CN1446988A - Construction method for structure of reinforced concrete underwater - Google Patents
Construction method for structure of reinforced concrete underwater Download PDFInfo
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- CN1446988A CN1446988A CN 03115007 CN03115007A CN1446988A CN 1446988 A CN1446988 A CN 1446988A CN 03115007 CN03115007 CN 03115007 CN 03115007 A CN03115007 A CN 03115007A CN 1446988 A CN1446988 A CN 1446988A
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- under water
- reinforcing cage
- reinforced concrete
- concrete structure
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Abstract
A technology for constructing the underwater reinforced concrete structure includes underwater measuring for determining position, excavating underwater foundation, binding reinforcing bar cage on ship, installing shutterings, sinking it onto underwater foundation, and casing concrete. Its advantages are less influence from tide and water stream, easy location and short construction period.
Description
Technical field
The present invention relates to a kind of job practices of underwater works engineering, relate in particular to a kind of job practices of the absorption basin of concrete under water.
Background technology
In order to prevent harbor district draining and flushing flood control embankment levee toe, cause potential safety hazard, the concrete absorption basin need be set outside the embankment levee toe.Existing job practices of constructing the concrete absorption basin generally adopts cofferdam construction, steel platform construction method waterborne, box hat caisson construction method.But all there are various defectives in said method: 1, have following defective as the cofferdam construction method: workload is big, long in time limit, the cost height, the cofferdam expense is considerably beyond the cost of absorption basin own, and need to abolish the scope of former embankment big for buried pipeline simultaneously, requires difficulty very big to what satisfy flood control administrative department.2, have following defective as steel platform construction method waterborne: piling bar is big, it is dark to set, and is subjected to the large-scale stake of condition restriction ship to be difficult to enter, middle-size and small-size stake ship pile sinking difficulty in sand soil; After piling bar sets, foundation constructions such as fluting, the clear end, geotextile laying, jackstone under water, difficulty greatly increases; Hanging operation security threat waterborne is big, reinforcing cage sinking poor synchronization.3, have following defective as box hat caisson construction method: engineering specifications is not suitable for produce in factory, needs to fill outside embankment the large tracts of land platform; Making adds must take measure of anti float man-hour; Be subjected to tidal effect big when making steel case, reinforcing bar, template, it is many to be interrupted construction; Transportation by driving sinks to restricted by weather, wave, water currents, and sinking, accurately the location is difficult; Because steel base shell is arranged, basic jackstone face is required height, sink bottom surface, back and basis are difficult for closely connected, and the box hat template can not reclaim.
Summary of the invention
Technical problem to be solved by this invention provides the absorption basin of the concrete under water job practices that whole handling sinking is hung in the moulding of a kind of pier template reinforcing bar, ship.
The technical solution adopted in the present invention is: select a suitable barge, be docked near the engineering position, set up the steel platform above deck, make reinforcing cage and template thereon, hang reinforcing cage, formwork integral hung with ship and swim like a tailor's goose, ship hangs the auxiliary concrete under water of building.
By the comparison and the practice of constructure scheme, adopt the scheme of ship over-water construction, overcome the mass defect of reinforcing bar binding, formwork under water, guaranteed and can reach designing requirement on the construction quality.Through check, concrete absorption basin concrete observed strength surpasses design strength under water, and position axis along track bias is upstream inclined to one side 7 centimetres, and the transverse axis torsional deflection is 2.8 centimetres, and average absolute altitude deviation+3.9 centimetres is all less than designing requirement.Effect of the present invention is: be subjected to morning and evening tides, water currents little when 1) making, the construction of template, reinforcing bar all can be adopted conventional method, and construction quality is guaranteed; 2) ship hangs and executes position relative fixed behind the cable, and location waterborne ratio is easier to control; 3) the water lower concrete pouring is smash conveniently; 4) construction cost is low, and the duration is short.
The specific embodiment
The construction of concrete absorption basin under water comprises: the aquatic measurement location, and the fluting of dredging under water, reinforced geotextile is laid, the piece stone foundation, the rubble levelling, reinforcing bar, template construction, concrete is built under water, the preceding 30 meters mould bag concretes construction in pond, operations such as both sides rock revetment subitem.1, measurement and positioning
(1) plan-position control: according to harbor district general location GPS point, draw and survey the construction allocation control points, on embankment concrete flood-control wall top and pierhead trestle, be provided with respectively and force to return middle allocation control points, control point coordinate and elevation are determined in repeated measurement.The ship bank cooperates, by the control point on levee crown and the harbour, adopt total powerstation to make the position at 4 angles of absorption basin, at the bottom of φ 60 steel pipes are knocked in the river, steel pipe is suitable for reading to exceed 30 centimetres of construction period peak levels, collide when avoiding with absorption basin template reinforcing cage sinking, cause allocation control points to destroy, 50 centimetres of absorption basin angle points are left at the control point.
(2) absolute altitude control: by the level control point on levee crown and the harbour, demarcate the level absolute altitude on φ 60 steel pipe tops, as the foundation of the grooving of dredging, piece stone foundation construction.Level measurement under water adopts stock rod to carry out in conjunction with level gauge during construction.
(3) measurement and positioning standard: the difficulty of considering control location in water, again because gutter reaches 100, through consulting with design, absorption basin plane positioning deviation after allowing to construct is not more than 20 centimetres, the absolute altitude deviation is less than 10 centimetres, and the physical plane deviation that the construction absorption basin causes is in the laid processes of steel pipe, with the high-order wet well steel pipe preformed hole center of pump house and the absorption basin preformed hole center connecting line axis as steel pipe, the elevation deviation is adjusted in the bending place.2, excavating foundation trench
Design absorption basin basis end absolute altitude is Huanghai Sea elevation-2.8m, and generally about+2.5m, its present position earthwork is underwater excavation to the construction tidal level, therefore needs to use the dredge boat construction.Adopt a dredge boat to cooperate a small-sized barge to carry out the foundation excavation of absorption basin.
Dredge boat is selected grab boat for use, and according to actual mud layer thickness, grooving width and machine capability are determined layering during excavation, the itemize excavation.During the itemize excavation, between bar and the bar overlay region should be arranged, owe the ridge of cutting the earth in order to avoid form, dredge boat construction can adopt following current to excavate, when flow velocity is not less than 0.5m/s when flow velocity during less than 0.5m/s, employing adverse current excavation becomes groove depth accepted scale feeler inspection, controls only dark not shallow.Excavation finishes the back and adopts the spoil disposal suction pipe to remove mud scum; outstanding high pier of part and angle position; washing away the back by hydromining under the diver with giant flattens with the mud pipe suction; the repetition measurement absolute altitude is to reaching designing requirement; must remove mud scum again with the spoil disposal suction pipe before the Underwater Engineering operation construction of back road, guarantee the foundation construction quality.
The tape measure groove depth is used at any time with mobile in the position of noting the monitoring dredge boat in the work progress, and the control valve road was smooth straight when mud pipe was inhaled mud, avoided dog leg.Intersect with industry owing to carry out plant equipment and diving personnel under water, under water simultaneously, other establishes a canoe as commander and security monitoring.3, reinforced geotextile is laid
Laying reinforced geotextile is to wash in a pan sky for the silt that prevents substrate, plays the effect on protection basis effectively, and this engineering selects for use third to take turns woven nonweaven geotextile, and weight is not less than 250 gram/m
2, use the two thread chain stitch amalgamation, the tensile strength of seam is not less than 60% of cloth intensity.Require when considering geotextile laying continuously, distortion, wrinkle and overlapping must not appear, geotextile laying adopts steel pipe to be rolled into volume as the axle center, roll under water by the diver and lay to launch, from one end to the other side lay, the necessary anchoring in end is pushed down fixing immediately with ratchel after the expansion, about face geotextile mutually joint adopt overlap joint, every " U " staple of 1 meter usefulness insert connect in the sandy soil fixing.
Geotextile laying is once unsuitable long, during jackstone, requires the thick boulder bed of first layer overlay 100mm, as the topping of geotextiles on the geotextile.4, rubble foundation construction
Lay the piece stone of 700 thick 10～150KG specifications behind the geotextile laying, the grab bucket of dredge boat is unloaded, repack the backhoe bucket into, the throwing of coordinating block stone.Piece stone must have certain grating, avoids occurring big space.For preventing big piece stone impact failure geotextiles, by the diver cobble topping of geotextiles is checked before the throwing.In the throwing process,, and flatten when the low tide by the diver by the stone throwing thickness at the bottom of the scale monitoring river.
Treat that the throwing of piece stone finishes, spill 30 cm thick macadams at the end face of piece stone, the levelling of rubble, is pushed away No. 20 channel-section steels jointly and carries out under water according to the absolute altitude of water gauge by 4 divers.5, reinforcing cage is made
The absorption basin structural plan is an isosceles trapezoid, and appearance and size is the longest 21 meters, and width is 15 meters.Consider the out-of-flatness on beam deficiency and deck,, make and the template installation that need set up 1 reinforcing cage aboard ship and make platform, the berm width size considers that according to the reinforcing cage size the every limit of peripheral guardrail emits 1 meter for the ease of reinforcing cage according to actual conditions.In the present embodiment, as 400 tons of barges of standard application, the flat steel platform of making of No. 20 channel-section steel behaviour in upper berth, deck.The parameter of 400 tons of barge with deck is: length overall: 27.5 meters, and molded breadth: 12 meters, moldeed depth: 3 meters.Can satisfy the needs that reinforcing cage is made and template is installed.
Barge with deck steel platform casts anchor and is positioned near the absorption basin side parallel with the bank.The reinforcing bar transportation is transported on the barge with deck by simple and easy trestle.On platform, mark outside the shape of absorption basin and rebar spacing, to guarantee that reinforcing bar position is correct according to plan.Reinforcing bar connects all, and the employing welding forms whole reinforcement cage.
During the reinforcing cage integral manufacturing, the side adopts " π " shaped steel plate of fixed processing to make topping, and " π " shaped steel plate central hole is so that with the fixing inner and outer template of through-wall bolt.The prefabricated concrete piece of reinforcing cage bottom colligation 50 * 50cm, every 25m
2Be provided with one, enough supportings and topping arranged after reinforcing cage is sunk, guarantee that reinforcement location is correct.At the suspension centre position of determining as calculated, adopt section steel reinforcement to become truss, aileron and base plate corner are provided with the support muscle, the rigidity when guaranteeing to lift by crane.
Before the reinforcing cage construction according to hydrologic condition and in 7 days weather forecast determine the time, guarantee that ship does not have stranded and threat stormy waves.Reinforcing cage adopts wire rope and ship anchorage in construction period, avoids ship to rock and causes security threat.6, template is installed
Template is mainly the aileron side form, and the way of template is basic identical with conventional land construction." the splayed ironware " of perforate in the middle of face down bonding connects inside and outside the aileron reinforcing cage, 1 meter of spacing is not only as concrete cover cushion block but also the backer that installs as template.Adopt 18 thick nine clamping plate as interior external mold.Template peripheral hardware level reaches vertically encloses purlin, and inner and outer template passes " splayed ironware " relative fixed with stay-bolt, makes template and reinforcing cage form an integral body.Because flank two ends discrepancy in elevation 2.6m, this segment template ommatidium expanded metal lath that is provided with suitable for reading, concrete runs off when preventing to build.7, reinforcing cage hangs
The reinforcing cage that assembling is finished is about 25 tons together with the template gross weight, select one 60 tons crane ship (after entering the construction waters lifting gin pole being installed again) for use, respectively discharge cable about the front side He about the rear flank, make the crane ship can be along embankment direction move left and right, the power that utilizes ship to hang moves forward and backward, tighten up simultaneously cable ship is hung can be static relatively in the current microwave, can satisfy the handling requirement.Carry out when the fine weather of gentle breeze, high water mark are selected in handling, the lifting time is chosen in when flood tide has just finished and carries out according to the tidal level table, and mobile, sinking is carried out when slack tide, before finishes sinking on the ebb.
Because the absorption basin planar dimension reaches 250m more greatly
2, the 1 main 2 secondary suspension hooks that use ship to hang during lifting, middle back 4 rows are provided with 16 suspension centres for 3 groups before dividing, and divide into fringed iris herb.Try before the lifting to hang and adjust each hoist cable, make each suspension centre simultaneously stressed horizontal with the maintenance reinforcing cage.On two jiaos of the axis of reinforcing cage and back ailerons, establish the vertical scale of Φ 25 reinforcing bars, highly for surfacing 500 after the reinforcing cage sinking.A transit respectively is set on embankment and trestle, and the ship bank adopts the Walkie talkie contact.The fine motion of the forward-reverse that hangs by folding and unfolding cable and ship repeatedly makes the reinforcing cage accurate positioning.8, underwater concreting
Absorption basin position leaving wharf trestle and bank are not far, concrete waters smashes the employing Commercial Concrete, on pierhead trestle, arrange a concrete transfer pump, carrier pipe is received the absorption basin limit through simple and easy construction bridge, receive hopper by flexible pipe, connect conduit under the hopper, hang the control hopper by ship and be moved horizontally to water and smash a little and control hopper just, water and smash a little according to absorption basin size and concrete flow range definitely in advance, respectively water in the reinforcing cage of the position, subregion joint portion of smashing some expanded metal lath is set.
Current and wave cut concrete when smashing for reducing to water water and smash concrete and select the low little date of wave of tidal height to carry out, and concrete adopts the concrete of not emanating under water, the slump 25～27cm, and its proportioning is determined by professional unit, is adopted after pass the test.
Concrete performance indications of release agent not in the water mixing
| Time of setting h | Initial set | ???＞5 | ???＜12 |
| Final set | ???＜24 | ???＜36 | |
| Strength ratio % in the water | ????7d | ???＞60 | ???＜60 |
| ????28d | ???＞70 | ???＞70 |
According to development test, that the concrete that adds UWB type flocculant has is early strong, impervious, from levelling, the performance that need not vibrate, and mobile radius is big, is difficult for cold seam takes place, and can carry out integral body and water and smash.Through test, do not emanate concrete after free-falling in water-bed 60cm water, cement factor keeps 92.3% of former amount in the concrete.
Concrete is built the employing tremie method under water, with the every conduit radius of influence 2.5～3.5m, according to absorption basin appearance and size, base plate is divided into 5 pouring areas, and aileron is established one and watered and smash pipe every about 6m, after bottom slab concreting is finished the concrete initial set, build the aileron concrete again.
The conduit end opening leaves about the 10cm of bottom when beginning to build, and often is full of concrete and guarantees can will carry on the concrete conduit under the continuous feeding condition in conduit, extracts 5～10cm from concrete, allows concrete freely fall in water.Build in the process to cooperate under water under the conduit and insert, the concrete planar survey, water when smashing aileron the upwards work such as lifting of commander's conduit by the diver.Concrete is built and is finished under water, flattens cleaning immediately under water by the diver.
Claims (7)
1, a kind of job practices of reinforced concrete structure under water is characterized in that, comprises the steps:
(1) aquatic measurement location, excavating foundation trench under water;
(2) make reinforcing cage and mounting template aboard ship;
(3) reinforcing cage that assembling is finished hangs the foundation trench that sinks under the water together with template;
(4) carry out underwater concreting.
2, the job practices of reinforced concrete structure under water according to claim 1 is characterized in that, also comprises two steps after step 1: reinforced geotextile is laid and the rubble foundation construction.
3, the job practices of reinforced concrete structure under water according to claim 1 is characterized in that, described aquatic measurement location comprises: plan-position control and absolute altitude control.
4, the job practices of reinforced concrete structure under water according to claim 1; it is characterized in that during described reinforcing cage integral manufacturing, the side adopts " π " shaped steel plate of fixed processing to make topping; described " π " shaped steel plate central hole, the location of double as template and fixation.
5, the job practices of reinforced concrete structure under water according to claim 1, it is characterized in that, the described reinforcing cage method of hanging is: the fair major-minor suspension hook that divides the use ship to hang during lifting, divide several suitable suspension centres all around are set, suspension centre is divided into fringed iris herb, adjust each hoist cable, make each suspension centre simultaneously stressed horizontal with the maintenance reinforcing cage.On the axis of reinforcing cage and corner, establish the vertical scale of steel, highly for reinforcing cage surfaces 500 after sinking, in order to control sinking correct position.
6, the job practices of reinforced concrete structure under water according to claim 1 is characterized in that, described underwater concreting concrete is under water built the employing tremie method.
7, the job practices of reinforced concrete structure under water according to claim 1 is characterized in that, described concrete adopts the concrete of not emanating, the slump 25～27cm under water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03115007 CN1233903C (en) | 2003-01-21 | 2003-01-21 | Construction method for structure of reinforced concrete underwater |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03115007 CN1233903C (en) | 2003-01-21 | 2003-01-21 | Construction method for structure of reinforced concrete underwater |
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| CN1446988A true CN1446988A (en) | 2003-10-08 |
| CN1233903C CN1233903C (en) | 2005-12-28 |
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| CN 03115007 Expired - Fee Related CN1233903C (en) | 2003-01-21 | 2003-01-21 | Construction method for structure of reinforced concrete underwater |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101838994A (en) * | 2010-05-20 | 2010-09-22 | 中铁六局集团有限公司 | Construction method of steel sheet pile cofferdam for integral type steel purlin |
| CN103031848A (en) * | 2012-12-19 | 2013-04-10 | 广东省基础工程公司 | Concrete grouting construction method and device for implementing same |
| CN103321213A (en) * | 2013-05-31 | 2013-09-25 | 中交第二航务工程局有限公司 | Integral installation device and method for water reinforcement cage |
| CN103498454A (en) * | 2013-10-15 | 2014-01-08 | 国家电网公司 | Underwater construction process of water inlet/outlet of lower storage reservoir |
| CN104153392A (en) * | 2014-06-17 | 2014-11-19 | 杭州华能大坝安全工程技术有限公司 | Underwater PBM polymer concrete construction method |
| CN114134897A (en) * | 2021-12-07 | 2022-03-04 | 杨春龙 | Special construction technology for filling concrete in underwater rock cavity of reservoir area |
| CN114892590A (en) * | 2022-05-12 | 2022-08-12 | 中铁六局集团天津铁路建设有限公司 | Gravity type port and pier construction method |
-
2003
- 2003-01-21 CN CN 03115007 patent/CN1233903C/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101838994A (en) * | 2010-05-20 | 2010-09-22 | 中铁六局集团有限公司 | Construction method of steel sheet pile cofferdam for integral type steel purlin |
| CN101838994B (en) * | 2010-05-20 | 2012-05-30 | 中铁六局集团有限公司 | Construction method of steel sheet pile cofferdam for integral type steel purlin |
| CN103031848A (en) * | 2012-12-19 | 2013-04-10 | 广东省基础工程公司 | Concrete grouting construction method and device for implementing same |
| CN103321213A (en) * | 2013-05-31 | 2013-09-25 | 中交第二航务工程局有限公司 | Integral installation device and method for water reinforcement cage |
| CN103321213B (en) * | 2013-05-31 | 2015-08-12 | 中交第二航务工程局有限公司 | Reinforcing cage integral installation device waterborne and mounting method |
| CN103498454A (en) * | 2013-10-15 | 2014-01-08 | 国家电网公司 | Underwater construction process of water inlet/outlet of lower storage reservoir |
| CN104153392A (en) * | 2014-06-17 | 2014-11-19 | 杭州华能大坝安全工程技术有限公司 | Underwater PBM polymer concrete construction method |
| CN114134897A (en) * | 2021-12-07 | 2022-03-04 | 杨春龙 | Special construction technology for filling concrete in underwater rock cavity of reservoir area |
| CN114134897B (en) * | 2021-12-07 | 2023-09-22 | 杨春龙 | Construction method for filling concrete into underwater rock cavity in reservoir area |
| CN114892590A (en) * | 2022-05-12 | 2022-08-12 | 中铁六局集团天津铁路建设有限公司 | Gravity type port and pier construction method |
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| Publication number | Publication date |
|---|---|
| CN1233903C (en) | 2005-12-28 |
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Granted publication date: 20051228 Termination date: 20170121 |