CN103835300A - Inner-support-free double-wall locking mouth steel bushing box cofferdam construction method and cofferdam - Google Patents
Inner-support-free double-wall locking mouth steel bushing box cofferdam construction method and cofferdam Download PDFInfo
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- CN103835300A CN103835300A CN201410029153.9A CN201410029153A CN103835300A CN 103835300 A CN103835300 A CN 103835300A CN 201410029153 A CN201410029153 A CN 201410029153A CN 103835300 A CN103835300 A CN 103835300A
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Abstract
The invention discloses an inner-support-free double-wall locking mouth steel bushing box cofferdam construction method and an inner-support-free double-wall locking mouth steel bushing box cofferdam. Firstly, unit blocks are processed in a factory and then transported to a construction region to be spliced and formed piece by piece, the spliced unit blocks are wholly hoisted to a target pier position at the preset elevation through a large hoisting ship, then construction steps of sludge suction, tenon type locking mouth plugging, sand cushion layer filling, concrete bottom sealing, water suction, foundation clearing, steel protection barrel cutting, pile head removing, whole abutment installation and the like are performed, finally whole dismantling is performed for usage of the next pier position construction. The inner-support-free double-wall locking mouth steel bushing box cofferdam comprises a side plate, a blade foot and a joint and is characterized in that the cofferdam is of a detachable structure, a plane is partitioned into blocks, the blocks are connected in a mode that tenon type locking mouths are combined with bolts, and the inner side is not provided with an inner support. Therefore, the inner-support-free double-wall locking mouth steel bushing box cofferdam has the advantages of being small in construction difficulty, short in construction period, low in cost input, small in material consumption, high in repeated usage times, capable of being wholly recycled, safe, reliable and the like.
Description
Technical field
The present invention relates to the construction method on bridge engineering basis, especially relate to that a kind of, stream large at neritic area tidal range surge moulds that shape mud is thicker, carry out under the installation of pier globality bridge engineering foundation construction without inner support double-walled fore shaft steel boxed cofferdam construction method and cofferdam thereof.
Background technology
In recent years, coastal cities Transportation Infrastructure Construction develops rapidly, and bridge construction is gradually by the grand bridge that extends to leap ocean across the bridge of rivers.And water Bridge construction underwater foundation construction uncertain factor is a lot, especially ocean province infrastructure construction, belongs to heavy difficult point engineering.Therefore underwater foundation construction choose reasonable constructure scheme is the key of whole bridge construction.Especially under complicated marine environment, how efficiently, high-quality complete underwater foundation construction and become the heavy difficult point that each bridge engineering teacher studies.
Cofferdam is as the temporory structure of bridge foundation construction, its Main Function is the excavation protection gear as foundation construction water barrier device or deep foundation ditch in water, to carry out cushion cap installation in position under anhydrous, safety condition, and the reinforcing bar binding of follow-up hole to be provided, pouring concrete construction.Install for shallow embedding formula cushion cap in cofferdam can either sealing, has greatly reduced again mud diging working amount, and environment pollution is little; Cushion cap hole to be provided concrete is constructed under water-less environment, is not subject to the environmental perturbations such as stormy waves, more can guarantee construction quality.
In the time that geological conditions is also uncomplicated, under normal circumstances, main steel sheet-pile cofferdam, single wall fore shaft cofferdam and the Double-Wall Steel Boxed Cofferdam of adopting constructed, but, stream large in neritic area tidal range surge for those pier positions is moulded, and shape mud is thicker, environment under pier integral installation construction method, be unfavorable for the inserted to play of steel sheet pile and fixing; If adopt single wall fore shaft cofferdam construction, cofferdam rigidity not and will weld and add a large amount of inner supports, the complicated and construction of operation conversion and fall long with the cycle; Adopt the Double-Wall Steel Boxed Cofferdam without inner support completely, be unfavorable for again removing and falling use, not only waste material, and have high input.Therefore, the comprehensively aspect factor such as high-quality, efficient, safe, simple, economy, environmental protection, the cofferdam of current all constructions is not optimal selection scheme.
Summary of the invention
First object of the present invention is to provide that a kind of programming is fast in the situation that neritic area tidal range surge is moulded shape mud compared with thick, integral installation pier construction compared with large, stream, working procedure is simple, difficulty is little, short construction period without inner support double-walled fore shaft steel boxed cofferdam construction method.
Second object of the present invention be to provide a kind of cost drop into little, consumable quantity is few, recycling number of times is high and can all reclaim, energy-conserving and environment-protective without inner support double-walled fore shaft steel boxed cofferdam.
First object of the present invention is achieved in that
A kind of without inner support double-walled fore shaft steel boxed cofferdam construction method, feature is:
A, will be without the processing and manufacturing of inner support double-walled fore shaft steel boxed cofferdam piecemeal in factory, processing sequence: arrange the pre-splicing place of the pre-splicing moulding bed of the concrete that predetermined moulding bed → numerical control blanking unit piece → cell block part location → cell block part spelling welding → finished product inspection docked → filled sword pin place → set up → be transported to pre-splicing → that product inspection finishing → anticorrosive coating → break is transported to the assembled place of construction area is assembled;
B, after the assay was approved assembled in pre-splicing place, transport construction area to by boats and ships assembled: first empty size is installed guiding trestle and positioned according to cofferdam at pier position place, in the time that cell block is transported to assembled pier position place, first the first piecemeal is installed, then block-by-block assembled completing successively in order;
C, utilize large-scale transportation to hang ship assembled good transferring to target pier position place without inner support double-walled fore shaft steel boxed cofferdam Integral lifting, desilting will be carried out and leading truck is installed to target pier position place before transferring in cofferdam; The object of desilting is to be convenient to cofferdam can under the effect of deadweight, transfer and put in place, and it is to control verticality and the plan-position that transfer in cofferdam that leading truck is installed object;
Mud and fore shaft shutoff are for the first time inhaled to inside, cofferdam after transferring and putting in place in D, cofferdam: be first drawn to target absolute altitude with airlift suction dredger, then at the inner heap sand bed course in cofferdam to absolute altitude at the bottom of bottom concrete; After completing, arrange water under diver to check the planeness of sand cushion and clear up casing outer wall and the assorted mud of cofferdam inwall, guarantee that sand cushion planeness, casing outer wall and cofferdam inwall are clean, to guarantee the concrete quality of back cover; Will be clean the internal cleaning of tenon head type fore shaft before the shutoff for the first time of tenon head type fore shaft, then lay sealing bag and perfusion mortar, reach stagnant water effect;
After completing, E, sand cushion filling and the shutoff for the first time of tenon head type fore shaft carry out bottom concrete construction, bottom concrete adopts the construction of vertical conduit multiple spot underwater grouting, its casting sequence should be built successively from a side direction opposite side, surrounding after in the middle of will guaranteeing first in process, the first principle of low rear height, symmetrical equilibrium, depth of tremie control is greater than 0.7m, and casting process will guarantee continuously; Built water under rear arrangement diver and checked the planeness of bottom concrete face, to around casing, cofferdam periphery and fore shaft place vibrate, and guarantees back cover quality;
F, bottom concrete intensity can carry out drawing water in cofferdam after reaching requirement, leading truck dismounting, the shutoff for the second time of tenon head type fore shaft, substrate cleaning, steel casing are cut off, pile crown laitance cuts and cushion cap pier shaft integral installation construction, complete construction.
Cell block in steps A is four vertical bar shaped side templates and four curved side templates in four jiaos.
Second object of the present invention is achieved in that
A kind of without inner support double-walled fore shaft steel boxed cofferdam, feature is: connect into an oval circle by four vertical bar shaped side templates with in four curved side templates of four jiaos, four vertical bar shaped side templates are staggered relatively between two, four vertical bar shaped side templates and four curved side templates are by side plate, sword pin and connecting sewing structure composition, wherein:
Side plate is made up of exterior panel, inside panel, diaphragm, upper vertical clapboard and stiffener angle again, adopt stiffener angle to strengthen at exterior panel and inside panel inner side, exterior panel and inside panel are linked to be an entirety by arranging crisscross diaphragm and upper vertical clapboard, diaphragm disconnects at upper vertical clapboard place, and opens Long Circle enter hole at every lattice;
The sword leg structure that is fixed on side plate bottom is made up of outer baffle, internal flap, bottom shrouding, lower vertical clapboard and concrete, outer baffle, internal flap, bottom shrouding and form inverted trapezoidal in the bottom of lowermost end shrouding, in inverted trapezoidal, be filled with concrete, outer baffle and internal flap are linked to be an entirety by lower vertical clapboard;
Four vertical bar shaped side templates and four curved side templates are interval and place, between the sidewall of adjacent vertical bar shaped side template and the sidewall of curved side template, connect by connecting sewing, connecting sewing is formed by connecting by tenon head type fore shaft and bolt combination, tenon head type fore shaft is along the elongated layout of short transverse, formed by positive tenon and cloudy tenon, be fixed on positive tenon on vertical bar shaped side template sidewall by positive tenon baffle plate, interior stiffener, outer stiffener, sun tenon draw-in groove composition, be fixed on curved side stencil sidewalls on cloudy tenon by cloudy tenon baffle plate, cloudy tenon fixture block composition, left and right two arms at the positive tenon baffle plate of " several " font are respectively processed with several vertically disposed positive tenon circular holes, the positive tenon draw-in groove of two " L " shapes is separately fixed at the both sides, middle outer end of positive tenon baffle plate, opening outwardly, interior stiffener, outer stiffener is separately fixed at the middle two ends of positive tenon baffle plate, outer stiffener supports will be between the positive tenon baffle plate of positive tenon draw-in groove, in the left and right of cloudy tenon baffle plate, two arms are respectively processed with several vertical array, the cloudy tenon circular hole corresponding with positive tenon circular hole position, bolt is fixed together vertical bar shaped side template and curved side template through positive tenon circular hole and cloudy tenon circular hole, two cloudy tenon fixture blocks are separately fixed on the inwall that cloudy tenon baffle plate is corresponding with positive tenon draw-in groove position, two cloudy tenon fixture blocks can snap in respectively in two positive tenon draw-in grooves, together with positive tenon is ganged up with cloudy tenon, can not come off.
Gap between sun tenon and cloudy tenon is 10mm, and cofferdam sealing adopts vertical continuous tenon head type fore shaft, is provided with sealing seam between positive tenon and cloudy tenon, in sealing seam, first places sealing bag, rear perfusion mortar, and blocking-up flow path, to guarantee stagnant water effect.
The material of exterior panel, inside panel, diaphragm, upper vertical clapboard, stiffener angle, outer baffle, internal flap, bottom shrouding, lower vertical clapboard, positive tenon plate washer, interior stiffener, outer stiffener, positive tenon draw-in groove, cloudy tenon baffle plate, cloudy tenon fixture block is Q345B, the thick 12mm that is of most of member steel plate, the larger member thickness of slab of local pressure is 16mm, the steel plate of cloudy tenon fixture block is thick be 36mm, positive tenon draw-in groove employing [40a channel-section steel.
The model of stiffener angle is ∠ 75 × 75 × 6mm.
The present invention is formed by traditional double-wall steel precast-boxed cofferdam, single wall fore shaft steel boxed cofferdam Combinatorial Optimization.Make its both had advantages of double-wall steel precast-boxed cofferdam rigidity large, without inner support, have advantages of again single wall fore shaft steel boxed cofferdam peace tear open conveniently, fall short with the cycle, reuse often and can all reclaim; Seam crossing adopts again fore shaft and bolt combination, and being not only convenient to that peace also tears open can Transfer of Shear, has guaranteed that fore shaft place, cofferdam is safe and reliable.Therefore adopt tool of the present invention to have the following advantages: 1, simple in structure, difficulty of construction is little; 2, large without inner support and rigidity, safe and reliable; 3, dismountable structure, repeats down to use the cycle short, and construction efficiency is fast; 4, repeat down, with often, can all recycle, cost drops into little.
Accompanying drawing explanation
Fig. 1 is structural plan of the present invention schematic diagram;
Fig. 2 is structure elevational schematic view of the present invention;
Fig. 3 is structure connecting sewing fore shaft floor map of the present invention;
Fig. 4 be in Fig. 1 A-A to cross-sectional schematic;
Fig. 5 is the local enlarged diagram B of Fig. 2 latus inframedium.
The specific embodiment
Below in conjunction with embodiment and contrast accompanying drawing the present invention is described in further detail.
A kind of without inner support double-walled fore shaft steel boxed cofferdam construction method:
A, will make moulding bed, processing sequence: side plate → sword pin → fore shaft according to monolithic size without inner support double-walled fore shaft steel boxed cofferdam in factory; Tab order: exterior panel 1 → stiffener angle 5 → diaphragm 3 → upper vertical clapboard 4 → inside panel 2 → outer baffle, 6 → Internal baffle 7 → bottom shrouding 8 → lower riser 9 → tenon head type fore shaft 13 → fill concrete 10.All weld seams adopt the construction of segmentation wandering sequences, every a separation of a separation welding, then by full remaining separation weldering, then butt joint hair style fore shaft 10, after passed examination in sword pin fill concrete 9.After having constructed by said sequence block-by-block, piecemeal is numbered K1～K8 successively.Be transported to pre-splicing place and set up vertical pre-splicing support, adopt the assembled moulding of 600t straddle truck block-by-block in factory, then carry out partial trim and anticorrosion, be then broken into 8 module unit pieces and be transported to harbour by transport vehicle in factory, finally by Shipping to construction area.
The 30 side C30 concrete that B, cofferdam gross weight 837.6t(fill containing sword pin), the about 126t of maximum piecemeal weight, assembled place, cofferdam fixes on construction area 216# pier pier position place, utilizes steel pipe composite pile and leading truck location.Assembled machinery adopts 200t crane barge to carry out.First integral assembling cofferdam leading truck (about 55t) is fixed with composite pile, then starts assembled K1 cell block, last according to the assembled moulding of order block-by-block of K1～K8.
C, utilize that handling ability reaches 1200t hang ship assembled good transferring to target pier position place from the assembled pier of 216# pier position Integral lifting without inner support double-walled fore shaft steel boxed cofferdam, cofferdam transfers that front target pier position place leading truck is installed and desilting work all completes, and mud absolute altitude is clear to-11.5m.Under the guiding of Gravitative Loads and leading truck, at the bottom of cofferdam, absolute altitude is down to-17.2m in cofferdam, and the verticality of four direction is controlled in 1/1000, and plan-position deviation is in 2cm.
The absolute altitude of mud to-14.2m inhaled to inside, cofferdam with airlift suction dredger after transferring and putting in place in D, cofferdam, be filled to-12.7m of sand cushion absolute altitude, after completing, under 2 divers of arrangement, the planeness of water to sand cushion and casing outer wall, cofferdam inwall check and clear up, and result meets the requirements.Before fore shaft shutoff for the first time, with air compressor machine, fore shaft inside is cleared up, then laid sealing bag and poured into 0.3 side's mortar, to guarantee stagnant water effect.
After completing, the shutoff for the first time of E, sand cushion and fore shaft carries out the construction of concrete back cover, back cover perfusion cannula adopts Ф 273mm cassette fast-assembling vertical conduit, arrange by the overlapping covering of perfusion radius 5m, totally 6 of perfusion points, concrete grade C35, first set concrete square amount 8 sides, actual catheter buried depth 0.9m, whole casting process continues 5 hours, the side of building amount 476 sides.Built water under 2 divers of rear arrangement check the planeness of bottom concrete end face and to around casing, cofferdam periphery and fore shaft place vibrate, back cover completes rear top surface absolute altitude-9.9m, has guaranteed back cover quality.
F, bottom concrete intensity have carried out drawing water in cofferdam after reaching 24MPa, leading truck dismounting, fore shaft shutoff for the second time, substrate cleaning, steel casing are cut off, pile crown laitance cuts and the integral installation of cushion cap pier shaft and cofferdam overall pulling down fall with construction, complete construction.
A kind of without inner support double-walled fore shaft steel boxed cofferdam, for dismountable structure, connect into an oval circle by four vertical bar shaped side template K1, K3, K5, K7 and four curved side template K2, K4, K6, K8 in four jiaos, four vertical bar shaped side templates are staggered relatively between two, four vertical bar shaped side templates and four curved side templates form by side plate, sword pin and connecting sewing structure 13, wherein:
Side plate is made up of exterior panel 1, inside panel 2, diaphragm 3, upper vertical clapboard 4 and stiffener angle 5 again, adopt stiffener angle 5 to strengthen at exterior panel 1 and inside panel 2 inner sides, exterior panel 1 and inside panel 2 are linked to be an entirety by arranging crisscross diaphragm 3 and upper vertical clapboard 4, diaphragm 3 disconnects at upper vertical clapboard 4 places, and opens Long Circle enter hole 12 at every lattice;
The sword leg structure that is fixed on side plate bottom is made up of outer baffle 6, internal flap 7, bottom shrouding 8, lower vertical clapboard 9 and concrete 10, outer baffle 6, internal flap 7, bottom shrouding 8 and form inverted trapezoidal in the bottom of lowermost end shrouding 8, in inverted trapezoidal, be filled with concrete 10, outer baffle 6 and internal flap 7 are linked to be an entirety by lower vertical clapboard 9;
Four vertical bar shaped side templates and four curved side templates are interval and place, between the sidewall of adjacent vertical bar shaped side template and the sidewall of curved side template, connect by connecting sewing, connecting sewing is connected and is formed by tenon head type fore shaft 13 and bolt 11, tenon head type fore shaft 13 is along the elongated layout of short transverse, formed by positive tenon and cloudy tenon, be fixed on positive tenon on vertical bar shaped side template sidewall by positive tenon baffle plate 14, interior stiffener 15, outer stiffener 16, sun tenon draw-in groove 17 forms, be fixed on curved side stencil sidewalls on cloudy tenon by cloudy tenon baffle plate 18, cloudy tenon fixture block 19 forms, left and right two arms at the positive tenon baffle plate of " several " font are respectively processed with several vertically disposed positive tenon circular holes 11, the positive tenon draw-in groove 17 of two " L " shapes is separately fixed at the both sides, middle outer end of positive tenon baffle plate, opening outwardly, interior stiffener 15, outer stiffener 16 is separately fixed at the middle two ends of positive tenon baffle plate, outer stiffener 16 supports will be between the positive tenon baffle plate 14 of positive tenon draw-in groove 17, in the left and right of cloudy tenon baffle plate, two arms are respectively processed with several vertical array, the cloudy tenon circular hole 11 corresponding with positive tenon circular hole position, bolt is fixed together vertical bar shaped side template and curved side template through positive tenon circular hole and cloudy tenon circular hole, two cloudy tenon fixture blocks are separately fixed on the inwall that cloudy tenon baffle plate 18 is corresponding with positive tenon draw-in groove 17 positions, two cloudy tenon fixture blocks 19 can snap in respectively in two positive tenon draw-in grooves 17, together with positive tenon is ganged up with cloudy tenon, can not come off.
Gap between sun tenon and cloudy tenon is 10mm, and cofferdam sealing adopts vertical continuous tenon head type fore shaft 13, is provided with sealing seam between positive tenon and cloudy tenon, in sealing seam, first place sealing bag, rear perfusion mortar, blocking-up flow path, to guarantee stagnant water effect.
The material of exterior panel 1, inside panel 2, diaphragm 3, upper vertical clapboard 4, stiffener angle 5, outer baffle 6, internal flap 7, bottom shrouding 8, lower vertical clapboard 9, positive tenon plate washer 14, interior stiffener 15, outer stiffener 16, positive tenon draw-in groove 17, cloudy tenon baffle plate 18, cloudy tenon fixture block 19 is Q345B, the thick 12mm that is of most of member steel plate, the larger member thickness of slab of local pressure is 16mm, the steel plate of cloudy tenon fixture block is thick is 36mm, and positive tenon draw-in groove 17 adopts [40a channel-section steel.
The model of stiffener angle 5 is ∠ 75 × 75 × 6mm.
Claims (6)
1. without an inner support double-walled fore shaft steel boxed cofferdam construction method, it is characterized in that:
A, will be without the processing and manufacturing of inner support double-walled fore shaft steel boxed cofferdam piecemeal in factory, processing sequence: arrange the pre-splicing place of the pre-splicing moulding bed of the concrete that predetermined moulding bed → numerical control blanking unit piece → cell block part location → cell block part spelling welding → finished product inspection docked → filled sword pin place → set up → be transported to pre-splicing → that product inspection finishing → anticorrosive coating → break is transported to the assembled place of construction area is assembled;
B, after the assay was approved assembled in pre-splicing place, transport construction area to by boats and ships assembled: first empty size is installed guiding trestle and positioned according to cofferdam at pier position place, in the time that cell block is transported to assembled pier position place, first the first piecemeal is installed, then block-by-block assembled completing successively in order;
C, utilize large-scale transportation to hang ship assembled good transferring to target pier position place without inner support double-walled fore shaft steel boxed cofferdam Integral lifting, desilting will be carried out and leading truck is installed to target pier position place before transferring in cofferdam; The object of desilting is to be convenient to cofferdam can under the effect of deadweight, transfer and put in place, and it is to control verticality and the plan-position that transfer in cofferdam that leading truck is installed object;
Mud and fore shaft shutoff are for the first time inhaled to inside, cofferdam after transferring and putting in place in D, cofferdam: be first drawn to target absolute altitude with airlift suction dredger, then at the inner heap sand bed course in cofferdam to absolute altitude at the bottom of bottom concrete; After completing, arrange water under diver to check the planeness of sand cushion and clear up casing outer wall and the assorted mud of cofferdam inwall, guarantee that sand cushion planeness, casing outer wall and cofferdam inwall are clean, to guarantee the concrete quality of back cover; Will be clean the internal cleaning of tenon head type fore shaft before the shutoff for the first time of tenon head type fore shaft, then lay sealing bag and perfusion mortar, reach stagnant water effect;
After completing, E, sand cushion filling and the shutoff for the first time of tenon head type fore shaft carry out bottom concrete construction, concrete back cover adopts the construction of vertical conduit multiple spot underwater grouting, bottom concrete casting sequence should be built successively from a side direction opposite side under water, surrounding after in the middle of will guaranteeing first in process, the first principle of low rear height, symmetrical equilibrium, depth of tremie control is greater than 0.7m, and casting process will guarantee continuously; Built water under rear arrangement diver and checked the planeness of bottom concrete face, to around casing, cofferdam periphery and fore shaft place vibrate, and guarantees back cover quality;
F, bottom concrete intensity can carry out drawing water in cofferdam after reaching requirement, leading truck dismounting, the shutoff for the second time of tenon head type fore shaft, substrate cleaning, steel casing are cut off, pile crown laitance cuts and cushion cap pier shaft integral installation construction, complete construction.
2. construction method according to claim 1, is characterized in that: the cell block in steps A is four vertical bar shaped side templates and four curved side templates in four jiaos.
3. one kind without inner support double-walled fore shaft steel boxed cofferdam, it is characterized in that: connect into an oval circle by four vertical bar shaped side templates with in four curved side templates of four jiaos, four vertical bar shaped side templates are staggered relatively between two, four vertical bar shaped side templates and four curved side templates are by side plate, sword pin and connecting sewing structure composition, wherein:
Side plate is made up of exterior panel, inside panel, diaphragm, upper vertical clapboard and stiffener angle again, adopt stiffener angle to strengthen at exterior panel and inside panel inner side, exterior panel and inside panel are linked to be an entirety by arranging crisscross diaphragm and upper vertical clapboard, diaphragm disconnects at upper vertical clapboard place, and opens Long Circle enter hole at every lattice;
The sword leg structure that is fixed on side plate bottom is made up of outer baffle, internal flap, bottom shrouding, lower vertical clapboard and concrete, outer baffle, internal flap, bottom shrouding and form inverted trapezoidal in the bottom of lowermost end shrouding, in inverted trapezoidal, be filled with concrete, outer baffle and internal flap are linked to be an entirety by lower vertical clapboard;
Four vertical bar shaped side templates and four curved side templates are interval and place, between the sidewall of adjacent vertical bar shaped side template and the sidewall of curved side template, connect by connecting sewing, connecting sewing is formed by connecting by tenon head type fore shaft and bolt combination, tenon head type fore shaft is along the elongated layout of short transverse, formed by positive tenon and cloudy tenon, be fixed on positive tenon on vertical bar shaped side template sidewall by positive tenon baffle plate, interior stiffener, outer stiffener, sun tenon draw-in groove composition, be fixed on curved side stencil sidewalls on cloudy tenon by cloudy tenon baffle plate, cloudy tenon fixture block composition, left and right two arms at the positive tenon baffle plate of " several " font are respectively processed with several vertically disposed positive tenon circular holes, the positive tenon draw-in groove of two " L " shapes is separately fixed at the both sides, middle outer end of positive tenon baffle plate, opening outwardly, interior stiffener, outer stiffener is separately fixed at the middle two ends of positive tenon baffle plate, outer stiffener supports will be between the positive tenon baffle plate of positive tenon draw-in groove, in the left and right of cloudy tenon baffle plate, two arms are respectively processed with several vertical array, the cloudy tenon circular hole corresponding with positive tenon circular hole position, bolt is fixed together vertical bar shaped side template and curved side template through positive tenon circular hole and cloudy tenon circular hole, two cloudy tenon fixture blocks are separately fixed on the inwall that cloudy tenon baffle plate is corresponding with positive tenon draw-in groove position, two cloudy tenon fixture blocks can snap in respectively in two positive tenon draw-in grooves, together with positive tenon is ganged up with cloudy tenon, can not come off.
4. according to claim 3 without inner support double-walled fore shaft steel boxed cofferdam, it is characterized in that: the gap between positive tenon and cloudy tenon is 10mm, cofferdam sealing adopts vertical continuous tenon head type fore shaft, between positive tenon and cloudy tenon, be provided with sealing seam, in sealing seam, first place sealing bag, rear perfusion mortar, blocking-up flow path, to guarantee stagnant water effect.
5. according to claim 4 without inner support double-walled fore shaft steel boxed cofferdam, it is characterized in that: the material of exterior panel, inside panel, diaphragm, upper vertical clapboard, stiffener angle, outer baffle, internal flap, bottom shrouding, lower vertical clapboard, positive tenon plate washer, interior stiffener, outer stiffener, positive tenon draw-in groove, cloudy tenon baffle plate, cloudy tenon fixture block is Q345B, the thick 12mm that is of most of member steel plate, the larger member thickness of slab of local pressure is 16mm, the steel plate of cloudy tenon fixture block is thick be 36mm, positive tenon draw-in groove employing [40a channel-section steel.
6. according to claim 5 without inner support double-walled fore shaft steel boxed cofferdam, it is characterized in that: the model of stiffener angle is ∠ 75 × 75 × 6mm.
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| CN201410029153.9A CN103835300B (en) | 2014-01-22 | 2014-01-22 | Without inner support double-walled fore shaft steel boxed cofferdam construction method and cofferdam thereof |
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| CN115233710A (en) * | 2022-07-01 | 2022-10-25 | 中交路桥建设有限公司 | Fabricated concrete cofferdam and installation method thereof |
| CN116122315A (en) * | 2023-01-03 | 2023-05-16 | 保利长大工程有限公司 | Double-wall steel suspended box cofferdam in deep water reservoir area and construction method thereof |
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| CN106638639A (en) * | 2016-12-29 | 2017-05-10 | 河南位登建筑工程有限公司 | Steel cover box cofferdam and bridge building device thereof |
| CN106638639B (en) * | 2016-12-29 | 2019-08-16 | 河南位登建筑工程有限公司 | Steel boxed cofferdam and its bridge construction equipment |
| CN107059902A (en) * | 2017-06-19 | 2017-08-18 | 石家庄铁道大学 | A kind of reusable steel boxed cofferdam structure and its construction method |
| CN108222041A (en) * | 2018-03-06 | 2018-06-29 | 中铁二十四局集团新余工程有限公司 | Large-sized deep water basis single wall steel boxed cofferdam construction |
| CN109537443A (en) * | 2018-12-28 | 2019-03-29 | 中交二航局第四工程有限公司 | Bridge pier anticollision device, collision-prevention device and its construction method |
| CN109797759A (en) * | 2019-01-18 | 2019-05-24 | 中铁大桥局集团第五工程有限公司 | A kind of bionical precast-boxed cofferdam of sea scar and its construction method |
| CN109797759B (en) * | 2019-01-18 | 2020-11-13 | 中铁大桥局集团第五工程有限公司 | Offshore rock surface bionic casing box cofferdam and construction method thereof |
| CN110939148A (en) * | 2019-12-05 | 2020-03-31 | 中国铁建大桥工程局集团有限公司 | Construction method of double-wall steel suspension box cofferdam serving as drilling platform |
| CN111827320B (en) * | 2020-07-08 | 2021-07-02 | 温州派瑞机械科技有限公司 | Bridge construction water body separation device |
| CN111827320A (en) * | 2020-07-08 | 2020-10-27 | 贾蒙蒙 | Bridge construction water body separation device |
| CN112921998A (en) * | 2021-02-08 | 2021-06-08 | 浙江华东工程咨询有限公司 | Cofferdam enclosure slope-making foundation pit excavation method suitable for deep sludge covering layer |
| CN112921998B (en) * | 2021-02-08 | 2022-05-24 | 浙江华东工程咨询有限公司 | Cofferdam enclosure slope-making foundation pit excavation method suitable for deep sludge covering layer |
| CN115233710A (en) * | 2022-07-01 | 2022-10-25 | 中交路桥建设有限公司 | Fabricated concrete cofferdam and installation method thereof |
| CN115233710B (en) * | 2022-07-01 | 2023-08-18 | 中交路桥建设有限公司 | Assembled concrete cofferdam and installation method thereof |
| CN116122315A (en) * | 2023-01-03 | 2023-05-16 | 保利长大工程有限公司 | Double-wall steel suspended box cofferdam in deep water reservoir area and construction method thereof |
| CN116122315B (en) * | 2023-01-03 | 2023-09-01 | 保利长大工程有限公司 | Double-wall steel suspended box cofferdam in deep water reservoir area and construction method thereof |
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