unit, owing to have employed ultra-high performance concrete as structural meterials, and have employed reasonably vertical Lei He Transverse rib form, the bridge deck average thickness of bridge floor unit is reduced, and (panel thickness is only 1/3 ~ 1/2 of conventional steel-ordinary concrete combining structure bridge floor, bridge deck weight is close with Steel Bridge Deck), bridge deck strength and stiffness are higher, the steel using amount of a large amount of minimizing girder, reduce the cost (initial stage cost is 1/2 of Steel Bridge Deck, and life-cycle cost is only 1/5 of Steel Bridge Deck) of bridge deck.
To sum up, the technical solution of the utility model is particularly suitable for the beam bridge of Long span, cable stayed bridge or suspension bridge, the construction technology of this kind of bridge type maturation and equipment are combined with the utility model, feasibility and the efficiency of construction of the utility model bridge construction and construction thereof can be ensured better.
Accompanying drawing explanation
In order to be illustrated more clearly in the utility model embodiment or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, accompanying drawing in the following describes is embodiments more of the present utility model, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
Fig. 1 is the front view without lateral surfaces tension seam bridge floor unit in the utility model embodiment.
Fig. 2 is the plan view from above without lateral surfaces tension seam bridge floor unit in the utility model embodiment.
Fig. 3 is the sectional view at A-A place in Fig. 1.
Fig. 4 is the sectional view at B-B place in Fig. 1.
Fig. 5 is without the front view of lateral surfaces tension seam bridge construction along cross section in the utility model embodiment.
Fig. 6 is without the partial enlarged drawing of lateral surfaces tension seam bridge construction in bridge floor unit spliced place seam in the utility model embodiment.
Marginal data:
1, diaphragm; 2, bridge deck; 3, vertical rib; 4, cross rib; 5, panel body; 6, WELDING STUDS; 71, upper strata longitudinal reinforcement; 72, lower floor's longitudinal reinforcement; 8, transverse reinforcement; 9, steel beam web plate; 10, girder steel top flange; 11, top flange; 12, top web; 13, the vertical stiffening rib in top; 14, cast-in-place seam; 15, connecting reinforcement; 16, bottom web; 17, the vertical stiffening rib in bottom; 18, the longitudinal girder steel of bridge.
Detailed description of the invention
For the ease of understanding the utility model, hereafter will do to describe more comprehensively, meticulously to the utility model in conjunction with Figure of description and preferred embodiment, but protection domain of the present utility model is not limited to following specific embodiment.
It should be noted that, when a certain element is described on " be fixed on, be fixed in, be connected to or be communicated in " another element, it can be directly fixing, affixed, connect or be communicated with on another element, also can be by other intermediate connectors indirectly fixing, affixed, connection or connection on another element.
Unless otherwise defined, hereinafter used all technical terms are identical with the implication that those skilled in the art understand usually.The object of technical term used herein just in order to describe specific embodiment is not be intended to limit protection domain of the present utility model.
Unless otherwise specified, the various raw material used in the utility model and equipment etc. are all bought by market and are obtained or prepare by existing method.
Embodiment:
As shown in Figure 1 to 4, of the present utility model can be applicable to steel-ultra-high performance concrete combining structure without a lateral surfaces tension seam bridge floor unit, this bridge floor unit is primarily of the diaphragm 1 of Steel material and the bridge deck 2 of ultra-high performance concrete material are integral prefabricated forms; Diaphragm 1 comprises mutually affixed top flange 11 and top web 12.As shown in Figure 1, the top flange 11 of diaphragm 1 is embedded in bridge deck 2, and without lateral surfaces tension seam above its top flange 11; The top web 12 of diaphragm 1 is arranged at intervals with along bridge lateral the vertical stiffening rib 13 (see Fig. 1 and Fig. 2) in top that multiple tracks is parallel to each other.Bridge deck 2 adopt bottom with the latticed slim plate (see Fig. 2) of vertical rib 3 and cross rib 4.Bridge deck 2 are set to connecting portion along the both sides of bridge vertical and horizontal, and this connecting portion extends outward the bridge floor unit adjacent with another and carries out the connecting reinforcement 15 (see Fig. 5) that seam formula is connected.Be connected with the multiple WELDING STUDS 6 imbedded in bridge deck 2 above the top flange 11 of diaphragm 1, and multiple WELDING STUDS 6 is evenly distributed on (see Fig. 4) on top flange 11 along bridge lateral.
In the bridge floor unit of above-mentioned the present embodiment, top flange 11 width D of each diaphragm 1 is 0.6m, and thickness is 24mm; The height H of the top web 12 of each diaphragm 1 is 0.48m, and thickness is 16mm; The height L of the vertical stiffening rib 13 in each top is 0.33m, and thickness is 10mm.The bridge floor unit of the present embodiment is embedded with multiple tracks along bridge longitudinal separation to be parallel to each other the diaphragm 1 arranged, and the spacing of adjacent two diaphragms 1 is 3.50m.
In the bridge floor unit of above-mentioned the present embodiment, the cross section of vertical rib 3 and cross rib 4 is all set to inverted trapezoidal, and namely the end face width of vertical rib 3 and cross rib 4 is greater than bottom width, and width adopts the gradual mode diminished by end face to bottom surface.In the present embodiment, the end face width of vertical rib 3 is 0.20m, and bottom width is 0.18m, and thickness is 0.14m, and the end face width of cross rib 4 is 0.12m, and bottom width is 0.10m, and thickness is 0.14m.The spacing of adjacent two vertical ribs 3 is 0.6m, and the spacing of adjacent two cross ribs 4 is 1.1m.
In the bridge floor unit of above-mentioned the present embodiment, the plate gross thickness of bridge deck 2 is 0.22m, and wherein, the thickness being fixed in the panel body 5 above vertical rib 3 and cross rib 4 is 0.08m.
As shown in Fig. 1 ~ Fig. 6, in the present embodiment bridge floor unit form without lateral surfaces tension seam bridge construction, this bridge construction is connected and composed by the diaphragm bottom web 16 of the bridge floor unit of at least two and its underpart, the longitudinal girder steel 18 of bridge, and have at least two bridge floor unit to be splice along the bearing of trend of diaphragm 1, stitching portion is provided with the longitudinal girder steel 18 of bridge, the longitudinal girder steel 18 of bridge comprises steel beam web plate 9 and girder steel top flange 10, and the top of girder steel top flange 10 arranges cast-in-place seam 14; The connecting reinforcement 15 that the connecting portion of adjacent two bridge floor unit extends outward is cast-in-place seam 14 place's colligation (see Fig. 5).Top web 12 and bottom web 16 form the web of diaphragm 1 jointly, and top web 12, the vertical stiffening rib 13 in top are embedded in bridge deck 2 by top flange 11 jointly in advance, are connected with a vertical stiffening rib 17 in bottom below the vertical stiffening rib in top 13.
As shown in Figure 5, Figure 6, in the bridge construction of above-mentioned the present embodiment, the connecting portion of adjacent two bridge floor unit is provided with a vertical rib 3, and two vertical ribs 3 of connecting portion joint surround a longitudinal fluting with girder steel top flange 10, and cast-in-place seam 14 is arranged in this longitudinal fluting; The top of girder steel top flange 10 is connected with the multiple WELDING STUDS 6 imbedded in cast-in-place seam 14.Be configured with longitudinal reinforcement and transverse reinforcement 8 in cast-in-place seam 14, longitudinal reinforcement comprises upper strata longitudinal reinforcement 71 and lower floor's longitudinal reinforcement 72, and connecting reinforcement 15 and transverse reinforcement 8 are distributed between upper strata longitudinal reinforcement 71 and lower floor's longitudinal reinforcement 72.
In the present embodiment, the above-mentioned longitudinal length without lateral surfaces tension seam bridge floor unit is 10.5m, and transverse width is 5.9m, and the longitudinal length of bridge floor unit equals the beam segment length of bridge construction.
Construction method when the above-mentioned bridge construction of the present embodiment is applied in Large span girder bridge, cable stayed bridge or suspension bridge, comprises the following steps:
The longitudinal steel girder segment of bridge of (a) welded bridge;
B () intends welding WELDING STUDS with the combination interface place of bridge floor flaggy above the longitudinal girder steel of bridge;
C () sets up prefabricated bridge construction formwork, complete the reinforcing steel bar laying in template and relevant embedded part embedding;
D () diaphragm of pre-buried steel material in bridge deck construction formwork, builds the bridge deck (being embedded with part diaphragm) of prefabricated ultra-high performance concrete material, vaporium maintenance, form bridge floor unit;
Bridge floor unit e () is hoisting prefabricated after, and be mounted on above-mentioned steel girder segment; And carry out diaphragm welding;
F () is built wet joint concrete in the stitching portion of adjacent two bridge floor unit and is formed horizontal and longitudinal cast-in-place seam, high-temperature steam curing, complete the installation of bridge construction.
Claims (6)
1. can be applicable to steel-ultra-high performance concrete combining structure without a lateral surfaces tension seam bridge floor unit, it is characterized in that: described bridge floor unit is primarily of the diaphragm (1) of Steel material and the bridge deck (2) of ultra-high performance concrete material are integral prefabricated forms; Described diaphragm (1) comprises mutually affixed top flange (11) and top web (12), the top flange (11) of described diaphragm (1) is embedded in bridge deck (2), and its top flange (11) top is without lateral surfaces tension seam; Described bridge deck (2) adopt bottom with the latticed slim plate of vertical rib (3) and cross rib (4), described bridge deck (2) along bridge longitudinally and/or horizontal both sides be set to connecting portion, this connecting portion extends outward the bridge floor unit adjacent with another and carries out the connecting reinforcement (15) that seam formula is connected.
2. bridge floor unit according to claim 1, is characterized in that: the top web (12) of described diaphragm (1) is arranged at intervals with along bridge lateral the vertical stiffening rib in the top (13) that multiple tracks is parallel to each other.
3. bridge floor unit according to claim 2, is characterized in that: top flange (11) width D of described diaphragm (1) is 0.30m ~ 1.00m; The height H of the top web (12) of described diaphragm (1) is 0.20m ~ 0.80m; The vertical stiffening rib in described top (13) height L is 0.15m ~ 0.70m.
4. the bridge floor unit according to claim 1,2 or 3, it is characterized in that: described bridge floor unit is embedded with multiple tracks along bridge longitudinal separation and is parallel to each other the diaphragm (1) arranged, and the spacing of adjacent two diaphragms (1) is 2.00m ~ 5.00m.
5. the bridge floor unit according to claim 1,2 or 3, is characterized in that: the cross section of described vertical rib (3) and/or cross rib (4) is set to inverted trapezoidal; And the adjacent two vertical spacing of rib (3), the spacing of adjacent two cross ribs (4) are 0.40m ~ 1.50m; The plate gross thickness of described bridge deck (2) is 0.15m ~ 0.35m, and wherein, the thickness being fixed in the panel body (5) of vertical rib (3) and cross rib (4) top is 0.05m ~ 0.15m.
6. the bridge floor unit according to claim 1,2 or 3, it is characterized in that: the top, top flange (11) of described diaphragm (1) is connected with the multiple WELDING STUDS (6) imbedded in bridge deck (2), and multiple WELDING STUDS (6) is evenly distributed on top flange (11) along bridge lateral.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420857294.5U CN204401458U (en) | 2014-12-30 | 2014-12-30 | Without lateral surfaces tension seam bridge floor unit |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420857294.5U CN204401458U (en) | 2014-12-30 | 2014-12-30 | Without lateral surfaces tension seam bridge floor unit |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204401458U true CN204401458U (en) | 2015-06-17 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420857294.5U Withdrawn - After Issue CN204401458U (en) | 2014-12-30 | 2014-12-30 | Without lateral surfaces tension seam bridge floor unit |
Country Status (1)
| Country | Link |
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| CN (1) | CN204401458U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104562931A (en) * | 2014-12-30 | 2015-04-29 | 邵旭东 | Bridge deck unit without transverse surface tensioned joints, bridge structure without transverse surface tensioned joints and construction method of bridge structure |
| CN107587424A (en) * | 2017-09-20 | 2018-01-16 | 广东省交通规划设计研究院股份有限公司 | A kind of ultra-high performance concrete floorings |
| CN109610313A (en) * | 2018-12-26 | 2019-04-12 | 湖南大学 | A kind of fashioned iron-UHPC compoboard longitudinal rib interlaced arrangement construction and its construction method |
-
2014
- 2014-12-30 CN CN201420857294.5U patent/CN204401458U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104562931A (en) * | 2014-12-30 | 2015-04-29 | 邵旭东 | Bridge deck unit without transverse surface tensioned joints, bridge structure without transverse surface tensioned joints and construction method of bridge structure |
| CN104562931B (en) * | 2014-12-30 | 2016-06-08 | 邵旭东 | The seam bridge floor unit of tension without lateral surfaces, bridge structure and construction method thereof |
| CN107587424A (en) * | 2017-09-20 | 2018-01-16 | 广东省交通规划设计研究院股份有限公司 | A kind of ultra-high performance concrete floorings |
| CN109610313A (en) * | 2018-12-26 | 2019-04-12 | 湖南大学 | A kind of fashioned iron-UHPC compoboard longitudinal rib interlaced arrangement construction and its construction method |
| CN109610313B (en) * | 2018-12-26 | 2024-02-20 | 湖南大学 | Longitudinal rib staggered arrangement structure of profile steel-UHPC composite board and construction method thereof |
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| C14 | Grant of patent or utility model | ||
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Granted publication date: 20150617 Effective date of abandoning: 20160608 |
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