Construction method of deep-cut gorge long-span cable-stayed bridge

Abstract

The application provides a construction method of a deep-cut canyon long-span cable-stayed bridge, a temporary fastening tower is arranged on a pier top beam surface of an auxiliary pier, the fastening tower is connected with side spans and secondary side spans through temporary fastening cables to form a stable structure system, and a side span closure section is cancelled. In the construction stage, the construction organization is optimized, the construction flow is optimized to be in the order of'side span-secondary side span-0# and 1# beam sections-middle span', the 0# and 1# beam section construction is overlapped with the cable tower construction, the standard section adopts integral steel beam splicing, the construction period of the standard section is shortened, and the key line of the upper structure construction is shortened as a whole. The construction period of the long-span cable-stayed bridge is shortened, the installation time is shortened, the accuracy is high, and the long-span cable-stayed bridge construction under different conditions can be adapted. The application has the advantages of simple structure, reliability, convenient operation, accelerated installation speed, standardized, normalized and safe construction of the same type of cable-stayed bridge.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of civil engineering bridges, and in particular to a construction method for a deep-gorge large-span cable-stayed bridge. BACKGROUND

[0002] In China, the terrain in the northwest, southwest, southeast and northeast regions is complex, and there are many "two mountains plus one river" terrains. In these regions, a one-span-over-river design concept is often used for bridge construction, and a large-span suspension bridge or a cable-stayed bridge is usually designed. For the suspension bridge and the cable-stayed bridge with the same span, the former has a higher cost, more complex construction and a longer construction period, and the latter has a relatively low cost. For the design of the cable-stayed bridge, a steel-concrete composite girder is currently implemented, which has a lighter weight than a concrete girder segment and a faster construction speed. The main girder upper structure is usually constructed by using a symmetrical suspension splicing or a symmetrical suspension pouring method. The feeding beam method is to hoist the tower to the beam surface, transfer it to the feeding beam end of the bridge deck crane, and then assemble it by using the bridge deck crane. For the construction of a large-span cable-stayed bridge with a tight construction period, especially in the northwest and northeast regions, the effective operation time is short, and the construction period is more nervous. The construction period is longer by using the conventional symmetrical suspension splicing process. In the complex terrain conditions such as mountainous areas, it is difficult to build a road and transport the upper structure components, which further restricts the bridge construction period.

[0003] In addition, for the construction of a large-span cable-stayed bridge in the above-mentioned regions, the cable tower is generally more than 100 meters high, and even as high as 300-400 meters. The tower is constructed first, and then the main girder is constructed. The tower construction occupies the key line. At present, how to optimize the structure design, the construction organization and the process is considered, and a construction method for a deep-gorge large-span cable-stayed bridge is proposed. SUMMARY

[0004] The main purpose of the present application is to provide a construction method for a deep-gorge large-span cable-stayed bridge, which solves the problems in the background art.

[0005] To solve the above technical problems, the technical solution adopted by the present application is as follows:

[0006] S1, pile foundations, pile caps, transition piers and pier columns on both sides of the gorge are constructed by using a conventional process, and a starting section of the cable tower is also constructed;

[0007] S2, the upper structure of the side span cast-in-place beam and the side span cast-in-place beam support are installed, the segmental steel beam of the steel-concrete structure section is installed, the concrete of the side span and the upper structure of the approach bridge is poured, and the cable tower is simultaneously constructed to the cable tower a section;

[0008] S3, a temporary tower fastening and a bridge deck crane are installed, and the cable tower is simultaneously constructed to the cable tower a+b section;

[0009] S4, the first pair of temporary stay cables of the temporary tower fastening are installed and initially tensioned, the tensioning is performed according to the designed cable force, and the cable tower is simultaneously constructed to the cable tower a+b+c section;

[0010] S5, installing the first N-0# beam segment by the bridge deck crane, constructing the second pair of temporary stay cables, and synchronously constructing the cable tower to the cable tower a+b+c+d segment;

[0011] S6, repeating the above steps S3~S5, constructing the completed beam segment to the 1# beam segment, constructing the Mth pair of temporary stay cables, and synchronously constructing the cable tower to the cable tower a+b+c+d+e segment, while installing the beam segment support;

[0012] S7, moving the bridge deck crane forward, installing and constructing the 1# and 0# beam segments, constructing the tower beam temporary consolidation, and synchronously constructing the cable tower to the cable tower a+b+c+d+e+f segment to the top;

[0013] S8, moving the bridge deck crane forward, installing and constructing the 2# beam segment, constructing the first pair of permanent stay cables, and removing the Mth pair of temporary stay cables;

[0014] S9, moving the bridge deck crane forward, installing and constructing the 3# beam segment, constructing the second pair of permanent stay cables, and removing the M-1th pair of temporary stay cables;

[0015] S10, repeating the above steps S8~S9, constructing to the second N-0# beam segment, constructing the N-0-1th pair of permanent stay cables, and removing the first pair of temporary stay cables, and removing the temporary tower;

[0016] S11, moving the bridge deck crane forward, installing and constructing the N-0+1 beam segment, and constructing the N-0th pair of permanent stay cables;

[0017] S12, repeating the above step S11 until the N# beam segment is constructed, and constructing the N-1th pair of permanent stay cables;

[0018] S13, moving the bridge deck crane forward, installing and constructing the midspan closure beam segment, completing the midspan closure, and removing the side span cast-in-place beam support;

[0019] S14, removing the tower beam temporary consolidation, removing the beam segment support and the bridge deck crane, cleaning the bridge deck temporary load, constructing the bridge deck system and the auxiliary works, adjusting the stay cables of the whole bridge, conducting the whole bridge load test, and driving the whole bridge.

[0020] Preferably, the total height of the cable tower = the height of the initial segment of the cable tower + the height of the standard segment of the cable tower.

[0021] Preferably, N is the total number of segmentations of the upper structure of the single tower of the cable-stayed bridge.

[0022] O is the beam segment of the secondary side span of the single tower of the cable-stayed bridge.

[0023] M is the total number of temporary stay cables of the temporary tower.

[0024] Preferably, in a complex terrain area, the upper structure member is transported through the beam transportation channel of the bridge head to the side span-secondary side span-midspan for beam feeding.

[0025] Preferably, the beam segment support is used for the construction support of the 1# and 0# beam segments, the beam segment support is overlapped with the cable tower construction, and is extended to the subsequent beam segment for support.

[0026] Preferably, after the steel beam and the bridge deck plate are combined in the prefabrication yard, the whole beam segment is installed, and the bridge deck plate wet joint at the segment connection is constructed in the mode of multiple segments in the whole construction according to the in-service monitoring of the cable-stayed bridge.

[0027] Preferably, the construction sequence of the bridge deck plate, the wet joint pouring and the beam segment steel beam installation process is adjusted according to the monitoring instruction of the cable-stayed bridge during construction.

[0028] Preferably, the cable of the temporary tower is a steel strand and parallel steel wire structure.

[0029] The cable of the temporary tower is universal with the permanent cable.

[0030] The application provides a construction method of a deep-cut canyon large-span cable-stayed bridge.

[0031] 1. The construction period of the large-span cable-stayed bridge is shortened, the installation time is shortened, the accuracy is high, the large-span cable-stayed bridge construction under different conditions can be adapted, the structure is simple, reliable and convenient to operate, the installation speed is accelerated, the construction standardization, standardization and safety of the same type of cable-stayed bridge are realized.

[0032] 2. Safety: the structure and method are simple to operate, have less high-altitude operation, high construction speed, high accuracy and high safety performance.

[0033] 3. Economy: the device and method reduce the road construction and component transportation work, can save equipment investment, and can effectively reduce the construction cost.

[0034] 4. Short construction period: the multiple overlapping construction processes optimize the construction organization and shorten the construction period.

[0035] 5. Reliable structure: the structure system is stable in each stage of the whole superstructure construction.

[0036] 6. Wide application range: the method can be used for the superstructure construction of the same type of cable-stayed bridge. BRIEF DESCRIPTION OF DRAWINGS

[0037] The application will be further described in combination with the drawings and examples:

[0038] Figure 1 is a schematic diagram of the bridge arrangement of the application;

[0039] Figure 2 is a schematic diagram of step one of the application;

[0040] Figure 3 is the schematic diagram of step two of the present application;

[0041] Figure 4 is the schematic diagram of step three of the present application;

[0042] Figure 5 is the schematic diagram of step four of the present application;

[0043] Figure 6 is the schematic diagram of step five of the present application;

[0044] Figure 7 is the schematic diagram of step six of the present application;

[0045] Figure 8 is the schematic diagram of step seven of the present application;

[0046] Figure 9 is the schematic diagram of step eight of the present application;

[0047] Figure 10 is the schematic diagram of step nine of the present application;

[0048] Figure 11 is the schematic diagram of step ten of the present application;

[0049] Figure 12 is the schematic diagram of step eleven of the present application;

[0050] Figure 13 is the schematic diagram of step twelve of the present application;

[0051] Figure 14 is the schematic diagram of step thirteen of the present application;

[0052] In the figure: main girder 1; side span cast-in-situ girder 101; side span cast-in-situ girder support 1011; steel-concrete structure section 102; first N-0# girder section 103; 1# and 0# girder section 104; girder section support 1041; 2# girder section 105; 3# girder section 106; second N-0# girder section 107; N-0+1# girder section 108; N# girder section 109; midspan closure girder section 110; temporary buckle tower 2; first pair of temporary stay cables 201; second pair of temporary stay cables 202; Mth pair of temporary stay cables 203; M-1th pair of temporary stay cables 204; permanent stay cable 3; first pair of permanent stay cables 301; second pair of permanent stay cables 302; N-0-1th pair of permanent stay cables 303; N-0th pair of permanent stay cables 304; N-1th pair of permanent stay cables 305; cable tower 4; cable tower starting section 401; cable tower a section 402; cable tower a+b section 403; cable tower a+b+c section 404; cable tower a+b+c+d section 405; cable tower a+b+c+d+e section 406; cable tower a+b+c+d+e+f section 407; bridge deck crane 5. DETAILED DESCRIPTION

[0053] Example 1

[0054] like Figures 1-14 As shown, a method for constructing a long-span cable-stayed bridge across a deep canyon includes the following steps:

[0055] Step 1: Construct the pile foundations, pile caps, transition piers, and auxiliary piers on both sides of the canyon using conventional techniques, while simultaneously constructing the starting section 401 of the cable tower 4.

[0056] Step 2: Install the superstructure of the side span cast-in-place beam 101 and the side span cast-in-place beam support 1011, install the segmental steel beams of the steel-concrete structure section 102, pour the concrete for the side span and the superstructure of the approach bridge, and construct the pylon 4 simultaneously up to the pylon a segment 402.

[0057] Step 3: Install temporary anchor tower 2 and bridge deck crane 5, and simultaneously construct tower 4 up to tower a+b segment 403;

[0058] Step 4: Install the first pair of temporary stay cables 201 of the temporary tower 2 and initially tension them. Tension them according to the design cable force. Simultaneously construct tower 4 to the a+b+c segment 404 of the tower.

[0059] Step 5: Install the first N-0# beam segment 103 using the bridge deck crane 5, construct the second pair of temporary cable stays 202, and simultaneously construct the tower 4 up to the tower a+b+c+d segment 405;

[0060] Step 6: Repeat steps S3 to S5 above. After the construction is completed up to the front beam segment of beam segment 1, construct the Mth pair of temporary stay cables 203. Simultaneously construct tower 4 up to tower a+b+c+d+e segment 406, and install beam segment support 1041 at the same time.

[0061] Step 7: Move bridge deck crane 5 forward to install and construct beam segments 104 of No. 1 and No. 0, temporarily fix the tower beams, and simultaneously construct tower 4 until the a+b+c+d+e+f segments of tower 407 are capped.

[0062] Step 8: Move bridge deck crane 5 forward, install construction beam segment 105 (2nd beam), construct the first pair of permanent stay cables 301, and release the Mth pair of temporary stay cables 203;

[0063] Step 9: Move bridge deck crane 5 forward, install construction beam segment 106 (No. 3), construct the second pair of permanent stay cables 302, and release the M-1 pair of temporary stay cables 204;

[0064] Step 10: Repeat steps S8 to S9 above, construct up to the second N-0# beam segment 107, construct the N-0-1 pair of permanent stay cables 303, release the first pair of temporary stay cables 201, and dismantle the temporary tower 2;

[0065] Step eleven, the bridge deck crane 5 moves forward, installs the construction N-0+1 beam segment 108, and constructs the N-0 pair of permanent cable 304;

[0066] Step twelve, repeat the above step S11 until the construction of N# beam segment 109 is completed, and the N-1 pair of permanent cable 305 is constructed;

[0067] Step thirteen, the bridge deck crane 5 moves forward, installs the construction midspan closure beam segment 110, completes the midspan closure, and removes the side span cast-in-place beam support 1011;

[0068] Step fourteen, the tower beam temporary consolidation is released, the beam segment support 1041 and the bridge deck crane 5 are removed, the bridge deck temporary load is cleaned, the bridge deck system and the auxiliary project are constructed, the whole bridge is adjusted, and the whole bridge load test is conducted.

[0069] Preferably, the total height of the cable tower 4 is equal to the height of the starting segment 401 of the cable tower + a + b + c + d + e + f* the height of the standard segment of the cable tower.

[0070] Preferably, N is the total number of segmented upper structure of the single tower of the cable-stayed bridge.

[0071] O is the beam segment of the secondary side span of the single tower of the cable-stayed bridge.

[0072] M is the total number of temporary cable of the temporary tower.

[0073] Preferably, in the complex terrain area, the upper structure member is transported through the beam transportation channel of the bridge head to the side span-secondary side span-middle span for beam feeding.

[0074] Preferably, the upper structure can be a concrete beam, a composite beam, or a composite beam structure.

[0075] Preferably, the temporary tower 2 is a reinforced concrete structure and a steel structure.

[0076] Preferably, the beam segment support 1041 is used for the construction support of the 1# and 0# beam segments 104, the beam segment support 1041 is overlapped with the construction of the cable tower 4, and is extended to the subsequent beam segment for support.

[0077] Preferably, after the steel beam and the bridge deck are combined in the prefabrication yard, the entire beam segment is installed, and the wet joint of the bridge deck at the segment connection is monitored according to the internal force of the cable-stayed bridge during the construction period, and is adopted in the manner of multiple segment overall construction.

[0078] Preferably, the construction sequence of the bridge deck, the wet joint pouring, and the beam segment steel beam installation process is adjusted according to the monitoring instruction of the cable-stayed bridge during the construction period.

[0079] Preferably, the cable of the temporary tower 2 is a steel strand and a parallel steel wire structure.

[0080] The cable of the temporary tower 2 is universal with the permanent cable 3.

[0081] The optimization structure system realizes the synchronous construction of the tower and the beam, the synchronous completion of the tower and the beam, and further shortens the construction period.

[0082] The bridge deck slab and the wet joint concrete can be ordinary concrete and high-performance concrete.

[0083] The application can be expanded to be applied to multi-tower cable-stayed bridges.

[0084] The above-mentioned embodiments are only preferred technical solutions of the application, and should not be regarded as a limitation of the application, and the protection scope of the application should be based on the technical solutions recorded in the claims, including the equivalent replacement solutions of the technical features recorded in the claims as the protection scope. That is, the equivalent replacement improvement within this range is also within the protection scope of the application.

Claims

1. A method for constructing a long-span cable-stayed bridge in a deep-cut gorge, characterized in that: The method comprises the following steps: S1, pile foundations, pile caps, transition piers and pier columns on both sides of the canyon are constructed by a conventional process, and a starting section (401) of a cable tower (4) is also constructed; S2, an upper structure of a side span cast-in-place beam (101) and a side span cast-in-place beam support (1011) are installed, a segmental steel beam of a steel-concrete structure section (102) is installed, concrete of the side span and the upper structure of the approach bridge is poured, and the cable tower (4) is simultaneously constructed to a cable tower a section (402); S3, a temporary cable tower (2) and a bridge deck crane (5) are installed, and the cable tower (4) is simultaneously constructed to a cable tower a+b section (403); S4, a first pair of temporary stay cables (201) of the temporary cable tower (2) are installed and initially tensioned, and are tensioned according to a design cable force, and the cable tower (4) is simultaneously constructed to a cable tower a+b+c section (404); S5, an N-O# beam section (103) is installed by the bridge deck crane (5), a second pair of temporary stay cables (202) are constructed, and the cable tower (4) is simultaneously constructed to a cable tower a+b+c+d section (405); S6, the steps S3-S5 are repeated, a completed beam section before the 1# beam section is constructed, an Mth pair of temporary stay cables (203) are constructed, and the cable tower (4) is simultaneously constructed to a cable tower a+b+c+d+e section (406), and a beam section support (1041) is installed; S7, the bridge deck crane (5) is moved forward, the 1# and 0# beam sections (104) are installed and constructed, tower-beam temporary fixation is constructed, and the cable tower (4) is simultaneously constructed to a cable tower a+b+c+d+e+f section (407) and is capped; S8, the bridge deck crane (5) is moved forward, a 2# beam section (105) is installed and constructed, a first pair of permanent stay cables (301) are constructed, and the Mth pair of temporary stay cables (203) are removed; S9, the bridge deck crane (5) is moved forward, a 3# beam section (106) is installed and constructed, a second pair of permanent stay cables (302) are constructed, and the M-1th pair of temporary stay cables (204) are removed; S10, the steps S8-S9 are repeated, a second N-O# beam section (107) is constructed, an N-O-1th pair of permanent stay cables (303) are constructed, the first pair of temporary stay cables (201) are removed, and the temporary cable tower (2) is removed; S11, the bridge deck crane (5) is moved forward, an N-O+1th beam section (108) is installed and constructed, and an N-Oth pair of permanent stay cables (304) are constructed; S12, the step S11 is repeated until an N# beam section (109) is constructed, and an N-1th pair of permanent stay cables (305) are constructed; S13, the bridge deck crane (5) is moved forward, a midspan closure beam section (110) is installed and constructed, midspan closure is completed, and the side span cast-in-place beam support (1011) is removed; S14, tower-beam temporary fixation is removed, the beam section support (1041) and the bridge deck crane (5) are removed, the bridge deck temporary load is cleaned, a bridge deck system and auxiliary projects are constructed, the bridge is adjusted, the bridge is load tested, and the bridge is opened to traffic; N is the total number of sectioning of the upper structure of a single tower of the cable-stayed bridge; O is a beam section of a minor side span of the cable-stayed bridge; M is the total number of temporary stay cables of the temporary cable tower.

2. The method for constructing a long-span cable-stayed bridge in a deep-cut gorge according to claim 1, characterized in that: The total height of the cable tower (4) = the height of the initial section (401) of the cable tower + (a+b+c+d+e+f) * the height of the standard section of the cable tower.

3. The method of constructing a long-span cable-stayed bridge in a deep gorge according to claim 1, characterized in that: In the complex terrain area, the upper structure member is transported through the beam transportation channel of the bridge head to the side span-secondary side span-middle span for beam feeding.

4. The method of constructing a long-span cable-stayed bridge in a deep gorge according to claim 1, characterized in that: The beam segment support (1041) is used for the construction support of the 1# and 0# beam segments (104), and the beam segment support (1041) is overlapped with the construction of the cable tower (4) and is extended to the subsequent beam segments for support.

5. The method of constructing a long-span cable-stayed bridge in a deep gorge according to claim 1, characterized in that: After the steel beam and the bridge deck slab are combined in the prefabrication yard, the whole beam segment is installed, and the wet joint of the bridge deck slab at the segment connection is constructed in the way of multiple segments in the whole construction according to the in-service force monitoring of the cable-stayed bridge.

6. The method of constructing a long span cable-stayed bridge in a deep gorge according to claim 1, wherein: The construction sequence of the bridge deck slab, the wet joint pouring and the beam segment steel beam installation process is adjusted according to the monitoring instruction of the cable-stayed bridge during construction.

7. The method of constructing a long span cable-stayed bridge in a deep gorge according to claim 1, characterized in that: The stay cables of the temporary tower (2) are of the steel strand and parallel steel wire structure. The stay cables of the temporary tower (2) are common with the permanent stay cables (3).

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