WO2023184679A1 - 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法 - Google Patents

大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法 Download PDF

Info

Publication number
WO2023184679A1
WO2023184679A1 PCT/CN2022/094063 CN2022094063W WO2023184679A1 WO 2023184679 A1 WO2023184679 A1 WO 2023184679A1 CN 2022094063 W CN2022094063 W CN 2022094063W WO 2023184679 A1 WO2023184679 A1 WO 2023184679A1
Authority
WO
WIPO (PCT)
Prior art keywords
arch rib
arch
steel
construction
main pier
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.)
Ceased
Application number
PCT/CN2022/094063
Other languages
English (en)
French (fr)
Inventor
凡春胜
唐琪
赵士杰
王海涛
李光均
王永明
甘立文
朱邦志
高林龙
黄家军
刘鹏飞
刘广
叶浚良
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shanghai Civil Engineering Co Ltd of CREC
First Engineering Co Ltd of Shanghai Civil Engineering Co Ltd of CREC
Original Assignee
Shanghai Civil Engineering Co Ltd of CREC
First Engineering Co Ltd of Shanghai Civil Engineering Co Ltd of CREC
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Shanghai Civil Engineering Co Ltd of CREC, First Engineering Co Ltd of Shanghai Civil Engineering Co Ltd of CREC filed Critical Shanghai Civil Engineering Co Ltd of CREC
Priority to DE112022001701.5T priority Critical patent/DE112022001701T5/de
Publication of WO2023184679A1 publication Critical patent/WO2023184679A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D4/00—Arch-type bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/02—Piers; Abutments ; Protecting same against drifting ice
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
    • 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
    • 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
    • E01D2101/30—Metal

Definitions

  • the invention relates to the field of bridges, specifically to a large-span space special-shaped arch rib flying swallow-type basket steel box arch bridge and a rapid construction method.
  • the Feiyan arch bridge is loved by people for its beautiful appearance.
  • the Feiyan arch bridge is a mid-support suspension rod arch bridge with cantilevered half-spans on both sides. Most of the thrust of the main span is balanced by cables anchored at the ends of the spans on both sides. , also called self-balancing or self-anchored arch bridge.
  • the traditional flying swallow arch bridge causes a significant decrease in the structural stability of the arch bridge.
  • the arch ribs of existing Feiyan basket arch bridges are generally rectangular frame structures, which makes the arch ribs have a small load-bearing capacity.
  • traditional construction methods are mostly used for
  • the construction operation of the rectangular arch rib frame lacks the construction method of special-shaped arch ribs; the structure of the special-shaped arch ribs is relatively complex and the docking is inconvenient, making the construction difficult; therefore, in order to facilitate the construction of special-shaped arch ribs, the traditional construction technology needs to be optimized.
  • the construction of the traditional Feiyan-style basket arch bridge is not independent, and interference during the construction process may occur during the actual construction process; that is, the traditional construction method is mostly sequential construction.
  • the previous process is not completed, It is possible that a subsequent process cannot be constructed, which greatly wastes construction time and is not conducive to improving construction efficiency.
  • the object of the present invention is to overcome the shortcomings of the prior art and provide a flying swallow-type basket arch bridge structure with high structural strength and convenient and rapid construction.
  • a large-span space special-shaped arch rib flying swallow-type steel box arch bridge includes a main pier structure, an arch rib structure is connected to the main pier structure, and a bridge structure is provided on the arch rib structure; the arch rib structure is connected with the bridge A sling structure is arranged between the body structures;
  • the main pier structure includes a main pier foundation, and the main pier foundation includes a support platform; the support platform is provided with a main pier arch;
  • the main pier abutment includes an abutment steel frame and abutment concrete poured on the abutment steel frame;
  • the arch rib structure includes two arch rib beams arranged oppositely, the arch rib beam includes an upper arch rib, and the two ends of the upper arch rib are respectively connected to a main pier structure;
  • the middle areas of the upper ends of the two upper arch ribs are connected through a wind brace structure
  • the arch rib beam also includes a lower arch rib; both ends of the upper arch rib are connected to the corresponding main pier structure through lower arch ribs;
  • the lower arch rib includes a middle hole arch rib and a side hole arch rib arranged on the main pier abutment; one end of the middle hole arch rib is connected to the main pier abutment, and the other end is connected to the upper arch rib;
  • the arch rib structure also includes an arch rib beam, and the arch rib beam is arranged in the area between the two arch rib beams; the arch rib structure includes two arch rib beams; the two arch rib beams are distributed in the arch rib. Both ends of the beam; the arch rib beam is connected to the bridge structure;
  • the bridge structure includes a middle hole steel girder bridge structure and a side hole steel girder bridge structure; a side hole steel girder bridge structure is connected to both ends of the middle hole steel girder bridge structure;
  • the joint between the middle hole steel girder bridge structure and the side hole steel girder bridge structure is above the arch rib beam;
  • the sling structure includes suspenders, which are symmetrically distributed on the arch rib structure; and the number of suspenders arranged on the two upper arch ribs is the same and arranged oppositely.
  • the bridge structure also includes a cast-in-place box girder bridge structure; the cast-in-place box girder bridge structure is connected to the side hole steel girder bridge structure; each of the side hole steel girder bridge structures is away from the middle hole steel beam There is a cast-in-place box girder bridge structure on one side of the bridge structure.
  • a construction method for a large-span space special-shaped arch rib flying swallow basket steel box arch bridge includes the following steps:
  • Step A Determine the construction site and divide the construction site
  • Step B Determine the layout position of the main pier structure in the arch bridge erection area; and perform construction operations on the main pier foundation in the main pier structure based on the above layout position; then carry out the construction of the main pier arch seat on the main pier foundation; before proceeding with the main pier While the abutments are being constructed, the mesoporous steel girder bridge structure in the bridge structure is being erected;
  • Step C After step B is completed, construct the lower arch rib in the arch rib structure;
  • Step D After step C is completed, erection of the side hole steel girder bridge structure is carried out. After the erection of the side hole steel girder bridge structure setting area is completed, the pouring construction of the cast-in-place box girder bridge structure is carried out; in addition, it is required to When erecting the side-hole steel girder bridge structure, construction operations are performed on the upper arch ribs in the arch rib structure;
  • Step E After step D is completed, proceed with the installation and construction of the sling structure
  • Step F After the completion of step E, the general structure of a large-span space special-shaped arch rib flying swallow basket steel box arch bridge has been completed.
  • the main pier foundation construction in step B mainly includes the following steps:
  • Step 1 Initial foundation clearing: First use existing equipment to perform initial foundation clearing operations of the foundation pit to ensure that the foundation elevation and foundation cleaning range meet the design requirements;
  • Step 2 Construction of steel casing and steel pipe pile structure: Construction of steel casing and steel pipe pile structure is achieved by erecting trestles and drilling platforms.
  • the steel pipe pile structure includes multiple locking steel pipe piles, adjacent locking steel Pipe piles are connected in sequence;
  • Step 3 Erection of temporary support structure; after completion of step 2, set up temporary support structure at the upper end of the steel pipe pile structure;
  • Step 4 Secondary base clearing; after the completion of step 3, perform the base clearing operation again on the inside of the cofferdam; this time the base clearing requires the base to be cleared to the set position;
  • Step 5 pour back-sealing concrete: After step 4 is completed, pour back-sealing concrete at the bottom of the cofferdam;
  • Step 6 Ring beam erection; after step 5 is completed, set up a supporting ring beam structure inside the steel pipe pile structure;
  • the supporting ring beam structure mainly includes a three-layer ring beam structure, namely the first layer of ring beams and the second layer of ring beams. And the third layer of ring beams; pump water from top to bottom to erect the first layer of ring beams, the second layer of ring beams and the third layer of ring beams inside the steel pipe pile structure;
  • Step 7 Cap construction; after step 6 is completed, pump out all the water in the cofferdam foundation pit; and remove each steel casing in the cofferdam; then proceed with the construction of the support cap.
  • step B The construction of the main pier abutment in step B mainly includes the following steps:
  • Step 1 Install the abutment steel frame and abutment steel bars on the support platform;
  • Step 2 pour the arch concrete on the supporting platform
  • Step 3 After step 2 is completed, the construction of one main pier arch is completed; steps 1 to 2 can be repeated to implement the construction operations of multiple main pier arches.
  • the support platform is poured in one or more times; the abutment concrete is also poured in one or more times.
  • the cap pile foundation of the main pier arch seat be constructed in coordination with the clearing foundation of the cofferdam; at the same time, when the support cap platform is poured multiple times, it is required to form after the first pouring of the support cap platform is completed.
  • For the bottom support platform install the steel frame of the arch on the bottom support platform; then pour the second support platform; when the support platform is formed by one-time pouring, it is required to install the steel skeleton of the arch in advance, and then carry out the supporting platform. The pouring of the platform.
  • the mesoporous steel girder bridge structure includes a plurality of single mesoporous steel beams; adjacent single mesoporous steel beams are spliced in sequence; the side hole steel girder bridge structure includes a plurality of single side hole steel beams; Adjacent single side hole steel beams are connected in sequence; when erecting the side hole steel girder bridge structure, it is required that the section of single side hole steel beam closest to the cast-in-place box girder bridge structure and the cast-in-place box girder bridge structure form a steel-concrete combination part.
  • the upper arch rib adopts a steel box structure, and the lower arch rib adopts a concrete box structure;
  • the upper arch rib includes a plurality of single upper arch ribs; the ends of adjacent single upper arch ribs are butted; the upper arch ribs are in During actual installation and erection, it is divided into pre-installation section, bottom installation section and closed connection section; the pre-installation section is connected to the wind support structure, and this section is erected first; then the bottom installation section connected to the side hole arch rib is installed; and it is installed last A closed connecting section arranged between the pre-installed section and the bottom-mounted section.
  • the sling structure also includes tie rods; the tie rods are arranged through the middle hole steel girder bridge structure and the side hole steel girder bridge structure; the two ends of each tie rod are respectively connected to the cast-in-place box girder bridge structure.
  • the tie rods are tensioned, requiring the tie rods to be stretched to the first-stage cable force; then the suspenders in the sling structure are stretched, and the arch ribs are The ends of the rib beams are symmetrically stretched to the middle of each suspender to reach the first-stage suspender cable force; the tie rods are tensioned again, so that the tie rods are stretched to the second-stage cable force; and then the suspender tension is performed again, as shown in The ends of the arch rib beams are symmetrically stretched to the middle of each suspender to reach the cable force of the second phase suspender; finally, each tie rod is stretched to reach the cable force of the bridge.
  • the invention discloses a large-span space special-shaped arch rib flying swallow-type steel box arch bridge and a rapid construction method; the large-span space special-shaped arch rib flying swallow-type steel box arch bridge disclosed by the invention is relatively complex in structure, and at the same time, it adopts special-shaped
  • the design of the arch rib beam can greatly improve the overall structural strength of the arch bridge, and at the same time, through the optimization of the construction technology, the construction efficiency is greatly improved.
  • the present invention adopts two construction lines at the same time during the actual construction of the Feiyan basket arch bridge; not only can it avoid overlap between processes, but it can also greatly improve the construction efficiency and shorten the construction time.
  • Figure 1 is a schematic structural diagram of the present invention when the installation is completed.
  • Figure 2 is a front view of the cast-in-place box girder bridge structure according to the present invention, with the structure removed.
  • Figure 3 is a top view of the cast-in-place box girder bridge structure according to the present invention, with the cast-in-place box girder bridge structure removed.
  • Figure 4 is a schematic structural diagram after marking in Figure 2.
  • Figure 5 is a schematic structural diagram of the main pier structure in the present invention.
  • Figure 6 is a partial structural schematic diagram of the arch rib structure in the present invention.
  • Figure 7 is a schematic structural diagram of the main pier abutment and supporting platform in the present invention.
  • FIG. 8 is a cross-sectional view of FIG. 7 .
  • Figure 9 is a schematic structural diagram of the steel frame of the abutment in the present invention.
  • Figure 10 is a partial structural schematic diagram of the mesohole arch rib in the present invention.
  • Main pier foundation 2. Main pier abutment, 3. Bridge structure, 4. Arch rib structure, 5. Sling structure.
  • a large-span space special-shaped arch rib flying swallow-type steel box arch bridge includes a main pier structure, the main pier structure is connected to an arch rib structure 4, and the arch rib structure 4 is provided with a bridge structure 3; the arch rib A sling structure 5 is arranged between the structure 4 and the bridge structure 3; in the present invention, the main pier structure is a river support structure, which is the main support structure at the bottom of the bridge and also provides a basis for the subsequent layout of the bridge body and the arch rib structure 4.
  • the arch rib structure 4 plays a supporting role, which facilitates the arrangement of the bridge structure 3 on the river; at the same time, in the present invention, the bridge structure 3 is also the bridge deck structure, in order to ensure the layout of the bridge deck structure For stability, a sling structure 5 is arranged between the arch rib structure 4 and the bridge structure 3. The sling structure 5 plays a good tensioning role and better ensures the stability of the arrangement of the bridge structure 3.
  • the main pier structure described in the present invention includes a main pier foundation 1.
  • the main pier foundation 1 is the bottom support foundation for arranging the main pier arch 2 on the river to ensure the stability of the main pier arch 2 arranged on the river bed; in this invention
  • the main pier foundation 1 described in the invention includes a supporting platform 12; the supporting platform 12 plays a good bottom supporting role and facilitates the subsequent construction operations of the main pier abutment 2; at the same time, in the supporting platform 12 of the invention,
  • the main pier arch seat 2 is provided on the platform 12; the setting of the main pier arch seat 2 facilitates the arrangement of the arch rib structure 4, and also facilitates the subsequent support and lifting of the bridge structure 3 by the arch rib structure 4; at the same time,
  • the main pier abutment 2 includes an abutment steel frame 21 and an abutment concrete 22 poured on the abutment steel frame 21; through the cooperative use of the abutment steel frame 21 and the abutment concrete 22, the present invention
  • the main pier structure also includes a cap pile foundation; the cap pile foundation is arranged below the support cap; the present invention plays a very good role in the setting of the cap pile foundation through the arrangement of the cap pile foundation.
  • the bottom support function can also easily enhance the strength of the bottom of the cofferdam and facilitate the subsequent layout of the support cap.
  • the setting of the cap pile foundation facilitates the foundation clearing operation of the cofferdam and facilitates the locking of the cofferdam steel pipe. Pile driving.
  • the arch rib structure 4 includes two arch rib beams arranged oppositely.
  • the arch rib beams have an arc-shaped structure as a whole.
  • the arch rib beams include an upper arch rib 41. Except for the ends of the upper arch ribs 41, the rest of the arch rib beams are formed.
  • the bridge structure 3 Part of it is above the bridge structure 3; it is convenient to cooperate with the sling structure 5 to tighten the bridge; at the same time, in order to facilitate the arrangement of the upper arch rib 41, in the present invention, the two ends of the upper arch rib 41 are respectively connected to a main pier structure; of course, in order to facilitate bridging, in the present invention, the upper arch rib 41 is not directly connected to the main pier structure, but is realized through the lower arch rib 42.
  • the arch rib beam also includes a lower arch rib 42; Both ends of the upper arch rib 41 are respectively connected to the corresponding main pier structure through the lower arch rib 42; at the same time, in order to ensure the stability of the arch rib structure 4, in the present invention, the middle areas of the upper ends of the two upper arch ribs 41 are connected through the wind support structure.
  • the lower arch rib 42 includes a structure arranged on the main pier abutment 2
  • the purpose is to connect with the upper arch rib 41 and play a bottom supporting role; the side hole arch rib 422 is used to support the side hole steel beam bridge structure 32; at the same time, in the present invention, the arch rib structure 4 also includes an arch.
  • the arch rib structure 4 includes two arch rib beams 44; the two arch rib beams 44 are distributed at both ends of the arch rib beam; the arch rib beams 44 are connected to the bridge structure 3; the arch ribs
  • the arrangement of the cross beams 44 plays a good bridging role and better ensures the stability when the two arch rib beams are connected.
  • the arch rib cross beams 44 are arranged in the area between the two arch rib beams. ; In actual arrangement, the arch rib beam 44 is arranged at the end of the upper arch rib 41. In actual arrangement, it can also be arranged close to the side of the lower arch rib.
  • Such an arrangement allows the arch rib beam 44 to also play a good role in the side.
  • the fixing effect can better ensure the structural strength of the upper arch rib 41 and at the same time help ensure the stability of the connection between the upper arch rib and the lower arch rib 42; at the same time, the present invention can also better ensure the structural strength of the upper arch rib 41 through the arrangement of the arch rib beam 44.
  • the lower arch rib includes a middle hole arch rib and a side hole arch rib arranged on the main pier abutment; one end of the middle hole arch rib is connected to the main pier abutment, and the other end is connected to the upper arch rib.
  • the ribs are connected; the middle hole arch rib includes a bottom arch rib and a bridging arch rib; the bridging arch rib is a steel-concrete combined section; the bridging arch rib is connected to the main pier abutment through the bottom arch rib; the bridging arch rib
  • the arch ribs are connected with the upper arch ribs; the present invention facilitates the connection between the lower arch ribs and the upper arch ribs through the arrangement of bridging arch ribs.
  • the bridging arch ribs are steel-concrete structures, that is, reinforced concrete structures, so that The arrangement makes the joint between the end of the lower arch rib and the upper arch rib a steel-concrete combined section. This design facilitates the joint between the upper arch rib and the lower arch rib.
  • the main effect is similar to the steel-concrete combined section of the bridge structure below. .
  • the bottom arch rib is a concrete box-shaped structure.
  • the bottom arch rib includes an arch rib steel frame connected to the abutment steel frame.
  • the arch rib steel frame is welded to the abutment steel frame. Concrete is poured on the abutment steel frame to form The above-mentioned bottom arch rib structure; the above-mentioned bridge arch rib is a reinforced concrete structure.
  • the sling structure 5 includes suspenders 51, which are symmetrically distributed on the arch rib structure 4; and the two upper arch ribs 41
  • the number of suspenders 51 arranged on the bridge is the same and arranged in opposite directions;
  • the suspension cable is a suspension cable structure that connects the bridge structure 3 and the arch rib structure 4 to each other, thereby improving the load-bearing capacity of the bridge deck to a certain extent.
  • the bridge structure 3 in the present invention includes a middle hole steel beam bridge structure 31 and a side hole steel beam bridge structure 32; a side hole steel beam is connected to both ends of the middle hole steel beam bridge structure 31.
  • the bridge structure 3 also includes a cast-in-place box girder bridge structure 33; the cast-in-place box girder bridge structure 33 is connected with the side hole steel girder bridge structure 32; each side A cast-in-place box-girder bridge structure 33 is provided on the side of the perforated steel girder bridge structure 32 away from the meso-perforated steel girder bridge structure 31; in the present invention, the cast-in-place box girder bridge structure 33 plays a good transition role and is convenient.
  • the bridge structure 3 and the river edge road surface are bridged and transitioned.
  • each of the arch rib beams has a special-shaped structure;
  • the upper arch rib in each of the arch rib beams includes F wind support section, E connecting section, D boom sub-box chamber section, C
  • the F wind support section and the E connecting section are single-box, single-chamber steel box structures;
  • the D boom sub-box chamber section and the C cableless section are single double-chamber steel box structures.
  • Box structure; the special-shaped structure here means that the arch rib beam disclosed in the present invention is a twist-like structure, which is not equivalent to the traditional rectangular frame structure.
  • the present invention adopts such a structural design so that each arch rib beam has a larger Structural strength, and at the same time, arch rib structures of appropriate sizes can be applied in local areas, which greatly reduces the construction difficulty of arch rib beams; specifically, the above-mentioned arch rib beams of the present invention are generally designed to gradually change from a quadrilateral at the bottom of the arch rib beam to an arch rib beam.
  • the top is pentagonal; that is, the upper arch rib in the arch rib beam of the present invention adopts a steel box structure.
  • the steel box arch rib is a pentagonal cross-section of a single box and a single chamber or a single box and two chambers.
  • the combination section is divided into five parts, namely: F wind support section (single box and single room), E section (single box and single room), D boom sub-box room section (single box and double room), C cableless section ( Single box and double chamber) and B transition section (concrete box structure); in addition, the lower arch rib is generally designed as A concrete section.
  • a construction method for a large-span space special-shaped arch rib flying swallow-type basket steel box arch bridge includes the following steps:
  • Step A Determine the construction site and divide the construction site
  • Step B Determine the layout position of the main pier structure in the arch bridge erection area; and perform construction operations on the main pier foundation 1 in the main pier structure based on the above layout position; then perform the construction of the main pier arch seat 2 on the main pier foundation 1; While the main pier abutment 2 is being constructed, the mesoporous steel girder bridge structure 31 in the bridge structure 3 is being erected;
  • Step C After step B is completed, construct the lower arch rib 42 in the arch rib structure 4;
  • Step D After step C is completed, the side hole steel girder bridge structure 32 is erected. After the side hole steel girder bridge structure 32 is erected in the set area, the cast-in-place box girder bridge structure 33 is poured. In addition, , it is required to perform construction operations on the upper arch ribs 41 in the arch rib structure 4 when erecting the side hole steel girder bridge structure 32;
  • Step E After step D is completed, proceed with the installation and construction of the sling structure 5;
  • Step F After the completion of step E, the general structure of a large-span space special-shaped arch rib flying swallow basket steel box arch bridge has been completed.
  • the present invention can realize the construction of large-span space special-shaped arch rib flying swallow-type steel box arch bridge; in the present invention, the above-mentioned construction method is mainly based on two construction lines; the two construction lines exist independently, and the substrate does not They will interfere with each other, which not only enables the normal construction of the arch bridge, but also greatly improves the construction efficiency of the arch bridge.
  • the present invention is based on the above construction method: the two lines are mainly:
  • the first line construction of main pier foundation 1, construction of main pier abutment 2, construction of lower arch rib 42, construction of side hole steel girder bridge structure 32 main structure, construction of cast-in-place box girder bridge structure 33 and side hole steel girder bridge Construction of the closing section 32 of the body structure;
  • the second line erection of the mesoporous steel girder bridge structure 31 and the erection of the upper arch ribs 41;
  • the side hole steel girder bridge structure 32 is closest to the cast-in-place box girder bridge structure 33.
  • a section of the single side hole steel beam and the cast-in-place box girder bridge structure 33 form a steel-concrete composite section; that is, the first section of the single side hole steel beam closest to the cast-in-place box girder bridge structure 33 is in the cast-in-place box girder.
  • the bridge structure 33 When the bridge structure 33 is poured, it is poured into an integrated structure, and the second section of single side-hole steel beams close to the cast-in-place box-girder bridge structure 33 serves as the final closed side-hole steel beam; this arrangement plays a good bridging role. , to facilitate subsequent welding and fixation.
  • step B described in the present invention the construction of the main pier foundation 1 mainly includes the following steps:
  • Step 1 Initial foundation clearing: First use existing equipment to perform initial foundation clearing operations of the foundation pit to ensure that the foundation elevation and foundation cleaning range meet the design requirements;
  • Step 2 Construction of cap pile foundation and locking steel pipe pile cofferdam: Construction of cap pile foundation and locking steel pipe pile cofferdam is achieved by erecting trestles and drilling platforms.
  • the locking steel pipe pile cofferdam includes steel pipes Pile structure; the steel pipe pile structure includes multiple locking steel pipe piles, and adjacent locking steel pipe piles are connected in sequence; during the construction of the cap pile foundation here, it is required to drill and cast piles at the bottom of the foundation pit to form a pile at the bottom of the foundation pit.
  • Step 3 Erection of temporary support structure; after completion of step 2, set up temporary support structure at the upper end of the steel pipe pile structure;
  • Step 4 Secondary base clearing; after the completion of step 3, perform the base clearing operation again on the inside of the cofferdam; this time the base clearing requires the base to be cleared to the set position;
  • Step 5 pour back-sealing concrete: After step 4 is completed, pour back-sealing concrete at the bottom of the cofferdam;
  • Step 6 Ring beam erection; after step 5 is completed, set up a supporting ring beam structure inside the steel pipe pile structure;
  • the supporting ring beam structure mainly includes a three-layer ring beam structure, namely the first layer of ring beams and the second layer of ring beams.
  • the third layer of ring beams; the third layer of ring beams, the second layer of ring beams and the first layer of ring beams are erected from bottom to top inside the steel pipe pile structure, and water is pumped in sequence for over-padding;
  • Step 7 Cap construction; after step 6 is completed, pump out all the water in the cofferdam foundation pit; remove each steel casing in the cofferdam and remove the pile heads; then proceed with the construction of support cap 12.
  • the present invention provides a foundation for pouring the support platform 12 and facilitates subsequent construction operations of the main pier foundation 1.
  • the bored pile operation is performed at the bottom of the foundation pit to form the cap pile foundation 11 at the bottom of the foundation pit; then the support cap 12 is poured on the cap pile foundation 11; the setting of the cap pile foundation 11 , which is equivalent to inserting multiple longitudinal support pile foundations longitudinally on the river bed, which greatly improves the strength of the river bed at the lower end of the support platform 12, thereby better ensuring the structural strength of the support platform 12, and ultimately increasing the main pier.
  • the structural strength of the structure; the construction method of the above-mentioned cap pile foundation is also the above-mentioned construction method of the cap pile foundation.
  • step B described in the present invention the construction of the main pier abutment 2 mainly includes the following steps:
  • Step 1 Install the abutment steel frame 21 and abutment steel bars on the supporting platform 12;
  • Step 2 Pour the abutment concrete 22 on the supporting platform 12;
  • Step 3 After step 2 is completed, the construction of one main pier abutment 2 is completed; steps 1 to 2 can be repeated to realize the construction operation of multiple main pier abutments 2.
  • the present invention facilitates the construction operation of the main pier abutment 2 through the above construction method.
  • the support platform is poured in one or more times; the abutment concrete is also poured in one or more times; the multiple times here can generally refer to two times.
  • the support platform can be formed by one-time pouring or multiple pourings, and it can be formed by one-time pouring. It is convenient to speed up the construction efficiency. Multiple molding can be used to facilitate the installation of the steel skeleton of the abutment and to ensure the pouring quality.
  • the purpose of using one-time pouring for the abutment concrete in the present invention is to improve the pouring efficiency, while multiple pouring is convenient to ensure the pouring. Quality; especially for special-shaped transition areas, segmented pouring can avoid problems such as stress concentration in the transition area.
  • the coordinated construction is mainly to show that the cap pile foundation in the arch bridge structure disclosed in the present invention is pre-inserted.
  • the coordinated construction disclosed in the present invention mainly involves the pile foundation inserting and driving process of the cap pile in the initial foundation clearing and secondary foundation clearing of the cofferdam. In this way, because the pile foundation of the cap is driven, the amount of debris in the foundation pit during the secondary foundation cleaning inside the cofferdam is reduced, which can greatly speed up the efficiency of the secondary foundation cleaning.
  • the support platform when the support platform is formed by one-time pouring, it is required to install the steel frame of the abutment in advance before pouring the support platform; the purpose of this operation is to allow part of the lower end of the abutment steel frame to enter the support Inside the cap, the stability of the connection between the main pier arch and the supporting cap is better ensured.
  • the support platform when the support platform is poured multiple times, it is required to form the bottom support platform after the first pouring of the support platform is completed, and install the arch steel frame on the bottom support platform; and then the second support platform is Pouring; further in the present invention, two pourings are used when pouring the support platform 12 in the present invention; here, the support platform 12 adopts such a pouring method, and the lower end of the arch steel frame 21 can be buried in the support platform 12, the stability and convenience of the connection between the main pier abutment 2 and the supporting platform 12 are better ensured; at the same time, the abutment concrete in the present invention is also poured in two times; in the present invention, the abutment concrete is poured twice Pouring, one is the convenience of pouring special-shaped abutments, and it also avoids problems such as large amounts of sequential pouring and slow solidification.
  • water liquid is injected into the interior of the cofferdam to form backfill water; the water liquid inside the cofferdam is used to realize the internal support of the cofferdam, so that the cofferdam has self-balancing ability , ensuring the safety of cofferdam construction in deep water cemented pebble formations, while improving cofferdam construction efficiency and reducing construction risks and difficulties.
  • the mesoporous steel girder bridge structure 31 includes a plurality of single mesoporous steel beams; adjacent single mesoporous steel beams are spliced in sequence; the side hole steel girder bridge structure 32 includes multiple single mesoporous steel beams. single side hole steel beams; adjacent single side hole steel beams are connected in sequence; through the arrangement of the above structures, the length of the middle hole steel beam bridge structure 31 and the side hole steel beam bridge structure 32 of the present invention can be Changes can be made as needed.
  • the side hole steel girder bridge structure 32 and the middle hole steel girder bridge structure 31 of the present invention are formed in a relatively simple manner, which greatly reduces the construction time of the bridge and greatly improves the erection of the bridge. Construction efficiency; at the same time, when erecting the side hole steel girder bridge structure 32, it is required that the section of single side hole steel girder closest to the cast-in-place box girder bridge structure 33 and the cast-in-place box girder bridge structure 33 form a steel-concrete composite section; thus The setting avoids the problem that steel beams and concrete beam structures are not easily connected.
  • the upper arch rib 41 adopts a steel box structure
  • the lower arch rib 42 adopts a concrete box structure
  • the present invention adopts the above design method to greatly reduce the force between the upper arch rib 41 and the lower arch rib. 42 construction difficulty, while facilitating subsequent docking operations.
  • the upper arch ribs 41 of the present invention include multiple single upper arch ribs 41; the ends of adjacent single upper arch ribs 41 are butt jointed; the present invention adopts such a structural design , which facilitates the assembly and connection of the upper arch ribs 41 and also facilitates the closing operation of the subsequent arch rib beams; of course, in actual arrangement, the lower arch ribs 42 can also be designed to include a structure of multiple single lower arch ribs 42; It is also possible to require the ends of adjacent single lower arch ribs 42 to be butted; however, in actual arrangement, a section of the lower arch rib 42 close to the main pier abutment 2 is a concrete structure, and this section is generally directly connected to the main pier by pouring.
  • each upper arch rib 41 is divided into a pre-installation section, a bottom installation section and a closed connection section; the pre-installation section is connected to the wind support structure 43, and this section is erected first; then Install the bottom installation section connected to the side hole arch rib 422; finally install the closed connection section arranged between the pre-installation section and the bottom installation section; in the present invention, the pre-installation section is mainly the middle area of the upper arch rib 41, this area
  • the wind support structure 43 is connected to the center position, and at the same time, the two ends of the pre-installation section are respectively connected to closing connection ends, and each closing connection section is connected to a bottom installation section at one end away from the pre-installation section; the present invention is based on this arrangement, so that the closing connection section It is located in the upper arch rib 41 area to facilitate subsequent welding and fixing.
  • the upper arch rib 41 in the present invention is a centrally symmetrical structure; in addition, for the convenience of arrangement, the flying swallow-type basket arch bridge disclosed in the present invention is also a symmetrical structure.
  • the large-span space special-shaped arch rib flying swallow basket arch bridge disclosed by the present invention mainly includes a main pier structure, the main pier structure is connected with an arch rib structure 4, and the arch rib structure 4 is provided with a bridge structure 3; A sling structure 5 is arranged between the arch rib structure 4 and the bridge structure 3;
  • the large-span space special-shaped arch rib flying swallow basket arch bridge disclosed by the present invention mainly includes four main pier structures.
  • Each main pier structure includes a cap pile foundation 11 inserted in the river bed; a cap pile foundation 11 is provided with There is a supporting platform 12.
  • a main pier arch 2 is arranged on the supporting platform 12.
  • a side hole arch rib 422 and a middle hole arch rib 421 are provided on the main pier arch 2.
  • the middle hole arch rib 421 faces the middle hole of the arch bridge. Extend; the side hole arch ribs 422 extend toward the side holes of the arch bridge; and the above four main pier structures are symmetrically distributed at the four corners of the river bed;
  • the side hole arch ribs 422 are connected to an upper arch rib 41; an upper arch rib 41 is arranged between the two symmetrically arranged side hole arch ribs 422.
  • an upper arch rib 41 is provided, and two upper arch ribs 41 are provided.
  • the arch ribs 41 are distributed on both sides of the bridge structure 3, and a cross beam arch rib is arranged transversely at one end of the upper arch rib 41 near the lower arch rib;
  • the arch bridge structure disclosed in the present invention discloses two cross-beam arch ribs, and the two cross-beam arch ribs are distributed at both ends of the upper arch rib 41;
  • the middle hole steel girder bridge structure 31 in the bridge structure 3 is arranged above the two cross beam arch ribs, and a side hole steel girder bridge structure 32 is arranged at both ends of the middle hole steel girder bridge structure 31, and
  • the side hole steel girder bridge structure 32 is connected to a cast-in-place box girder bridge structure 33 at one end away from the middle hole steel girder bridge structure 31; the five-section middle hole steel girder bridge structure 31 and the side hole steel girder bridge structure 32 And the cast-in-place box girder bridge structure 33 constitutes the main bridge structure 3 of the present invention;
  • the mesoporous steel girder bridge structure 31 is connected to the upper arch rib 41 through the sling structure 5.
  • local areas of the upper arch rib 41 and the lower arch rib 42 of the present invention are designed as multi-section single-piece arch rib assembled structures.
  • the middle-hole steel beam bridge structure 31 and the side-hole steel beam bridge structure 32 of the present invention are also designed as multi-section single-piece structures.
  • the box girder assembly structure; and the upper arch rib 41, the lower arch rib 42, the middle hole steel girder bridge structure 31 and the side hole steel girder bridge structure 32 of the present invention are all symmetrically arranged.
  • the upper arch rib 41 is marked G3-G11 from the end to the center; in addition to the lower end pouring structure, the side hole arch rib 422 can also be made into a spliced structure in order to facilitate docking, and is marked as: G1- G2 (G1-G2 here can be identified as the above-mentioned bridge arch ribs);
  • the marks from the center to the end are: Z1-Z14;
  • the side hole steel girder bridge structure 32 is from the side close to the middle hole steel girder bridge structure 31 to the cast-in-place box girder.
  • the markings on the side of bridge structure 33 are B1-B8;
  • the bottom of the middle hole steel girder bridge structure 3 forms a middle hole with the middle hole arch rib 421, and the side hole steel girder bridge structure 32 forms a side hole with the side hole arch rib 422 and the middle hole arch rib 421; the side hole arch rib 422 , the cast-in-place box-girder bridge structure 33 and the base of the cast-in-place box-girder bridge structure 33 form auxiliary holes;
  • the platform arch base construction adopts the idea of clearing the foundation first and then platform cofferdam. After the pile foundation construction is completed, the foundation clearing platform is set up, the foundation is cleared to the bottom of the back-sealing concrete, underwater back-sealing concrete is poured, water is pumped in layers to install cofferdam supports, and the construction supports Platform and abutment.
  • the middle-hole steel girder bridge structure 31 and the side-hole steel girder bridge structure 32 of the present invention are installed using floating crane hoisting construction technology; the west side steel beam is transported to the designed position by setting up a dock on the west bank and via a pontoon; the east side steel beam is transported to the designed position through A wharf is set up on the east coast and transported to the designed location by pontoon boat; for the installation of steel beam bridge structure 3, a 610t floating crane is first used to install each single medium-hole steel beam, and then the arch rib beam 44 is constructed, and the arch rib beam 44 is installed. Finally, during the installation process of the upper arch rib 41, two 610t floating cranes were used to install each single side hole steel beam;
  • the installation of the arch ribs is carried out using two 610t floating cranes; a navigation hole is provided in the middle hole to ensure the passage of the floating cranes and pontoon boats on the north and south sides.
  • the arch ribs are first installed with wind braces and arch ribs of the G8-G11 section of the arch, and then installed in sequence from bottom to top.
  • the G1-G6 section arch ribs, and the final G7 section is provided with a closing section; the lower end of the arch rib 42 under the side hole and the mid-span concrete section are constructed using cast-in-place brackets;
  • the forming of the auxiliary holes that is, the forming of the cast-in-place box girder bridge structure 33, adopts the cast-in-place construction of the supporting frame.
  • the sling is installed on the bridge deck using an 80t truck crane.
  • the installation uses a crane to cooperate with the winch for traction; after the tie rods and booms are installed in place, they are tensioned in batches according to the requirements of the design unit and monitoring unit.
  • main pier abutment 2 During the construction of main pier abutment 2:
  • the main pier arch 2 of the present invention has a hexagonal bottom surface and is a special-shaped structure made of steel-reinforced concrete, three steel skeletons are set inside the main pier arch 2 and are connected by I-beams.
  • the bottom adopts PBL keys.
  • the form is fixed within the supporting platform 12; the surface of the main pier arch 2 is provided with 3 layers of steel bars, and the erecting steel bars are installed internally with a spacing of 60 ⁇ 60cm; the concrete of the main pier arch 2 is C55 anti-freeze concrete, with a square volume of 1680m3.
  • construction preparations are carried out first, and then the abutment steel frame 21 is installed, and the supporting platform 12 is poured.
  • the supporting platform 12 is poured in two steps. The first pouring forms the bottom supporting platform 12 and the abutment steel skeleton. 21 is installed on the bottom support platform 12. After the set time is reached, the top surface of the bottom support platform 12 is then roughened, and then the upper support platform 12 is poured. The secondary pouring of the support platform 12 is completed.
  • the upper support platform 12 is chiseled; at the same time, the abutment steel bars and formwork are arranged around the abutment steel frame 21, and the lower part of the main pier abutment 2 is poured once; after the pouring is completed, wait for The bottom abutment concrete 221 formed by the one-time pouring has reached the strength of formwork removal.
  • the top surface of the bottom abutment concrete 221 is chiseled, the lower abutment formwork is removed, and the abutment steel bars and abutment formwork on the upper part of the abutment are removed. layout, and install the arch rib steel frame 223 at the same time.
  • the upper abutment concrete 222 of the main pier abutment 2 is poured, and finally a complete abutment concrete 22 structure is formed.
  • the height of the first concrete pouring of the abutment is (0-5m); the height of the second pouring is (5-11.7m); the abutment template is a stereotyped steel mold.
  • the first step Installation of the steel frame 21 of the abutment
  • Step 2 The secondary pouring of the cap is completed, and the concrete on the top of the cap is roughened
  • Step 3 Install the abutment steel bars and formwork (0-5m), and then pour the bottom abutment concrete (0-5m);
  • Step 4 After the bottom abutment concrete 221 reaches the form removal strength, the top surface of the bottom abutment concrete 221 is chiseled, and the (0-5m) abutment formwork, abutment steel bars, formwork (5-11.7m), and arch rib steel are removed. After installation, pour the upper abutment concrete 222 (5-11.7m).
  • the steel frame 21 of the arch and the pre-embedded steel bars of the arch are pre-embedded in the supporting platform 12.
  • the upper part of the gap between the cap and the cofferdam is filled with 50cm of concrete; the second and third-layer cofferdam supports are removed, and the main pier arch 2 is subsequently constructed.
  • the single-piece skeleton was assembled at Hetanshang Steel Component Factory, and was transported to the bridge via a flatbed transport vehicle via a trestle.
  • the skeleton was flattened with square wooden supports to prevent deformation; it was then hoisted by a 610t floating crane or double-lifted by a 150t crawler crane. Hoisting; the steel skeleton of the 12th pier arch seat is 21155t, and the 13th pier arch seat is 154t.
  • the embedded parts cannot be hoisted as a whole, so the skeleton is hoisted in three times; one separate piece is hoisted each time Sectional steel frame (maximum weight 46t); position the concrete in advance and level the concrete; pre-embed the I20a I-beam positioning frame, hoist the abutment frame to the section steel positioning frame and weld the I-beam into a whole, and install the cable wind rope to ensure the accurate position of the embedded parts; install the I-beam parallel coupling at the bottom 30cm of the abutment steel frame 21, and use a jack to accurately position the abutment steel frame.
  • Sectional steel frame maximum weight 46t
  • the middle hole steel girder bridge structure 31 and the side hole steel girder bridge structure 32 are steel box girder bridges, and the steel box girder is installed using the "in-situ bracket + floating crane segmented hoisting" construction method; on both sides of the river, Steel box girder processing yards and beam feeding docks are respectively set up.
  • the plate units are transported to the processing yard and processed into beam segments and then transported to the beam feeding dock by module trucks; the beam segments are lifted by floating cranes at the dock to the beam transport pontoon, and the beam transport beams are floated.
  • the box is towed to the bridge location by a tow boat; after the floating crane is in place, the beam is taken out and the steel box girder is hoisted.
  • Navigation holes with a clearance of 15.18m are provided at the middle hole section Z11’, Z12’, Z11, and Z12 beam sections to facilitate the passage of the 1 and 2 # floating cranes and the steel box girder on the north side through the navigation holes.
  • the box girder steel pipe supports are driven into the pebble layer with a 120t vibrating hammer.
  • Two 30t floating cranes are equipped to insert and drive steel pipe piles.
  • One 80t floating crane and one 610t floating crane are responsible for installing related beams and distribution beams.
  • the sling structure also includes tie rods; the tie rods are arranged through the middle hole steel girder bridge structure and the side hole steel girder bridge structure; both ends of each tie rod are connected to the cast-in-place box.
  • the tie rods are set up to ensure the integrity of the bridge structure and at the same time better ensure the integrity of the abutment structure.
  • the tie rods are tensioned, requiring the tie rods to be stretched to the first phase cable force; then the suspenders in the sling structure are stretched, and the arch rib beams are Each suspender is symmetrically stretched from the end to the middle to reach the first-stage suspender cable force; the tie rod is stretched again so that the tie rod is stretched to the second-stage cable force; then the suspender is tensioned again, and the arch rib is The end of the beam is symmetrically stretched to the middle of each suspender to reach the cable force of the second suspender; finally, each tie rod is stretched to reach the cable force of the bridge.
  • Step 1 After the arch rib beams are closed, tension the tie rods; symmetrically tension the suspenders to the first phase cable force (1290KN); remove the supports above the arch rib bridge deck;
  • Step 2 symmetrically tension the boom from the side to the middle to the first phase boom cable force (550KN) (the two arch rib booms 51 should be symmetrically and synchronously tensioned, and each time 8 booms 51 should be symmetrically and synchronously tensioned); Then tension the tie rods to the second phase cable force (2580KN); then tension the suspenders symmetrically from the side to the middle to the bridge cable force (the two arch rib suspenders 51 should be tensioned symmetrically and synchronously, 8 suspenders each time 51 symmetrical synchronous tensioning);
  • Step 3 Symmetrically and synchronously tension the tie rods to the bridge cable force (4300KN); remove the beam supports.
  • transition piers and auxiliary piers at both ends of the cast-in-place box girder bridge structure 33 respectively.
  • the transition piers and auxiliary piers belong to the existing structure and will not be described again;
  • the span box girder is a double-width single-box four-chamber cast-in-place box girder. , beam width 21m-24m, beam height 3.5m.
  • the cast-in-place box beam in this hole is constructed using the frame method; the frame foundation uses 1m bored cast-in-place piles, on which are set ⁇ 820mm ⁇ 12mm and 3-piece 63a I-beam + Bailey plates for design, steel pipe Channel steel connections are set up between piles to ensure the stability of the bracket.
  • Each lower arch rib 42 is divided into a side hole arch rib 422 and a middle hole arch rib 421; at the same time, the arch rib structure 4 also includes a wind support structure 43;
  • the rib 42 is divided into two parts: a middle hole arch rib 421 and a side hole arch rib 422.
  • the middle hole arch rib 421 and the side hole arch rib 422 are consolidated with the main pier abutment 2; among them, the middle hole arch rib 421 has a span of 300 meters.
  • the central line has a sag height of 75 meters and a lateral inclination of 73 degrees.
  • the upper arch rib 41 adopts a steel box structure
  • the middle hole arch rib 421 adopts a reinforced concrete box structure
  • the side hole arch rib 422 adopts a concrete box structure
  • the lower end is connected to the main pier arch seat 2.
  • the upper end is connected to the auxiliary pier beam.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

一种大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法，飞燕式提篮钢箱拱桥包括主墩结构，主墩结构上连接有拱肋结构（4），拱肋结构（4）上设有桥体结构（3）；拱肋结构（4）与桥体结构（3）之间布置有吊索结构（5）。飞燕式提篮钢箱拱桥在结构上较为简单，同时主体大多均为拼接式，在实际施工时，相互不干涉的工序可以同时进行，极大的提高了施工效率；另外，实际施工时采用两条施工线路的同时进行；不仅能够规避工序之间的重叠，还能提高施工效率，缩短施工时间。

Description

大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法 技术领域
本发明涉及桥梁领域，具体来说是大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法。
背景技术
随着我国铁路、高速公路建设项目的日益增多，建设大跨度拱桥的需求越来越多。
而飞燕式拱桥的造型美观，深受人们的喜爱，飞燕式拱桥是两边带悬臂半跨的中承式吊杆拱桥，通过锚固于两边跨端部的拉索来平衡主跨大部分推力，也称自平衡式或自锚式拱桥。
传统飞燕式拱桥随着跨度的增加，拱桥自重不断增加，导致结构内力大幅度增加，导致节段吊装施工困难；同时传统导致拱桥结构稳定性显著下降。
而建设飞燕式提篮拱桥还存在以下技术难点：
飞燕式提篮拱桥的拱肋在焊接时变形控制难度大；同时传统飞燕式提篮拱桥的拱肋和桥面系由于拼接接头非常多，施工困难较大。
另外现有飞燕式提篮拱桥的拱肋一般为矩形框架结构，使得拱肋承载力较小，为了提高拱肋的承载能力，需要对传统拱桥拱肋结构进行优化设计；同时传统施工方法多用于矩形拱肋框架的施工操作，缺少异型拱肋的施工方法；而异型拱肋结构较为复杂，对接不方便，造成施工难度大；所以为了方便异型拱肋的施工，需要对传统施工工艺进行优化。
还有，就是传统飞燕式提篮拱桥施工时不具有独立性，在实际施工过程中可能会发生工序施工时的干涉；也就是传统施工方式多为顺序施工，在前一个工序未施工完成时，可能后续一个工序无法施工，这样极大的浪费了施工工时，不利于提高施工效率。
所以为了避免上述问题，就需要对现有拱桥结构进行优化设计，同时对拱桥的施工工序进行改进。
发明内容
本发明的目的在于克服现有技术的不足，提供一种结构强度大，并且方便快速施工的飞燕式提篮拱桥结构。
为了实现上述目的，本发明采用的技术方案为：
大跨度空间异形拱肋飞燕式提篮钢箱拱桥，包括主墩结构，所述主墩结构上连接有拱肋结构，所述拱肋结构上设有桥体结构；所述拱肋结构与桥体结构之间布置有吊索结构；
所述主墩结构包括主墩基础，所述主墩基础包括支撑承台；所述支撑承台上设有主墩拱座；
所述主墩拱座包括拱座钢骨架和浇筑在拱座钢骨架上的拱座混凝土；
所述拱肋结构包括两个相对布置拱肋梁，所述拱肋梁包括上拱肋，所述上拱肋两端分别连接有一个主墩结构；
两个所述上拱肋上端中部区域通过风撑结构相连接；
所述拱肋梁还包括下拱肋；所述上拱肋两端分别通过下拱肋与对应主墩结构相连接；
所述下拱肋包括设置在主墩拱座上的中孔拱肋和边孔拱肋；所述中孔拱肋一端与主墩拱座相连接，另一端与上拱肋相连接；
所述拱肋结构还包括拱肋横梁，所述拱肋横梁布置在两个拱肋梁之间区域；所述拱肋结构包括两个拱肋横梁；两个所述拱肋横梁分布在拱肋梁两端；所述拱肋横梁与桥体结构相连接；
所述桥体结构包括中孔钢梁桥体结构和边孔钢梁桥体结构；在中孔钢梁桥体结构两端分别连接有一个边孔钢梁桥体结构；
所述中孔钢梁桥体结构与边孔钢梁桥体结构对接处处于拱肋横梁上方；
所述吊索结构包括吊杆，所述吊杆在拱肋结构上对称分布；并且两个所述上拱肋上布置的吊杆数量相同，呈相对布置。
所述桥体结构还包括现浇箱梁桥体结构；所述现浇箱梁桥体结构与边孔钢梁桥体结构对接；每个所述边孔钢梁桥体结构远离中孔钢梁桥体结构一侧设有现浇箱梁桥体结构。
大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，所述施工方法包括如下步骤：
步骤A：确定施工场地，并且划分施工场地；
步骤B：确定拱桥架设区域主墩结构的布置位置；并基于上述布置位置对主墩结构中的主墩基础进行施工操作；随后在主墩基础上进行主墩拱座的施工；在进行主墩拱座施工的同时，对桥体结构中的中孔钢梁桥体结构进行架设；
步骤C：步骤B完成后，对拱肋结构中的下拱肋进行施工；
步骤D：在步骤C完成后，进行边孔钢梁桥体结构架设，在边孔钢梁桥体结构设定区域架设完成后，进行现浇箱梁桥体结构的浇筑施工；另外，要求在进行边孔钢梁桥体结构架设时，对拱肋结构中的上拱肋进行施工操作；
步骤E：步骤D完成后，进行吊索结构的安装施工；
步骤F：步骤E完成后，一个大跨度空间异形拱肋飞燕式提篮钢箱拱桥大体结构已经施工完成。
所述步骤B中主墩基础施工主要包括如下步骤：
步骤1：初始清基：先采用现有设备进行基坑初始清基操作，保证清基底标高及清基范围符合设计要求；
步骤2：钢护筒和钢管桩结构施工：通过架设栈桥和钻孔平台实现钢护筒和钢管桩结构的施工，钢管桩结构包括多个锁扣钢管桩，相邻锁扣钢管桩依次连接；
步骤3：临时支撑结构架设；步骤2完成后，在钢管桩结构上端设置临时支撑结构；
步骤4：二次清基；在步骤3完成后，对围堰内部再次进行清基操作；此次清基要求清基到设定位置；
步骤5：浇筑封底混凝土：在步骤4再次清基完成后，在围堰底部浇筑封底混凝土；
步骤6：圈梁架设；在步骤5完成后，在钢管桩结构内部架设支撑圈梁结构；支撑圈梁结构主要包括三层圈梁结构，分别为第一层圈梁、第二层圈梁以及第三层圈梁；在钢管桩结构内部由上至下依次抽水架设第一层圈梁、第二层圈梁以及第三层圈梁；
步骤7：承台施工；步骤6完成后，抽离围堰基坑内的全部水液；并拆除围堰内的各个钢护筒；随后进行支撑承台施工操作。
所述步骤B中主墩拱座施工主要包括如下步骤：
步骤一：在支撑承台上安装拱座钢骨架以及拱座钢筋；
步骤二：在支撑承台上浇筑拱座混凝土；
步骤三：步骤二完成后，一个主墩拱座施工完成；可重复步骤一至步骤二实现多个主墩拱座的施工操作。
所述支撑承台浇筑时采用一次或者多次浇筑；所述拱座混凝土也分一次或者多次浇筑。
在进行主墩拱座施工时，要求主墩拱座的承台桩基与围堰清基协调施工；同时当支撑承台采用多次浇筑时，要求在支撑承台第一次浇筑完成后形成底部支撑承台，在底部支撑承台上安装拱座钢骨架；随后进而第二次支撑承台的浇筑；当支撑承台采用一次浇筑成型时，要求预先安装拱座钢骨架，再进行支撑承台的浇筑。
所述中孔钢梁桥体结构包括多个单体中孔钢梁；相邻单体中孔钢梁依次拼接；所述边孔钢梁桥体结构包括多个单体边孔钢梁；相邻单体边孔钢梁依次连接；在边孔钢梁桥体结构架设时要求最靠近现浇箱梁桥体结构的一段单体边孔钢梁与现浇箱梁桥体结构组成钢混组合段。
所述上拱肋采用钢箱结构，所述下拱肋采用混凝土箱形结构；所述上拱肋包括多个单体上拱肋；相邻单体上拱肋端部对接；上拱肋在实际安装架设时；分为预先安装段、底部安装段以及合拢连接段；预先安装段连接有风撑结构，该段最先架设；随后安装连接在边孔拱肋 上的底部安装段；最后安装布置在预先安装段与底部安装段之间的合拢连接段。
所述吊索结构还包括系杆；所述系杆贯穿中孔钢梁桥体结构和边孔钢梁桥体结构布置；每个所述系杆两端分别连接在现浇箱梁桥体结构上；在进行吊索结构进行施工时：待拱肋梁合拢后，进行系杆张拉，要求系杆张拉至一期索力；随后对吊索结构中的吊杆进行张拉，由拱肋梁端部向中部对称张拉各个吊杆使其至一期吊杆索力；再次进行系杆张拉，使得系杆被张拉至二期索力；然后再次进行吊杆张拉，由拱肋梁端部向中部对称张拉各个吊杆使其至二期吊杆成索力；最后张拉各个系杆使其张拉至成桥索力。
本发明的优点在于：
本发明公开了一种大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法；本发明公开的大跨度空间异形拱肋飞燕式提篮钢箱拱桥在结构上较为复杂，同时通过异型拱肋梁的设计，可以极大提高拱桥的整体结构强度，同时通过对施工工艺的优化，极大的提高了施工效率。
另外，本发明在进行飞燕式提篮拱桥实际施工时，采用两条施工线路的同时进行；不仅能够规避工序之间的重叠，还能极大的提高施工效率，缩短施工时间。
附图说明
下面对本发明说明书各幅附图表达的内容及图中的标记作简要说明：
图1为本发明架设完成时的结构示意图。
图2为本发明除去现浇箱梁桥体结构的主视图。
图3为本发明除去现浇箱梁桥体结构的俯视图。
图4为图2标记后的结构示意图。
图5为本发明中主墩结构的结构示意图。
图6为本发明中拱肋结构的局部结构示意图。
图7为本发明中主墩拱座和支撑承台的结构示意图。
图8为图7的剖视图。
图9为本发明中拱座钢骨架的结构示意图。
图10为本发明中中孔拱肋的局部结构示意图。
上述图中的标记均为：
1、主墩基础，2、主墩拱座，3、桥体结构，4、拱肋结构，5、吊索结构。
具体实施方式
下面对照附图，通过对最优实施例的描述，对本发明的具体实施方式作进一步详细的说 明。
大跨度空间异形拱肋飞燕式提篮钢箱拱桥，包括主墩结构，所述主墩结构上连接有拱肋结构4，所述拱肋结构4上设有桥体结构3；所述拱肋结构4与桥体结构3之间布置有吊索结构5；在本发明中主墩结构为河道支撑结构，为桥梁的底部主要支撑结构，也为后续桥体以及拱肋结构4的布置提供了安装场所，另外，拱肋结构4起到一个支撑作用，方便了桥体结构3在河道上的布置；同时，在本发明中桥体结构3也就是桥面结构，为了保证桥面结构布置的稳定性，在拱肋结构4与桥体结构3之间布置有吊索结构5，吊索结构5起到一个很好的张拉作用，更好的保证桥体结构3布置的稳定性。
具体；本发明中所述主墩结构包括主墩基础1，主墩基础1为河道上布置主墩拱座2的底部支撑基础，保证主墩拱座2在河床上布置的稳定性；在本发明中所述主墩基础1包括支撑承台12；支撑承台12起到一个很好的底部支撑作用，方便了后续主墩拱座2的后续施工操作；同时，在本发明所述支撑承台12上设有主墩拱座2；主墩拱座2的设置，方便了拱肋结构4的布置，同时也方便了后续拱肋结构4对桥体结构3的支撑和吊拉；同时，在本发明中所述主墩拱座2包括拱座钢骨架21和浇筑在拱座钢骨架21上的拱座混凝土22；本发明通过拱座钢骨架21和拱座混凝土22的配合使用，可以保证主墩拱座2与支撑承台12连接的稳定性，同时也方便后续下拱肋42的施工操作；
另外，作为优选的，在本发明中，所述主墩结构还包括承台桩基；所述承台桩基布置在支撑承台下方；本发明通过承台桩基的设置，起到很好的底部支撑作用，同时可以方便增强围堰底部强度，方便后续支撑承台的布置，另外，通过承台桩基的设置，方便了围堰的清基操作，同时方便了围堰锁扣钢管桩的插打。
同时，在本发明中所述拱肋结构4包括两个相对布置拱肋梁，拱肋梁整体呈弧形结构，所述拱肋梁包括上拱肋41，上拱肋41除了端部，其余部分处于桥体结构3上方；方便后续配合吊索结构5实现对桥体的拉紧；同时为了方便上拱肋41的布置，在本发明中所述上拱肋41两端分别连接有一个主墩结构；当然，为了方便桥接，在本发明中上拱肋41不与主墩结构直接相互连接，而是通过下拱肋42实现，具体所述拱肋梁还包括下拱肋42；所述上拱肋41两端分别通过下拱肋42与对应主墩结构相连接；同时为了保证拱肋结构4的稳定性，在本发明中两个所述上拱肋41上端中部区域通过风撑结构43相连接；风撑结构43起到很好的加固作用，保证了两个相对布置拱肋梁布置的稳定性；另外，在本发明中所述下拱肋42包括设置在主墩拱座2上的中孔拱肋421和边孔拱肋422；所述中孔拱肋421一端与主墩拱座2相连接，另一端与上拱肋41相连接；本发明中孔拱肋421设置的目的是用于与上拱肋41相 连接，起到底部支撑作用；边孔拱肋422用于支撑边孔钢梁桥体结构32；同时，在本发明中所述拱肋结构4还包括拱肋横梁44，所述拱肋结构4包括两个拱肋横梁44；两个所述拱肋横梁44分布在拱肋梁两端；所述拱肋横梁44与桥体结构3相连接；拱肋横梁44的设置，起到很好的桥接作用，更好的保证了两个拱肋梁连接时的稳定性，同时在本发明中所述拱肋横梁44布置在两个拱肋梁之间区域；在实际布置时，拱肋横梁44设置在上拱肋41的端部，在实际布置时也可以靠近下拱肋一侧布置，这样的设置，使得拱肋横梁44还起到很好的侧面固定作用，更好的保证上拱肋41的结构强度，同时还有利于保证上拱肋与下拱肋42连接处的稳定性；同时本发明通过拱肋横梁44的设置，还能更好的保证中孔钢梁桥体结构31和边孔钢梁桥体结构32连接的稳定性，在实际布置时；本发明中中孔钢梁桥体结构31和边孔钢梁桥体结构32对接处下方布置有拱肋横梁44，拱肋横梁44与边孔钢梁桥体结构32端部固定连接；在实际布置时中孔钢梁桥体结构31端部设置在拱肋横梁44牛腿顶部支座上。
另外，在本发明中所述下拱肋包括设置在主墩拱座上的中孔拱肋和边孔拱肋；所述中孔拱肋一端与主墩拱座相连接，另一端与上拱肋相连接；所述中孔拱肋包括底部拱肋和桥接拱肋；所述桥接拱肋为钢混结合段；所述桥接拱肋通过底部拱肋与主墩拱座相连接；所述桥接拱肋与上拱肋对接；本发明通过桥接拱肋的设置，方便了下拱肋与上拱肋之间的连接，在本发明中桥接拱肋为钢混结构，也就是钢筋混凝土结构，这样的设置，使得下拱肋端部与上拱肋对接处为钢混结合段，这样的设计，方便了上拱肋与下拱肋的对接，主要效果类似下文中桥体结构的钢混组合段。
在本发明中底部拱肋为混凝土箱形结构，底部拱肋包括连接在拱座钢骨架上拱肋钢骨架，拱肋钢骨架焊接在拱座钢骨架上，在拱座钢骨架上浇筑混凝土形成上述底部拱肋结构；上述桥接拱肋为钢筋混凝土结构。
另外，为了保证桥体结构3的承载能力，在本发明中所述吊索结构5包括吊杆51，所述吊杆51在拱肋结构4上对称分布；并且两个所述上拱肋41上布置的吊杆51数量相同，呈相对布置；吊索就是一个吊索结构，使得桥体结构3与拱肋结构4相互连接，从而在一定程度上提高桥面的承载能力。
同时，在本发明中所述桥体结构3包括中孔钢梁桥体结构31和边孔钢梁桥体结构32；在中孔钢梁桥体结构31两端分别连接有一个边孔钢梁桥体结构32；所述中孔钢梁桥体结构31与边孔钢梁桥体结构32对接处处于拱肋横梁44上方；本发明中孔钢梁桥体结构31与边孔钢梁桥体结构32为桥体的主要结构，在实际布置时都是由多个钢箱梁拼装而成；
进一步的，在本发明中所述桥体结构3还包括现浇箱梁桥体结构33；所述现浇箱梁桥体 结构33与边孔钢梁桥体结构32对接；每个所述边孔钢梁桥体结构32远离中孔钢梁桥体结构31一侧设有现浇箱梁桥体结构33；在本发明中现浇箱梁桥体结构33起到很好的过渡作用，方便了桥体结构3与河道边缘路面的桥接过渡。
进一步的，在本发明中每个所述拱肋梁均为异型结构；每个所述拱肋梁中的上拱肋包括F风撑段、E连接段、D吊杆分箱室段、C无索区段以及B过渡段；所述F风撑段和E连接段为单箱单室式钢箱结构；所述D吊杆分箱室段和、C无索区段为单项双室钢箱结构；这里异型结构是指本发明公开的拱肋梁是一个类似麻花状的结构，不相当于传统的矩形框架结构，本发明采用这样的结构设计，使得每个拱肋梁具有更大的结构强度，同时可以在局部区域适用合适尺寸的拱肋结构，极大的降低了拱肋梁的施工难度；具体本发明上述拱肋梁一般设计成从拱肋梁底部的四边形渐变至拱肋梁顶部的五边形；也就是本发明拱肋梁中的上拱肋采用钢箱结构，钢箱拱肋为单箱单室或单箱两室的五边形断面，从拱肋顶至钢混结合段分为五部分，分别是：F风撑段(单箱单室)、E段(单箱单室)、D吊杆分箱室段(单箱双室)、C无索区段(单箱双室)和B过渡段(混凝土箱体结构)；另外，下拱肋一般设计成A混凝土段。
一种大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，所述施工方法包括如下步骤：
步骤A：确定施工场地，并且划分施工场地；
步骤B：确定拱桥架设区域主墩结构的布置位置；并基于上述布置位置对主墩结构中的主墩基础1进行施工操作；随后在主墩基础1上进行主墩拱座2的施工；在进行主墩拱座2施工的同时，对桥体结构3中的中孔钢梁桥体结构31进行架设；
步骤C：步骤B完成后，对拱肋结构4中的下拱肋42进行施工；
步骤D：在步骤C完成后，进行边孔钢梁桥体结构32架设，在边孔钢梁桥体结构32设定区域架设完成后，进行现浇箱梁桥体结构33的浇筑施工；另外，要求在进行边孔钢梁桥体结构32架设时，对拱肋结构4中的上拱肋41进行施工操作；
步骤E：步骤D完成后，进行吊索结构5的安装施工；
步骤F：步骤E完成后，一个大跨度空间异形拱肋飞燕式提篮钢箱拱桥大体结构已经施工完成。
本发明通过上述施工方法，可以实现大跨度空间异形拱肋飞燕式提篮钢箱拱桥的建造；在本发明中上述施工方法基础主要是为两条施工线路；两条施工线路独立存在，基板不会相互干涉，不仅可以实现拱桥的正常建造，还能极大的提高拱桥的建造效率。
具体，本发明基于上述施工方法：两条线路主要为：
第一线路：主墩基础1施工、主墩拱座2施工、下拱肋42施工、边孔钢梁桥体结构32 主体结构施工、现浇箱梁桥体结构33施工以及边孔钢梁桥体结构32合拢段施工；
第二线路：中孔钢梁桥体结构31架设、上拱肋41架设；
在第一线路中，为了方便边孔钢梁桥体结构32和现浇箱梁桥体结构33的合拢，在本发明中边孔钢梁桥体结构32最靠近现浇箱梁桥体结构33的一段单体边孔钢梁与现浇箱梁桥体结构33组成钢混组合段；也就是最靠近现浇箱梁桥体结构33的第一段单体边孔钢梁在现浇箱梁桥体结构33浇筑时浇筑成一体结构，靠近现浇箱梁桥体结构33的第二段单体边孔钢梁作为最后的合拢边孔钢梁；这样的设置，起到了很好的桥接作用，方便后续焊接固定。
进一步的，在本发明中所述步骤B中主墩基础1施工主要包括如下步骤：
步骤1：初始清基：先采用现有设备进行基坑初始清基操作，保证清基底标高及清基范围符合设计要求；
步骤2：承台桩基和锁扣钢管桩围堰施工：通过架设栈桥和钻孔平台实现承台桩基和锁扣钢管桩围堰的施工，锁扣钢管桩围堰包括钢管桩结构；钢管桩结构包括多个锁扣钢管桩，相邻锁扣钢管桩依次连接；这里承台桩基施工时要求在基坑底部进行钻孔灌注桩操作，在基坑底部形成承台桩基11；
步骤3：临时支撑结构架设；步骤2完成后，在钢管桩结构上端设置临时支撑结构；
步骤4：二次清基；在步骤3完成后，对围堰内部再次进行清基操作；此次清基要求清基到设定位置；
步骤5：浇筑封底混凝土：在步骤4再次清基完成后，在围堰底部浇筑封底混凝土；
步骤6：圈梁架设；在步骤5完成后，在钢管桩结构内部架设支撑圈梁结构；支撑圈梁结构主要包括三层圈梁结构，分别为第一层圈梁、第二层圈梁以及第三层圈梁；在钢管桩结构内部由下至上依次架设第三层圈梁、第二层圈梁以及第一层圈梁，依次抽水进行超垫；
步骤7：承台施工；步骤6完成后，抽离围堰基坑内的全部水液；拆除围堰内的各个钢护筒、凿除桩头；随后进行支撑承台12施工操作。
本发明通过上述结构的设置，为浇筑支撑承台12提供了基础，方便了后续主墩基础1的后续施工操作。
进一步的，在本发明中在基坑底部进行钻孔灌注桩操作，在基坑底部形成承台桩基11；随后在承台桩基11上浇筑支撑承台12；承台桩基11的设置，相当于在河床上纵向插打了多个纵向支撑桩基，很好的提升了支撑承台12下端河床的强度，从而更好的保证了支撑承台12的结构强度，最终增加了主墩结构的结构强度；上述承台桩基的施工方法也就是上述承台桩基的施工方法。
进一步的，在本发明中所述步骤B中主墩拱座2施工主要包括如下步骤：
步骤一：在支撑承台12上安装拱座钢骨架21以及拱座钢筋；
步骤二：在支撑承台12上浇筑拱座混凝土22；
步骤三：步骤二完成后，一个主墩拱座2施工完成；可重复步骤一至步骤二实现多个主墩拱座2的施工操作。
本发明通过上述施工方式，方便了主墩拱座2的施工操作。
进一步的，在本发明中所述支撑承台浇筑时采用一次或者多次浇筑；所述拱座混凝土也分一次或者多次浇筑；这里的多次一般可以指两次，当然如果对于部件的尺寸过大或者异型较为复杂时，可以根据需要增加局部浇筑次数，具体根据需要进行选择；在实际使用过程中，支撑承台可以选用一次浇筑成型，也可选用多次浇筑成型，选用一次浇筑成型，方便加快施工效率，选用多次成型，可以方便拱座钢骨架的安装，同时更容易保证浇筑质量；同理，本发明拱座混凝土采用一次浇筑是为了提高浇筑效率，而多次浇筑方便保证浇筑质量；特别是异型过渡区域，采用分段浇筑，可以避免过渡区域发生应力集中等问题。
在进行主墩拱座施工时，要求主墩拱座的承台桩基与围堰清基协调施工；这里协调施工，主要是想表明本发明公开的拱桥结构中的承台桩基是预先插打的，在实现后续支撑作用的同时，还能方便围堰的清基操作，具体，本发明公开的协调施工，主要是承台桩基插打工序处于围堰初始清基和二次清基之间；这样设置，因为承台桩基的插打，减少了围堰内部二次清基时的基坑杂物清理量，从而可以很好的加快二次清基效率。
另外，基于上述内容，本发明当支撑承台采用一次浇筑成型时，要求预先安装拱座钢骨架，再进行支撑承台的浇筑；这样操作的目的还是使得拱座钢骨架可以下端有一部分进入支撑承台内部，更好的保证主墩拱座与支撑承台连接的稳定性。
同理，当支撑承台采用多次浇筑时，要求在支撑承台第一次浇筑完成后形成底部支撑承台，在底部支撑承台上安装拱座钢骨架；随后进而第二次支撑承台的浇筑；本发明进一步的，在本发明中所述支撑承台12浇筑时采用两次浇筑；这里支撑承台12采用这样的浇筑方式，可以把拱座钢骨架21下端部分埋入支撑承台12内部，更好的保证主墩拱座2与支撑承台12连接的稳定性和便捷性；同时，在本发明中所述拱座混凝土也分两次浇筑；本发明通过拱座混凝土两次浇筑，一个是可以方便异型拱座浇筑的便捷性，同时也避免依次浇筑量大凝固较慢等问题。
进一步的，在本发明中所述主墩拱座2施工完毕后，向围堰内部注入水液，形成回填水；采用了围堰内部水液实现围堰内部支撑，使得围堰具有自平衡能力，确保了在深水胶结卵石 地层围堰施工的安全，同时提高了围堰施工效率，降低了施工风险和难度。
进一步的，在本发明中所述中孔钢梁桥体结构31包括多个单体中孔钢梁；相邻单体中孔钢梁依次拼接；所述边孔钢梁桥体结构32包括多个单体边孔钢梁；相邻单体边孔钢梁依次连接；本发明通过上述结构的设置，使得本发明中孔钢梁桥体结构31以及边孔钢梁桥体结构32的长度可以根据需要进行改变，同时，本发明边孔钢梁桥体结构32和中孔钢梁桥体结构31的成型方式较为简单，极大的降低了桥梁的施工时间，极大的提高了桥梁的架设施工效率；同时在边孔钢梁桥体结构32架设时要求最靠近现浇箱梁桥体结构33的一段单体边孔钢梁与现浇箱梁桥体结构33组成钢混组合段；这样的设置，规避了钢梁与混凝土梁体结构不容易连接的问题。
进一步的，在本发明中所述上拱肋41采用钢箱结构，所述下拱肋42采用混凝土箱形结构；本发明采用上述设计方式，极大的降低力上拱肋41与下拱肋42的施工难度，同时方便后续的对接操作，同时本发明所述上拱肋41包括多个单体上拱肋41；相邻单体上拱肋41端部对接；本发明采用这样的结构设计，方便上拱肋41的拼装连接，同时也方便后续拱肋梁的合拢操作；当然，在实际布置时，所述下拱肋42也可以设计成包括多个单体下拱肋42的结构；也可以要求相邻单体下拱肋42端部对接；但是在实际布置时，下拱肋42靠近主墩拱座2有一段为混凝土结构，该段一般是通过浇筑的方式直接连接在主墩拱座2上；很好的保证了下拱肋与主墩拱座连接的稳定性和整体性；当然，除了该段，下拱肋42其他部分仍可以采用单体下拱肋42拼装。
另外，上拱肋41在实际安装架设时；每个上拱肋41均分为预先安装段、底部安装段以及合拢连接段；预先安装段连接有风撑结构43，该段最先架设；随后安装连接在边孔拱肋422上的底部安装段；最后安装布置在预先安装段与底部安装段之间的合拢连接段；在本发明中预先安装段主要是上拱肋41中间区域，该区域中心位置连接有风撑结构43，同时该预先安装段两端分别连接有合拢连接端，每个合拢连接段远离预先安装段一端连接有底部安装段；本发明基于这样的设置，使得合拢连接段处于上拱肋41区域，方便后续的焊接固定。
基于上述陈述，可以知道，在本发明中上拱肋41是一个中心对称结构；另外，为了方便布置，本发明公开的飞燕式提篮拱桥也为对称结构。
具体：
本发明公开的大跨度空间异形拱肋飞燕式提篮拱桥主要包括主墩结构，所述主墩结构上连接有拱肋结构4，所述拱肋结构4上设有桥体结构3；所述拱肋结构4与桥体结构3之间布置有吊索结构5；
换言之；
本发明公开的大跨度空间异形拱肋飞燕式提篮拱桥主要是包括四个主墩结构，每个主墩结构包括插接在河床内的承台桩基11；在承台桩基11上设有支撑承台12，在支撑承台12上布置有主墩拱座2，在主墩拱座2上设有边孔拱肋422和中孔拱肋421，中孔拱肋421朝向拱桥中孔延伸；边孔拱肋422朝向拱桥边孔延伸；并且上述四个主墩结构间隔对称分布在河床四角；
另外，边孔拱肋422连接有上拱肋41；两个对称布置的边孔拱肋422之间布置有一个上拱肋41，在本发明中设有两个上拱肋41，两个上拱肋41分布在桥体结构3两侧，并且在上拱肋41靠近下拱肋一端横向布置有横梁拱肋；
另外，本发明公开的拱桥结构中公开有两个横梁拱肋，两个横梁拱肋分布上拱肋41的两端；
同时桥体结构3中的中孔钢梁桥体结构31布置在两个横梁拱肋上方，并在中孔钢梁桥体结构31两端分别布置有一个边孔钢梁桥体结构32，并且边孔钢梁桥体结构32远离中孔钢梁桥体结构31一端连接有现浇箱梁桥体结构33；五段式的中孔钢梁桥体结构31、边孔钢梁桥体结构32以及现浇箱梁桥体结构33组成了本发明主要的桥体结构3；
另外，为了保证中孔钢梁桥体结构31放置的稳定性，在本发明中中孔钢梁桥体结构31通过吊索结构5与上拱肋41相连接。
并且本发明上拱肋41和下拱肋42局部区域设计成多段单体拱肋拼装结构，同时本发明中孔钢梁桥体结构31、边孔钢梁桥体结构32也设计成多段单体箱梁拼装结构；并且本发明上拱肋41、下拱肋42中孔钢梁桥体结构31以及边孔钢梁桥体结构32均为对称布置。
为了后续陈述方案，现在标记如下：
上拱肋41由端部至中心处的标记G3-G11；边孔拱肋422除去下端浇筑结构外，靠近上拱肋41区域为了方便对接，也可以做成拼接式结构，标记为：G1-G2(这里的G1-G2可以认定为是上述桥接拱肋)；
而针对中孔钢梁桥体结构31，由中心至端部的标记为：Z1-Z14；边孔钢梁桥体结构32，由靠近中孔钢梁桥体结构31一侧向现浇箱梁桥体结构33一侧的标记为B1-B8；
中孔钢梁桥体结构3下方与中孔拱肋421形成中孔孔洞，边孔钢梁桥体结构32与边孔拱肋422以及中孔拱肋421形成边孔孔洞；边孔拱肋422、现浇箱梁桥体结构33以及现浇箱梁桥体结构33的基座形成辅助孔孔洞；
上述标记只是一种实施例，当各部件长度不同时，可以持续增加或者缩小数值以供本领 域技术人员参考识别。
实际实施时：
承台拱座施工采用先清基后平台围堰思路,桩基施工完成后，再搭设清基平台，清基至封底混凝土底，浇筑水下封底混凝土，分层抽水安装围檩支撑，施工承台及拱座。
本发明中孔钢梁桥体结构31和边孔钢梁桥体结构32安装采用浮吊吊装施工工艺；西侧钢梁通过在西岸设置码头，通过浮船运输至设计位置；东侧钢梁通过在东岸设置码头，通过浮船运输至设计位置；钢梁桥体结构3安装首先采用1台610t浮吊进行各个单体中孔钢梁安装，再进行拱肋横梁44施工，拱肋横梁44安装完成后，在上拱肋41安装过程中穿插采用2台610t浮吊进行各个单体边孔钢梁安装；
拱肋安装利用2台610t浮吊进行；并且在中孔设置通航孔，保证浮吊和浮船南北侧通行，拱肋先安装风撑和拱顶G8-G11段拱肋，再由下向上依次安装G1-G6段拱肋，最后G7段设置合拢段；边孔下拱肋42下端和中跨混凝土段采用支架现浇施工；
辅助孔的成型也就是(现浇箱梁桥体结构33的成型)采用膺架现浇施工。
吊索利用80t汽车吊在桥面进行安装，首先利用放索盘配合吊机牵引将索头牵引至吊索预留孔下放，再利用手拉葫芦辅助牵引至设计位置，进行张拉；系杆安装利用吊机配合卷扬机牵引；系杆和吊杆安装到位后，根据设计单位和监控单位要求，分批次张拉。
在进行主墩拱座2施工时：
因为本发明的主墩拱座2为底面六边形，并由钢骨混凝土构成的异型结构，主墩拱座2内设置3片钢骨架，并采用工字钢进行连接，底部采用PBL键的形式固定于支撑承台12之内；主墩拱座2表面设置3层钢筋，内部设置架立钢筋间距60×60cm；主墩拱座2混凝土为C55抗冻混凝土，方量为1680m3。
具体施工时，先进行施工准备，随后进行拱座钢骨架21安装，进行支撑承台12浇筑，支撑承台12浇筑分两次浇筑，第一次浇筑形成底部支撑承台12，拱座钢骨架21安装在底部支撑承台12上，到达设定时间后，随后对底部支撑承台12进行顶面凿毛处理，随后进行上部支撑承台12的浇筑操作，在支撑承台12二次浇筑完成后，到达设定时间后，对上部支撑承台12进行凿毛处理；同时在拱座钢骨架21周边布置拱座钢筋以及模板，进行主墩拱座2下部的一次浇筑；浇筑完成后，待该一次浇筑形成的底层拱座混凝土221达到拆模强度，对底层拱座混凝土221顶面进行凿毛处理，拆除拱座下部拱座模板，并对拱座上部的拱座钢筋、拱座模板进行布置，同时安装拱肋钢骨架223，安装完毕后，进行主墩拱座2的上部拱座混凝土222浇筑，最终形成完整的拱座混凝土22结构。
以本次实施例而言；第一次拱座混凝土浇筑高度是(0-5m)；第二次浇筑高度是(5-11.7m)；拱座模板为定型钢模。
常规浇筑步骤为：
第一步：拱座钢骨架21安装；
第二步：承台二次浇筑完成，承台顶面混凝土凿毛；
第三步：拱座钢筋、模板(0-5m)安装，随后进行底层拱座混凝土的(0-5m)浇筑；
第四步：待底层拱座混凝土221达到拆模强度，底层拱座混凝土221顶面凿毛，拆除(0-5m)拱座模板，拱座钢筋、模板(5-11.7m)、拱肋型钢安装，进行上部拱座混凝土222(5-11.7m)浇筑。
支撑承台12施工前在支撑承台12内预埋拱座钢骨架21及拱座预埋钢筋。承台浇筑完成后填筑承台与围堰间空隙上部填充50cm混凝土；拆除第二、三层围堰支撑，后续施工主墩拱座2。
另外，在实际实施时，
在河滩上钢构件厂组拼完成单片骨架，采用平板运输车通过栈桥运至桥位处，骨架采用方木支垫平整防止变形；再通过610t浮吊进行吊装或150t履带吊进行双机抬吊；12号墩拱座钢骨架21155t，13号墩拱座154t，由于围堰支撑从拱座中心穿过，导致预埋件无法整体吊装，所以骨架分三次吊装；每次吊装1片单独的型钢骨架(最重46t)；提前在混凝土进行定位并对混凝土进行找平；预埋I20a工字钢定位架，将拱座骨架吊装至型钢定位架上与工字钢焊接成整体，并安装缆风绳，保证预埋件位置准确；在拱座钢骨架21底30cm位置安装工字钢平联，利用千斤顶进行拱座型钢骨架精确定位。
桥体结构3架设施工时：
在本发明中中孔钢梁桥体结构31和边孔钢梁桥体结构32为钢箱梁桥体，钢箱梁安装采用“原位支架+浮吊分节吊装”施工方法；在河道两岸分别设置钢箱梁加工场和喂梁码头，板单元运至加工场加工成梁段后由模块车运至喂梁码头；梁段在码头由浮吊吊送至运梁浮箱，运梁浮箱通过牵引船牵引至桥位处；浮吊就位后取梁，吊装钢箱梁。
在中孔段Z11’、Z12’、Z11、Z12梁段处设置净空15.18m的通航孔，方便1、2#浮吊和北侧钢箱梁由通航孔通过。
箱梁钢管支架采用120t振动锤插打至卵石层，共配备两台30t浮吊负责插打钢管桩，1台80t浮吊、1台610t浮吊负责安装相关横梁和分配梁。
在本发明中所述吊索结构还包括系杆；所述系杆贯穿中孔钢梁桥体结构和边孔钢梁桥体 结构布置；每个所述系杆两端分别连接在现浇箱梁桥体结构上；系杆的设置，是为了保证桥体结构的整体性，同时更好的保证拱座结构的整体性。
在本发明中吊索结构施工时：
在进行吊索结构进行施工时：待拱肋梁合拢后，进行系杆张拉，要求系杆张拉至一期索力；随后对吊索结构中的吊杆进行张拉，由拱肋梁端部向中部对称张拉各个吊杆使其至一期吊杆索力；再次进行系杆张拉，使得系杆被张拉至二期索力；然后再次进行吊杆张拉，由拱肋梁端部向中部对称张拉各个吊杆使其至二期吊杆成索力；最后张拉各个系杆使其张拉至成桥索力。
第一步：待拱肋梁合拢后，进行系杆张拉；对称张拉吊杆至一期索力(1290KN)；拆除拱肋桥面以上支架；
第二步：由边到中对称张拉吊杆至一期吊杆索力(550KN)(两拱肋吊杆51应对称、同步张拉，每次8根吊杆51对称同步张拉)；然后张拉系杆至二期索力(2580KN)；随后再由边到中对称张拉吊杆至成桥索力(两拱肋吊杆51应对称、同步张拉，每次8根吊杆51对称同步张拉)；
第三步：对称同步张拉系杆至成桥索力(4300KN)；拆除梁体支架。
在本发明中现浇箱梁桥体结构33施工时；
在现浇箱梁桥体结构33两端分别有过渡墩和辅助墩，该过渡墩和辅助墩属于现有结构，不再赘述；
在实际布置时；大桥主桥两侧过渡墩和辅助墩间及辅助墩与主墩间12.2m处分别设置了一孔现浇箱梁，该跨箱梁为双幅单箱四室现浇箱梁，梁宽21m-24m，梁高3.5m。
该孔现浇箱梁，采用膺架法进行现浇箱梁施工；膺架基础采用1m钻孔灌注桩，其上设置φ820mm×12mm及3拼63a工字钢+贝雷片进行设计，钢管桩间设置槽钢连接，确保支架稳定。
在本发明中拱肋结构4施工时：
主要包括两个上拱肋41、四个下拱肋42，每个下拱肋42分为边孔拱肋422和中孔拱肋421；同时拱肋结构4还包括风撑结构43；下拱肋42分中孔拱肋421和边孔拱肋422两部分，中孔拱肋421和边孔拱肋422与主墩拱座2固结为一体；其中中孔拱肋421跨径300米，中线矢高75米，横向倾角73度，上拱肋41采用钢箱结构，中孔拱肋421采用钢筋混凝土箱形结构；边孔拱肋422采用混凝土箱形结构，下端接主墩拱座2，上端接辅助墩横梁。
显然本发明具体实现并不受上述方式的限制，只要采用了本发明的方法构思和技术方案进行的各种非实质性的改进，均在本发明的保护范围之内。

Claims (10)

  1. 大跨度空间异形拱肋飞燕式提篮钢箱拱桥，其特征在于，包括主墩结构，所述主墩结构上连接有拱肋结构，所述拱肋结构上设有桥体结构；所述拱肋结构与桥体结构之间布置有吊索结构；
    所述主墩结构包括主墩基础，所述主墩基础包括支撑承台；所述支撑承台上设有主墩拱座；
    所述主墩拱座包括拱座钢骨架和浇筑在拱座钢骨架上的拱座混凝土；
    所述主墩结构还包括承台桩基；所述承台桩基布置在支撑承台下方；
    所述拱肋结构包括两个相对布置拱肋梁，所述拱肋梁包括上拱肋，所述上拱肋两端分别连接有一个主墩结构；
    两个所述上拱肋上端中部区域通过风撑结构相连接；
    所述拱肋梁还包括下拱肋；所述上拱肋两端分别通过下拱肋与对应主墩结构相连接；
    所述下拱肋包括设置在主墩拱座上的中孔拱肋和边孔拱肋；所述中孔拱肋一端与主墩拱座相连接，另一端与上拱肋相连接；
    所述中孔拱肋包括底部拱肋和桥接拱肋；所述桥接拱肋为钢混结合段；所述桥接拱肋通过底部拱肋与主墩拱座相连接；所述桥接拱肋与上拱肋对接；
    所述拱肋结构还包括拱肋横梁，所述拱肋横梁布置在两个拱肋梁之间区域；
    所述拱肋结构包括两个拱肋横梁；两个所述拱肋横梁分布在拱肋梁两端；所述拱肋横梁与桥体结构相连接；
    所述桥体结构包括中孔钢梁桥体结构和边孔钢梁桥体结构；在中孔钢梁桥体结构两端分别连接有一个边孔钢梁桥体结构；
    所述中孔钢梁桥体结构与边孔钢梁桥体结构对接处处于拱肋横梁上方；
    所述吊索结构包括吊杆，所述吊杆在拱肋结构上对称分布；并且两个所述上 拱肋上布置的吊杆数量相同，呈相对布置；
    所述桥体结构还包括现浇箱梁桥体结构；所述现浇箱梁桥体结构与边孔钢梁桥体结构对接；每个所述边孔钢梁桥体结构远离中孔钢梁桥体结构一侧设有现浇箱梁桥体结构。
  2. 根据权利要求1所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥，其特征在于，每个所述拱肋梁均为异型结构。
  3. 根据权利要求2所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥，其特征在于，每个所述拱肋梁中的上拱肋包括F风撑段、E连接段、D吊杆分箱室段、C无索区段以及B过渡段；所述F风撑段和E连接段为单箱单室式钢箱结构；所述D吊杆分箱室段和、C无索区段为单项双室钢箱结构；所述上拱肋采用钢箱结构，所述下拱肋采用混凝土箱形结构；所述上拱肋包括多个单体上拱肋；相邻单体上拱肋端部对接；上拱肋在实际安装架设时；分为预先安装段、底部安装段以及合拢连接段；预先安装段连接有风撑结构，该段最先架设；随后安装连接在边孔拱肋上的底部安装段；最后安装布置在预先安装段与底部安装段之间的合拢连接段。
  4. 一种如权利要求1-3任一项所述大跨度空间异形拱肋飞燕式提篮钢箱拱桥的快速施工方法，其特征在于，所述快速施工方法包括如下步骤：
    步骤A：确定施工场地，并且划分施工场地；
    步骤B：确定拱桥架设区域主墩结构的布置位置；并基于上述布置位置对主墩结构中的主墩基础进行施工操作；随后在主墩基础上进行主墩拱座的施工；在进行主墩拱座施工的同时，对桥体结构中的中孔钢梁桥体结构进行架设；
    步骤C：步骤B完成后，对拱肋结构中的下拱肋进行施工；
    步骤D：在步骤C完成后，进行边孔钢梁桥体结构架设，在边孔钢梁桥体结构设 定区域架设完成后，进行现浇箱梁桥体结构的浇筑施工；另外，要求在进行边孔钢梁桥体结构架设时，对拱肋结构中的上拱肋进行施工操作；
    步骤E：步骤D完成后，进行吊索结构的安装施工；
    步骤F：步骤E完成后，一个大跨度空间异形拱肋飞燕式提篮钢箱拱桥大体结构已经施工完成。
  5. 根据权利要求4所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，其特征在于，所述步骤B中主墩基础施工主要包括如下步骤：
    步骤1：初始清基：先采用现有设备进行基坑初始清基操作，保证清基底标高及清基范围符合设计要求；
    步骤2：进行承台桩基和锁扣钢管桩围堰施工：通过架设栈桥和钻孔平台实现承台桩基和锁扣钢管桩围堰的施工，锁扣钢管桩围堰包括钢管桩结构；
    步骤3：临时支撑结构架设；步骤2完成后，在钢管桩结构上端设置临时支撑结构；
    步骤4：二次清基；在步骤3完成后，对围堰内部再次进行清基操作；此次清基要求清基到设定位置；
    步骤5：浇筑封底混凝土：在步骤4再次清基完成后，在围堰底部浇筑封底混凝土；
    步骤6：圈梁架设；在步骤5完成后，在钢管桩结构内部架设支撑圈梁结构；支撑圈梁结构主要包括三层圈梁结构，分别为第一层圈梁、第二层圈梁以及第三层圈梁；在钢管桩结构内部由下至上依次架设第三层圈梁、第二层圈梁以及第一层圈梁；
    步骤7：承台施工；步骤6完成后，抽离围堰基坑内的全部水液进行圈梁支垫；并拆除围堰内的各个钢护筒；随后进行支撑承台施工操作。
  6. 根据权利要求3所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，其特征在于，所述步骤B中主墩拱座施工主要包括如下步骤：
    步骤一：在支撑承台上安装拱座钢骨架以及拱座钢筋；
    步骤二：在支撑承台上浇筑拱座混凝土；
    步骤三：步骤二完成后，一个主墩拱座施工完成；可重复步骤一至步骤二实现多个主墩拱座的施工操作。
  7. 根据权利要求6所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，其特征在于，所述支撑承台浇筑时采用一次或者多次浇筑；所述拱座混凝土浇筑时也采用一次或者多次浇筑；在进行主墩拱座施工时，要求主墩拱座的承台桩基与围堰清基协调施工；同时当支撑承台采用多次浇筑时，要求在支撑承台第一次浇筑完成后形成底部支撑承台，在底部支撑承台上安装拱座钢骨架；随后进而第二次支撑承台的浇筑；当支撑承台采用一次浇筑成型时，要求预先安装拱座钢骨架，再进行支撑承台的浇筑。
  8. 根据权利要求6所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，其特征在于，所述主墩拱座施工完毕后，向围堰内部注入水液，形成回填水。
  9. 根据权利要求4所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，其特征在于，所述中孔钢梁桥体结构包括多个单体中孔钢梁；相邻单体中孔钢梁依次拼接；所述边孔钢梁桥体结构包括多个单体边孔钢梁；相邻单体边孔钢梁依次连接；在边孔钢梁桥体结构架设时要求最靠近现浇箱梁桥体结构的一段单体边孔钢梁与现浇箱梁桥体结构组成钢混组合段。
  10. 根据权利要求4所述的大跨度空间异形拱肋飞燕式提篮钢箱拱桥的施工方法，其特征在于，所述吊索结构还包括系杆；所述系杆贯穿中孔钢梁桥体 结构和边孔钢梁桥体结构布置；每个所述系杆两端分别连接在现浇箱梁桥体结构上；在进行吊索结构进行施工时：待拱肋梁合拢后，进行系杆张拉，要求系杆张拉至一期索力；随后对吊索结构中的吊杆进行张拉，由拱肋梁端部向中部对称张拉各个吊杆使其至一期吊杆索力；再次进行系杆张拉，使得系杆被张拉至二期索力；然后再次进行吊杆张拉，由拱肋梁端部向中部对称张拉各个吊杆使其至二期吊杆成索力；最后张拉各个系杆使其张拉至成桥索力。
PCT/CN2022/094063 2022-03-30 2022-05-20 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法 Ceased WO2023184679A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
DE112022001701.5T DE112022001701T5 (de) 2022-03-30 2022-05-20 Korbförmige Stahlkastenbogenbrücke im Schwalbenstil mit großer Spannweite und speziell geformten Bogenrippen und ihre schnelle Konstruktionsmethode

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202210332459.6 2022-03-30
CN202210332459.6A CN114457668B (zh) 2022-03-30 2022-03-30 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法

Publications (1)

Publication Number Publication Date
WO2023184679A1 true WO2023184679A1 (zh) 2023-10-05

Family

ID=81416804

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2022/094063 Ceased WO2023184679A1 (zh) 2022-03-30 2022-05-20 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法

Country Status (3)

Country Link
CN (1) CN114457668B (zh)
DE (1) DE112022001701T5 (zh)
WO (1) WO2023184679A1 (zh)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN119243595A (zh) * 2024-11-15 2025-01-03 中铁一局集团有限公司 一种支架法分段安装跨越河道的钢梁及拱肋的施工方法

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114457668B (zh) * 2022-03-30 2023-06-16 中铁上海工程局集团有限公司 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法
CN115787505B (zh) * 2022-12-20 2023-12-12 中铁上海工程局集团有限公司 一种飞燕式拱桥下拱肋的施工方法
CN117026772B (zh) * 2023-07-31 2024-10-11 济南城建集团有限公司 一种钢箱提篮拱桥空间网状风撑结构及施工方法
CN119083284A (zh) * 2024-09-30 2024-12-06 北京市市政工程设计研究总院有限公司 一种拱桥结构及其施工方法

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003027429A (ja) * 2001-07-18 2003-01-29 Sumitomo Constr Co Ltd アーチリブの架設方法
CN108660903A (zh) * 2018-06-20 2018-10-16 安徽省交通建设股份有限公司 钢管混凝土拱桥及施工方法
CN109898400A (zh) * 2019-04-09 2019-06-18 江苏交通工程咨询监理有限公司 单叶双曲面状变截面钢管混凝土空间桁架拱肋的大跨拱桥
CN211815489U (zh) * 2019-11-27 2020-10-30 徐文平 一种带有自锚悬索体系的超大跨径飞燕式钢管混凝土拱桥
CN112049019A (zh) * 2020-09-14 2020-12-08 安徽省交通建设股份有限公司 复杂三维变截面拱肋精确安装结构及施工方法
CN114457668A (zh) * 2022-03-30 2022-05-10 中铁上海工程局集团有限公司 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102677582B (zh) * 2011-12-16 2014-10-29 中铁大桥勘测设计院集团有限公司 拱梁间为部分刚性连接形式的中承式系杆拱桥
CN102425119A (zh) * 2011-12-28 2012-04-25 中铁十九局集团有限公司 预应力混凝土下承式系杆拱桥的构建方法
CN204435195U (zh) * 2014-12-31 2015-07-01 天津城建设计院有限公司 一种立面非对称空间拱轴线拱桥结构
CN106939553B (zh) * 2016-01-05 2018-10-26 宏润建设集团股份有限公司 一种钢桥面和钢箱拱肋安装方法
CN106012864B (zh) * 2016-07-27 2017-10-13 中铁上海工程局集团有限公司 一种桥梁拱肋整体提升安装的方法
KR102194380B1 (ko) * 2019-09-27 2020-12-24 유영찬 아치리브에 인장력이 주된 단면력으로 작용하는 연속아치교 및 그 시공방법
CN111335142A (zh) * 2020-03-31 2020-06-26 淮安市公路事业发展中心 自锚式斜拉系杆拱桥
CN114108666B (zh) * 2021-11-24 2023-01-24 中铁上海工程局集团有限公司 一种胶结卵石地质围堰施工方法以及围堰结构

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003027429A (ja) * 2001-07-18 2003-01-29 Sumitomo Constr Co Ltd アーチリブの架設方法
CN108660903A (zh) * 2018-06-20 2018-10-16 安徽省交通建设股份有限公司 钢管混凝土拱桥及施工方法
CN109898400A (zh) * 2019-04-09 2019-06-18 江苏交通工程咨询监理有限公司 单叶双曲面状变截面钢管混凝土空间桁架拱肋的大跨拱桥
CN211815489U (zh) * 2019-11-27 2020-10-30 徐文平 一种带有自锚悬索体系的超大跨径飞燕式钢管混凝土拱桥
CN112049019A (zh) * 2020-09-14 2020-12-08 安徽省交通建设股份有限公司 复杂三维变截面拱肋精确安装结构及施工方法
CN114457668A (zh) * 2022-03-30 2022-05-10 中铁上海工程局集团有限公司 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN119243595A (zh) * 2024-11-15 2025-01-03 中铁一局集团有限公司 一种支架法分段安装跨越河道的钢梁及拱肋的施工方法

Also Published As

Publication number Publication date
CN114457668A (zh) 2022-05-10
DE112022001701T5 (de) 2024-01-18
CN114457668B (zh) 2023-06-16

Similar Documents

Publication Publication Date Title
WO2023184679A1 (zh) 大跨度空间异形拱肋飞燕式提篮钢箱拱桥及快速施工方法
CN106758841B (zh) 一种双塔双索面矮塔斜拉桥的整体施工工艺
CN106223360A (zh) 采用桩撑支护体系的明挖装配整体式结构地铁站施工方法
CN111364350A (zh) 一种大挑臂快速安装的轻型钢-砼组合盖梁
CN104404887B (zh) 一种大跨度钢管拱桥无支架吊装工艺
CN105088957A (zh) 斜拉桥混凝土压重箱梁现浇支架水中钢混组合桩施工方法
CN116677003A (zh) 一种海上桥梁高桩承台的施工工艺
CN112962416A (zh) 一种适用于山区建造的钢板梁桥及其施工方法
CN115387378A (zh) 基于叠合侧墙及楼板简支的半无柱装配式车站及其方法
CN110055984B (zh) 双壁异型钢围堰下放施工方法
CN220927778U (zh) 一种用于深水岩溶地质的大直径桩基作业平台
JP2004285735A (ja) トラス枠を用いた仮設桟橋の施工方法
CN114922132B (zh) 一种基于组合斜桩的高桩码头上部结构部品化施工方法
CN116122325A (zh) 一种装配式高桩码头施工方法
CN115324104A (zh) 永临结合的装配式车站及其施工方法
CN113106833A (zh) 一种异形人行景观桥结构及其施工方法
CN218933170U (zh) 一种组合围堰
JP2002364004A (ja) 水中基礎の設置方法
CN111608085A (zh) 一种全焊钢桁梁渡槽架设方法
CN214574092U (zh) 潮水中承台混凝土预制拼装封底结构
CN115852999A (zh) 一种组合围堰及组合围堰的施工方法
CN115748462A (zh) 一种小半径曲线现浇箱梁施工方法
CN108505449A (zh) 一种钢管混凝土拱桥水中支架吊装体系的施工方法
CN115928682A (zh) 一种模块化钻孔平台及施工方法
CN115354739A (zh) 一种永临结合地下室结构及其施工方法

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 22934504

Country of ref document: EP

Kind code of ref document: A1

WWE Wipo information: entry into national phase

Ref document number: 112022001701

Country of ref document: DE

122 Ep: pct application non-entry in european phase

Ref document number: 22934504

Country of ref document: EP

Kind code of ref document: A1