CN215210578U - Deep water walking type pushing buttress - Google Patents
Deep water walking type pushing buttress Download PDFInfo
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- CN215210578U CN215210578U CN202120898388.7U CN202120898388U CN215210578U CN 215210578 U CN215210578 U CN 215210578U CN 202120898388 U CN202120898388 U CN 202120898388U CN 215210578 U CN215210578 U CN 215210578U
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Abstract
The utility model provides a deepwater walking type pushing buttress, which comprises a permanent pier and a temporary buttress arranged at the periphery of the permanent pier, wherein the temporary buttress comprises an upper supporting unit, a middle supporting unit and a lower supporting unit; the lower support unit comprises a pier filling pile and a lower transverse connection; the buttress cast-in-place pile is connected with the top end of an anchor pile of the drilling platform in a high mode; the middle supporting unit comprises a steel pipe upright post and a middle transverse connection, and the bottom end of the steel pipe upright post is connected with the top end of the pier filling pile; the upper supporting unit comprises a cross beam and a distribution beam, the cross beam is connected between the top ends of the steel pipe columns in each row, and the distribution beam is vertically connected to the upper surface of the cross beam. The utility model discloses increase interim buttress and strut on the basis of the permanent mound of bridge, and with the help of the bored concrete pile with drilling construction platform, better assurance push away required slide and thrustor's support intensity to the steel box girder top, guaranteed going on smoothly of construction.
Description
Technical Field
The utility model belongs to the technical field of bridge construction technique and specifically relates to a deep water walking pushes away buttress.
Background
The steel box girder jacking construction method has the advantages of low construction cost, high construction speed, good construction stability, strong construction period controllability and the like, and is more and more widely applied to bridge construction.
With the development of bridge technology, at present, bridges with large span are more and more, for example, a phoenix ridge bridge is currently built, a full-bridge steel box girder is divided into 55 girder sections, the length of a standard girder section is 12m, the weight of the maximum girder section is about 634.190t, the total weight of a girder body is about 18600t, and a 130m pushing span is the first world bridge of the same type. In order to meet the navigation requirement, the design span of the main pier is 130m span, the whole stress working condition is complex, the process is complicated, and the support reaction force of the large-span pushing buttress in water is gradually increased along with the continuous increase of the pushing distance, so that the local stress of the steel box girder is increased, the yield deformation condition is easy to occur, and the quality accident is caused; meanwhile, the requirement for the support reaction force of the large-span pushing on the pushing buttress is high, the pushing buttress is required to meet the stress requirement when the pushing is carried out to the maximum cantilever working condition, the supporting force of the pushing buttress is guaranteed, the pushing buttress can not be achieved by simply relying on a permanent pier body of a bridge, and a supporting structure is required to be additionally arranged to meet the requirement of pushing construction.
SUMMERY OF THE UTILITY MODEL
The utility model provides a deep water walking pushes away buttress increases interim buttress and struts on the basis of the permanent mound of bridge, and with the help of the bored concrete pile with drilling construction platform, better assurance push away required slide and thrustor's support intensity to the steel box girder, guaranteed going on smoothly of construction.
In order to achieve the above purpose, the technical scheme of the utility model is that:
a deepwater walking type pushing buttress comprises a permanent pier for supporting a bridge steel box girder and a temporary buttress arranged on the periphery of the permanent pier, wherein the temporary buttress comprises an upper supporting unit, a middle supporting unit and a lower supporting unit;
the lower support unit comprises a pier filling pile and a lower transverse connection; the pier filling piles are connected from the top ends of the anchor piles of the drilling platform in a high mode, two circles are arranged around the periphery of the permanent piers at intervals, and adjacent pier filling piles are connected through lower transverse connection;
the middle supporting unit comprises steel pipe stand columns and middle transverse connections, wherein 2 rows of the steel pipe stand columns are arranged on the left side and the right side of the permanent pier respectively, the bottom ends of the steel pipe stand columns are connected with the top ends of the pier grouting piles, and the adjacent steel pipe stand columns on the same side are connected through the middle transverse connections;
the upper supporting unit comprises a cross beam and a distribution beam, the cross beam is connected between the top ends of the steel pipe columns in each row, and the distribution beam is vertically connected to the upper surface of the cross beam.
Furthermore, the distribution beam is a fish-bellied distribution beam and comprises a section A distribution beam and a section B distribution beam which are connected together, an upper sealing steel plate A of the section A distribution beam and an upper sealing steel plate B of the section B distribution beam are positioned on the same plane, the extension surface of the lower sealing steel plate B of the section B distribution beam is higher than that of the lower sealing steel plate A of the section A distribution beam, and the lower sealing steel plate B of the section B distribution beam and the lower sealing steel plate A of the section A distribution beam are in oblique line transition to form a variable cross-section transition section; the B-section distribution beam is correspondingly arranged on the permanent pier.
Further, A section distribution roof beam all includes and seals steel sheet A, web A, laced web formula cross slab A and floor A down on, on seal steel sheet A and seal steel sheet A down and be parallel arrangement, connect through two parallel arrangement's web A between the vertical direction, on seal steel sheet A and seal steel sheet A's medial surface down and be provided with floor A more than two along length direction interval respectively, on seal steel sheet A, seal down and be provided with polylith laced web formula cross slab A along the direction of height interval in the space that steel sheet A and web A enclosed.
Further, B section distributor beam is including sealing steel sheet B, web B, real abdomen formula cross slab and rib board B down on, it is parallel arrangement with lower steel sheet B to seal on, and web B through two parallel arrangement connects between the vertical direction, web B's lateral surface is along direction of height interval connection has polylith stiffener B still, it is provided with rib board B more than two respectively to seal steel sheet B and the medial surface of sealing steel sheet B down along length direction at an interval, and it is provided with real abdomen formula cross slab to seal in the space that steel sheet B, lower steel sheet B and web B enclose along the direction of height interval in.
Further, the variable cross section transition section includes and seals steel sheet C, web C, laced web formula cross slab C and rib board C down on, seal steel sheet C and seal steel sheet C down and be parallel arrangement, connect through two parallel arrangement's web C between the vertical direction along, web C's lateral surface is along direction of height still interval connection has polylith stiffener C, seal steel sheet C and seal steel sheet C down the medial surface along length direction interval respectively and be provided with rib board C more than two, seal steel sheet C, seal down and be provided with polylith laced web formula cross slab C along the direction of height interval in the space that steel sheet C encloses with web C on.
Furthermore, each row of steel pipe upright columns is at least provided with 4 steel pipe upright columns.
Furthermore, each group of lower transverse connection comprises at least two lower tie bars and a lower inter-truss connection bar, the lower tie bars are arranged in parallel, two ends of each lower tie bar are respectively connected with the pier cast-in-place piles, and adjacent lower tie bars are connected through the oblique lower inter-truss connection bars.
Furthermore, each group of the middle transverse connection comprises at least two middle tie bars and a middle tie bar of the trusses, the two middle tie bars are arranged in parallel, two ends of each middle tie bar are respectively connected with the steel pipe upright post, and the adjacent middle tie bars are connected through the oblique middle tie bar.
Furthermore, the pier filling pile positioned at the inner ring is connected with a connecting steel plate pre-embedded in the permanent pier through a connecting piece.
The deepwater walking type pushing buttress has the following advantages:
(1) the utility model discloses utilize current permanent mound of bridge, increase interim buttress in the permanent mound outside, adopt the distribution roof beam to connect permanent mound and interim buttress as a whole simultaneously, make the utility model discloses a top pushes away the buttress and has fine structural stability, has reduced the potential safety hazard of construction, has improved the quality of construction.
(2) The utility model discloses utilize drilling platform's anchor pile to connect the height for continue to build interim buttress, so practiced thrift the engineering time of interim buttress, also avoid drilling again the difficulty of bare rock karst landform erosion geology pile foundation simultaneously, reduced the construction degree of difficulty, can also guarantee the construction stability of interim buttress.
(3) The distribution beam is designed to be a permanent pier column with a smaller side section height, the steel pipe upright column with a larger side section height is in a fish belly type with a linearly and gradually changed section, the safety and stability of the structure are guaranteed, a sufficient operation space is reserved, and the construction efficiency is improved.
Drawings
Fig. 1 is a schematic top view of the present invention (the upper support unit is not shown).
Fig. 2 is a schematic view of the vertical section structure of the present invention.
Fig. 3 is a schematic structural view of a distribution beam.
Fig. 4 is a schematic cross-sectional structure of a segment a distributor beam.
Fig. 5 is a schematic cross-sectional structure of a B-segment distribution beam.
In the figure, a lower support unit 1, a middle support unit 2, a permanent pier 3, an upper support unit 4, a pier grouting pile 101, a lower transverse connection 102, a steel pipe upright 201, a middle transverse connection 202, a distribution beam 401, a cross beam 402, a B-section distribution beam 4011, a variable cross-section transition section 4012, an A-section distribution beam 4013, an upper sealing steel plate A4013a, a web plate A4013B, a hollow transverse partition plate A4013c, a stiffening plate A4013d, a ribbed plate A4013e, a lower sealing steel plate A4013f, an upper sealing steel plate B4011a, a ribbed plate B4011 401 4011B, a solid transverse partition plate 4011c, a stiffening plate B4011d, a web plate B1 4011e and a lower sealing steel plate B4011 f.
Detailed Description
The present invention will be further described with reference to the following specific examples, but the scope of the present invention is not limited to the following examples.
A deepwater walking type pushing buttress is shown by combining a figure 1 and a figure 2 and comprises a permanent buttress 3 for supporting a bridge steel box girder and a temporary buttress arranged on the periphery of the permanent buttress 3, wherein the temporary buttress comprises an upper supporting unit 4, a middle supporting unit 2 and a lower supporting unit 1. Fig. 1 omits to show the upper supporting unit 4 to better illustrate the structural arrangement of the middle supporting unit 2 and the lower supporting unit 1, and fig. 2 includes the upper supporting unit 4, the middle supporting unit 2, and the lower supporting unit 1, and the thrusters. Wherein: the lower support unit 1 comprises a pier cast-in-place pile 101 and a lower transverse connection 102; buttress bored concrete pile 101 is located to connect highly from drilling platform's anchor pile top, encloses at permanent mound 3's peripheral interval and is equipped with two circles, and it can be seen in combination with fig. 1 that buttress bored concrete pile 101 has enclosed into two circles of cubes, connects through lower transverse relation 102 between the adjacent buttress bored concrete pile 101, specifically says so: in conventional construction, a drilling platform is generally dismantled after permanent pier construction is completed, but the embodiment further utilizes an anchor pile of the drilling platform, the top end of the anchor pile is connected to be high for continuously building a temporary buttress, and a panel of the drilling platform is gradually dismantled in the process of connecting to be high, so that the construction time of the temporary buttress is saved, the difficulty of re-drilling a bare-rock karst landform erosion geological pile foundation is avoided, the construction difficulty is reduced, and the construction stability of the temporary buttress can be ensured; the middle supporting unit 2 comprises steel pipe upright columns 201 and middle transverse connections 202, wherein 2 rows of the steel pipe upright columns 201 are respectively arranged on the left side and the right side of the permanent pier 3, the bottom ends of the steel pipe upright columns are connected with the top ends of the pier cast-in-place piles 101, the adjacent steel pipe upright columns 201 on the same side are connected through the middle transverse connections 202, namely the steel pipe upright columns 201 are connected to the top ends of the pier cast-in-place piles 101 on the two sides of the permanent pier 3, and the pier cast-in-place piles 101 in front of and behind the permanent pier 3 are not connected to the top ends; the upper supporting unit 4 comprises a cross beam 402 and a distribution beam 401, the cross beam 402 is connected between the top ends of each row of steel pipe columns 201, the distribution beam 401 is vertically connected to the upper surface of the cross beam 402, and the distribution beam 401 is arranged along the pushing direction and is used for bearing a pushing device. The steel pipe column 201 adopts a phi 1520 multiplied by 10mm steel pipe column. The beam 402 is made of 4-piece I56a I-steel.
In order to enable the distribution beam 401, the temporary buttresses and the permanent piers 3 to be better integrated, a permanent temporary combination mechanism can be further arranged and comprises a column side limiting stiffening unit and a pier top side limiting stiffening unit, wherein the column side limiting stiffening unit is used for fixedly connecting a head cover plate at the top of the steel pipe column 201 with a web A4013B of the distribution beam 401, namely the column side limiting stiffening unit is respectively welded with the head cover plate and the web A4013B, and the pier top side limiting stiffening unit is used for fixedly connecting a web B4011e of the distribution beam 401 with a steel plate pre-embedded at the top of the permanent piers 3, namely the pier top side limiting stiffening unit is respectively connected and fixedly connected with a web B4011e and the steel plate pre-embedded at the top of the permanent piers 3. The upright post side limiting stiffening unit and the pier top side limiting stiffening unit are also made of steel plates, the distribution beam 401, the temporary buttress and the permanent pier 3 can be solidified into a whole through welding consolidation among the steel plates, centralized adjustment is carried out through the distribution beam, force controllability can be realized, and the structure is an important structure for guaranteeing pushing construction safety.
Further, as shown in fig. 3, the distribution beam 401 is a fish belly type distribution beam, and includes a section a distribution beam 4013 and a section B distribution beam 4011 that are connected together, an upper sealing steel plate a4013a of the section a distribution beam 4013 and an upper sealing steel plate B4011a of the section B distribution beam 4011 are located on the same plane, an extension plane of a lower sealing steel plate B4011f of the section B distribution beam 4011 is higher than that of a lower sealing steel plate a4013f of the section a distribution beam 4013, and a diagonal transition is formed between the lower sealing steel plate B401 4011f of the section B distribution beam 4011 and the lower sealing steel plate a4013f of the section a distribution beam 4013, so as to form a variable cross-section transition section 4012; the B section distribution beam 4011 is correspondingly arranged on the permanent pier 3, the outer end of the B section distribution beam is fixed by a support cushion stone, and fish belly type distribution beams are arranged on two sides of the support cushion stone of the permanent pier, namely the distribution beam 401 is disconnected at the support cushion stone. The A section distribution beam 4013 is arranged above the temporary buttress and above the cross beam 402, and is in a vertical and crossed structure. In order to ensure that enough operation space is reserved for operators in the limited space at the bottom of the steel box girder, the distribution girder is designed to be of a fish belly type that the side section height of the permanent pier 3 pier column is smaller, the side section height of the steel pipe upright column 201 is larger, and the middle section is linearly and gradually changed, so that the safety and the stability of the structure are ensured, and the enough operation space is reserved.
Further, as shown in fig. 4, each section a distribution beam 103 includes an upper sealing steel plate a4013a, a lower sealing steel plate a4013f, a web a4013b, a hollow diaphragm plate a4013c and a rib plate a4013e, the upper sealing steel plate a4013a and the lower sealing steel plate a4013f are arranged in parallel and are connected in the vertical direction through two parallel webs a4013b, the inner side surfaces of the upper sealing steel plate a4013a and the lower sealing steel plate a4013 4018 are respectively provided with two or more rib plates a4013e at intervals along the length direction, the space surrounded by the upper sealing steel plate a4013a, the lower sealing steel plate 4013f and the web a4013b is provided with a plurality of hollow diaphragm plates a4013c at intervals along the height direction, the middle portions of the hollow diaphragm plates a4013a c, namely, are provided with through holes, the through holes are 50 square through the through holes of the cross plates cmX cm, so that the hollow diaphragm plate a4013a is inserted into the upper sealing steel plate a4013 and the stable inner side of the cross diaphragm plate 4013 and the cross plate 4013a 463, the cross rib plate 4013, the cross rib plate a4013 can be inserted into the upper sealing steel plate 4015 and the cross rib plate 4013 and the cross rib plate 4015, and the cross rib plate 4013. The rib plate A4013c and the rib plate A4013e of the hollow diaphragm plate A can enable the upper sealing steel plate A4013a, the lower sealing steel plate A4013f and the web plate A4013b to form a stable structure better, and the supporting strength of the structure is guaranteed. Of course, if it is necessary to provide greater support strength, a plurality of stiffening plates a4013d may be further connected to the outer side surface of the web a4013b at intervals in the height direction. The above connection modes all adopt welding.
Further, as shown in fig. 5, the B-section distribution beam 101 includes an upper sealing steel plate B4011a, a lower sealing steel plate B4011f, a web B4011e, a solid web type diaphragm 4011c and a rib plate B4011B, the upper sealing steel plate B4011a and the lower sealing steel plate B4011f are arranged in parallel, and are connected with each other through two parallel webs B4011e along the vertical direction, the outer side surface of the web B4011e is further connected with a plurality of stiffening plates B4011d at intervals along the height direction, the inner side surfaces of the upper sealing steel plate B401 4011a and the lower sealing steel plate B4011f are respectively provided with two or more rib plates B4011B at intervals along the length direction, and the solid web type diaphragm 4011c is arranged at intervals along the height direction in a space surrounded by the upper sealing steel plate B1011, the lower sealing steel plate B1015 and the web 1016. In order to enable the solid web type diaphragm 4011c to be stably inserted into a space surrounded by the upper sealing steel plate B4011a, the lower sealing steel plate B4011f and the web plate B4011e, slot matching accommodating ribbed plates B4011B are arranged on the upper surface and the lower surface of the diaphragm. The solid web type diaphragm 4011c and the ribbed plates B4011B can enable the upper sealing steel plate B4011a, the lower sealing steel plate B4011f and the web plate B4011e to form a stable structure better, and the supporting strength of the structure is guaranteed. Because the section B distribution beam 4011 has a small cross section, the section B distribution beam 4011B must be provided with a stiffener B4011d, and a solid web diaphragm 4011c is adopted. And because the section of the B-section distribution beam 4011 on the permanent pier is smaller, more sufficient operation space can be provided for constructors, and the convenience of operation is improved. The above connection modes all adopt welding.
Further, variable cross section changeover portion 102 is including sealing steel sheet C on, sealing steel sheet C, web C, cavity formula cross slab C and rib board C down, seals steel sheet C on and is parallel arrangement down, and web C through two parallel arrangement connects between the vertical direction, web C's lateral surface is along direction of height interval connection has polylith stiffener C still, seal steel sheet C on and seal steel sheet C down the medial surface along length direction interval respectively and be provided with rib board C more than two, seal steel sheet C down and be provided with polylith cavity formula cross slab C along the direction of height interval in the space that steel sheet C encloses on, down. The variable cross-section transition section 102 is similar in structure to the a-section distribution beam 103, and only has a different height, but the stiffening plate C is necessary, and will not be mentioned here in detail.
Further, each row of steel pipe upright columns 201 is at least provided with 4 steel pipe upright columns 201, and a proper distance is kept so as to ensure sufficient supporting strength.
Further, to steel pipe column 201, be located the steel pipe column 201 of inner circle, fill concrete, be located the steel pipe column 201 of outer lane, concrete is irritated to 1m above the surface of water, and this embodiment is provided with 16 steel pipe columns 201 altogether, as shown in the big solid circle in fig. 1, so can be better with the help of the big bearing capacity of permanent pier shaft, guarantee the stability of engineering economy and buttress. Before the adjacent steel pipe upright 201, an auxiliary steel pipe upright pile can be arranged and driven to the underwater rock surface, as shown by a small solid circle in fig. 1, the auxiliary steel pipe upright pile and the steel pipe upright 201 are also connected through a middle transverse connection 202. Therefore, the construction quantity of the deep-water bare rock corrosion geological pile foundations can be prevented from being increased, the temporary engineering quantity of a single pier is greatly reduced, and the economy is further improved.
Furthermore, each group of lower transverse connection 102 comprises at least two lower tie bars and lower inter-truss connection tie bars, the lower tie bars are arranged in parallel, two ends of each lower tie bar are respectively connected with the pier grouting piles 101, the adjacent lower tie bars are connected through the oblique lower inter-truss connection tie bars, and the lower tie bars and the lower inter-truss connection tie bars form a triangular connection structure, so that the stability of the lower support unit can be better guaranteed. The lower tie bars are made of steel pipes with the diameter of 630 mm multiplied by 8mm, the tie bars between the lower trusses are made of steel pipes with the diameter of 325 mm multiplied by 6mm, and the connection is welded.
Further, each group of middle transverse tie bars 202 comprises at least two middle tie bars and middle truss tie bars, the middle tie bars are arranged in parallel, two ends of each middle tie bar are connected with the steel pipe upright columns 201 respectively, the adjacent middle tie bars are connected through the oblique middle truss tie bars, and the middle tie bars and the middle truss tie bars form a triangular connection structure, so that the stability of the middle support unit can be better guaranteed. The middle tie rod is made of a steel pipe with the diameter of 630 mm multiplied by 8mm, the middle inter-truss tie rod is made of a steel pipe with the diameter of 325 mm multiplied by 6mm, and the connection is welded.
Furthermore, the pier filling pile 101 located at the inner ring is connected with the connecting steel plate pre-embedded in the permanent pier 3 through a connecting piece, the connecting piece generally adopts I-shaped steel I25a, the connecting piece can better enable the temporary pier and the permanent pier 3 to be connected into a whole, and the stability of the whole pushing pier is guaranteed.
Through the utility model discloses support thrustor and steel case roof beam, can reach design standard, construction standard and the standard requirement of acceptance. Adopt the utility model discloses can realize under the finite space well, guarantee to support intensity under the big load effect, and reduce the operation degree of difficulty, improve the efficiency of construction, guarantee construction quality.
Claims (9)
1. The utility model provides a deep water walking pushes away buttress, includes the permanent mound that supports bridge steel box girder, its characterized in that:
the temporary buttress is arranged on the periphery of the permanent buttress and comprises an upper support unit, a middle support unit and a lower support unit;
the lower support unit comprises a pier filling pile and a lower transverse connection; the pier filling piles are connected from the top ends of the anchor piles of the drilling platform in a high mode, two circles are arranged around the periphery of the permanent piers at intervals, and adjacent pier filling piles are connected through lower transverse connection;
the middle supporting unit comprises steel pipe stand columns and middle transverse connections, wherein 2 rows of the steel pipe stand columns are arranged on the left side and the right side of the permanent pier respectively, the bottom ends of the steel pipe stand columns are connected with the top ends of the pier grouting piles, and the adjacent steel pipe stand columns on the same side are connected through the middle transverse connections;
the upper supporting unit comprises a cross beam and a distribution beam, the cross beam is connected between the top ends of the steel pipe columns in each row, and the distribution beam is vertically connected to the upper surface of the cross beam.
2. The deep water walking incremental launching buttress of claim 1, wherein:
the distribution beam is a fish belly type distribution beam and comprises an A section distribution beam and a B section distribution beam which are connected together, an upper sealing steel plate A of the A section distribution beam and an upper sealing steel plate B of the B section distribution beam are positioned on the same plane, the extension surface of the lower sealing steel plate B of the B section distribution beam is higher than that of the lower sealing steel plate A of the A section distribution beam, and the lower sealing steel plate B of the B section distribution beam and the lower sealing steel plate A of the A section distribution beam are in oblique line transition to form a variable cross section transition section; the B-section distribution beam is correspondingly arranged on the permanent pier.
3. The deep water walking incremental launching buttress of claim 1, wherein:
each row of steel pipe columns is at least provided with 4 steel pipe columns.
4. The deep water walking incremental launching buttress of claim 1, wherein:
each group of lower transverse connection comprises lower tie bars and lower inter-truss connection tie bars, at least two lower tie bars are arranged in parallel, two ends of each lower tie bar are respectively connected with the pier cast-in-place piles, and adjacent lower tie bars are connected through the oblique lower inter-truss connection tie bars.
5. The deep water walking incremental launching buttress of claim 1, wherein:
each group of the middle transverse connection comprises at least two middle tie rods and middle truss connection rods, the middle tie rods are arranged in parallel, two ends of each middle tie rod are respectively connected with the steel pipe upright columns, and the adjacent middle tie rods are connected through the oblique middle truss connection rods.
6. The deep water walking incremental launching buttress of claim 2, wherein:
a section distribution roof beam all includes seals steel sheet A, web A, laced diaphragm board A and floor A down, on seal steel sheet A and seal steel sheet A down and be parallel arrangement, connect through two parallel arrangement's web A between the vertical direction, on seal steel sheet A and seal steel sheet A's medial surface down and be provided with floor A more than two respectively at the interval along length direction, on seal steel sheet A, seal down and be provided with polylith laced diaphragm board A along the direction of height interval in the space that steel sheet A and web A enclosed.
7. The deep water walking incremental launching buttress of claim 2, wherein:
b section distribution roof beam is including sealing steel sheet B, web B, real abdomen formula cross slab and rib board B down on, it is parallel arrangement with sealing steel sheet B down to seal steel sheet B, and web B through two parallel arrangement connects between the vertical direction along, web B's lateral surface is along direction of height interval connection has polylith stiffener B still, it is provided with rib board B more than two respectively along length direction with sealing steel sheet B's medial surface down to seal steel sheet B, seals down in the space that steel sheet B and web B enclosed and is provided with real abdomen formula cross slab along the direction of height interval.
8. The deep water walking incremental launching buttress of claim 2, wherein:
the variable cross section transition section includes and seals steel sheet C, web C, laced formula cross slab C and rib plate C down on, seal steel sheet C and seal steel sheet C down and be parallel arrangement, connect through two parallel arrangement's web C between the vertical direction along, web C's lateral surface has polylith stiffener C along direction of height still interval connection, seal steel sheet C and seal steel sheet C down's medial surface along length direction interval respectively and be provided with rib plate C more than two, seal steel sheet C down and seal in the space that steel sheet C encloses along the direction of height interval and be provided with polylith laced formula cross slab C down.
9. The deep water walking incremental launching buttress of claim 1, wherein:
the buttress cast-in-place pile positioned in the inner ring is connected with a connecting steel plate pre-embedded in the permanent pier through a connecting piece.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120898388.7U CN215210578U (en) | 2021-04-28 | 2021-04-28 | Deep water walking type pushing buttress |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202120898388.7U CN215210578U (en) | 2021-04-28 | 2021-04-28 | Deep water walking type pushing buttress |
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| CN215210578U true CN215210578U (en) | 2021-12-17 |
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