CA1137711A - Deck construction - Google Patents
Deck constructionInfo
- Publication number
- CA1137711A CA1137711A CA000356568A CA356568A CA1137711A CA 1137711 A CA1137711 A CA 1137711A CA 000356568 A CA000356568 A CA 000356568A CA 356568 A CA356568 A CA 356568A CA 1137711 A CA1137711 A CA 1137711A
- Authority
- CA
- Canada
- Prior art keywords
- upright
- deck
- pivoting
- adjacent
- construction method
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/08—Methods or apparatus specially adapted for erecting or assembling bridges by rotational movement of the bridge or bridge sections
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
ABSTRACT
Disclosed is a method of constructing decks of structures where the deck (2) is supported by spaced-apart pillars or piers (1), the method enabling concrete slipforming or jumpforming techniques to be used to construct, in upright position, members that when finally in-situ form a deck supported on spaced-apart uprights. In the method, the members are formed in upright position (2E/F) by one or other of these techniques each adjacent an upright (1E) that is finally to support it, and the member is then pivoted (2D/E) about its adjacent upright (1D) to move to its final position (2C/D).
Disclosed is a method of constructing decks of structures where the deck (2) is supported by spaced-apart pillars or piers (1), the method enabling concrete slipforming or jumpforming techniques to be used to construct, in upright position, members that when finally in-situ form a deck supported on spaced-apart uprights. In the method, the members are formed in upright position (2E/F) by one or other of these techniques each adjacent an upright (1E) that is finally to support it, and the member is then pivoted (2D/E) about its adjacent upright (1D) to move to its final position (2C/D).
Description
-~l~3~
DECK CONSTRUCTION
. _ _ This invention relates to the construction of decks of structures where the deck is to be supported by ; space - apart upright pillars or piers. In particular the invention is concerned with the construction of bridge decks.
As is well known, concrete is a favoured construc-~ tional material and an advantageous method of constructing ; upright concrete pillars or piers is to utilise either the so-called slipforming technique, or the so-called jump-forming technique. By the present invention these tech-niques can be extended to the construction of concrete decks which when finally in-situ are supported on spaced-apart uprights.
An aspect of the invention is as follows ~., .
-~ A method of constructing a deck in concrete comprising forming an upright position by the slipforming technique or by the jumpforming technique a plurality of members, each member being formed adjacent an upright that is to support it in its final position; and pivoting each so-formed member at a point along its length, about ~; the upright that is to support the member, for moving the member into a final position in which it is to become a member of the deck.
; 25 For a better understanding of the invention and to show how the same may be carried into effect, reference will now be made, by way of example, to the ~ . , - ".
. , ~ : - ...
- ":
accompa~ylng drawing5, in which:~
Figllre 1 is a side view of the approach part of a river brldge il.lustrating various stages in the construction of the bridge, Figure 2 is a side view on a larger scale than :,; ~i~ure 1 further illustrating how this part of the bridge is erected, Figure 3 is a side view on a still larger scale showing in greater detail the area ringed at III
in Figures 1 and 2, ; Figure 4 is a sectional view taken on the line IV-IV in Figure 3, and Figure 5 is a sectional view taken on the line V-V in Figure 4.
The ~igures relate to the approach spans of a : road-carrying river bridge in which in the completed ;, structure pairs of side-by-side uprights in the.form 1 of piers 1 carry a bridge deck 2. During construction ,i the piers 1 are constructed in-situ, in conventional fashion (for example by slipforming or jumpforming) on previously driven piles. In the particular bridge illustrated a first span 2A and part of a second span 2B of the bridge deck are also constructed in-situ . ~ .on trestling so that first and second piers lA and lB
are spanned and in addition the deck extends towards : ~ the third pair of piers lC. At the other end of the ` : bridge approach a part span 2K is constructed in conven*ionial ashion together with the main bridge : spans. Construction of the bridge deck at the ; 30 approach part of the bridge is carried out making ,~ use of either the slipforming technique or the jump-, forming technique and will now be described with `: reference to slipforming.
Adjacent the third pair of piers ~C slip forms .
~ 35 are set-up on top of the pile cap on which the piers ;1: stand, or at beach level if there is a beach, in which ,~ : case mass concrete walls or pillars are provided .
i . .
~3~7~
to carry loads down t~ the pile caps l~nder the beach, The slip ~orms are positioned to lorm two side-by~side upright concrete ~ox beams 2C~D each disposed about one me-tre ~rom the adjacént face of one or other of the piers, which beams are to become members of the deck.
In the initial stage of slipforming, *emporary supports 3 are cast to some two to four metres in height.
Thereafter each box beam 2C/D is cast on these supports. For each beam 2C/D slipforming is carried out continuously until the level of the top of the adjacent pier 'LC is reached. At this pvint slipforming is stopped and a diaphragm section ~ 4 is cast in the beam. Up to this level the beam ; is free standing but at this stage temporary wind bracing 5 is installed to transfer wind loads to the '~ top of the adjacent pier. After construction of the diaphragm section, slipforming is re-commenced to complete the box beam.
As the box beam is formed t~e inside shutters of the slipforming equipment are moved in and out ; to accommodate changes in flange and web thickness-and the sliding members are steered as necessary to ~, form any required overall curvature to the beam in the, longitudinal pla,ne. Pockets are formed for providing '~ 25 ' a number of prestressing anchorages spread along the beam. ' ~ After slipforming has been completed the ; beam is prestressed by straight bars or tendons ; inserted into ducts cast in the beam. This prestressing is carried out from plat~orms lewered and raised inside the beam after completion of the slipforming, In a similar manner to that just describedJ
pairs of upright box ~eams 2D/E, 2ElF, 2F/G....-.
are constructed a~djacent each pair of piers lD, ~E, lF..... .
35 ' The overall length of each be`am is chose~ in rel~tion , to the height of the adjacent pier and the acceptable ~, load that can be applied during transfer -~f the beam t to its ~inal position. Pairs 3t~
oI beams can be cons-tructed a-t all the pairs of piers beIore ~urther work is carried out ~as shown in Figure 1), or ~urther work at each pier pair can be - commenced once the pair o:~ beams at that pier pair is completed. It should here be noted that, for simplicity, ~igure 2 :in particular is drawn as if there is only one beam and one pier at each ; pier location (and such could be the case in some constructions, as, equally, there could be more than two beams and piers at each pier location).
Transfer of eacb beam to its final position is effected by pivoting the beam about the top o~
` the adjacent pier on rocker bearings 6 installed at the diaphragm section 4. These bearings 6 are adjacent ; 15 what will be the final position of permanent bearings constituted by plates 7 which serve as shear plates at the start of the pivoting operation.
When the beams are ready for transfer to `~, their final position, and commencing with one of the beams of the pair nearest the constructed in-situ deck section at one end or the other of the bridge approach (Figures 1 and 2 illustrate the case where work is commenced a$ the deck spans 2A, 2B end), jacks (not shown) are installed at the bottom of the first slipformed box beam to be pivoted. Sets of cables 8 and 9 are connected to extend from an upper zone (in the case illustrated the top) of this beam ~illustrated ~ for one of the beams 2D/E in ~igure 2) away from the ,l already-constructed part of the deck down to the base of the pier (pier lE in ~igure 2) that is next adjacent the pier (lD in Figure 2) immediately adjacent ~l~ the beams; and from a lower zone (in the case illustrated, ' the base) o~ the beam up to the free end of I the already-constructed deck part. Furt~her cabling 9A is installed between the free end o~ the already-constructed span 2B and the foot of the first free-standing pier lC, this being left in place whilst tbe beams are transferred to their final positions and thereafter removed. The wind bracing 5 is removed and using the , . _ ~ .. .. . .. . ~ .. .. . ............ . ..... .. .. .. . .. . .
~,:: `:': '"' . -; .: `' -; ' " ~ , ., ""~ i ~ " , , .: , , ; " ;.;, ,, 7~
~, cables 8 and 9 and the Jacks the beam is -tiltec3 so -that the one metre gap ~etween the beam and the immediately adjacent pier is closed at the top o~ the pier (see beam 2E/F and pier lE in Figure 2). The rocker bearings 6 are installed, if not already fitted and any necessary adjustments made to them, to the bearing plates 7 and to landing stools 10 for the bearings 6 at the top of the pier. Levelling screws 11 are provided to facilitate such adjustment.
The jacks at the bottom of the beam are relieved of load and pivoting of the beam is then effected, utilising the cables ~ and 9, so that the beam pivots about the top o~ its adjacent pier wi-th the bearings 6 rocking cnthe landing stools 10.
At the completion of pivoting, the beam is jacked up so that the rocker hearings 6 can be removed and is then lowered so that the bearing plates 7 come to rest on permanent bearings (not shown) installed on the concrete pier. At this stage the beam is tilted sideways to obtain any cam~er required and is connected to the already-constructed deck part. It will be noted that this connection is made at approximately mid--span between piers. The connection is made utilising short lengths of prestressing - bar after a tolerance gaph~s been filled, in-situ, with concrete. Each beam at a pair of piers is transferred to its final position in this way before transfer of the beams at the next pair of piers is commenced It is to be noted that the beams do not exactly balance when they are pivoted, the degree of out of balance being chosen so that maximum use is made of the pier heights. The out-of-balance load is finally taken at the cantilevered end of the already-constructed deck part so that final stress is not increased. Temporary dead load bending moments do not exceed the deadload plus live load moments ~or which the de~k as a whole is designed. As~an example and , considering, in the embodiment illustrated, one of the , . . ~ : , : .
~'7'-4~1 box beams ZDlE, the pi~r ~D is approxiTnately 32,7 metres high and the overall length of the beam 2D/E is approximately 55.3 metres. The pivot point for the beam is at approximately 25.9 metres from what will be its cantilevered end so that the length of the beam on the other side of the pivot point is ` approximately 29.4 metres. l`he beam weighs approximately 1320 tons. For this beam the load in the cables 8 at the cornmencement of pivoting is 250 tons and is 0 tons at the end of pivoting (these cables being connected to what is then the cantilevered end of the beam). The load in the cables 9 ~s 0 tons at the commencement of pivoting, the load at this end of the beam immediately prior to making good its connection wi-th the already-constructed deck part being about 70 tons.
Although construction of a bridge deck composed of side-by-side box beams supported on side-by-side pillars has been described it will be appreciated that other forms of deck could be constructed in the same way by forming in upright position by the slipforming technique a plurality of members, each member being formed a~jacent an upright that is to support it in its final position, and pivoting each so-formed member about the upright that is to support it into a final position in which it is to become a member of the deck. ~urthermore, although ,~ slipforming has been referred to throughout this !~ detailed description it is repeated -that jumpforming ~ 30 can be used instead.
.
3~ . , ,~ I
. .
,~ . ;
DECK CONSTRUCTION
. _ _ This invention relates to the construction of decks of structures where the deck is to be supported by ; space - apart upright pillars or piers. In particular the invention is concerned with the construction of bridge decks.
As is well known, concrete is a favoured construc-~ tional material and an advantageous method of constructing ; upright concrete pillars or piers is to utilise either the so-called slipforming technique, or the so-called jump-forming technique. By the present invention these tech-niques can be extended to the construction of concrete decks which when finally in-situ are supported on spaced-apart uprights.
An aspect of the invention is as follows ~., .
-~ A method of constructing a deck in concrete comprising forming an upright position by the slipforming technique or by the jumpforming technique a plurality of members, each member being formed adjacent an upright that is to support it in its final position; and pivoting each so-formed member at a point along its length, about ~; the upright that is to support the member, for moving the member into a final position in which it is to become a member of the deck.
; 25 For a better understanding of the invention and to show how the same may be carried into effect, reference will now be made, by way of example, to the ~ . , - ".
. , ~ : - ...
- ":
accompa~ylng drawing5, in which:~
Figllre 1 is a side view of the approach part of a river brldge il.lustrating various stages in the construction of the bridge, Figure 2 is a side view on a larger scale than :,; ~i~ure 1 further illustrating how this part of the bridge is erected, Figure 3 is a side view on a still larger scale showing in greater detail the area ringed at III
in Figures 1 and 2, ; Figure 4 is a sectional view taken on the line IV-IV in Figure 3, and Figure 5 is a sectional view taken on the line V-V in Figure 4.
The ~igures relate to the approach spans of a : road-carrying river bridge in which in the completed ;, structure pairs of side-by-side uprights in the.form 1 of piers 1 carry a bridge deck 2. During construction ,i the piers 1 are constructed in-situ, in conventional fashion (for example by slipforming or jumpforming) on previously driven piles. In the particular bridge illustrated a first span 2A and part of a second span 2B of the bridge deck are also constructed in-situ . ~ .on trestling so that first and second piers lA and lB
are spanned and in addition the deck extends towards : ~ the third pair of piers lC. At the other end of the ` : bridge approach a part span 2K is constructed in conven*ionial ashion together with the main bridge : spans. Construction of the bridge deck at the ; 30 approach part of the bridge is carried out making ,~ use of either the slipforming technique or the jump-, forming technique and will now be described with `: reference to slipforming.
Adjacent the third pair of piers ~C slip forms .
~ 35 are set-up on top of the pile cap on which the piers ;1: stand, or at beach level if there is a beach, in which ,~ : case mass concrete walls or pillars are provided .
i . .
~3~7~
to carry loads down t~ the pile caps l~nder the beach, The slip ~orms are positioned to lorm two side-by~side upright concrete ~ox beams 2C~D each disposed about one me-tre ~rom the adjacént face of one or other of the piers, which beams are to become members of the deck.
In the initial stage of slipforming, *emporary supports 3 are cast to some two to four metres in height.
Thereafter each box beam 2C/D is cast on these supports. For each beam 2C/D slipforming is carried out continuously until the level of the top of the adjacent pier 'LC is reached. At this pvint slipforming is stopped and a diaphragm section ~ 4 is cast in the beam. Up to this level the beam ; is free standing but at this stage temporary wind bracing 5 is installed to transfer wind loads to the '~ top of the adjacent pier. After construction of the diaphragm section, slipforming is re-commenced to complete the box beam.
As the box beam is formed t~e inside shutters of the slipforming equipment are moved in and out ; to accommodate changes in flange and web thickness-and the sliding members are steered as necessary to ~, form any required overall curvature to the beam in the, longitudinal pla,ne. Pockets are formed for providing '~ 25 ' a number of prestressing anchorages spread along the beam. ' ~ After slipforming has been completed the ; beam is prestressed by straight bars or tendons ; inserted into ducts cast in the beam. This prestressing is carried out from plat~orms lewered and raised inside the beam after completion of the slipforming, In a similar manner to that just describedJ
pairs of upright box ~eams 2D/E, 2ElF, 2F/G....-.
are constructed a~djacent each pair of piers lD, ~E, lF..... .
35 ' The overall length of each be`am is chose~ in rel~tion , to the height of the adjacent pier and the acceptable ~, load that can be applied during transfer -~f the beam t to its ~inal position. Pairs 3t~
oI beams can be cons-tructed a-t all the pairs of piers beIore ~urther work is carried out ~as shown in Figure 1), or ~urther work at each pier pair can be - commenced once the pair o:~ beams at that pier pair is completed. It should here be noted that, for simplicity, ~igure 2 :in particular is drawn as if there is only one beam and one pier at each ; pier location (and such could be the case in some constructions, as, equally, there could be more than two beams and piers at each pier location).
Transfer of eacb beam to its final position is effected by pivoting the beam about the top o~
` the adjacent pier on rocker bearings 6 installed at the diaphragm section 4. These bearings 6 are adjacent ; 15 what will be the final position of permanent bearings constituted by plates 7 which serve as shear plates at the start of the pivoting operation.
When the beams are ready for transfer to `~, their final position, and commencing with one of the beams of the pair nearest the constructed in-situ deck section at one end or the other of the bridge approach (Figures 1 and 2 illustrate the case where work is commenced a$ the deck spans 2A, 2B end), jacks (not shown) are installed at the bottom of the first slipformed box beam to be pivoted. Sets of cables 8 and 9 are connected to extend from an upper zone (in the case illustrated the top) of this beam ~illustrated ~ for one of the beams 2D/E in ~igure 2) away from the ,l already-constructed part of the deck down to the base of the pier (pier lE in ~igure 2) that is next adjacent the pier (lD in Figure 2) immediately adjacent ~l~ the beams; and from a lower zone (in the case illustrated, ' the base) o~ the beam up to the free end of I the already-constructed deck part. Furt~her cabling 9A is installed between the free end o~ the already-constructed span 2B and the foot of the first free-standing pier lC, this being left in place whilst tbe beams are transferred to their final positions and thereafter removed. The wind bracing 5 is removed and using the , . _ ~ .. .. . .. . ~ .. .. . ............ . ..... .. .. .. . .. . .
~,:: `:': '"' . -; .: `' -; ' " ~ , ., ""~ i ~ " , , .: , , ; " ;.;, ,, 7~
~, cables 8 and 9 and the Jacks the beam is -tiltec3 so -that the one metre gap ~etween the beam and the immediately adjacent pier is closed at the top o~ the pier (see beam 2E/F and pier lE in Figure 2). The rocker bearings 6 are installed, if not already fitted and any necessary adjustments made to them, to the bearing plates 7 and to landing stools 10 for the bearings 6 at the top of the pier. Levelling screws 11 are provided to facilitate such adjustment.
The jacks at the bottom of the beam are relieved of load and pivoting of the beam is then effected, utilising the cables ~ and 9, so that the beam pivots about the top o~ its adjacent pier wi-th the bearings 6 rocking cnthe landing stools 10.
At the completion of pivoting, the beam is jacked up so that the rocker hearings 6 can be removed and is then lowered so that the bearing plates 7 come to rest on permanent bearings (not shown) installed on the concrete pier. At this stage the beam is tilted sideways to obtain any cam~er required and is connected to the already-constructed deck part. It will be noted that this connection is made at approximately mid--span between piers. The connection is made utilising short lengths of prestressing - bar after a tolerance gaph~s been filled, in-situ, with concrete. Each beam at a pair of piers is transferred to its final position in this way before transfer of the beams at the next pair of piers is commenced It is to be noted that the beams do not exactly balance when they are pivoted, the degree of out of balance being chosen so that maximum use is made of the pier heights. The out-of-balance load is finally taken at the cantilevered end of the already-constructed deck part so that final stress is not increased. Temporary dead load bending moments do not exceed the deadload plus live load moments ~or which the de~k as a whole is designed. As~an example and , considering, in the embodiment illustrated, one of the , . . ~ : , : .
~'7'-4~1 box beams ZDlE, the pi~r ~D is approxiTnately 32,7 metres high and the overall length of the beam 2D/E is approximately 55.3 metres. The pivot point for the beam is at approximately 25.9 metres from what will be its cantilevered end so that the length of the beam on the other side of the pivot point is ` approximately 29.4 metres. l`he beam weighs approximately 1320 tons. For this beam the load in the cables 8 at the cornmencement of pivoting is 250 tons and is 0 tons at the end of pivoting (these cables being connected to what is then the cantilevered end of the beam). The load in the cables 9 ~s 0 tons at the commencement of pivoting, the load at this end of the beam immediately prior to making good its connection wi-th the already-constructed deck part being about 70 tons.
Although construction of a bridge deck composed of side-by-side box beams supported on side-by-side pillars has been described it will be appreciated that other forms of deck could be constructed in the same way by forming in upright position by the slipforming technique a plurality of members, each member being formed a~jacent an upright that is to support it in its final position, and pivoting each so-formed member about the upright that is to support it into a final position in which it is to become a member of the deck. ~urthermore, although ,~ slipforming has been referred to throughout this !~ detailed description it is repeated -that jumpforming ~ 30 can be used instead.
.
3~ . , ,~ I
. .
,~ . ;
Claims (6)
1. A method of constructing a deck in concrete comprising forming an upright position by the slipforming technique or by the jumpforming technique a plurality of members, each member being formed adjacent an upright that is to support it in its final position; and pivoting each so-formed member at a point along its length, about the upright that is to support the member, for moving the member into a final position in which it is to become a member of the deck.
2. A deck construction method as claimed in claim 1, wherein each said member is formed spaced from its adjacent upright; and wherein prior to said pivoting jacking means is installed at the bottom of the member, cables are con-nected to extend from an upper zone of the member downwards and from a lower zone of the member upwards, and this jack-ing means and these cables are used initially to tilt the member to close the gap between it and the adjacent upright at the top of the upright.
3. A deck construction method as claimed in claim 2, wherein after initially tilting the member the jacking means is relieved of load and said pivoting of each member is effected utilising the cables.
4. A deck construction method as claimed in claim 1, wherein said pivoting of each member is effected with the member supported from the upright by bearings carried by the member and rocking on landing stools carried by the upright.
5. A deck construction method as claimed in claim 4, wherein after said pivoting has been completed each said member is jacked, said bearings are removed, and the member is lowered onto permanent bearings carried by the upright.
6. A deck construction method as claimed in claim 1, wherein during construction each said member is free-stand-ing until it reaches the top of the adjacent upright, at which stage windbracing is installed between the member and the adjacent upright and formation of the member is then continued, the windbracing being removed prior to pivoting the completed member for moving the member into its final position.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| GB7925219A GB2054013A (en) | 1979-07-19 | 1979-07-19 | Method of constructing a deck |
| GB7925219 | 1979-07-19 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CA1137711A true CA1137711A (en) | 1982-12-21 |
Family
ID=10506619
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA000356568A Expired CA1137711A (en) | 1979-07-19 | 1980-07-18 | Deck construction |
Country Status (4)
| Country | Link |
|---|---|
| EP (1) | EP0023132A1 (en) |
| AU (1) | AU6062480A (en) |
| CA (1) | CA1137711A (en) |
| GB (1) | GB2054013A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111236043A (en) * | 2020-01-10 | 2020-06-05 | 山西大学 | Novel road bridge attachment strap connection structure of self-adaptation height |
| CN112064518A (en) * | 2020-08-21 | 2020-12-11 | 温州融宸科技有限公司 | Bridge pier combination swivel support |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE102006039551B3 (en) | 2006-08-23 | 2007-09-20 | Kollegger, Johann, Prof. Dr.-Ing. | Bridge manufacturing method involves articulating end point of support rod with bridge carrier, and column, a bridge carrier with end points and support rod with end points is manufactured in perpendicular position |
| CN107313359B (en) * | 2016-04-27 | 2023-05-05 | 成都亚佳工程新技术开发有限公司 | General weighing-free steel bridge swivel spherical hinge system |
| RU2666164C2 (en) * | 2016-05-26 | 2018-09-06 | Александр Николаевич Головин | Assembling of bridge spans with the use of hinge |
| CN106836008A (en) * | 2017-02-15 | 2017-06-13 | 许昌义 | A kind of construction method of bridge balanced type vertical transfer |
| CN108316161B (en) * | 2018-01-18 | 2023-08-11 | 重庆大学 | Automatic bridge turning Beidou positioning system |
| CN109487704B (en) * | 2018-10-29 | 2020-09-29 | 中建桥梁有限公司 | Secondary rotation construction method for horizontal rotation bridge |
| CN113512932B (en) * | 2021-03-19 | 2022-11-25 | 宁波市政工程建设集团股份有限公司 | Prestressed steel beam connected prefabricated small box girder type hidden cover beam and construction method thereof |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AT202587B (en) * | 1957-08-02 | 1959-03-10 | Alpenland Baugesellschaft M B | Process for the construction of bridges, especially gorge bridges |
| FR1234757A (en) * | 1959-05-19 | 1960-10-19 | Method of constructing concrete bridges, and bridges thus constructed | |
| DE1684464B1 (en) * | 1967-04-06 | 1971-01-21 | Schultz Fademrecht Dipl Ing Ge | Process for the production of reinforced and prestressed concrete structures |
| DE2017714A1 (en) * | 1970-04-14 | 1971-10-28 | Schultz-Fademrecht, Dipl.-Ing. Gerhard, 4400 Münster | Process for the production of reinforced concrete and prestressed concrete structures |
| DE2422984A1 (en) * | 1973-07-10 | 1975-01-30 | Rella & Co Bauges | Concrete bridge erection over open space - with structure erected vertically and tilted into final position after hardening |
-
1979
- 1979-07-19 GB GB7925219A patent/GB2054013A/en not_active Withdrawn
-
1980
- 1980-07-17 EP EP80302409A patent/EP0023132A1/en not_active Withdrawn
- 1980-07-18 AU AU60624/80A patent/AU6062480A/en not_active Abandoned
- 1980-07-18 CA CA000356568A patent/CA1137711A/en not_active Expired
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111236043A (en) * | 2020-01-10 | 2020-06-05 | 山西大学 | Novel road bridge attachment strap connection structure of self-adaptation height |
| CN112064518A (en) * | 2020-08-21 | 2020-12-11 | 温州融宸科技有限公司 | Bridge pier combination swivel support |
Also Published As
| Publication number | Publication date |
|---|---|
| GB2054013A (en) | 1981-02-11 |
| AU6062480A (en) | 1981-01-22 |
| EP0023132A1 (en) | 1981-01-28 |
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