CN111395373A

CN111395373A - Open caisson pressure-sinking method construction method

Info

Publication number: CN111395373A
Application number: CN202010244810.7A
Authority: CN
Inventors: 黄伟中; 张足理; 刘玉龙; 廖一博; 吴曼华
Original assignee: Guangdong Construction Engineering Supervision Co ltd
Current assignee: Guangdong Construction Engineering Supervision Co ltd
Priority date: 2020-03-31
Filing date: 2020-03-31
Publication date: 2020-07-10

Abstract

The invention discloses a sinking well sinking method construction method, which comprises construction preparation work, foundation pit excavation and sand cushion layer and plain concrete cushion layer manufacturing, first, second and third section manufacturing of a sinking well, first sinking of the sinking well, fourth and fifth section manufacturing of the sinking well and second sinking of the sinking well; the open caisson adopts a non-drainage sinking process, the soil taking mode is matched with an air mud-sucking diver, and the sinking assisting mode is sinking by a pressure sinking method and thixotropic slurry resistance reduction sinking assisting; sealing the bottom of the open caisson by using plain concrete under water, manufacturing an open caisson bottom plate, and constructing a pipeline buttress, a mud drainage well and a tailman; the sinking method is adopted to facilitate controlling the posture of the sinking well, the sinking accuracy of the sinking well is high, the depth of the blade foot of the sinking well penetrating into the soil layer is deeper through the counter-force system, the sinking well has enough sinking coefficient, the sinking speed of the sinking well can be greatly improved, the disturbance to the external soil body is small, the phenomena of uneven sedimentation, deformation, cracking and the like of the structures are effectively prevented, and the soil bin in the well lattice can not bulge in the sinking process.

Description

Open caisson pressure-sinking method construction method

Technical Field

The invention relates to the technical field of open caisson construction, in particular to an open caisson pressure-sinking method construction method.

Background

The sinking of the open caisson mainly penetrates through soil layers, namely a plain soil layer, a silt clay layer and a silt sand layer. Wherein the silt layer and the silt clay layer have low strength, low permeability, high water content, high compressibility, high sensitivity, thixotropy and rheological property. Compared with silt sand layers, the silt layers and the silt clay layers have the advantage that the frictional resistance and the bearing capacity of the well wall are greatly reduced. After sinking and passing through a silt sand layer, the sinking well is prone to incline and suddenly sink when entering a silt clay layer, large disturbance is prone to be brought to an external soil body, and structures are prone to uneven settlement, deformation, cracking and the like; meanwhile, the sinking well has a small anti-swelling coefficient, and the soil bin in the well lattice can swell to a certain extent in the sinking process. The traditional sinking process of the open caisson has the defects of difficult deviation rectification of the open caisson posture, difficult control, slow sinking, long construction period, large disturbance of soil outside the open caisson and the like, and the main reason is that the open caisson is inclined in posture at different sinking stages and difficult to control due to the difference distribution of soil layers.

Disclosure of Invention

The invention aims to provide a pressure sinking method construction method which is convenient for controlling the posture of an open caisson, high in open caisson sinking precision, high in sinking speed, small in disturbance to an external soil body and high in open caisson anti-heave coefficient.

The invention is realized by the following technical scheme:

a sinking method construction method for an open caisson comprises the following steps:

(1) excavating a foundation pit, manufacturing a sand cushion layer and a plain concrete cushion layer, wherein the excavation of the foundation pit is combined by mechanical excavation and manual finishing; after the excavation of the foundation pit is finished, a sand cushion is paved in time; then paving a plain concrete cushion layer on the sand cushion layer;

(2) manufacturing a first section, a second section and a third section of the open caisson;

(3) sinking the open caisson for the first time; sinking the open caisson by adopting a non-drainage process, sinking the open caisson by adopting a crawler crane and a volume grab bucket for soil grabbing in the first sinking, and symmetrically taking soil to ensure that the open caisson sinks uniformly;

(4) manufacturing the fourth and fifth sections of the open caisson;

(5) sinking the open caisson for the second time; the open caisson adopts a non-drainage sinking process, the soil taking mode is matched with an air mud-sucking diver, and the sinking assisting mode is sinking by a pressure sinking method and thixotropic slurry resistance reduction sinking assisting; a soil plug with enough height is required to be left in the sinking well to prevent soil mass on the periphery of the sinking well from flowing into the sinking well, so that external soil mass is settled, and even pipelines outside the well are influenced; and then according to the final sinking stage soil plug height of 3m, simultaneously not considering the isolation effect of the bottom beam in the sinking well, carrying out uplift resistance calculation according to the most adverse conditions as follows:

safety factor against bulging

FS-bottom hole anti-bump safety factor;

qf-uplift resistance limit bearing capacity (KPa) of the soil on the AB surface of the sliding soil;

h, open caisson excavation depth (m);

q-ground surface overload (KN/square meter);

r is the AB surface width (m) of the sliding soil body, and R is 12.4 m;

s-total friction (KN) between the soil on the BN surface of the sliding soil;

taking the water level inside and outside the well to be +1.0 m: if the anti-bump safety coefficient of the open caisson is greater than 0.8, the open caisson cannot have the soil gushing phenomenon;

(6) sealing the bottom of the open caisson underwater plain concrete; after the open caisson is sunk in place, sealing the bottom by using underwater plain concrete; and (3) performing anti-floating checking calculation on the open caisson after bottom sealing:

the anti-floating coefficient Kf is more than 1.05 without counting the frictional resistance of the side wall of the open caisson.

Kf＝G/F

G is the self weight (KN) of the open caisson at the corresponding stage;

f, calculating buoyancy (KN) according to the highest water level of the construction stage; taking +1.0m of water level inside and outside the well;

(7) manufacturing an open caisson bottom plate, pumping water after the plain concrete back cover reaches the strength, and then dividing the open caisson bottom plate into cells to pour the reinforced concrete bottom plate;

(8) constructing a pipeline buttress, a mud drainage well and a tail worker; and after the construction of the open caisson and the pipeline is finished, cleaning the pipeline and the inside of the well, installing a communicating pipe in the well, and manufacturing the structures of the pipeline buttress, the rubble concrete and the mud discharging well.

Further, in the step (5), the sinking construction by a pressing and sinking method comprises an annular uplift bearing platform and a counter-force system; the counter force system comprises

Setting the pressing-in force, wherein the value of the highest water level of the underground water is +1.0 m; selecting a maximum value by using a limit bearing capacity formula; taking a small value of the friction resistance of the open caisson;

determining the arrangement form of the open caisson ground anchor according to the pressing-in force, wherein the ground anchor adopts an annular uplift bearing platform, the annular uplift bearing platform is of a reinforced concrete structure, and the concrete strength grade is C30;

arranging an anchor box, wherein the anchor box is arranged on the annular uplift bearing platform;

the method comprises the following steps that a counter-force inhaul cable is arranged, the counter-force inhaul cable is made of high-strength steel stranded wires, the bottom of the counter-force inhaul cable is connected with an anchor box, and the top of the counter-force inhaul cable is connected with a center-penetrating jack;

and a pressure-bearing bracket which accords with the safety factor is arranged, and the pressure-bearing bracket adopts a steel bracket and a reinforced concrete bracket as the pressure-bearing structure of the piercing jack.

Further, a reaction inhaul cable is configured according to the sinking height of the open caisson, and the top of the ground cast-in-situ bored pile is connected to a pressure-bearing bracket of the open caisson; in the process of sinking, a jack cylinder jacks up an upper end anchoring and locking device, and a counterforce inhaul cable transmits pressure to an annular uplift bearing platform; meanwhile, the pressure-bearing bracket bears downward pressure to promote the open caisson to sink; after the caisson sinks for an oil cylinder stroke, the jack oil cylinder retracts, the upper end anchoring locking device is readjusted to reset and the counter-force inhaul cable is locked, and the reciprocating operation is carried out, and then the next sinking construction is carried out until the caisson sinks to the designed elevation.

Further, in the step (5), the thixotropic slurry drag reduction and settling-aiding comprises the following steps:

construction arrangement, namely arranging 1 slurry stirring machine and 2 slurry pressing pumps on a slurry stirring shed according to the field condition by utilizing a slurry box used in the construction method pile manufacturing; arranging a ground surface enclosure in a ground soil layer; the outside of the enclosure is backfilled with cohesive soil and tamped layer by layer;

preparing slurry, wherein the slurry is prepared from high-quality bentonite, CMC, soda ash and water, and the proportion of the bentonite, the CMC, the soda ash and the water is 11:0.3:0.4:100 by weight;

grouting, namely grouting by using a grouting pump, wherein the normal grouting pressure is 100-800 kPa, and grouting each hole independently in the grouting process and continuously replenishing grout along with sinking of the open caisson, so that the grout surface is always kept 0.3m above the ground;

grouting, namely grouting an annulus on the outer side of the open caisson to replace bentonite slurry after the open caisson is sunk; grouting from bottom to top through grouting holes on the well wall; the grouting is composed of ordinary Portland cement and cement paste with the water cement ratio not exceeding 0.45.

Further, in the step (1), a leveling instrument is used for tracking and observing in the mechanical excavation process so as to adjust the excavation depth at any time; slope setting of a foundation pit slope 1: 1; a broken stone blind ditch and a water collecting well are arranged on the bottom surface of the open caisson foundation pit; laying sand cushion layers in layers, wherein the sand cushion layers are made of medium coarse sand, each layer is laid in layers of 30cm, the sand cushion layers are compacted by a flat vibrator while sprinkling water according to the water content of 15%, the compactness of the sand cushion layer is ensured, the compactness is tested by a ring cutter method, and the dry bulk density gamma is not less than 1.56t/m³Then laying a next layer of sand cushion; and after the plain concrete on the sand cushion layer reaches the preset strength, accurately measuring the plane position of the open caisson on the plain concrete cushion layer according to the designed well position, and performing the brick bed die construction.

Further, in the step (5), before sinking the open caisson, chiseling off the plain concrete cushion layer and the brick moulding bed of the blade leg; the plain concrete cushion layer is symmetrically removed from the inside and the outside, and broken bricks in the well are cleaned by a crane grab bucket; embedding steel bar hooks around the top of the well hole, and correcting when the deviation of the open caisson reaches an allowable deviation value 1/4; during partial grabbing, after the soil grabbing bucket falls to the bottom of the well, the steel wire rope for opening the soil grabbing head is hung on the steel bar hook, the soil grabbing bucket is lifted and then suddenly loosened, the soil grabbing bucket falls off towards the wall of the well, and then the steel wire rope for closing the opening is tightened, so that the purpose of partial grabbing is achieved.

Further, in the step (6), the open caisson underwater plain concrete back cover comprises:

preparing before bottom sealing of the open caisson, wherein the upper part of the guide pipe adopts a detachable short pipe, and the lower part of the guide pipe adopts a long pipe;

cleaning foundation, adopting an air suction dredge to clean floating mud at the bottom of the pot in the well, and washing the contact parts of the well wall, the bottom beam and the like and bottom sealing concrete;

sealing the bottom of the open caisson by using C20 plain concrete; during construction, the distance between the bottom of the guide pipe and the soil surface at the bottom of the well is 30-40 cm, and the top of the guide pipe is 3-4m³The funnel is used for ensuring the blanking requirement during pouring; a ball plug is arranged at the neck of the funnel and is firmly tied by a rope or a thick iron wire; when the ball plug is placed, the center of the ball plug is arranged above the water surface, a layer of thick cement mortar is paved on the upper part of the ball plug, and concrete is poured after the ball plug is lubricated; the funnel is filled with concrete with larger slump, and then the ball plug is slowly lowered for a certain distance; when pouring, the rope or thick iron wire is cut off, and concrete is quickly and continuously poured into the funnel, at the moment, the ball plug in the guide pipe, air and water are extruded by the gravity of the concrete and discharged from the bottom of the pipe, the concrete is piled up into a cone shape around the bottom of the pipe, and the lower end of the guide pipe is buried into the concrete.

Further, when the open caisson sinks to within 2m of the designed elevation, the sinking speed of the open caisson is slowed down, deviation rectification is carried out to prevent over sinking, and the open caisson sinks to the designed elevation smoothly; and after the open caisson is sunk to the elevation, the sinking amount of the open caisson is not more than 10mm within 8 hours, and the open caisson is subjected to concrete bottom sealing.

Furthermore, the position of an anchor box of the annular uplift bearing platform must be consistent with the position of a jack on the pressure-bearing bracket, and the position of a resultant force center of the counterforce guy cable is ensured not to have large deviation.

Furthermore, after the plain concrete cushion layer is chiseled, the gravity center of the open caisson is higher, no friction force exists around the wall of the open caisson, the sinking coefficient of the open caisson is large, the cutting edges of the open caisson are firstly manually and comprehensively dug in layers, the dug earthwork is firstly concentrated in the center of each bin bottom, the open caisson is gradually sunk, the cutting edges of the open caisson are buried in the soil layer, and the gravity center of the open caisson is reduced.

The invention has the beneficial effects that:

the invention provides a construction method for manufacturing secondary sinking by adopting a sunk well in five sections, wherein the sinking adopts a non-drainage sinking process, the soil taking mode is the cooperation of an air mud-sucking diver, and the sinking assisting mode adopts a pressure sinking method and a wall-touching mud drag reduction sinking assisting method; the sinking method is adopted to facilitate controlling the posture of the open caisson, the sinking precision of the open caisson is high, the depth of the open caisson cutting edge penetrating into the soil layer is deeper through a counter-force system, so that a higher soil plug is kept in the open caisson while an enough sinking coefficient is still provided, the sinking speed of the open caisson can be greatly improved, the disturbance on an external soil body is small, the phenomena of uneven sedimentation, deformation, cracking and the like of a structure are effectively prevented, and the soil bin in a well lattice can not bulge to a certain extent in the sinking process; the thixotropic slurry sedimentation assisting method is adopted to reduce the disturbance influence of the sunk well on the surrounding soil body to a greater extent, the static effect of the thixotropic slurry on the soil body is distributed according to a triangle, when the thixotropic slurry is in a gel state, the molecules of the thixotropic slurry are arranged to form a certain net-shaped structure framework, and the thixotropic slurry plays roles in reducing friction force and maintaining the stability of a soil wall in the sinking process of the sunk well. The invention improves the construction efficiency and the construction quality of the open caisson and has popularization value.

Drawings

FIG. 1 is a flow chart of the construction of an open caisson according to an embodiment of the invention;

FIG. 2 is a flow chart of the construction of the pressure-sinking method according to the embodiment of the present invention;

FIG. 3 is a data diagram for open caisson segmentation production according to an embodiment of the present invention;

FIG. 4 is a flow chart of a construction process of a jet grouting pile according to an embodiment of the invention;

FIG. 5 is a flow chart of a construction process of a lime mixing pile according to an embodiment of the present invention;

FIG. 6 is a table of a first open caisson sinking coefficient analysis according to an embodiment of the present invention;

fig. 7 is a first open caisson sinking coefficient table according to an embodiment of the invention;

fig. 8 is a table of a second open caisson sinking coefficient analysis according to an embodiment of the present invention;

fig. 9 is a second sinking coefficient table according to an embodiment of the present invention.

Detailed Description

The invention will be described in detail with reference to the drawings and specific embodiments, which are illustrative of the invention and are not to be construed as limiting the invention.

Embodiment 1, as shown in fig. 1 and 3, a method for constructing an open caisson by a press-sinking method includes the following steps: (1) construction preparation work, namely arranging temporary construction, mechanical equipment, construction water and power lines on site according to a general plane layout; arranging gantry piles around the open caisson, and marking out the central axis of the open caisson and the contour line of the foundation pit by lime powder to be used as a basis for manufacturing and sinking positioning of the open caisson; it should be noted that, in order to meet the requirements of construction machinery and equipment and civilized construction, a construction access way is arranged in the construction enclosure, and the construction access way has the following structure: paving 25cm thick fly ash three residues in a common area, and paving 20cm concrete; paving 25cm thick fly ash three residues in the driving area of the heavy-duty vehicle and the crane, and then paving 25cm concrete; the inner surface layer of the concrete is a phi 8@250 bidirectional reinforcing mesh. A steel bar processing field, a template assembling field and a temporary storage yard are erected along the side of the open caisson, and two layers of temporary color steel plate houses are built to be respectively used as supervision field offices, various technical work offices (electricians, machinists and benches), medical rooms, rest rooms and the like. In the sinking stage of the open caisson, after the pond and the river creek near the open caisson are negotiated and expropriated, the pond and the river creek are intercepted to be used as a temporary mud sedimentation tank, a water drawing port is arranged in a nearby river channel and is conveyed to a site to be used as a supplementary water source during sinking.

(2) The soil body at the well position of the open caisson is improved by adopting lime mixing piles, the bottom of the blade foot is provided with a jet grouting pile for reinforcement, and the periphery of the open caisson is provided with a jet grouting pile waterproof curtain; it should be noted that, in order to avoid the influence on the surrounding environment, the building structure and the pipeline when the open caisson is constructed by sinking, a double-row jet grouting pile enclosure is arranged around the open caisson. In order to ensure that the sinking well does not subside in the pipe jacking stage, four rows of closed jet grouting piles are arranged at the bottom of the blade foot. The high-pressure jet grouting piles of the enclosure structure are arranged in a double-row closed mode, and the reinforcing depth is 3m below the ground to 10m below the edge foot of the open caisson; soil body reinforcement at the bottom of the cutting edge is arranged according to four rows of closed jet grouting piles, and the reinforcement depth is from the cutting edge to 10m below the cutting edge. In order to improve the mixing degree of cement in soft soil and reduce the disturbance to soil, the method selects

The double-pipe high-pressure jet grouting pile construction is carried out, the pile spacing is 600mm, the lap joint length is more than or equal to 200mm, and the cement mixing amount is less than 400 kg/m.

In order to meet the requirement of pile diameter and improve the lap joint rate, double pipes are adopted for construction.

Before formal construction, a test pile is required to be carried out to determine various construction parameters. Refer to FIG. 4

1) And measuring the paying-off. And determining a jet grouting reinforcement area and determining the hole site of the jet grouting pile.

2) The hydraulic drilling machine is used for drilling in place, the drill hole is drilled to the rotary spraying reinforcement elevation, the drill bit is required to be aligned to the center of a hole site, the deviation is smaller than 1/2 hole forming aperture, the spray pipe is arranged below the designed rotary spraying pile by 10cm, and meanwhile, the plane of the drilling machine is placed stably and horizontally.

3) The rotary spraying operation is carried out from bottom to top, the rotary spraying head rises while rotating, the rotary spraying and lifting are started after the slurry outflow from the high-pressure slurry hole is normal, the slurry conveying amount is 40L/min, and the lifting speed is about 15 cm/min.

4) When faults occur during the connection of the jet pipe or the formation of the rotary jet pile, the jet pipe is required to be lowered to 10cm below the grout stop surface during the continuous construction so as to ensure the vertical continuity of the rotary jet pile.

5) And lifting the spray head out of the ground surface, cleaning, moving to the next hole position, and checking the condition of the spray nozzle.

6) And (3) well performing hole recharging work, wherein after the single-pile rotary spraying construction is finished, the hole recharging work is required to be performed due to the diameter reduction and the air spraying, and the spraying amount is 4 times of the pore size. And simultaneously, slurry after the slurry is blown out from the normal orifice is naturally introduced into the constructed rotary spraying hole, or a high-pressure slurry pipe is directly inserted into the hole to carry out orifice recharging. This operation requires several operations to ensure the quality of the hole recirculation.

7) If part of the hole sites are displaced, the reinforcing range of the displaced holes is expanded, and after the first injection is finished, the spray pipe is inserted into the position required for repeated injection again for second injection.

(3) Excavating a foundation pit, manufacturing a sand cushion layer and a plain concrete cushion layer, wherein the excavation of the foundation pit is combined by mechanical excavation and manual finishing; the mechanical excavation adopts a WY-100 type hydraulic back-shovel excavator, when the excavation is about 20cm from the elevation of the pit bottom, the slope and the flat bottom are manually repaired to prevent the disturbance of the soil layer of the base, and the pit bottom is thoroughly removed when meeting silt or soft soil, backfilled by sandy soil, leveled and tamped. During construction, the exposure time of the foundation pit is reduced as much as possible, and the closed cushion layer is filled as soon as possible; after the excavation of the foundation pit is finished, a sand cushion is paved in time; then paving a plain concrete cushion layer on the sand cushion layer;

(4) manufacturing a first section, a second section and a third section of the open caisson; respectively manufacturing each section of open caisson according to the bearing capacity sigma of the sand cushion layer;

the formula:

g1-dead weight of open caisson

A, the plain concrete cushion layer area under the blade foot, the first open caisson is 92.3 square meters, the plain concrete area at the bottom of the girder is 56.3 square meters; the second open caisson is 97.7 square meters, the square meter bottom plain concrete area is 62.4 square meters

[ sigma ] -sand cushion allowable bearing capacity value 110KPa, and ultimate bearing capacity 220 KPa;

after the first section is manufactured:

a first open caisson: σ ═ (8026+2768)/92.3 ≈ 111 ≈ σ ], allowed.

A second open caisson: σ ═ (9476+3058)/97.7 ≈ 112 ≈ σ, allowing

After the second and third sections are manufactured

A first open caisson: σ (8026+17408+2768)/(92.3+56.3) — 185KPa < ultimate bearing capacity.

A second open caisson: σ ═ (9476+3058+23480)/(97.7+62.4) ═ 203KPa < ultimate bearing capacity.

After the third section is manufactured, the 2 open caisson sand cushion layers are all settled. And making observation records on site.

Calculation of the bearing capacity of the lower lying layer:

the formula:

g1-dead weight of open caisson

S-lower lying layer force area

Gamma sand-16 KN

H-sand cushion thickness

[σ_{Lower part}]The sand bedding allowable bearing capacity value is 110KPa, and the ultimate bearing capacity is 220 KPa;

the first open caisson is a silt sand layer, and is reinforced by lime mixing piles, wherein the lower horizontal layer (100 kPa) has a limit bearing capacity of 200 KPa.

The second open caisson lower lying layer is a plain ploughing soil layer, and is considered to be reinforced by lime mixing piles, wherein the lower lying layer [ ] is 100kPa, and the limit bearing capacity is 200 KPa.

After the first section is manufactured

A first open caisson: sigma is (8026+2768)/186.4+16 x 1.5 is 81.9KPa < [100], and the bearing capacity of the lower lying layer meets the requirement.

A second open caisson: sigma is (9476+3058)/217.8+16 is 1.5 is 60KPa < [100], and the bearing capacity of the lower bedding layer meets the requirement.

After the second and third sections are manufactured

Because the strength of the bottom beam reaches 100% in the second and third times of manufacture (the time exceeds 28 days), the bearing capacity of the lower lying layer calculates the area of the bottom beam,

the first open caisson has sigma (8026+17408+2768)/(186.4+136.6) +1.5 × 16 (109.7 KPa) and the bearing capacity of the lower layer is higher than 200.

A second open caisson: sigma is (9476+3058+23480)/(217.8+150.2) is 100.2 < [200], and the bearing capacity of the subfloor layer meets the requirement.

(5) Sinking the open caisson for the first time; sinking the open caisson by adopting a non-drainage process, sinking the open caisson by adopting 50t of crawler crane and a volume grab bucket for soil sinking for the first sinking, and symmetrically taking soil to ensure that the open caisson sinks uniformly;

(6) manufacturing the fourth and fifth sections of the open caisson; the fourth section of the first open caisson has a high stability coefficient:

in the formula: g is the dead weight (KN) of the well position, and the dead weight 37344KN of the concrete of the front three sections of the open caisson;

t-total frictional resistance of well wall, 8285KN value (refer to fig. 6-9, open caisson sinking coefficient analysis)

R1-supporting force of the cutting edge tread and the soil under the inclined plane, 17416KN

Ff-Water buoyancy, 9632 KN.

Through calculation: k2 is 0.95 < 1, the open caisson meets the requirement of high stability, and the second open caisson meets the requirement of high stability with a high stability coefficient K2 of 0.96 less than or equal to 1.

(7) Sinking the open caisson for the second time; the open caisson adopts a non-drainage sinking process, the soil taking mode is matched with an air mud-sucking diver, and the sinking assisting mode is sinking by a pressure sinking method and thixotropic slurry resistance reduction sinking assisting;

(8) sealing the bottom of the open caisson underwater plain concrete; after the open caisson is sunk in place, sealing the bottom by using underwater plain concrete; and (3) performing anti-floating checking calculation on the open caisson after bottom sealing:

Kf＝G/F

G is the self weight (KN) of the open caisson at the corresponding stage;

after bottom sealing construction

The first open caisson anti-floating coefficient Kf is 58689/66590, 0.88 is less than 1.05;

the anti-floating coefficient Kf of the second open caisson is 72592/88610, 0.82 is less than 1.05;

because the sinking well precipitation water level is mainly in the silty clay layer, the permeability coefficient of this layer of soil body is smaller, is not suitable to adopt light well point precipitation, according to the actual conditions and the past construction experience of this engineering sinking well, before the back cover, set up 4 pressure release holes at the sinking well bottom to satisfy the anti needs that float after the sinking well water back cover.

(9) Manufacturing an open caisson bottom plate, pumping water after the plain concrete back cover reaches the strength, and then dividing the open caisson bottom plate into cells to pour the reinforced concrete bottom plate;

(10) constructing a pipeline buttress, a mud drainage well and a tail worker; and after the construction of the open caisson and the pipeline is finished, cleaning the pipeline and the inside of the well, installing a communicating pipe in the well, and manufacturing the structures of the pipeline buttress, the rubble concrete and the mud discharging well.

Specifically, in the scheme of this embodiment, in the step (7), the open caisson is sunk for the second time by a sinking method, and a soil plug with sufficient height needs to be left in the open caisson to prevent soil mass around the open caisson from flowing into the open caisson, so that external soil mass is prevented from sinking, and even pipelines outside the open caisson are affected; and then according to the final sinking stage soil plug height of 3m, simultaneously not considering the isolation effect of the bottom beam in the sinking well, carrying out uplift resistance calculation according to the most adverse conditions as follows:

safety factor against bulging

FS-bottom hole anti-bump safety factor;

h, open caisson excavation depth (m);

q-ground surface overload (KN/square meter);

r is the AB surface width (m) of the sliding soil body, and R is 12.4 m;

s-total friction (KN) between the soil on the BN surface of the sliding soil;

taking the water level inside and outside the well to be +1.0 m: if the anti-bump safety coefficient of the open caisson is greater than 0.8, the open caisson cannot have the soil gushing phenomenon. And the calculation shows that the anti-heave safety factor of the first open caisson is more than 0.88 and more than 0.8, and the anti-heave safety factor of the second open caisson is more than 0.9 and more than 0.8. Meets the requirement, and the open caisson can not generate the phenomenon of soil gushing. In order to meet the requirement of anti-surge, the height difference of the soil plug from the blade foot to the mud surface is 3m, and in the process of sinking construction, the soil plug of 5m needs to be kept to prevent the soil outside the open caisson from flowing into the well, so that the requirement of protecting the well outside the well and the sea wall is met.

Specifically, in the embodiment, referring to fig. 5, in the step (2), before lime mixing pile improvement construction, manufacturability test pile construction is performed, and the number of test piles is not less than 2; after the pile driver is in place, aligning a drill bit to the center of a hole site, drilling and stirring by a drilling machine, injecting compressed air, and drilling down a stirring head to the elevation of a tested pile;

lifting the stirrer at a uniform speed of 0.3-0.5 m/min, starting a mortar pump at the same time, continuously pressing lime powder into the soil from a deep layer stirrer central pipe, stirring the lime powder and the soft soil at the deep layer by using stirring blades, and spraying the powder while stirring until the powder is lifted to the ground, namely completing a stirring process; repeatedly stirring and sinking and repeatedly stirring and spraying slurry to rise again by adopting the same method, thus completing a columnar reinforcing body; after the drilling machine is lifted to 50cm below the ground, the jetting is stopped, and the pile machine is shifted after the drill bit is lifted to the ground.

Specifically, in the scheme of this embodiment, in the step (3), a level gauge is used for tracking and observing in the mechanical excavation process to adjust the excavation depth at any time; slope setting of a foundation pit slope 1: 1; a broken stone blind ditch and a water collecting well are arranged on the bottom surface of the open caisson foundation pit; laying sand cushion layers in layers, wherein the sand cushion layers are made of medium coarse sand, each layer is laid in layers of 30cm, the sand cushion layers are compacted by a flat vibrator while sprinkling water according to the water content of 15%, the compactness of the sand cushion layer is ensured, the compactness is tested by a ring cutter method, and the dry bulk density gamma is not less than 1.56t/m³Then laying a next layer of sand cushion; and after the plain concrete on the sand cushion layer reaches the preset strength, accurately measuring the plane position of the open caisson on the plain concrete cushion layer according to the designed well position, and performing the brick bed die construction.

Specifically, in the embodiment, in the step (4), the open caisson manufacturing includes

Hoisting equipment, wherein a 50t crawler crane is adopted as the hoisting equipment for manufacturing the open caisson;

in the scaffold engineering, when a sunk well is manufactured, an inner scaffold and an outer scaffold are erected on a sand cushion layer, the outer scaffold forms an integral frame structure along the periphery of the wall of the sunk well, one throwing support is arranged every 4m, the outer side of the outer scaffold is sealed by a coarse-meshed safety net, and bamboo fences are laid on the operation layers of the inner scaffold and the outer scaffold; it should be noted that during construction, in order to prevent different degrees of settlement that may occur in open caisson, for safety, the scaffold is separated from the wall of the caisson by a distance of about 30 cm. During sinking of the open caisson, the inner scaffold and the outer scaffold need to be detached. The inner scaffold and the outer scaffold are both floor fastener type steel pipe scaffolds, wood templates are laid under the scaffolds, and the steel pipes are high-frequency welded steel pipes with the outer diameter of 48mm and the wall thickness of 3.5 mm.

The method comprises the steps of template engineering, template assembly, purlin enclosing and rebar erecting are carried out according to a template turning drawing, an inner mold is erected firstly, an outer mold is erected secondly, the templates and the rebar are installed in a matched mode, embedded parts and wall penetrating holes are arranged in an open caisson after the inner mold is erected, the templates are connected through a combined type shaped steel mold through U-shaped clamps, wood molds are adopted at special positions such as reserved holes and well wall bottom plates, the sunk well rebar inserting positions are assembled at intervals through 2-inch wood plates, the surfaces of the assembled wood molds are planed, abutted seams are tight and smooth and do not leak grout, all templates meet specification requirements after the surfaces of the templates are smooth, the purlin enclosing and the rebar adopt 48mm steel pipes or 8# channel steel, a phi 14mm bolt rod is adopted as a pull rod, 60 × 60mm water stop sheets are arranged in the middle of the pull rod bolt, the periphery of the pull rod is welded, the horizontal distance of the pull rod bolt is 75cm, the vertical distance of 60 cm. is used for preventing the template from being exploded during concrete pouring, support and the formwork seam inspection of the abutted seams and template seams.

Template tie bolt strength calculation

The tie-rod bolt is influenced by the vibrating concrete load, the concrete opposite side mould pressure, the load generated by pouring the concrete and the like, and the values of the loads are as follows:

the load F1 generated when the concrete is vibrated is 4.0 KN/square meter.

Concrete opposite side mould pressure F2 ═ 0.22et0 β 1 β 2V1/2

Wherein: e 25KN/m³(concrete unit weight)

t0 ═ 6h (initial setting time of concrete)

β 1 ═ 1 (additive influence correction factor)

β 2 ═ 1.15 (slump influence integral coefficient)

V is 0.5m/h (concrete casting speed)

F2＝0.22×25×6×1×1.15×0.51/2＝26.8KN/㎡

Taking the load generated by pouring concrete: f3 ═ 2.0 KN/square meter

The maximum side pressure of the template

Fmax＝F1+F2+F3＝32.8KN/㎡

The pulling force P of the template pull rod is F × A

In the formula, F is the lateral pressure of concrete (N/square meter)

A-load bearing area shared by template pull rod (square meter)

P＝F×A＝32800×0.6×0.75＝14760N

The allowable pulling force of the pull rod M14 is 17500N >14760N, which meets the requirement.

Steel bar engineering, wherein the steel bar engineering comprises steel bar surface cleaning, steel bar straightening, steel bar bending, steel bar blanking and steel bar welding; cleaning the surface of the steel bar: the surface of the steel bar should be clean, and the adhered oil stain, soil and rust must be cleaned before use; straightening the steel bars: mechanically straightening the steel bars, wherein the straightened steel bars cannot have local bending, dead bending and small wave shapes; bending the steel bars: hooking the reinforcing steel bars according to design and standard requirements; blanking of reinforcing steel bars: the blanking length of the reinforcing steel bars is comprehensively considered according to the specifications of the size of the member, the thickness of the concrete protective layer, the bending adjustment value of the reinforcing steel bars, the length increase of the hooks and the like. Welding steel bars: the steel bars adopt I-grade steel bars and II-grade steel bars, and welding rods E43 and E5O are respectively adopted.

In the concrete engineering, the concrete is symmetrically and evenly poured, and a layered tiling method is adopted, so that the phenomena of leakage vibration and over vibration are prevented during vibration, and the quality of the concrete is ensured.

Specifically, in the scheme of this embodiment, in the step (5), before sinking the open caisson, a plain concrete cushion layer and a brick molding bed of the blade leg are chiseled off; the plain concrete cushion layer is symmetrically removed from the inside and the outside, and broken bricks in the well are cleaned by a crane grab bucket; it should be noted that, after the plain concrete cushion is knocked down and removed, the gravity center of the open caisson is higher, no friction force exists around the wall of the open caisson, the sinking coefficient of the open caisson is very large, and if the brick soil below the digging cutting edge is uneven, the open caisson can be greatly inclined, so before the soil is dug by the open caisson, the cutting edge of the open caisson is fully and simultaneously dug in layers by manpower, the dug earthwork is firstly concentrated in the center of each bin bottom, the open caisson is gradually sunk, the cutting edge of the open caisson is buried in the soil layer, and the gravity center of the open caisson is reduced; embedding steel bar hooks around the top of the well hole, and correcting when the deviation of the open caisson reaches an allowable deviation value 1/4; during partial grabbing, after the soil grabbing bucket falls to the bottom of the well, the steel wire rope for opening the soil grabbing head is hung on the steel bar hook, the soil grabbing bucket is lifted and then suddenly loosened, the soil grabbing bucket falls off towards the wall of the well, and then the steel wire rope for closing the opening is tightened, so that the purpose of partial grabbing is achieved.

Specifically, in the scheme of this embodiment, in the step (7), the sink construction by the sink method includes an annular uplift bearing platform and a reaction system; the counter force system comprises

first open caisson subsurface pressure calculation

The highest water level of the underground water is +1.0 m;

selecting a maximum value by using a limit bearing capacity formula;

the open caisson frictional resistance takes a small value (grouting drag reduction measures are taken);

the first open caisson is a circular open caisson, the size of the open caisson is 18.6m in outer diameter and 29.12m in height, and the self weight of the open caisson is 46490 KN.

The friction resistance F on the outer side of the open caisson is 17900KN, and the friction resistance F on the inner side of the open caisson is 3014KN

Taking a final-sinking soil characteristic bearing force value which is 3 times of the final-sinking time by the edge foot tread and the bottom beam counterforce R of the open caisson, taking the maximum final-sinking time by the buoyancy U of the open caisson when R is 18047KN, and taking the maximum final-sinking time by the buoyancy U of the open caisson when U is 17159KN

The indentation force requirement is P10111 KN (sinking coefficient 1.05 calculation at sinking well final sinking stage)

Second open caisson pressure calculation

The highest water level of the underground water is +1.0 m;

selecting a maximum value by using a limit bearing capacity formula;

the second open caisson is a round open caisson, the size of the open caisson is phi 20.6m in outer diameter and 29.4m in height, and the dead weight of the open caisson is 56786 KN.

The friction resistance F on the outer side of the open caisson is 22840KN, and the friction resistance F on the inner side of the open caisson is 3391KN

Taking a soil layer characteristic bearing force value which is 3 times of the final sinking time by the counter force R of the open caisson cutting edge tread and the bottom beam, wherein R is 19580KN

The buoyancy U of the open caisson is maximum when the open caisson is finally sunk, and U is 20991KN

The indentation force requirement is 10517KN (open caisson final sinking stage, sinking coefficient 1.05 calculation)

arranging an anchor box, wherein the anchor box is arranged on the annular uplift bearing platform; the method comprises the following steps that a counter-force inhaul cable is arranged, the counter-force inhaul cable is made of high-strength steel stranded wires, the bottom of the counter-force inhaul cable is connected with an anchor box, and the top of the counter-force inhaul cable is connected with a center-penetrating jack; and a pressure-bearing bracket which accords with the safety factor is arranged, and the pressure-bearing bracket adopts a steel bracket and a reinforced concrete bracket as the pressure-bearing structure of the piercing jack.

Specifically, in the embodiment, in the step (8), the open caisson underwater plain concrete bottom sealing includes

Preparing before bottom sealing of the open caisson, wherein the upper part of the guide pipe adopts a detachable short pipe, and the lower part of the guide pipe adopts a long pipe; it should be noted that, 2-3 sections of short pipes with the length of about 1m are applied to the upper part of the conduit, the conduit is convenient to detach after being lifted, the rest of the conduit can be formed by long conduits for reducing the water leakage phenomenon of the joint, a flange plate is not arranged at the bottom end of the lowest section of the conduit, so that the waterproof effect of underwater concrete and the end part of the conduit is not damaged, the surface stress of the inner wall of the conduit is required to be smooth, the error is less than +/-2 mm, and the conduit has enough tensile strength and can bear the self weight of the conduit and the total weight of the.

Cleaning foundation, when the sinking distance of the pipe jacking well is 2m from the designed elevation, controlling the height of a foundation soil plug by combining with the requirement of bottom sealing, ensuring the thickness of the concrete bottom sealing, adopting an air suction dredge to clean floating mud at the bottom of a pot in the well, and cleaning the contact parts of well walls, bottom beams and the like and the concrete at the bottom sealing; the height of the soil surface is measured by the cooperation of a diver, a soil surface elevation map is drawn, and the foundation is cleaned in a targeted manner.

Referring to fig. 2, specifically, in the embodiment, a reaction force guy cable is configured according to the sinking height of the open caisson, and the top of the ground cast-in-situ bored pile is connected to a pressure-bearing bracket of the open caisson; in the process of sinking, a jack cylinder jacks up an upper end anchoring and locking device, and a counterforce inhaul cable transmits pressure to an annular uplift bearing platform; meanwhile, the pressure-bearing bracket bears downward pressure to promote the open caisson to sink; after the caisson sinks for an oil cylinder stroke, the jack oil cylinder retracts, the upper end anchoring locking device is readjusted to reset and the counter-force inhaul cable is locked, and the reciprocating operation is carried out, and then the next sinking construction is carried out until the caisson sinks to the designed elevation.

Specifically, in the embodiment of the present invention, in the step (7), the thixotropic slurry drag reduction and settling-aiding method includes the following steps:

construction arrangement, according to the field condition, a mud box used when the pile is manufactured by an engineering method is utilized, a mud mixing shed is provided with 1 slurry mixing machine and 2 slurry pressing pumps, a phi 50 rubber pipe and a steel pipe are used for a slurry conveying pipeline, phi 25mm galvanized pipes are used for vertical pipes, phi 15mm galvanized pipes are used for horizontal pipes, 4 independent horizontal pipes are arranged in each row, the height of each row is 3.4m and 9.15m above a blade foot, each vertical pipe is independently connected with each horizontal pipe, an independent ball valve is arranged, the thickness of a concrete protective layer of each horizontal pipe is 3cm, air injection holes of the horizontal pipes are used for drilling holes with phi 5mm on the horizontal pipes by a hand gun at air pipe positions, the distance between small holes is 1.5m, the slurry is prevented from directly jetting a soil wall during mud pressing, the blockage at a mud pressing outlet is reduced, L100 × 100 × 8mm, the length of each horizontal pipe is 20cm, a jetting ring is formed at the jetting port, a viscous soil layer is damaged for preventing the collapse of the ground, a surface ring is provided, a steel plate is used for welding, a top ring for backfilling soil with 50cm height of the ground;

preparing slurry, wherein the slurry is prepared from high-quality bentonite, CMC, soda ash and water, the proportion is 11:0.3:0.4:100 by weight, the soil quality change part is slightly adjusted, the proportion of ① is measured by a gravimeter and is controlled to be between 1.05 and 1.08, the viscosity of ② is measured by a measuring cylinder and is filled into a viscometer with the slurry viscosity of 600cm3 and is not more than 100s, the colloid rate of ③ is required to reach 100%, the pH value of ④ is measured by a pH test paper, the pH value is controlled to be between 6 and 8, the water loss amount, the thickness of mud skin, static shear force and sand content are conventionally controlled, and when the slurry is stored in a slurry box for a long time and the mud skin appears due to the aging of the slurry, water is required to be sprayed for maintenance;

grouting, namely grouting an annulus on the outer side of the open caisson to replace bentonite slurry after the open caisson is sunk; grouting from bottom to top through grouting holes on the well wall; the grouting is composed of ordinary Portland cement and cement paste with the water cement ratio not exceeding 0.45. The grout should be a homogeneous mixture of cement and water and should have sufficient fluidity but not excessive consistency to ensure that the grout flows smoothly when filling all interstitial spaces under moderate pressure.

The open caisson adopts thixotropic slurry to reduce resistance and help sinking, the well wall is positioned in a thixotropic slurry sleeve, after the open caisson sinks to the designed elevation, thixotropic slurry replacement is carried out, cement fly ash slurry (1: 2) is used for solidifying the well wall and soil bodies on the periphery, the frictional resistance on the outer side of the well wall is improved, and the anti-floating requirement of the open caisson is met.

The technical solutions provided by the embodiments of the present invention are described in detail above, and the principles and embodiments of the present invention are explained herein by using specific examples, and the descriptions of the embodiments are only used to help understanding the principles of the embodiments of the present invention; meanwhile, for a person skilled in the art, according to the embodiments of the present invention, there may be variations in the specific implementation manners and application ranges, and in summary, the content of the present description should not be construed as a limitation to the present invention.

Claims

1. A sinking method construction method for open caisson is characterized by comprising the following steps:

(4) manufacturing the fourth and fifth sections of the open caisson;

safety factor against bulging

FS-bottom hole anti-bump safety factor;

h, open caisson excavation depth (m);

q-ground surface overload (KN/square meter);

r is the AB surface width (m) of the sliding soil body, and R is 12.4 m;

s-total friction (KN) between the soil on the BN surface of the sliding soil;

under the condition of not counting the frictional resistance of the side wall of the open caisson, the anti-floating coefficient Kf is more than 1.05;

Kf＝G/F；

g is the self weight (KN) of the open caisson at the corresponding stage;

2. The open caisson pressure-sinking method construction method according to claim 1, wherein: in the step (5), the sinking construction by a pressure sinking method comprises an annular uplift bearing platform and a counter-force system; the counter force system comprises

3. The open caisson pressure-sinking method construction method according to claim 2, wherein: a counterforce inhaul cable is configured according to the sinking height of the open caisson, and the counterforce inhaul cable is connected to the position of a pressure-bearing bracket of the open caisson from the top of a ground cast-in-situ bored pile; in the process of sinking, a jack cylinder jacks up an upper end anchoring and locking device, and a counterforce inhaul cable transmits pressure to an annular uplift bearing platform; meanwhile, the pressure-bearing bracket bears downward pressure to promote the open caisson to sink; after the caisson sinks for an oil cylinder stroke, the jack oil cylinder retracts, the upper end anchoring locking device is readjusted to reset and the counter-force inhaul cable is locked, and the reciprocating operation is carried out, and then the next sinking construction is carried out until the caisson sinks to the designed elevation.

4. The open caisson pressure-sinking method construction method according to claim 1, wherein: in the step (5), the thixotropic slurry drag reduction and sinking assisting method comprises the following steps:

5. The open caisson pressure-sinking method construction method according to claim 1, wherein: in the step (1), a leveling instrument is used for tracking and observing in the mechanical excavation process so as to adjust the excavation depth at any time; slope setting of a foundation pit slope 1: 1; a broken stone blind ditch and a water collecting well are arranged on the bottom surface of the open caisson foundation pit; laying sand cushion layers in layers, wherein the sand cushion layers are made of medium coarse sand, each layer is laid in layers of 30cm, the sand cushion layers are compacted by a flat vibrator while sprinkling water according to the water content of 15%, the compactness of the sand cushion layer is ensured, the compactness is tested by a ring cutter method, and the dry bulk density gamma is not less than 1.56t/m³Then laying a next layer of sand cushion; and after the plain concrete on the sand cushion layer reaches the preset strength, accurately measuring the plane position of the open caisson on the plain concrete cushion layer according to the designed well position, and performing the brick bed die construction.

6. The open caisson pressure-sinking method construction method according to claim 1, wherein: in the step (5), before sinking the open caisson, chiseling off the plain concrete cushion layer and the brick moulding bed of the blade leg; the plain concrete cushion layer is symmetrically removed from the inside and the outside, and broken bricks in the well are cleaned by a crane grab bucket; embedding steel bar hooks around the top of the well hole, and correcting when the deviation of the open caisson reaches an allowable deviation value 1/4; during partial grabbing, after the soil grabbing bucket falls to the bottom of the well, the steel wire rope for opening the soil grabbing head is hung on the steel bar hook, the soil grabbing bucket is lifted and then suddenly loosened, the soil grabbing bucket falls off towards the wall of the well, and then the steel wire rope for closing the opening is tightened, so that the purpose of partial grabbing is achieved.

7. The open caisson pressure-sinking method construction method according to claim 1, wherein: in the step (6), the open caisson underwater plain concrete bottom sealing comprises:

8. The open caisson pressure-sinking method construction method according to claim 1, wherein: when the open caisson sinks to within 2m from the designed elevation, the sinking speed of the open caisson is slowed down, deviation rectification is carried out to prevent over sinking, and the open caisson sinks smoothly to the designed elevation; and after the open caisson is sunk to the elevation, the sinking amount of the open caisson is not more than 10mm within 8 hours, and the open caisson is subjected to concrete bottom sealing.

9. The open caisson pressure-sinking method construction method according to claim 2, wherein: the position of an anchor box of the annular uplift bearing platform is required to be consistent with the position of a jack on the pressure-bearing bracket, and the position of a resultant force center of the counterforce guy cable is ensured not to have large deviation.

10. The open caisson pressure-sinking method construction method according to claim 6, wherein: after the plain concrete cushion layer is chiseled off, the gravity center of the open caisson is higher, no friction force exists around the wall of the open caisson, the sinking coefficient of the open caisson is large, the cutting edges of the open caisson are firstly manually and comprehensively dug in layers at the same time, the dug earthwork is firstly concentrated in the center of each bin bottom, the open caisson is gradually sunk, the cutting edges of the open caisson are buried in the soil layer, and the gravity center of the open caisson is reduced.