CN114427212A - Gravity type dock seepage-proofing and water-stopping construction method - Google Patents
Gravity type dock seepage-proofing and water-stopping construction method Download PDFInfo
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- CN114427212A CN114427212A CN202210277414.3A CN202210277414A CN114427212A CN 114427212 A CN114427212 A CN 114427212A CN 202210277414 A CN202210277414 A CN 202210277414A CN 114427212 A CN114427212 A CN 114427212A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
- B63C—LAUNCHING, HAULING-OUT, OR DRY-DOCKING OF VESSELS; LIFE-SAVING IN WATER; EQUIPMENT FOR DWELLING OR WORKING UNDER WATER; MEANS FOR SALVAGING OR SEARCHING FOR UNDERWATER OBJECTS
- B63C1/00—Dry-docking of vessels or flying-boats
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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Abstract
The invention relates to an anti-seepage and water-stop construction method for a gravity dock, belonging to the technical field of seepage prevention and aiming at ensuring the effectiveness of an anti-seepage system. Firstly, pouring an impervious wall; the impervious wall comprises a bottom section and a top section along the vertical direction of the impervious wall; then, cutting and removing the top section, leaving the bottom section; then, arrange expansion waterstop, bury formula waterstop and outside waterstop in: then, pouring a recovered top section, and pouring the expansion water stop, the lower half section of the buried water stop and the first patch of the external water stop together with the top section; and finally, constructing a dock wall and a dock sill on the top surface of the top section. Through burying formula waterstop in setting up, prolonged the inward seepage flow stroke of infiltration, through setting up outside waterstop, the outside of shutoff piece, dual waterproof has improved the effective reliability of gravity type dock seepage prevention system. The top section is cut off and then recovered, so that the overall strength of the cut-off wall is ensured, and the self cut-off performance of the cut-off wall is ensured by the expansion water stop. The whole construction process is simple and the flow is compact.
Description
Technical Field
The invention belongs to the technical field of seepage prevention, and particularly relates to a gravity type dock seepage-prevention water-stop construction method.
Background
A gravity dock is a dock building which is generally composed of a dock floor, a dock door and a dock wall. The dock gate is arranged at one end of the dock close to water and is opened or closed through the dock gate. And the dock walls are positioned at two sides of the dock gate.
After water is poured, the water can be filled in and out, after water is drained, the water can be used as a ship repairing and building space, and a ship can be repaired and built on the bottom plate. Namely, when the dock gate is closed, water in the space of the ship built in the dock is discharged, and the working condition of the ship built is met. A decompression drainage system is arranged below a dock bottom plate, and the basic principle of decompression drainage is as follows: in the construction period and the dock service period, water seeping through the water intercepting system is discharged through the gravel drainage ditch and the water permeable pipe, and the water converges to the open drainage ditches on the two sides of the dock chamber, so that the dock bottom plate is prevented from bearing overlarge floating force. Drainage systems are therefore an important means of ensuring dock safety. However, in the case of a large amount of water, water cannot be discharged in time simply by providing a pressure reduction drainage system on the bottom plate, and the dock bottom plate still bears a large buoyancy. To overcome this problem, it is common to provide a ring of water-stop curtains (also known as cut-out walls) down the bottom of the dock. The impervious wall comprises a rear section and a front section, wherein the rear section is arranged below the dock gate of the dock, and the front section is positioned below the dock gate. The water quantity flowing to the dock can be effectively reduced through the impervious wall, the dock bottom plate can not bear overlarge buoyancy force through the matching of the impervious wall and the decompression drainage system, and meanwhile, the dry working face condition in the dock is effectively kept.
The construction steps of the impervious wall include that a waterproof curtain (namely the impervious wall) is constructed firstly, then upper structures such as a dock bottom plate and a dock wall are constructed, and the impervious wall is usually positioned below the dock wall bottom plate. If the upper structure of the impervious wall and the dock wall bottom plate cannot be effectively sealed and a gap exists, water still permeates into the dock through the gap, and once the gap is large, more permeated water can cause failure of the impervious system. In contrast, a water stopping structure is required to be arranged between the upper structure of the impervious wall and the bottom plate of the dock wall, so that the inward seepage stroke of seepage water is prolonged, and the effectiveness of an impervious system is ensured.
Disclosure of Invention
The invention aims to overcome the problem that water seepage easily occurs in a seepage gap between a current impervious wall and a dock wall, and provides a gravity type dock seepage-proofing and water-stopping construction method, which is used for delaying the seepage problem between the impervious wall and the dock wall and ensuring the effectiveness of a seepage-proofing system.
The technical scheme adopted by the invention is as follows: a gravity type dock seepage-proofing and water-stopping construction method is provided, wherein a gravity type dock comprises a dock wall, a dock bottom plate, a dock gate and a dock sill under the dock gate;
firstly, pouring an impervious wall; the diaphragm wall comprises a diaphragm wall section I and a diaphragm wall section II along the circumferential direction of the diaphragm wall, and the top end of the diaphragm wall section I is poured upwards until the designed elevation is reached; the top end of the impervious wall section II is poured upwards until the designed elevation is reached; the impervious wall comprises a lower bottom section and an upper top section along the vertical direction of the impervious wall;
then, cutting and removing the top section of the impervious wall, and leaving a bottom section;
then, arrange expansion waterstop, bury formula waterstop and outside waterstop in:
cleaning the top surface of the bottom section, and arranging the expansion water stop on the top surface of the bottom section;
the buried waterstop belt comprises a middle section, a lower half section positioned on one side of the middle section and an upper half section positioned on the other side of the middle section along the width direction of the buried waterstop belt; arranging the buried water stop in the middle of the top section, and enabling the lower half section to vertically extend downwards into a pouring area of the top section, wherein the upper half section is positioned above the top section; the external waterstop comprises a first patch and a second patch along the width direction of the external waterstop; arranging a first patch of an external water stop on the outer side surface of the top section of the impervious wall; the second patch is positioned outside the outer side face of the top section;
then, continuously pouring on the top of the bottom section, recovering the top section, and pouring the expansion water stop, the lower half section of the buried water stop and the first patch of the external water stop together with the top section;
finally, constructing a dock wall on the top surface of the top section of the first impervious wall section, and constructing a dock sill on the top surface of the top section of the second impervious wall section; and pouring the upper half section of the buried water stop and the second patch of the external water stop together with the dock wall and the dock sill.
Further, before the top section of the impervious wall is initially solidified, an inverted trapezoidal groove is formed in the middle of the top surface of the top section, and the groove extends and penetrates along the circumferential direction of the impervious wall; the buried water stop is arranged in the middle of the groove.
Furthermore, the middle section of the buried water stop is an expansion body extending from the center to two sides along the thickness direction of the buried water stop, and a round hole penetrating along the length direction of the buried water stop is formed in the center of the buried water stop.
Further, the upper half section and the lower half section are symmetrical about the middle section; the upper half section is provided with a first lug boss, a second lug boss and a third lug boss which are protruded towards two sides along the thickness direction of the upper half section; the second boss is positioned between the first boss and a third boss, and the third boss is positioned at the tail end of the upper half section; a plurality of tooth-shaped middle-embedded convex teeth are arranged between the first convex part and the second convex part; the cross section of the middle embedded convex tooth is in a right-angled triangle shape, and the hypotenuse of the right-angled triangle inclines to the side where the middle section is located.
Furthermore, an external water stop belt between the first impervious wall section and a wall bottom plate of the dock wall is L-shaped, and an included angle between the first patch and the second patch is 90 degrees; an external water stop between the second diaphragm wall section and the dock sill is linear, and an included angle between the first patch and the second patch is 180 degrees.
Furthermore, convex claws are arranged on the inner side surface of the first patch, and the convex claws of the first patch and the first impervious wall section are poured together;
a convex claw is arranged on the inner side surface of the second patch, and the convex claw of the second patch is poured together with the wall bottom plate and the dock sill;
the convex claw is shaped like an axe.
Furthermore, the convex claws on the first patch are arranged twice along the width direction of the first patch, the two convex claws are arranged at intervals, and the part of the inner side surface of the first patch, which is positioned between the two convex claws, is provided with a plurality of toothed back-to-back convex teeth.
Furthermore, a bump is arranged on the inner side of the joint of the first patch and the second patch; the middle part of the lug is provided with a through hole which is communicated along the length direction of the lug; the convex block is clamped in the abutted seam of the wall bottom plate and the first impervious wall section.
Further, the construction steps of the impervious wall are as follows:
step one, constructing temporary guide walls on the inner side and the outer side of a cut-off wall excavation control line; building a bentonite slurry station and a circulating system;
step two, excavating a construction ditch of the impervious wall;
adopting a hydraulic grab machine to vertically and downwards excavate a plurality of grooves, pumping bentonite slurry into each groove while excavating, and keeping the slurry level 300-500 mm below the temporary guide wall; adjacent grooves are communicated to form the construction ditch;
step three, cleaning the construction ditch and replacing slurry in the construction ditch;
hoisting the reinforcement cage into the construction ditch, sleeving protective sleeves on the top ends of all the vertical main reinforcements of the reinforcement cage, and plugging the tops of the protective sleeves;
fifthly, pouring concrete into the groove to form the impervious wall;
step six, dismantling the temporary guide wall;
step seven, cutting the top of the impervious wall;
and step eight, pouring concrete on the upper part of the impervious wall again.
The invention has the beneficial effects that: the invention discloses a seepage-proofing and water-stopping construction method for a gravity dock, which is characterized in that a buried water stop is arranged at a joint of a seepage-proofing wall and the gravity dock, so that the buried water stop plays a role in blocking the joint, a path for seepage along the straight line of the joint is blocked, and the inward seepage stroke of the seepage is prolonged; the external water stop belt is arranged on the outer side of the abutted seam of the impervious wall and the gravity dock to block the outer side of the abutted seam, so that the water seepage amount is reduced, the water seepage is even blocked, the double waterproof effect is realized, and the effective reliability of the anti-seepage system of the gravity dock is improved. The top section is cut off after the impervious wall is poured, then the top section is poured again, the integral strength of the impervious wall is guaranteed, and the seepage-proofing performance of the impervious wall is guaranteed by the expansion water stop arranged between the bottom section and the top section. The whole construction process is simple and the flow is compact.
Drawings
FIG. 1 is a schematic structural view of a gravity type dock seepage-proofing water section obtained by the method disclosed by the invention;
FIG. 2 is an enlarged view of a portion A;
FIG. 3 is a partially enlarged view of a dock sill and an impervious wall joint position under a dock gate;
FIG. 4 is a cross-sectional view of a buried water stop;
FIG. 5 is a cross-sectional view of the outer water stop in the L-shape;
FIG. 6 is a cross-sectional view of the outer water stop in a linear configuration;
FIG. 7 is a schematic view of the present invention of a cut-off wall reinforcement cage being hoisted into a trench;
fig. 8 is a diaphragm wall pouring flow chart.
In the figure, a dock wall 1, a wall bottom plate 1A, a wall body 1B, an impervious wall 2, a first impervious wall section 2A, a second impervious wall section 2B, a bottom section 2C, a top section 2D, a groove 2D1, a middle-buried water stop strip 3, a lower half section 3A, an upper half section 3B, a first bulge 3B1, a second bulge 3B2, a third bulge 3B3, a middle-buried convex tooth 3B4, a middle section 3C, a round hole 3C1, an external water stop strip 4, a first patch 4A, a convex claw 4A1, a back-pasted convex tooth 4A2, a second patch 4B, a convex block 4C, a through hole 4C1, an expansion water stop strip 5, a protective sleeve 6, a dock bottom plate 7, a dock sill 8, a temporary guide wall 10 and a groove 11.
Detailed Description
The invention is further described below with reference to the following figures and examples:
the terms "upper", "lower", "top", "bottom" and "bottom" of the present invention refer to the usage status, i.e. the status shown in fig. 1, fig. 2 or fig. 3.
As shown in fig. 1, 2 and 3, the gravity type dock comprises a dock wall 1, a dock bottom plate 7, a dock gate and a dock sill 8 under the dock gate;
firstly, pouring an impervious wall 2; the impervious wall 2 comprises a first impervious wall section 2A and a second impervious wall section 2B along the circumferential direction, and the top end of the first impervious wall section 2A is poured upwards until the designed elevation is reached; the top end of the impervious wall section II 2B is poured upwards until the designed elevation is reached; the diaphragm wall 2 comprises, in its vertical direction, a lower bottom section 2C and an upper top section 2D. Here, the fact that the top end of the first impervious wall section 2A is poured upwards until the designed elevation position means that the top end of the first impervious wall section 2A is poured upwards until the top end is level with the wall bottom plate 1A of the dock wall 1, in other words, after the dock wall 1 is constructed, the top end of the first impervious wall section 2A is in contact with the wall bottom plate 1A of the dock wall 1, and a seam is formed between the two. And in the same way, the matching relation between the second impervious wall section 2B and the dock sill 8 is the same.
In the construction process of the concrete of the top section 2D of the impervious wall 2, when a grab bucket machine forms a groove underground, before the concrete is poured, the wall protection bentonite slurry is required to be poured into the opened groove to support the opened groove and prevent hole collapse, the wall protection slurry is gradually discharged along with the concrete pouring from bottom to top, and the bentonite slurry is mixed in the concrete with a certain height at the upper part, so that the concrete strength of the impervious wall 2 can be weakened, and the problem can be avoided. The top section 2D of the diaphragm wall 2 is cut and removed, leaving the bottom section 2C. As the concrete is formed by pouring from bottom to top, the slurry is discharged, and the concrete of the bottom section 2C is not mixed or is mixed with a little amount of bentonite slurry, so that the strength of the concrete is not influenced.
Because each piece department is waterproof weak link, in order to avoid each piece department to appear the infiltration, arrange expansion waterstop 5, bury formula waterstop 3 and outside waterstop 4 in, concrete step mode is as follows:
because a chiseling construction joint exists between the bottom section 2C and the top section 2D which is poured later, in order to prevent a future water seepage zone from being formed in the construction process, two expansion water stop belts 5 are arranged on the chiseling construction joint along the circumferential direction of the impervious wall 2 before 2D concrete of the top section is poured subsequently, namely the expansion water stop belts 5 are arranged on the top surface of the bottom section 2C, the top surface of the bottom section 2C is cleaned, a required chiseling surface is formed, and the expansion water stop belts 5 have the characteristic of water swelling, so that the chiseling construction joint is blocked, and the seepage-proofing effect is achieved.
The buried water stop 3 is used for blocking the top of the impervious wall 2 and the middle of the abutted seam of the gravity dock, blocking a path for seepage along the abutted seam straight line, prolonging the inward seepage stroke of the seepage, and improving the effective reliability of the seepage-proofing system of the gravity dock. The specific installation mode is as follows: as shown in fig. 4, the buried water stop 3 includes a middle section 3C, a lower half section 3A located on one side of the middle section 3C, and an upper half section 3B located on the other side in the width direction thereof; and arranging the buried water stop 3 in the middle of the top section 2D, and vertically extending the lower half section 3A downwards to the pouring area of the top section 2D, and arranging the upper half section 3B above the top section 2D for embedding in a corresponding structure of a gravity dock. The middle section 3C is used for blocking the abutted seam.
The external water stop 4 is used for blocking the top of the impervious wall 2 and the outer side of the abutted seam of the gravity dock. The outer side is an inner side with respect to the inner side, and a side closer to the dock floor 7 is an inner side, and a side further from the dock floor 7 is an outer side. The concrete construction mode of the external water stop 4 is as follows: the external water stop 4 includes a first patch 4A and a second patch 4B in its width direction.
Arranging a first patch 4A of an external water stop 4 on the outer side surface of the top section 2D of the impervious wall 2; the second patch 4B is located outside the outer side of the top section 2D for arrangement outside the gravity dock.
After all the water stops are arranged, pouring is continuously carried out on the top of the bottom section 2C, the top section 2D is recovered, the expansion water stop 5, the lower half section 3A of the middle-buried water stop 3 and the first patch 4A of the external water stop 4 are poured together with the top section 2D, and the positions of the water stops are fixed along with pouring of the top section 2D.
And finally, constructing a dock wall 1, a dock bottom plate 7, a dock sill 8 and a dock gate under the dock gate, and pouring an upper half section 3B of the middle-buried water stop 3 and a second patch 4B of the external water stop 4 together with the dock wall 1 and the dock sill 8.
The invention discloses a seepage-proofing and water-stopping construction method for a gravity dock, which is characterized in that a middle-buried water stop belt 3 and an external water stop belt 4 are embedded in a splicing seam between a wall bottom plate 1A and a seepage-proofing wall section I2A and a splicing seam between the top end of a seepage-proofing wall section II 2B and a dock sill 8, so that the middle-buried water stop belt 3 and the external water stop belt 4 play a role in blocking the splicing seam, a path for seepage water to seep along a straight line of the splicing seam is blocked, the inward seepage stroke of the seepage water is prolonged, and the effective reliability of a seepage-proofing and water-stopping system of the gravity dock is ensured. And the self anti-seepage effect of the anti-seepage wall 2 is ensured by embedding the expansion water stop 5.
In the invention, in order to increase the contact area between the top section 2D of the impervious wall 2 and the gravity dock and improve the stability and reliability of combination of the top section 2D of the impervious wall 2 and the gravity dock, preferably, before the top section 2D of the impervious wall 2 is initially set, an inverted trapezoidal groove 2D1 is formed in the middle of the top surface of the top section 2D, and the groove 2D1 extends and penetrates along the circumferential direction of the impervious wall 2; the buried water stop 3 is arranged in the middle of the groove 2D 1.
Because the middle part section 3C embedding of the formula waterstop 3 of burying in the piece, the impact of direct acceptance infiltration, in order to alleviate the impact of infiltration, prolong its life, it is preferred, the middle part section 3C of the formula waterstop 3 of burying in is along its thickness direction by the inflation body of center to both sides extension, and is provided with the round hole 3C1 that link up along its length direction at its center. The middle section 3C is an expansion body, namely the thickness of the middle section 3C is thicker, so that the strength of the middle section 3C is improved, and the scouring resistance time is prolonged. The setting of round hole 3C1 has improved middle part section 3C's deformability, and under accepting the effect of oozing water impact force, round hole 3C1 provides the pressurized deformation space for middle part section 3C's the side of meeting water, has reduced greatly and has erodeed damaged risk.
In order to facilitate the manufacture and installation of the buried water stop 3, the upper half section 3B and the lower half section 3A are symmetrical about the middle section 3C. The buried water stop 3 with the structure does not need to distinguish the direction during installation.
In order to ensure the firm stability of the installation of the buried water stop 3, it is preferable that the upper half section 3B is provided with a first boss 3B1, a second boss 3B2, and a third boss 3B3 which protrude to both sides in the thickness direction thereof; the second boss 3B2 is located between the first boss 3B1 and the third boss 3B3, the third boss 3B3 being located at the end of the upper half 3B; a plurality of tooth-shaped embedded convex teeth 3B4 are arranged between the first convex part 3B1 and the second convex part 3B 2; the arrangement of the first convex part 3B1, the second convex part 3B2, the third convex part 3B3 and the middle embedded convex tooth 3B4 firstly increases the contact area with the first impervious wall section 2A and the first wall bottom plate 1A; then, the first bulge 3B1, the second bulge 3B2 and the third bulge 3B3 extend into the first cut-off wall section 2A in the thickness direction, so that the embedded type water stop strip 3 is fixed with the first cut-off wall section 2A in a criss-cross mode in the longitudinal and transverse directions, the connection stability is improved, and the anti-pulling-off capacity is enhanced; finally, the overall strength of the buried water stop 3 is also improved.
Due to the limitation of the installation structure of the outer side surface of the first cut-off wall section 2A and the wall bottom plate 1A, a 90-degree included angle is formed between the outer side surface of the first cut-off wall section 2A and the bottom surface of the wall bottom plate 1A, and in order to enable the external water stop 4 to block the outer end of the spliced seam, preferably, as shown in fig. 5, the external water stop 4 between the first cut-off wall section 2A and the wall bottom plate 1A of the dock wall 1 is in an L shape, and the included angle between the first patch 4A and the second patch 4B is 90 degrees.
And the outer surface of the second cutoff wall section 2B is flush with the outer edge of the dock sill 8, that is, the outer surface of the second cutoff wall section 2B is coplanar with the outer surface of the dock sill 8, so as shown in fig. 6, the external water stop 4 between the second cutoff wall section 2B and the dock sill 8 is linear, and the included angle between the first patch 4A and the second patch 4B is 180 °.
In order to ensure the stable and reliable installation of the external water stop 4, the inner side surface of the first patch 4A is preferably provided with a convex claw 4A1, and the convex claw 4A1 of the first patch 4A is poured with the first cut-off wall section 2A.
The inner side surface of the second patch 4B is provided with a claw 4A1, and the claw 4A1 of the second patch 4B is poured together with the wall bottom plate 1A and the dock sill 8.
The contact area between the first patch 4A and the first diaphragm wall section 2A or the second diaphragm wall section 2B is increased by the convex claws 4A1, the contact area between the second patch 4B and the wall bottom plate 1A or the dock sill 8 is increased, the firm and reliable installation is ensured, and the overall strength of the external water stop 4 is also improved. In order to further improve the anti-pulling-off performance of the external water stop 4, the claw 4A1 is shaped like an axe, the claw 4A1 of the axe firmly hooks the concrete, and the stability is ensured.
In order to improve the fitting degree of the first patch 4A and the outer side surface of the first diaphragm wall section 2A or the second diaphragm wall section 2B, two paths of the claws 4A1 on the first patch 4A are arranged along the width direction of the first patch 4A, the two paths of the claws 4A1 are arranged at intervals, and a plurality of toothed back-fitting teeth 4A2 are arranged on the part, located between the two paths of the claws 4A1, of the inner side surface of the first patch 4A.
Similarly, in order to improve the fitting degree of the second patch 4B to the wall bottom plate 1A or the dock sill 8, two sets of claws 4a1 on the second patch 4B are arranged along the width direction of the second patch 4B, the two sets of claws 4a1 are arranged at intervals, and a plurality of toothed back-mounted teeth 4a2 are arranged on the inner side surface of the second patch 4B between the two sets of claws 4a 1.
In order to further improve the stability and reliability of the installation of the external water stop 4, a bump 4C is arranged on the inner side of the joint of the first patch 4A and the second patch 4B; the middle part of the convex block 4C is provided with a through hole 4C1 which penetrates along the length direction; the convex block 4C is clamped in the abutted seam between the wall bottom plate 1A and the first diaphragm wall section 2A. The arrangement of the convex block 4C is equivalent to that a connecting point is added at the middle part of the external water stop 4, so that the stability and the reliability of the installation of the external water stop 4 are improved. The arrangement of the through holes 4C1 creates space for the extrusion deformation of the convex blocks 4C, so that when the installation is carried out, the convex blocks 4C can be installed in the abutted seams under the extrusion contraction state, and the convex blocks 4C in the contraction state have the deformation recovery capability, so that the abutted seams are compactly installed.
In the present invention, as shown in fig. 7 and 8, the construction steps of the cut-off wall 2 are as follows:
step one, constructing temporary guide walls 10 on the inner side and the outer side of an excavation control line of the impervious wall 2; and (5) building a bentonite slurry station and a circulating system.
The temporary guide wall 10 is constructed after surveying and paying off on a construction site, and mainly plays a role in guiding ditch construction, protecting ditches and bearing when hoisting reinforcement cages subsequently. According to the field construction condition, a cast-in-place reinforced concrete temporary guide wall can be adopted.
The bentonite slurry station and the circulating system mainly pump the bentonite slurry into the groove to be used as a retaining wall after the impervious wall 2 is excavated into the groove and before concrete is not poured, so that hole collapse is prevented.
Secondly, excavating a construction ditch of the impervious wall 2;
a hydraulic grab machine is adopted to vertically excavate a plurality of grooves 11 downwards, bentonite slurry is pumped inwards when each groove 11 is excavated, and the slurry level is kept below the temporary guide wall 10 by 300-500 mm; the adjacent grooves 11 are communicated to form the construction trench.
All trenches 11 should be performed in sequence from onshore to offshore construction. According to the actual situation of a field, the trenching construction mode or the sequential construction mode is adopted for the trenching grooves 11, wherein the trenching construction mode refers to that the middle groove 11 is excavated after the trenches 11 at the two sides are excavated in the adjacent three grooves 11; the sequential construction means that all the trenches 11 are sequentially excavated in sequence. In any excavation mode, bentonite slurry is pumped into the groove 11, and then the next groove 11 is excavated, so that the excavated groove 11 is protected, subsequent excavation interference is avoided, hole collapse is avoided, and the stability of the groove wall is ensured.
Silt, sand and the like in the process of excavating the groove 11 are deposited at the bottom of the groove, and subsequent concrete pouring is influenced. Therefore, the third step is required to clean the construction trench and replace the slurry in the construction trench.
And (3) performing ditch cleaning and slurry replacement by adopting a gas stripping reverse circulation method. When the ditch is cleaned, the steel discharge pipe is placed into the ditch, the distance between the pipe orifice and the ditch bottom is 500-1000 mm, and the distance is determined according to the slurry condition in the ditch. After the air compressor is started, the silt and sand at the bottom of the ditch are discharged into the sand remover outside the ditch together with the slurry. The slurry purified by the sand remover is returned to the trench, and fresh slurry is continuously supplied to the trench. After the ditch is cleaned and the grout is replaced, the grout is extracted at a position which is about 0.5m away from the bottom of the ditch for an acceptance test. And cleaning the lap joint of two adjacent grooves 11 after finishing, and ensuring the construction quality of the lap joint. Before the completion of trench cleaning and slurry replacement, the concrete face at the end of the trench was cleaned in a top-down manner using a special steel brush. The standard of the end-stopping cleaning acceptance is as follows: the residual slurry on the steel brush is less after cleaning, and the sediment at the bottom of the tank is not increased any more.
And step four, hoisting the reinforcement cage into the construction ditch, sleeving a protective sleeve 6 on the top ends of all the vertical main reinforcements of the reinforcement cage, and plugging the top of the protective sleeve 6.
The concrete hoisting sequence of the reinforcement cage is as follows: each steel reinforcement cage should set up 4 hoisting points, and the steel reinforcement cage is hoisted in two sections, and first section hoist to lead on the wall 10 temporarily earlier, then transfer first section steel reinforcement cage. After the steel bar cage is placed in place, the steel bar with the diameter of 50mm and the minimum length of 1.2m is used as a supporting rod, the lifting hook is penetrated, and the first section of steel bar cage is hung on the guide wall so as to be convenient for splicing the second section of steel bar cage. Wood or wooden boards are padded in advance between the support bars and the temporary guide wall 10. After the first section of reinforcement cage is suspended and fixed, the crane hook can be detached. The first section of the reinforcement cage is now suspended from the temporary guide wall 10. And then, lifting the second section of reinforcement cage to be placed on the first section of reinforcement cage, and connecting the two sections of reinforcement cage. When the two sections are found to be firmly connected, they are lifted and the support rods that were used to secure the first section of the reinforcement cage to the temporary guide wall 10 are withdrawn. Subsequently, the integrated reinforcement cage is lowered down again along the temporary guide wall 10. When the steel reinforcement cage is lowered enough, the prepared lifting hook is hung on the upper part of the second section of cage, and the whole steel reinforcement cage is finally hung on the temporary guide wall 10 through the supporting rod, and the principle of the hanging of the first section of steel reinforcement cage on the guide wall is the same as that of the hanging of the first section of steel reinforcement cage on the guide wall. These hooks will remain until, when the temporary guide wall 10 is removed, a good concrete seal is formed under its bottom and can be held in place. At this time, all the vertical main reinforcements of the second section of reinforcement cage are provided with PVC pipes as protective sleeves 6, the placement positions are at a certain depth from the tops of the vertical reinforcements, the concrete on the impervious wall is cut off in the future to prevent the main reinforcements from contacting with the poured concrete, and the tops of the PVC pipes are blocked by proper plugs/caps to prevent the concrete from entering the pipelines. And finally, adjusting the reinforcement cage to a design position, aligning the elevation and then fixing.
Fifthly, pouring concrete into the groove 11 to form the impervious wall 2;
step six, dismantling the temporary guide wall 10;
step seven, cutting the top of the impervious wall 2;
and step eight, pouring concrete on the upper part of the impervious wall 2 again.
Of course, the expansion water stop 5, the buried water stop 3 and the external water stop 4 need to be arranged in the manner described above between step seven and step eight.
The anti-seepage and water-stopping construction method for the gravity type dock is simple and easy to operate, ensures the construction quality of the anti-seepage wall 2, and also ensures the reliability of anti-seepage and water-stopping.
Claims (9)
1. The anti-seepage water-stop construction method for the gravity type dock comprises a dock wall (1), a dock bottom plate (7), a dock gate and a dock sill (8) below the dock gate; the method is characterized in that:
firstly, pouring a impervious wall (2); the impervious wall (2) comprises a first impervious wall section (2A) and a second impervious wall section (2B) along the circumferential direction of the impervious wall, and the top end of the first impervious wall section (2A) is poured upwards until the designed elevation is reached; the top end of the impervious wall section II (2B) is poured upwards until the designed elevation is reached; the impervious wall (2) comprises a lower bottom section (2C) and an upper top section (2D) along the vertical direction of the impervious wall;
subsequently, the top section (2D) of the diaphragm wall (2) is cut and removed, leaving the bottom section (2C);
then, an expansion water stop (5), a buried water stop (3) and an external water stop (4) are arranged:
cleaning the top surface of the bottom section (2C), and arranging the expansion water stop (5) on the top surface of the bottom section (2C);
the buried water stop (3) comprises a middle section (3C), a lower half section (3A) positioned on one side of the middle section (3C) and an upper half section (3B) positioned on the other side of the middle section (3C) along the width direction of the buried water stop; arranging the buried water stop (3) in the middle of the top section (2D), enabling the lower half section (3A) to vertically extend downwards into a pouring area of the top section (2D), and enabling the upper half section (3B) to be located above the top section (2D);
the external water stop (4) comprises a first patch (4A) and a second patch (4B) along the width direction of the external water stop;
arranging a first patch (4A) of an external water stop (4) on the outer side surface of the top section (2D) of the impervious wall (2); the second patch (4B) is located outside the outer side of the top section (2D);
then, continuously pouring at the top of the bottom section (2C), recovering the top section (2D), and pouring the expansion water stop (5), the lower half section (3A) of the buried water stop (3) and the first patch (4A) of the external water stop (4) together with the top section (2D);
finally, constructing a dock wall (1) on the top surface of the top section (2D) of the first impervious wall section (2A), and constructing a dock sill (8) on the top surface of the top section (2D) of the second impervious wall section (2B); and pouring the upper half section (3B) of the buried water stop belt (3) and the second patch (4B) of the external water stop belt (4) together with the dock wall (1) and the dock sill (8).
2. A gravity dock watertight construction method according to claim 1, wherein: before the top section (2D) of the impervious wall (2) is initially set, forming an inverted trapezoidal groove (2D1) in the middle of the top surface of the top section (2D), wherein the groove (2D1) extends and penetrates along the circumferential direction of the impervious wall (2); the buried water stop (3) is arranged in the middle of the groove (2D 1).
3. A gravity dock watertight construction method according to claim 2, wherein: the middle section (3C) of the buried water stop (3) is an expansion body extending from the center to two sides along the thickness direction of the middle section, and a round hole (3C1) penetrating along the length direction of the middle section is formed in the center of the middle section.
4. A gravity dock watertight construction method according to claim 3, wherein: the upper half section (3B) and the lower half section (3A) are symmetrical with respect to the middle section (3C);
a first bulge (3B1), a second bulge (3B2) and a third bulge (3B3) which are protruded towards two sides along the thickness direction of the upper half section (3B); the second boss (3B2) being located between the first boss (3B1) and a third boss (3B3), the third boss (3B3) being located at the end of the upper half (3B); a plurality of tooth-shaped middle-buried convex teeth (3B4) are arranged between the first convex part (3B1) and the second convex part (3B 2);
the cross section of the middle embedded convex tooth (3B4) is in a right-angled triangle shape, and the hypotenuse of the right-angled triangle inclines to the side where the middle section (3C) is located.
5. A gravity dock watertight construction method according to any one of claims 1 to 4, wherein:
an external water stop (4) between the first impervious wall section (2A) and a wall bottom plate (1A) of the dock wall (1) is L-shaped, and an included angle between the first patch (4A) and the second patch (4B) is 90 degrees;
an external water stop (4) between the second impervious wall section (2B) and the dock sill (8) is linear, and an included angle between the first patch (4A) and the second patch (4B) is 180 degrees.
6. The seepage-proofing water construction method for the gravity dock according to claim 5, wherein: the inner side surface of the first patch (4A) is provided with a convex claw (4A1), and the convex claw (4A1) of the first patch (4A) is poured with the first impervious wall section (2A);
a claw (4A1) is arranged on the inner side surface of the second patch (4B), and the claw (4A1) of the second patch (4B) is poured together with the wall bottom plate (1A) and the dock sill (8);
the convex claw (4A1) is shaped like an axe.
7. A gravity dock watertight construction method according to claim 6, wherein: the convex claws (4A1) on the first patch (4A) are provided with two channels along the width direction of the first patch (4A), the two channels of convex claws (4A1) are arranged at intervals, and the part of the inner side surface of the first patch (4A) between the two channels of convex claws (4A1) is provided with a plurality of toothed back-attached convex teeth (4A 2).
8. A gravity dock watertight construction method according to claim 6, wherein: a bump (4C) is arranged on the inner side of the joint of the first patch (4A) and the second patch (4B); the middle part of the bump (4C) is provided with a through hole (4C1) which runs through along the length direction; the convex block (4C) is clamped in the abutted seam of the wall bottom plate (1A) and the first impervious wall section (2A).
9. A gravity dock watertight construction method according to claim 1, wherein: the construction steps of the impervious wall (2) are as follows:
firstly, constructing temporary guide walls (10) on the inner side and the outer side of a control line excavated on the impervious wall (2); building a bentonite slurry station and a circulating system;
secondly, excavating a construction ditch of the impervious wall (2);
a hydraulic grab machine is adopted to excavate a plurality of grooves (11) downwards along the vertical direction, bentonite slurry is pumped into each groove (11) while the groove is excavated, and the slurry level is kept below the temporary guide wall (10) by 300-500 mm; the adjacent grooves (11) are communicated to form the construction ditch;
step three, cleaning the construction ditch and replacing slurry in the construction ditch;
hoisting the reinforcement cage into the construction ditch, sleeving protective sleeves (6) on the top ends of all the vertical main reinforcements of the reinforcement cage, and plugging the tops of the protective sleeves (6);
fifthly, pouring concrete into the groove (11) to form the impervious wall (2);
sixthly, dismantling the temporary guide wall (10);
step seven, cutting the top of the impervious wall (2);
and step eight, pouring concrete on the upper part of the impervious wall (2) again.
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| CN202210277414.3A CN114427212A (en) | 2022-03-18 | 2022-03-18 | Gravity type dock seepage-proofing and water-stopping construction method |
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| CN202210277414.3A CN114427212A (en) | 2022-03-18 | 2022-03-18 | Gravity type dock seepage-proofing and water-stopping construction method |
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