CN201991011U - Hoisting and releasing system for construction of underwater pier bearing platform double-wall steel cofferdam - Google Patents
Hoisting and releasing system for construction of underwater pier bearing platform double-wall steel cofferdam Download PDFInfo
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- CN201991011U CN201991011U CN2011201293533U CN201120129353U CN201991011U CN 201991011 U CN201991011 U CN 201991011U CN 2011201293533 U CN2011201293533 U CN 2011201293533U CN 201120129353 U CN201120129353 U CN 201120129353U CN 201991011 U CN201991011 U CN 201991011U
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Abstract
The utility model discloses a hoisting and releasing system for construction of an underwater pier bearing platform double-wall steel cofferdam, which comprises a floating type support platform, hoisting equipment positioned at the peripheral side of the floating type support platform, and a hoisting system matched with the hoisting equipment for use and used for hoisting the double-wall steel cofferdam, wherein the hoisting system and the hoisting equipment form the hoisting and releasing system for hoisting and releasing the double-wall steel cofferdam; the hoisting system comprises a portal frame and a plurality of jacking devices distributed on the portal frame, wherein the portal frame is erected on the floating type support platform, the hoisting equipment and the hoisted double-wall steel cofferdam are fastened and connected by a plurality of pairs of steel hangers; and the side wall of the double-wall steel cofferdam is correspondingly provided with a plurality of groups of fixing pieces used for binding and fixing the steel hangers. The hoisting and releasing system has a simple structure, is reasonable in design, convenient in processing, manufacturing and erection, simple in shifting, and good in using effect; and while supporting the double-wall steel cofferdam needing to the released steadily, the hoisting and releasing system can complete the releasing of the double-wall steel cofferdam by the combined use of the hoisting equipment and the hoisting system.
Description
Technical field
The utility model belongs to pier cushion cap double-walled steel cofferdam technical field of construction in the water, especially relates to pier cushion cap double-walled steel cofferdam construction lifting place system down in a kind of water.
Background technology
Along with China's rapid growth of economy, the national basis construction constantly increases, and will implement " with bridge for ship " strategy, and promptly all pontoon bridges on the Yellow River will be replaced by Yellow River Bridge.And in middle and upper reaches area, China the Yellow River, there is ice flood season in the Yellow River, and the alluvial flat area is very big, and steel sheet-pile cofferdam design scheme and clear under water based method can be applicable to the big bridge construction of the Yellow River middle and upper reaches.Nowadays, when pier cushion cap double-walled steel cofferdam is constructed in the water, usually adopt the drilled pile of construction cushion cap bottom earlier, finish the construction sequence of cushion cap and cushion cap top pier stud again on the bored piles top that construction is finished, and need set up a plurality of operation platforms in the work progress, especially when large volume double-walled steel cofferdam is transferred, owing to there is not place system under the special-purpose lifting, thereby have that construction period is long, working procedure is loaded down with trivial details, drop into number of drawbacks and deficiencies such as manpower and materials are big, difficulty of construction is big, the process of transferring is wayward during practice of construction.
The utility model content
Technical problem to be solved in the utility model is at above-mentioned deficiency of the prior art, pier cushion cap double-walled steel cofferdam construction lifting place system down in a kind of water is provided, even if it is simple in structure, reasonable in design, processing and fabricating and set up convenient and lifting and transfer operation, result of use is good, need are being transferred when the double-walled steel cofferdam steadily supports, matching with tackling system by hanging device and use the process of transferring that to finish the double-walled steel cofferdam.
For solving the problems of the technologies described above, the technical solution adopted in the utility model is: the construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in a kind of water, it is characterized in that: place system under the lifting that the tackling system that comprises the floatation type support platform, is positioned at the hanging device of described floatation type support platform week side and is used with described hanging device and construction double-walled steel cofferdam is lifted by crane, described tackling system and described hanging device composition lift by crane and transfer described double-walled steel cofferdam; Described tackling system comprises portal frame and a plurality of lift-up device that are laid on the described portal frame, described portal frame is set up on described floatation type support platform, be fastenedly connected hanging muscle by many between described hanging device and the quilt described double-walled steel cofferdam that lifts, the described logarithm that hangs muscle is identical with the quantity of described lift-up device, and how corresponding one by one with the installation position of a plurality of described lift-up device to the described installation position that hangs muscle; Corresponding being provided with is used for many groups fixture that muscle is fixedly hung in colligation on the sidewall of described double-walled steel cofferdam, and the group number of described fixture is identical with the described logarithm that hangs muscle.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, it is characterized in that: described double-walled steel cofferdam is cylindrical double-walled steel bushing case, the both sides up and down of described lift-up device are respectively arranged with lifting spandrel girder and lifting shoulder pole girder, described portal frame is erected at described double-walled steel cofferdam top, and a plurality of described lift-up device along the circumferential direction are laid in the cylindrical double-walled steel bushing case top that lifts; Described lifting spandrel girder and lifting shoulder pole girder all are level to laying, and lifting spandrel girder and lift by crane the quantity of shoulder pole girder all the quantity with described lift-up device is identical; The described muscle that hangs is fixed on the described fixture corresponding being provided with for hanging the through hole that muscle passes on lifting shoulder pole girder and the lifting spandrel girder from lifting by crane from top to bottom after shoulder pole girder and lifting spandrel girder pass.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, it is characterized in that: described floatation type support platform is made up of horizontal bearing mechanism and the multiple tracks buoyancy aid spandrel girder set up in described horizontal bearing mechanism, described horizontal bearing mechanism comprises two ship buoyancy aids and two vertical tie-beams that are parallel laying that are horizontal laying, two described ship buoyancy aids are fastenedly connected by two vertical tie-beams and are one, the front and back end of described vertical tie-beam is separately fixed on two described ship buoyancy aids, and the described buoyancy aid spandrel girder of multiple tracks all is parallel laying with vertical tie-beam; Two described ship buoyancy aids and two vertical tie-beams are formed rectangle frame posture load carriers and its middle part and are left for what the cylindrical double-walled steel cofferdam of constructing was transferred and transfer passage, spacing between spacing between two described ship buoyancy aid inside walls and two the vertical tie-beam inside walls is all greater than the external diameter of exterior panel, and the described buoyancy aid spandrel girder of multiple tracks is formed the support platform that is used to support described cylindrical double-walled steel cofferdam; The described ship buoyancy aid floatation type platform that many ships connect to form of serving as reasons; Described portal frame is erected in the described horizontal bearing mechanism.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, and it is characterized in that: the described muscle that hangs is a fining twisted steel, is provided with on lifting shoulder pole girder and the lifting spandrel girder described fining twisted steel is carried out spacing fining twisted steel nut.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, it is characterized in that: described portal frame comprises two portal supports and two longerons of setting up respectively between two portal supports, two longerons are parallel laying, the structure of two described portal supports is all identical with size, and two described portal supports are laid in respectively on two described ship buoyancy aids and the two is parallel laying; Described lifting spandrel girder is installed on the longeron, and described lift-up device is installed on the lifting spandrel girder.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, and it is characterized in that: described hanging device is a crane barge waterborne; Described lift-up device is a jack, and the quantity of jack is four, and every longeron is laid with two jack.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, it is characterized in that: described floatation type support platform also comprises a plurality of shift units that are laid in side around the described horizontal bearing mechanism, and described shift unit all links to each other with described horizontal bearing mechanism by anchor cable.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, it is characterized in that: the spacing between the spacing between two described ship buoyancy aid inside walls and two the vertical tie-beam inside walls, all than the big 50cm～60cm of external diameter of described cylindrical double-walled steel cofferdam.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, it is characterized in that: described portal support comprises the column that two groups of height are identical and sets up crossbeam between two described columns, described longeron is parallel laying with vertical tie-beam, and longeron is vertical laying with crossbeam; Each group column includes two root architectures and highly all identical and be laid in two vertical rods of both sides inside and outside the described cylindrical double-walled steel cofferdam respectively.
The construction of pier cushion cap double-walled steel cofferdam is with lifting by crane place system down in the above-mentioned water, and it is characterized in that: described longeron is a military beam, and crossbeam is an i iron, and described vertical rod is a steel pipe pile, and described fixture is the bracket post.
The utility model compared with prior art has the following advantages:
1, simple in structure, reasonable in design and processing and fabricating and setting up conveniently, input cost is low.
2, displacement is convenient, can be simple, convenient and steel bushing case sections that apace need are transferred be transferred to the design attitude place and transfer.
3, economical and practical and result of use good, need being transferred when the double-walled steel cofferdam steadily supports, by being used of hanging device and tackling system, can be easy, the process of transferring that high-quality is finished the double-walled steel cofferdam.Simultaneously, it is simple and be easy to control that the double-walled steel cofferdam is transferred process, after the buoyancy aid spandrel girder being extracted out and the middle part buoyancy aid being removed and remove, just can open transferring passage, utilize hanging device just can transfer afterwards, can accelerate the work progress of double-walled steel cofferdam significantly the double-walled steel cofferdam.
In sum, the utility model is simple in structure, reasonable in design, processing and fabricating and set up convenient and be shifted easy, result of use is good, need are being transferred when the double-walled steel cofferdam steadily supports, match with tackling system by hanging device and to use the process of transferring to finish the double-walled steel cofferdam, can effectively solve in the existing water in the pier cushion cap double-walled steel cofferdam construction work progress need that exist when the double-walled steel cofferdam transferred and set up a plurality of operation platforms, construction period is longer, working procedure is loaded down with trivial details, it is bigger to drop into manpower and materials, difficulty of construction is big, number of drawbacks and deficiencies such as the process of transferring is wayward.
Below by drawings and Examples, the technical solution of the utility model is described in further detail.
Description of drawings
Fig. 1 adopts the structural representation of floatation type support platform for the utility model.
Displaced condition schematic diagram when Fig. 2 is shifted for the utility model floatation type support platform.
Fig. 3 is a structural representation of the present utility model.
Fig. 4 is the installation site schematic diagram of place system under the utility model lifting.
Construction state reference map when Fig. 5 transfers double-walled steel bushing case sections for the utility model.
Description of reference numerals:
1-buoyancy aid spandrel girder; The vertical tie-beam of 2-; The 3-ship;
The 4-earth anchor; 5-casts anchor; 6-ground cage;
The 7-electric windlass; 8-bottom steel casing sections; The 9-water separation section;
10-lifts by crane spandrel girder; 11-lifts by crane shoulder pole girder; 12-hangs muscle;
13-fining twisted steel nut; 14-bracket post; The 15-longeron;
The 16-crossbeam; The 17-column; The 18-jack;
19-sword pin.
The specific embodiment
As Fig. 1, Fig. 2, Fig. 3, Fig. 4 and shown in Figure 5, place system under the lifting that the tackling system that the utility model comprises the floatation type support platform, be positioned at the hanging device of described floatation type support platform week side and be used with described hanging device and construction double-walled steel cofferdam is lifted by crane, described tackling system and described hanging device composition lift by crane and transfer described double-walled steel cofferdam.
Described tackling system comprises portal frame and a plurality of lift-up device that are laid on the described portal frame, described portal frame is set up on described floatation type support platform, be fastenedly connected hanging muscle 12 by many between described hanging device and the quilt described double-walled steel cofferdam that lifts, the described logarithm that hangs muscle 12 is identical with the quantity of described lift-up device, and how corresponding one by one with the installation position of a plurality of described lift-up device to the described installation position that hangs muscle 12.Corresponding being provided with is used for many groups fixture that muscle 12 is fixedly hung in colligation on the sidewall of described double-walled steel cofferdam, and the group number of described fixture is identical with the described logarithm that hangs muscle 12.Each is organized described fixture and includes 2 fixtures on the inside and outside both sides sidewall that is laid in described double-walled steel bushing case sections respectively.
In the present embodiment, described double-walled steel cofferdam is cylindrical double-walled steel bushing case, the both sides up and down of described lift-up device are respectively arranged with lifting spandrel girder 10 and lifting shoulder pole girder 11, described portal frame is erected at described double-walled steel cofferdam top, and a plurality of described lift-up device along the circumferential direction are laid in the cylindrical double-walled steel bushing case top that lifts.Described lifting spandrel girder 10 and lifting shoulder pole girder 11 all are level to laying, and lifting spandrel girder 10 and lift by crane the quantity of shoulder pole girder 11 all the quantity with described lift-up device is identical.The described muscle 12 that hangs is fixed on the described fixture corresponding being provided with for hanging the through hole that muscle 12 passes on lifting shoulder pole girder 11 and the lifting spandrel girder 10 from lifting by crane from top to bottom after shoulder pole girder 11 and lifting spandrel girder 10 pass.
During practice of construction, the described muscle 12 that hangs is fining twisted steel, is provided with on lifting shoulder pole girder 11 and the lifting spandrel girder 10 described fining twisted steel is carried out spacing fining twisted steel nut 13.
In the present embodiment, described floatation type support platform is made up of horizontal bearing mechanism and the multiple tracks buoyancy aid spandrel girder 1 set up in described horizontal bearing mechanism, described horizontal bearing mechanism comprises two ship buoyancy aids and two vertical tie-beams 2 that are parallel laying that are horizontal laying, two described ship buoyancy aids are fastenedly connected by two vertical tie-beams 2 and are one, the front and back end of described vertical tie-beam 2 is separately fixed on two described ship buoyancy aids, and the described buoyancy aid spandrel girder 1 of multiple tracks all is parallel laying with vertical tie-beam 2.Two described ship buoyancy aids and two vertical tie-beams 2 are formed rectangle frame posture load carriers and its middle part and are left for what the cylindrical double-walled steel cofferdam of constructing was transferred and transfer passage, spacing between spacing between two described ship buoyancy aid inside walls and two vertical tie-beam 2 inside walls is all greater than the external diameter of exterior panel 2, and the described buoyancy aid spandrel girder 1 of multiple tracks is formed the support platform that is used to support described cylindrical double-walled steel cofferdam; The described ship buoyancy aid floatation type platform that many ships 3 connect to form of serving as reasons.Described portal frame is erected in the described horizontal bearing mechanism.
Simultaneously, described floatation type support platform also comprises a plurality of shift units that are laid in side around the described horizontal bearing mechanism, and described shift unit all links to each other with described horizontal bearing mechanism by anchor cable.Be provided with water separation section 9 on two described ship buoyancy aids, described water separation section 9 is arranged in upstream one side that needs construction water pier cushion cap river course of living in.
During practice of construction, described shift unit is earth anchor 4, cast anchor 5 or ground cage 6, and correspondence is provided with a plurality of electric windlass 7 in the described horizontal bearing mechanism, and the quantity of described electric windlass 7 is identical with the quantity of described shift unit.The quantity of described shift unit and described electric windlass 7 is six, and six described shift units comprise 2 cast anchor 5,2 earth anchors 4 and 2 ground cages 6.Be provided with 3 electric windlass 7 on two described ship buoyancy aids.
During actual processing and fabricating, spacing between spacing between two described ship buoyancy aid inside walls and two vertical tie-beam 2 inside walls, all than the big 50cm～60cm of external diameter of described cylindrical double-walled steel cofferdam, and the described length of transferring passage and width are all greater than the external diameter of described cylindrical double-walled steel cofferdam.In the present embodiment, described ship buoyancy aid is for to be connected to form by six structures and measure-alike ship 3, and six described ships 3 minutes two rows lay, and each row's ship 3 includes three ships that connect as one 3.Simultaneously, described horizontal bearing mechanism comprises also and laterally is laid in two middle part buoyancy aids between the described ship buoyancy aid that two described vertical tie-beams 2 are all fixedlyed connected with described middle part buoyancy aid; Described middle part buoyancy aid comprises three ships 3 that are laid on the same straight line and connect as one.
In the present embodiment, the described buoyancy aid spandrel girder 1 of multiple tracks is even laying.Described vertical tie-beam 2 is a military beam, and described buoyancy aid spandrel girder 1 is a shaped steel.
When actual installation is laid, described portal frame comprises two portal supports and two longerons of setting up respectively between two portal supports 15, two longerons 15 are parallel laying, the structure of two described portal supports is all identical with size, and two described portal supports are laid in respectively on two described ship buoyancy aids and the two is parallel laying.Described lifting spandrel girder 10 is installed on the longeron 15, and described lift-up device is installed on the lifting spandrel girder 10.In the present embodiment, described portal frame be laid in the double-walled steel bushing case sections that lifts directly over.
Described portal support comprises the column 17 that two groups of height are identical and sets up crossbeam 16 between two described columns 17, and described longeron 15 is parallel laying with vertical tie-beam 2, and longeron 15 is vertical laying with crossbeam 16.Each group column 17 includes two root architectures and highly all identical and be laid in two vertical rods of both sides inside and outside the described cylindrical double-walled steel cofferdam respectively.In the present embodiment, described longeron 15 is a military beam, and crossbeam 16 is an i iron, and described vertical rod is a steel pipe pile, and described fixture is a bracket post 14.
In the present embodiment, described hanging device is a crane barge waterborne.Described lift-up device is a jack 18, and the quantity of jack 18 is four, and every longeron 15 is laid with two jack 18.
In the practice of construction process, adopt the utility model that cylindrical double-walled steel cofferdam is transferred, described cylindrical double-walled steel cofferdam is specially cylindrical double-walled steel bushing case, described cylindrical double-walled steel bushing case is assemblied to form from bottom to up successively by a plurality of double-walled steel bushing case sections, and when cylindrical double-walled steel bushing case is transferred, adopt hanging device from the bottom to top a plurality of described double-walled steel bushing case sections to be transferred one by one.And when from the bottom to top a plurality of described double-walled steel bushing case sections being transferred one by one, it is transferred process and may further comprise the steps:
301, bottom steel casing sections hangs and send and transfer: adopt hanging device will be positioned at described cylindrical double-walled steel bushing case bottom earlier and the bottom steel casing sections 8 that has a sword pin 19 hangs and delivers on the floatation type support platform, and make described bottom steel casing sections 8 be in the described passage top of transferring; Afterwards, by the use that matches of hanging device and tackling system, the bottom steel casing sections 8 that be transferred on the cofferdam construction platform this moment is sling, and bottom steel casing sections 8 is hung buoyancy aid spandrel girder 1; Afterwards, multiple tracks buoyancy aid spandrel girder 1 is got on divided by opening the described passage of transferring from described horizontal bearing mechanism, by the described passage of transferring bottom steel casing sections 8 is transferred again.
In the present embodiment, owing to also comprise the middle part buoyancy aid in the described horizontal bearing mechanism, when then removing buoyancy aid spandrel girder 1, also need remove the annexation between middle part buoyancy aid and the vertical tie-beam 2 and the middle part buoyancy aid removed.During practice of construction,, thereby only need when removing to get final product from extracting out in described horizontal bearing mechanism because buoyancy aid spandrel girder 1 lies in a horizontal plane in the described horizontal bearing mechanism.
302, next double-walled steel bushing case sections hangs and send and transfer: earlier by uses that match of hanging device and tackling system, the next double-walled steel bushing case sections of need handover hung to send and splice transferred the double-walled steel bushing case sections top of finishing at this moment; By the use that matches of hanging device and tackling system, the double-walled steel bushing case sections of being transferred in this step is transferred in the lump together with the double-walled steel bushing case sections of its underpart again.
303, follow-up double-walled steel bushing case sections hangs and send and transfer: one or many repeating step 302, process is sent and transferred to hanging of all double-walled steel bushing case sections in finishing described cylindrical double-walled steel bushing case, and described cylindrical double-walled steel bushing case is transferred to design attitude.
Pass through the described passage of transferring to after being transferred to double-walled steel bushing case sections on the utility model this moment and transferring described in the step 301, the last double-walled steel bushing case sections that perhaps will transfer in the step 302 hang give and splice transferred the double-walled steel bushing case sections top of finishing at this moment after, also need with reference to measure in the step 2 cylindrical double-walled steel bushing case that setting-out goes out around the sideline, and adopt described shift unit to move to the design attitude place of described cylindrical double-walled steel bushing case to having transferred the double-walled steel bushing case sections of finishing under the current state.
The above; it only is preferred embodiment of the present utility model; be not that the utility model is imposed any restrictions; everyly any simple modification that above embodiment did, change and equivalent structure are changed, all still belong in the protection domain of technical solutions of the utility model according to the utility model technical spirit.
Claims (10)
- In the water construction of pier cushion cap double-walled steel cofferdam with lifting place system down, it is characterized in that: place system under the lifting that the tackling system that comprises the floatation type support platform, is positioned at the hanging device of described floatation type support platform week side and is used with described hanging device and construction double-walled steel cofferdam is lifted by crane, described tackling system and described hanging device composition lift by crane and transfer described double-walled steel cofferdam; Described tackling system comprises portal frame and a plurality of lift-up device that are laid on the described portal frame, described portal frame is set up on described floatation type support platform, be fastenedly connected hanging muscle (12) by many between described hanging device and the quilt described double-walled steel cofferdam that lifts, the described logarithm that hangs muscle (12) is identical with the quantity of described lift-up device, and how corresponding one by one with the installation position of a plurality of described lift-up device to the described installation position that hangs muscle (12); Correspondence is provided with and is used for many groups fixture that muscle (12) is fixedly hung in colligation on the sidewall of described double-walled steel cofferdam, and the group number of described fixture is identical with the described logarithm that hangs muscle (12).
- 2. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in the described water of claim 1, it is characterized in that: described double-walled steel cofferdam is cylindrical double-walled steel bushing case, the both sides up and down of described lift-up device are respectively arranged with lifting spandrel girder (10) and lifting shoulder pole girder (11), described portal frame is erected at described double-walled steel cofferdam top, and a plurality of described lift-up device along the circumferential direction are laid in the cylindrical double-walled steel bushing case top that lifts; Described lifting spandrel girder (10) and lifting shoulder pole girder (11) all are level to laying, and lifting spandrel girder (10) and lift by crane the quantity of shoulder pole girder (11) all the quantity with described lift-up device is identical; The described muscle (12) that hangs from top to bottom is fixed on the described fixture after shoulder pole girder (11) and lifting spandrel girder (10) pass from lifting by crane, and lifting shoulder pole girder (11) and lifting spandrel girder (10) are gone up correspondence and be provided with for hanging the through hole that muscle (12) passes.
- 3. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in the described water of claim 2, it is characterized in that: described floatation type support platform is made up of horizontal bearing mechanism and the multiple tracks buoyancy aid spandrel girder (1) set up in described horizontal bearing mechanism, described horizontal bearing mechanism comprises two ship buoyancy aids and two vertical tie-beams (2) that are parallel laying that are horizontal laying, two described ship buoyancy aids are fastenedly connected by two vertical tie-beams (2) and are one, the front and back end of described vertical tie-beam (2) is separately fixed on two described ship buoyancy aids, and the described buoyancy aid spandrel girder of multiple tracks (1) all is parallel laying with vertical tie-beam (2); Two described ship buoyancy aids and two vertical tie-beams (2) are formed rectangle frame posture load carrier and its middle part and are left for what the cylindrical double-walled steel cofferdam of constructing was transferred and transfer passage, spacing between two described ship buoyancy aid inside walls and the spacing between two vertical tie-beams (2) inside wall are all greater than the external diameter of exterior panel (2), and the described buoyancy aid spandrel girder of multiple tracks (1) is formed the support platform that is used to support described cylindrical double-walled steel cofferdam; The described ship buoyancy aid floatation type platform that many ships (3) connect to form of serving as reasons; Described portal frame is erected in the described horizontal bearing mechanism.
- 4. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in claim 2 or the 3 described water, it is characterized in that: the described muscle (12) that hangs is a fining twisted steel, is provided with on lifting shoulder pole girder (11) and the lifting spandrel girder (10) described fining twisted steel is carried out spacing fining twisted steel nut (13).
- 5. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in the described water of claim 3, it is characterized in that: described portal frame comprises two portal supports and two longerons of setting up respectively between two portal supports (15), two longerons (15) are parallel laying, the structure of two described portal supports is all identical with size, and two described portal supports are laid in respectively on two described ship buoyancy aids and the two is parallel laying; Described lifting spandrel girder (10) is installed on the longeron (15), and described lift-up device is installed on the lifting spandrel girder (10).
- 6. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in claim 2 or the 3 described water, it is characterized in that: described hanging device is a crane barge waterborne; Described lift-up device is jack (18), and the quantity of jack (18) is four, and every longeron (15) is laid with two jack (18).
- 7. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in the described water of claim 3, it is characterized in that: described floatation type support platform also comprises a plurality of shift units that are laid in side around the described horizontal bearing mechanism, and described shift unit all links to each other with described horizontal bearing mechanism by anchor cable.
- 8. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in the described water of claim 3, it is characterized in that: spacing between two described ship buoyancy aid inside walls and the spacing between two vertical tie-beams (2) inside wall, all than the big 50cm～60cm of external diameter of described cylindrical double-walled steel cofferdam.
- 9. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in the described water of claim 5, it is characterized in that: described portal support comprises the column (17) that two groups of height are identical and sets up crossbeam (16) between two described columns (17), described longeron (15) is parallel laying with vertical tie-beam (2), and longeron (15) is vertical laying with crossbeam (16); Each group column (17) includes two root architectures and highly all identical and be laid in two vertical rods of both sides inside and outside the described cylindrical double-walled steel cofferdam respectively.
- 10. according to the lifting place system down of pier cushion cap double-walled steel cofferdam construction in the described water of claim 5, it is characterized in that: described longeron (15) is a military beam, and crossbeam (16) is an i iron, and described vertical rod is a steel pipe pile, and described fixture is bracket post (14).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011201293533U CN201991011U (en) | 2011-04-27 | 2011-04-27 | Hoisting and releasing system for construction of underwater pier bearing platform double-wall steel cofferdam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011201293533U CN201991011U (en) | 2011-04-27 | 2011-04-27 | Hoisting and releasing system for construction of underwater pier bearing platform double-wall steel cofferdam |
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| CN201991011U true CN201991011U (en) | 2011-09-28 |
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| CN102864779A (en) * | 2012-10-25 | 2013-01-09 | 中铁上海工程局有限公司第五分公司 | Method for synchronously controlling sinking double-wall steel cofferdam by jack |
| CN103967029A (en) * | 2014-05-13 | 2014-08-06 | 河海大学 | Retaining wall type open caisson sinking device and construction method thereof |
| CN104192277A (en) * | 2014-07-24 | 2014-12-10 | 中山大学 | Lifting reinforcement prolongation control method for floating wave-resisting platform |
| CN105088964A (en) * | 2015-09-09 | 2015-11-25 | 中国铁建大桥工程局集团有限公司 | Movable construction platform for bridge foundation building |
| CN112227400A (en) * | 2020-09-11 | 2021-01-15 | 中南大学 | Construction method of embedded bearing platform |
| CN116289959A (en) * | 2022-12-13 | 2023-06-23 | 保利长大工程有限公司 | Floating lifting and lowering method and device for water pile foundation construction |
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2011
- 2011-04-27 CN CN2011201293533U patent/CN201991011U/en not_active Expired - Lifetime
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864779A (en) * | 2012-10-25 | 2013-01-09 | 中铁上海工程局有限公司第五分公司 | Method for synchronously controlling sinking double-wall steel cofferdam by jack |
| CN102864779B (en) * | 2012-10-25 | 2015-05-20 | 中铁上海工程局集团第五工程有限公司 | Method for synchronously controlling sinking double-wall steel cofferdam by jack |
| CN103967029A (en) * | 2014-05-13 | 2014-08-06 | 河海大学 | Retaining wall type open caisson sinking device and construction method thereof |
| CN103967029B (en) * | 2014-05-13 | 2015-11-18 | 河海大学 | Breast wall type well sinking device and construction method thereof |
| CN104192277A (en) * | 2014-07-24 | 2014-12-10 | 中山大学 | Lifting reinforcement prolongation control method for floating wave-resisting platform |
| CN104192277B (en) * | 2014-07-24 | 2016-04-27 | 中山大学 | The liftable of the anti-popin platform of a kind of floating strengthens continuation control method |
| CN105088964A (en) * | 2015-09-09 | 2015-11-25 | 中国铁建大桥工程局集团有限公司 | Movable construction platform for bridge foundation building |
| CN112227400A (en) * | 2020-09-11 | 2021-01-15 | 中南大学 | Construction method of embedded bearing platform |
| CN116289959A (en) * | 2022-12-13 | 2023-06-23 | 保利长大工程有限公司 | Floating lifting and lowering method and device for water pile foundation construction |
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