CN102877420A - Construction method of large tube well fixed point precipitation, sealing bottom free concrete and steel sheet pile cofferdam deepwater bearing platform - Google Patents
Construction method of large tube well fixed point precipitation, sealing bottom free concrete and steel sheet pile cofferdam deepwater bearing platform Download PDFInfo
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- CN102877420A CN102877420A CN2012104384834A CN201210438483A CN102877420A CN 102877420 A CN102877420 A CN 102877420A CN 2012104384834 A CN2012104384834 A CN 2012104384834A CN 201210438483 A CN201210438483 A CN 201210438483A CN 102877420 A CN102877420 A CN 102877420A
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Abstract
The invention discloses a construction method of large tube well fixed point precipitation, sealing bottom free concrete and a steel sheet pile cofferdam deepwater bearing platform and relates to the construction method of a deepwater bearing platform of a bridge. The construction method aims to solve problems that a double wall steel cofferdam and sealing bottom concrete construction method is large in sealing bottom concrete thickness, large in steel plate pile length and large in construction difficulty. The construction method comprises the following steps of: inserting steel plate piles into a sand layer under water, connecting adjacent steel plate piles in a clamping manner so as to form a cofferdam which is higher than a water level and sealed; uniformly setting a plurality of large tube wells along an inner circle of the cofferdam; pumping out the water from a cofferdam area by using a submersible electric pump; at the same time, connecting the steel tubes or shape steels with steel plate piles which are exposed outside the water level in the horizontal direction so as to form horizontal cofferdam support beam groups, wherein the plurality of horizontal cofferdam support beam groups are arranged in the height direction; after the water in the cofferdam is completely pumped out, an underlayer is paved; and a reinforcement cage for manufacturing the deepwater bearing platform is arranged on the underlayer and concrete is cast so as to form the deepwater bearing platform.
Description
Technical field
The present invention relates to the deep water bearing platform construction method of bridge.
Background technology
Development along with society, improving constantly of the expansion of trip demand amount and bridge construction technical level, large quantities of deep water Loads of Long-span Bridges of striding rivers, straits emerge in large numbers successively, and these large bridges have proposed very high requirement in the complex situations aspect scale, structure, the construction environment to Construction Technology.
The construction main difficulty of bridge deepwater foundation is waterproof and anti-native measure, and pile foundation, bearing platform construction often need be equipped with the waterproof cofferdam.The cofferdam can prevent effectively that the water and soil outside the cofferdam from pouring in the cofferdam in work progress, and these cofferdam are namely dismountable after basis and pier are built out the water surface, are a kind of construction temporary structures.And according to the difference of the conditions such as the residing hydrology of Bridge position, geology, meteorology, navigation channel, select cofferdam structure form and the job practices of which kind of bridge foundation construction, the matter of utmost importance that the person that becomes the bridge construction will consider before foundation construction.
Existing deep water bearing platform construction method has multiple, and what relatively be shaped has: Double-Wall Steel Boxed Cofferdam, bottom concrete job practices.But the problem that this method exists is: if bridge location place underwater obstruction is many, Double-Wall Steel Boxed Cofferdam difficulty in place then, and long in time limit, cost is high, the bottom concrete construction sequence, (this part bottom concrete does not add reinforcing bar, does not possess supporting capacity need to adopt at least the thick bottom concrete of 5m by bottom concrete bottom surface to the high hydraulic pressure calculating of the water surface, useless to the deep water cushion cap), namely need excavate 7.5m layer of sand under the riverbed, need simultaneously corresponding lengthening Double-Wall Steel Boxed Cofferdam height, difficulty of construction is large.
Summary of the invention
The purpose of this invention is to provide a kind of large pipe well fixed point precipitation, without bottom concrete, steel sheet-pile cofferdam deep water bearing platform construction method, with solve Double-Wall Steel Boxed Cofferdam, the existing difficulty of construction of bottom concrete job practices is large, cost is high, long in time limit, problem that bottoming concrete thickness is large.The present invention includes following step: one, steel sheet pile is one by one inserted under water the layer of sand, and make be connected between the adjacent steel sheet pile one be higher than the water surface, the sealing the cofferdam, and in the assembling reinforcement of top, cofferdam, fluid concrete waling 4, the top of waling 4 upwards arranges steel plate 5; Two, the inner ring along the cofferdam evenly arranges a plurality of large pipe wells 6, and the structure of large pipe well 6 is: top is steel pipe 7, and the bottom is chimney filter 8, and steel pipe 7 arranges more than the underwater layer of sand, and layer of sand is following to be chimney filter 8; And around chimney filter 8, fill fitros 9 and shaft bottom cloth 10, in order to avoid the water inlet aperture of mud obstruction chimney filter 8 borders at the bottom of the riverbed, impact is drawn water; Three, a submersible pump is installed in the shaft bottoms in each large pipe well 6, and described submersible pump is joined the automatic switch of the large pipe well 6 interior water levels of control, regulates the size of pump-out at large pipe well 6 well head mounted valves, in the zone, cofferdam to extracardiac pumping; Meanwhile, to the steel sheet pile that surfaces, many steel pipes of horizontal direction connection or shaped steel avoid the cofferdam to be collapsed by inside and outside hydraulic pressure pressure reduction compressing to form cofferdam horizontal support bundle group, described cofferdam horizontal support bundle group arranges many groups along with the gradually decline of the water surface in the cofferdam in short transverse; Four, below at the bottom of the water in the cofferdam is evacuated to foundation ditch, the pump-out of regulating large pipe well 6 makes large pipe well 6 interior these heights of water level of lasting maintenance, then, removes the bottom silt particle; Five, lay bed course for bottom, anhydrous cofferdam, on bed course colligation for the manufacture of the reinforcing bar of deep water cushion cap and fluid concrete to form the deep water cushion cap.
Advantage of the present invention is: 1, employed steel sheet pile belongs to standard component, and the connection between the steel sheet pile and subaqueous construction all belong to forming technique, and construction quality and cost are all guaranteed.Therefore difficulty of construction and cost have been reduced.2, do not need to make whole clad steel cofferdam, manufacturing cost and installation cost all reduce greatly.3, guarantee that by large tube well dewatering each operation all can in operation under the anhydrous condition, reduce difficulty of construction in the cofferdam.4, behind the precipitation, soil can be not excessive because of the inside and outside head discrepancy in elevation under the substrate, produces the quicksand phenomenon, so the thick bottom concrete of 5m that do not need to construct has reduced manufacturing cost, improved efficiency of construction.
Description of drawings
Fig. 1 is the structural representation of embodiment of the present invention one, and Fig. 2 is the lateral view of Fig. 1.
The specific embodiment
The specific embodiment one: specify present embodiment below in conjunction with Fig. 1 and Fig. 2.Present embodiment comprises the steps: one, steel sheet pile is one by one inserted under water the layer of sand, and make interlock between the adjacent steel sheet pile (interlock between the steel plate between cloudy socket and the positive socket) connect into one and be higher than the cofferdam water surface, sealing, and in the assembling reinforcement of top, cofferdam, fluid concrete waling 4, the top of waling 4 upwards arranges steel plate 5; Two, the inner ring along the cofferdam evenly arranges a plurality of large pipe wells 6, and the structure of large pipe well 6 is: top is steel pipe 7, and the bottom is chimney filter 8, and steel pipe 7 arranges more than the underwater layer of sand, and layer of sand is following to be chimney filter 8; And around chimney filter 8, fill fitros 9 and shaft bottom cloth 10, in order to avoid the water inlet aperture of mud obstruction chimney filter 8 borders at the bottom of the riverbed, impact is drawn water; Three, a submersible pump is installed in the shaft bottoms in each large pipe well 6, and described submersible pump is joined the automatic switch of the large pipe well 6 interior water levels of control, regulates the size of pump-out at large pipe well 6 well head mounted valves, in the zone, cofferdam to extracardiac pumping; Meanwhile, to the steel sheet pile that surfaces, many steel pipes of horizontal direction connection or shaped steel avoid the cofferdam to be collapsed by inside and outside hydraulic pressure pressure reduction compressing to form cofferdam horizontal support bundle group, described cofferdam horizontal support bundle group arranges many groups along with the gradually decline of the water surface in the cofferdam in short transverse; Four, below at the bottom of the water in the cofferdam is evacuated to foundation ditch, the pump-out of regulating large pipe well 6 makes large pipe well 6 interior these heights of water level of lasting maintenance, then, removes the bottom silt particle; Five, lay bed course for bottom, anhydrous cofferdam, on bed course colligation for the manufacture of the reinforcing bar of deep water cushion cap and fluid concrete to form the deep water cushion cap.Described deep water cushion cap is that 9m is high, is about 40m, and width is about 25m.At the bottom of the cushion cap apart from water surface discrepancy in elevation 13.8m.
Specific embodiment:
1. newly-built Harbin to Qiqihar special line for passenger trains the Songhua River Bridge is between 50m place, existing Binzhou line downstream, Harbin City, Daowai District～Songbei District in the main stream of Songhua River, total length 3065m.Striding river part master bridge spanning is 77+3 * 156.8+77m four line tied arch continuous beams, is arranged in the Song Hua River main stem, mean depth 10m.39# dimension of platform: 24.9m*40.8m*9m wherein, cushion cap end face absolute altitude 111.7m is 40 drilled piles under the cushion cap, stake diameter 2m, the long 87m of stake.Water surface ordinary water level absolute altitude: 116.5m; Riverbed face absolute altitude 105.2m.
2. Song Hua River belongs to the shallow river course of Plain molded breadth, is national III level navigation channel, bend radius 500m, the 1000 tonnes of boats and ships of can opening the navigation or air flight.The wide 1km in Song Hua River, bridge site place, water flow velocity 0.85m-1.0m/s.Be the thick 90kpa flour sand of 3m layer under the bed surface, the thick 330kpa layer of sand of 30m, it is lower to the 500kpa mud stone, wherein is mingled with the thick 800kpa sand streak of layer 2-3 2-5m.
3. job practices
This method in crossing over the bridge construction in Song Hua River, after having finished the foundation construction of water king-pile, the bearing platform construction that carries out.
1. the construction of steel sheet-pile cofferdam
The cofferdam construction operation is at first installing leading truck, inserted to play steel sheet pile guide pile, and then the inserted to play steel sheet pile is to design elevation.
Steel sheet-pile cofferdam planar dimension basis " railway bridges and culverts job specfication regulation " every limit is than the large 1.5m of cushion cap, that is: 43.8 * 24.9m.Use the long steel sheet pile of 19m, inserted to play enters the position, and steel sheet pile end face, bottom surface absolute altitude are respectively 116.5m and 97.5m, connect the high steel plate of 2m, the high 118.5m of steel plate top mark.
A, preparation of construction
(a) steel sheet pile carries out fore shaft by test, and dilatory with hoist engine, its dilatory force is not more than 5KN, just can use after fore shaft unpassable steel sheet pile need be repaired.
(b) smear the mixing waterproofing materials in the fore shaft, press butter: pitch: dried sawdust: dry clay=1:1:1:0.5 prepares (weight ratio).
(c) with mouth sealing at the bottom of the groove of pile top place inserted to play direction of advance, avoid earth to clamp-on.
B, steel sheet pile inserted to play and close up
The steel sheet pile inserted to play adopts two flowing water section operating types, from one jiao of upstream side, along the length edge direction to the both sides inserted to play, closes up in the minor face downstream at last.It is vertical straight that first steel sheet pile sling with clamp, measures its verticality from two mutually perpendicular directions, and the rear hammering that meets the demands is sunk, and every sinking 1m measures once.If deviation is too large, extracts and beat again.Beat to the desired depth immediately with reinforcing bar or steel plate and enclose the interim electric welding of purlin support and fix.
During second steel sheet pile of inserted to play, steel sheet pile vertically sling aims at the fore shaft of first steel sheet pile, artificial righting, make steel sheet pile by deadweight along first steel sheet pile fore shaft segment distance that glides, stable after, in addition hammering is sunk.Measuring at any time verticality during sinking is also rectified a deviation.
In the pitching pile process, should accomplish the main points of " pitching pile is honest, disperse deviation, have partially namely and entangle, adjust and close up ", close up when deviation is arranged when last sealing, available axis revised law is adjusted, and method is:
(a) when the length edge direction is respectively got to from surplus 8 sheet piles of corner pile, stop respectively, measure the size that increases to the total length of corner pile with owing to deviation;
(b) size and the corner pile size that increase according to horizontal direction, with short side direction enclose purlin first with enclose the purlin stake and separate, outwards eject with jack again, carry out axis and move outward, will enclose again purlin after being checked size is errorless and enclose the purlin stake again electric welding fix;
(c) continue to set (institute stays highly slightly high) at long side direction and behind corner pile, then make a call to two to short side direction;
(d) set sheet pile on the minor face (institute stays highly slightly high) according to revised axis, the position of the 3rd sheet pile that last root sealing steel sheet pile should be counted from the end at short side direction.
Use crane to be equipped with vibration hammer when (e) steel sheet pile is pulled out.
The measure of c, the pre-Anti-inclining of inserted to play steel sheet pile
Before inserting steel sheet pile, except in fore shaft, being coated with lubrication oil with the mill resistance that reduces fore shaft, squeeze into iron wedge or hard-wood wedge, silt blocking fore shaft when preventing from sinking in the fore shaft lower end of sleeve not simultaneously.
When inserting steel sheet pile in the compact soil area, pile top can be cut into certain angle, utilize its counter-force, make the steel sheet pile that has tilted progressively recover normal.
D, the steel sheet pile fore shaft preventive action of leaking
Steel sheet pile seepage occurs because the improper fore shaft that causes of inserted to play deforms.Its remedial measure is to utilize conduit to throw in the outside, the cofferdam at the fore shaft place that leaks to spread thin cinder, and cinder is sink to the At The Height that leaks and can stops up and leak.
2. the construction of large pipe well well-points dewatering
The well point is arranged: uniform layout is 18 around the foundation ditch, arrange 4 on the cushion cap longitudinal axis, following 12m at the bottom of the cushion cap is goed deep in the well point, total well depth 26m, diameter of phi 0.6m, spacing 8-9m, every well adopts a 150T/h water pump precipitation, and be with the suction cast iron pipe, join the automatic switch of water level in the control well, in the size of well head mounted valve adjust flux.Carry out first precipitation before the earth excavation, guarantee that head is below Excavation 1m in the cofferdam, the bright draining of high powered water pump cooperates during excavation, successively excavates the inner support of successively constructing.
Large pipe well is arranged and is seen Fig. 2:
3. the construction of cofferdam inner support
Establish four road inner supports in the cofferdam, top layer adopts the concrete waling, connects the high steel plate of 2m, sectional dimension: 0.7m*1.2m, and other three layers of walings adopt I
45bI iron, inner support adopts Φ 609 steel pipes and Φ 820 steel pipes, wall thickness 12mm, support interval 4m, particular location is seen Fig. 2.
4. take out the construction of concrete cushion
Establish two bright rows of the large discharge capacity water pump of 450T/H in the cofferdam and draw water, below take out sand and adopt water jetting at high pressure to cooperate slush pump to take out sand, construction 20cm concrete cushion cuts pile crown, colligation cushion cap reinforcing bar, construction bearing platform concrete when being excavated at the bottom of the cushion cap absolute altitude.
4. construction period
The cofferdam dewatering well can with simultaneously operation of drilled pile, be not counted in the cofferdam duration.Steel sheet-pile cofferdam is of a size of the high 19m of the wide 28.8m* of long 45m*.Leading truck, steel sheet pile are squeezed into needs 30 days, then starts dewatering well, and the bright draining of high powered water pump cooperates, and is equivalent to anhydrous operation in the cofferdam, and desanding this moment needs 30 days altogether, and waling, inner support are 30 days in four roads; Add up to 90 days.
5. control main points in the work progress
5.1 control main points in the dewatering well work progress
5.1.1 casing adopts steel pipe, circulation is drilled to the hole, mud off, and clear hole immediately behind the pore-forming, and 0.3 meter well casing of diameter is installed.0.3 meter steel pipe of diameter is adopted on well casing top, and the bottom adopts chimney filter to swathe shaft bottom cloth, and after well casing was lowered to, the chimney filter of well casing part should be placed in the proper range in aquifer.
5.1.2 clean the filter well with compressed air well-flushing method before the installation water pump, punching is except sediment, well-flushing flows out clear water and gets final product continuous pumpage after 24 hours, and as muddy, silt content should be searched reason greatly.
5.1.3 fill out the thick rice of 1m stone filtrate in the backward hole of well casing installation, fill with 1-3cm stone between the top borehole wall and native wall.After pipe well was installed, the well-flushing that draws water immediately prevented the long-time idle chimney filter filling that makes.
5.1.4 every water pump should dispose a gauge tap, can not pause in the Precipitation Process, and stand-by generator should be arranged, the rear water level bounce-back that prevents from having a power failure, crisis cofferdam safety.
5.2 steel sheet pile cofferdam construction control main points
5.2.1 steel sheet pile should have product certificate, mechanical performance and being of the required size, and pile body is straight, without damaged.Steel sheet pile through trimming or welding should be done fore shaft by test check.
5.2.2 should adopt equal strength steel sheet pile welding spreading during the steel sheet pile spreading, adjacent steel sheet pile joint staggers more than the 2m up and down.
5.2.3 reaching the last, steel sheet pile to shaped steel as nose girder, when the inserted to play steel sheet pile, play the guiding role.Large 8-the 10cm of nose girder gap ratio steel sheet pile effective thickness is beneficial to the inserted to play of steel sheet pile.
5.2.4 (quality mixture ratio is: butter: pitch: dried sawdust: dried clay=2:2:2:1), the frictional resistance when reducing inserted to play, and increase barrier performance to be coated with the mixing ointment of butter or heat before the steel sheet pile inserted to play.
5.2.5 the inserted to play steel sheet pile should adopt vibratory drilling method to sink in the sand, and choose reasonable vibrating hammer model, as the difficulty of sinking will be aided with the jetting method.Should from the upstream, close up to the downstream when squeezing into.
When 5.2.6 steel sheet pile can't close up because tilting, should use special wedge-shaped steel plate stake, the difference of the up and down width of wedge shape must not surpass stake long 2%.
5.3 control main points in the cofferdam in the Precipitation Process
5.3.1 this programme success or failure key is at precipitation, the selection of the dewatering well degree of depth, pitch arrangement, pump power answers emphasis to consider, geological conditions, whether have that the layer of sand transmission coefficient is important reference under water barrier, the cushion cap, must guarantee in the cofferdam to form whole precipitation system, guarantee behind the precipitation that the water surface is under the cushion cap bed course below 1 meter.
Being underground water in the layer of sand 5.3.2 dewatering well falls, is not river.Should calculate maximum water percolating capacity in the cofferdam by the layer of sand transmission coefficient, determine the dewatering well arrangement.
5.3.3 each dewatering well is and operates at full capacity when just beginning precipitation, constantly reduces along with precipitation time prolongs the layer of sand water content, dewatering well only need satisfy the requirement of layer of sand water percolating capacity and get final product.During practice of construction, month later dewatering well of precipitation can reduce gradually, and construction later stage 40% dewatering well work can be satisfied the precipitation requirement.
5.3.4 underground water can only fall in dewatering well, on the ground water is remarkable with the bright row's effect of water pump, in addition must leak stopping during the steel sheet pile seepage.
Observe well logging and check at any time dewatering effect 5.3.5 establish one to two in the cofferdam, improve precipitation scheme according to actual conditions.
6, this job practices is selected analysis-by-synthesis with domestic conventional scheme ratio
A, Double-Wall Steel Boxed Cofferdam method; advantage is safe; but 50m place, Ben Qiao upstream is existing Binzhou railway bridge; be the every average annual jackstone cage in the river of the existing bridge pier of protection flood season safety; the underground obstacle in therefore new bridge location place is many; Double-Wall Steel Boxed Cofferdam difficulty in place, and duration, cost all be not preferred plan than choosing.
B, steel sheet-pile cofferdam, bottom concrete method, at the bottom of this bridge 39# cushion cap under underwater 13.8m, riverbed 2.5m, as adopt the bottom concrete method to construct, at least need adopt the thick bottom concrete of 5m by bottom concrete bottom surface to the high hydraulic pressure calculating of the water surface, namely need excavate 7.5m layer of sand under the riverbed, need lengthen simultaneously steel sheet pile and squeeze into length, difficulty of construction is large.
This engineering bridge location place is layer of sand, and transmission coefficient is large, and complicated geology, dewatering effect are crucial, needs comprehensive consideration scheme feasibility when determining precipitation scheme, and carries out necessary emergency preplan rehearsal.In conjunction with this bridge actual conditions, determine first construction steel sheet pile cofferdam, establish large well casing dewatering well precipitation in the cofferdam, the method for sand construction waling, inner support is drawn water, is taken out in layering, has avoided taking out sand, bottom concrete under water under water, has reduced cost, has improved efficient.
Claims (5)
- Large pipe well fixed point precipitation, without bottom concrete, steel sheet-pile cofferdam deep water bearing platform construction method, it is characterized in that it comprises the steps: one, steel sheet pile is one by one inserted under water the layer of sand, and make be connected between the adjacent steel sheet pile one be higher than the water surface, the sealing the cofferdam, and in the assembling reinforcement of top, cofferdam, fluid concrete waling (4), the top of waling (4) upwards arranges steel plate (5); Two, the inner ring along the cofferdam evenly arranges a plurality of large pipe wells (6), and the structure of large pipe well (6) is: top is steel pipe (7), and the bottom is chimney filter (8), and steel pipe (7) arranges more than the underwater layer of sand, and layer of sand is following to be chimney filter (8); And fill fitros (9) and shaft bottom cloth (10) on every side at chimney filter (8), in order to avoid mud stops up the water inlet aperture of chimney filter (8) border at the bottom of the riverbed, impact is drawn water; Three, a submersible pump is installed in the shaft bottom in each large pipe well (6), described submersible pump is joined the automatic switch of an interior water level of control large pipe well (6), regulate the size of pump-out at large pipe well (6) well head mounted valve, in the zone, cofferdam to extracardiac pumping; Meanwhile, to the steel sheet pile that surfaces, many steel pipes of horizontal direction connection or shaped steel avoid the cofferdam to be collapsed by inside and outside hydraulic pressure pressure reduction compressing to form cofferdam horizontal support bundle group, described cofferdam horizontal support bundle group arranges many groups along with the gradually decline of the water surface in the cofferdam in short transverse; Four, below at the bottom of the water in the cofferdam is evacuated to foundation ditch, the pump-out of regulating large pipe well (6) makes to continue to keep this height of water level in the large pipe well (6), then, removes the bottom silt particle; Five, lay bed course for bottom, anhydrous cofferdam, on bed course colligation for the manufacture of the reinforcing bar of deep water cushion cap and fluid concrete to form the deep water cushion cap.
- Large pipe well fixed point precipitation according to claim 1, without bottom concrete, steel sheet-pile cofferdam deep water bearing platform construction method, it is characterized in that in first step, in the cofferdam construction operation leading truck is installed at first, utilize leading truck inserted to play steel sheet pile guide pile, then the inserted to play steel sheet pile is to design elevation.
- Large pipe well fixed point precipitation according to claim 1, without bottom concrete, steel sheet-pile cofferdam deep water bearing platform construction method, it is characterized in that before first step, also comprising the steps: that (a) steel sheet pile carries out fore shaft by test, dilatory with hoist engine, its dilatory force is not more than 5KN, just can use after fore shaft unpassable steel sheet pile need be repaired; (b) smear the mixing waterproofing materials in the fore shaft of steel sheet pile, waterproofing materials is according to the weight ratio butter: pitch: dried sawdust: dry clay=1:1:1:0.5 preparation; (c) with mouth sealing at the bottom of the groove of the pile top place inserted to play direction of advance of steel sheet pile, avoid earth to clamp-on.
- Large pipe well fixed point precipitation according to claim 1, without bottom concrete, steel sheet-pile cofferdam deep water bearing platform construction method, it is characterized in that in the first step: the steel sheet pile inserted to play is from one jiao of upstream side, along the length edge direction to the both sides inserted to play, close up in the minor face downstream at last; It is vertical straight that first steel sheet pile sling with clamp, measures its verticality from two mutually perpendicular directions, and the rear hammering that meets the demands is sunk, and every sinking 1m measures once; If deviation is too large, extracts and beat again; Beat to the desired depth immediately with reinforcing bar or steel plate and enclose the interim electric welding of purlin support and fix; During second steel sheet pile of inserted to play, steel sheet pile vertically sling aims at the fore shaft of first steel sheet pile, artificial righting, make steel sheet pile by deadweight along first steel sheet pile fore shaft segment distance that glides, stable after, in addition hammering is sunk; Measuring at any time verticality during sinking is also rectified a deviation.
- Large pipe well fixed point precipitation according to claim 1, without bottom concrete, steel sheet-pile cofferdam deep water bearing platform construction method, it is characterized in that in first step: when last sealing is closed up when deviation is arranged, available axis revised law is adjusted, method is: (a) stop when the length edge direction is respectively got to from surplus 8 sheet piles of corner pile respectively, measure the size that increases to the total length of corner pile with owing to deviation; (b) size and the corner pile size that increase according to horizontal direction, with short side direction enclose purlin first with enclose the purlin stake and separate, outwards eject with jack again, carry out axis and move outward, will enclose again purlin after being checked size is errorless and enclose the purlin stake again electric welding fix; (c) continue to set steel sheet pile behind corner pile at the cofferdam long side direction, then make a call to two steel sheet piles to the cofferdam short side direction; (d) set steel sheet pile on the minor face according to revised axis, the position of the 3rd steel plate that last root sealing steel sheet pile should be counted from the end at short side direction.
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