KR20010007916A - delay-joint method of constructuction for underground structure - Google Patents

Abstract

PURPOSE: A method of delay joint construction of an underground structure is provided to reduce the structural crevice by preventing and reducing a stress caused by unequal sinking of a structure and the crevice due to the contraction caused by the drying of concrete. CONSTITUTION: A method of delay joint construction of an underground structure includes a bottom foundation process for mounting a protection plate on the bottom surface of underground, a pitching process of pitching a ferro-concrete structure by a predetermined distance from a top part of the protection plate, the first connecting process of connecting the interval space from the structure by a reinforcing rod, a cut-off process of covering both side parts and a top part of the connecting portion of the structure by a reinforcing plate, an external waterproofing process of waterproofing a gap between the protection plate and the structure, a refilling process of refilling the side and top parts of the waterproofed connection portion, an adapting process of adapting to a natural sinking caused by the load of structure and the refilled soil, the second connection process of inserting concrete into the reinforcing rod connection part after the sinking is proceeded within an allowable range, a grouting process of filling air gaps generated at the concrete insertion portion with concrete, and final waterproofing process of closing the concrete filling hole for the grouting.

Description

{Delay-joint method of constructuction for underground structure}

The present invention relates to a joint method for connecting between reinforced concrete structures and structures at the time of construction of underground structures, and more specifically, the groundwater level is restored after sufficiently advancing the foundation deflection displacement by placing joints between the structures. It relates to a delay joint method of a structure in which concrete is poured and fastened to joints between structures when the ground pressure is almost constant (or the residual settlement is within an allowable range).

Underground structures are constructed in the form of tunnels so that subways and vehicles can operate underground, such underground structures are dug out of the ground of the part to be constructed, and then the reinforced concrete structures are constructed from the floor and completed. By performing the filling operation on the sides and the upper part of the structure, the structure having a constant shape by the reinforced concrete structure in the basement is constructed in a tunnel type.

Technical construction method for constructing such underground structures,

When constructing reinforced concrete continuous structures on soft ground without supporting conditions,

1) As a basic reinforcement method,

① How to replace soft ground with rubble and reinforce bearing capacity

② How to improve bearing capacity by complex ground improvement by JSP (or SIG) method

③ Basic pile method has been used,

2) In order to increase the internal stress of the structure, the effective cross section of the structure is expanded and the longitudinal reinforcement is used.

3) The cracks caused by structural stress of the structure have been passively repaired at the same time.

However, the conventional joint method described above has a problem that the construction cost is very high, and the construction cost such as supply and demand of manpower and materials according to the prolongation of the construction period in terms of time and economics is very high.

In addition, after the first construction is completed, the leakage caused by the cracks and cracks occurring in the joints between the structures due to the uneven settlement of the ground should be carried out to repair the work continuously.

In other words, even if the structure is large rigidity, even if it is elastic displacement, a large bending stress can be generated even at a small displacement, which can cause great damage to the structure.

If the ground area of the structure is large, it takes considerable time until the settlement settlement of the foundation ground due to the loading load is completed. Therefore, cracks appear after a considerable period of time after the construction of the structure. Repairing and maintaining requires considerable time and construction costs.

The present invention has been made to eliminate the problems described above, the reinforced concrete structure is constructed on a soft ground with irregular support conditions, so after the construction of the structure due to uneven settlement caused by the weight of the structure and backfill soil load effect In order to prevent or minimize the occurrence of structural stresses, the joints are placed between the structures to sufficiently deflect the foundation deflection, and then the concrete is placed in the joints between the structures when the groundwater level is restored and the ground pressure is almost constant (or the residual settlement is within the allowable range). By tightening,

As the occurrence of structural stress due to uneven settlement of the structure is prevented or reduced, the cracks due to structural cracking and concrete drying shrinkage are significantly reduced.

It is an object of the present invention to provide a delay joint method of underground structures, which can contribute significantly to the budget saving effect and air shortening compared to other methods such as basic reinforcement, structural section reinforcement, crack and leak repair.

1 is a block diagram showing the joint method according to the present invention step by step

2a to 2e is a schematic process explanatory diagram of the jointing method of the present invention

2a is a state in which the bottom protection plate

2b is a concrete pouring state diagram of the body structure

Figure 2c is a state of rebar fastening according to the present invention joint method

Figure 2d is a protective steel plate installation state according to the present invention joint method

Figure 2e is a waterproof state diagram according to the joint method of the present invention

Figure 3 is a detailed view showing the floor foundation process according to the present invention

Figure 4 is a detailed view showing a bottom plate waterproofing process according to the present invention

5 is a front explanatory view of the underground structure combined with the reinforcing plate of the present invention

Figure 6 is a side view of the underground structure combined with the reinforcing plate of the present invention

7a and 7e is a detailed view of the main portion showing the degree of process according to the present invention,

Figure 7a is a side view of the reinforcing plate coupled to the structure

Figure 7b is a one-sided detail cross-sectional view combining the structure and the reinforcement plate

Figure 7c is the other side cross-sectional view combining the structure and the reinforcement plate

Figure 7d is a detailed cross-sectional view of the upper state with the reinforcement plate inserted in the angle

Figure 7e is a detailed cross-sectional view showing the mounting state of the lower angle

8 is a detailed view showing an external waterproofing process according to the present invention

9a and 9c is a detail of the main portion showing a backfilling process according to the present invention,

Figure 9a is a side cross-sectional view of the backfill process is completed

Figure 9b is a detailed top cross-sectional view of the backfill process is completed

Figure 9c is a side cross-sectional detailed view of the backfill process is completed

10 is a main detail view showing a grouting process according to the present invention,

10A is a detailed view of the upper part of the grout cable and the water-expandable index member embedded therein;

Fig. 10B is a side view in which the grout cable and the water-expandable resin are embedded;

Figure 10c is a detailed view of the bottom of the grout cable and buried water expansion index

Explanation of symbols on the main parts of the drawings

1: protective plate 2: discarded concrete layer

3: waterproofing material layer 4: protective mortar layer

5,5 ': Waterproof fixing angle 6,6': Water-expandable waterproof material

7,7 ': H-shaped reinforcement 8,8': angle

9,9 ': Rubber pad 10: Anchor bolt

11 clip pin 12 primary coating waterproof layer

13: elastic sealant 14: secondary coating film waterproofing layer

15: first fill layer 16: second fill layer

17: backfill layer 18,18 ': grout cable

19: water-expandable resin

100,100 ': Structure 101: Reinforcement plate

Embodiments of the present invention as described above will be described with reference to the accompanying drawings.

1 is a block diagram for each process of the delay joint method of the underground structure of the present invention, Figures 2a to 2e is a schematic diagram showing the process by the above block diagram.

A ground foundation process for installing a protection plate on the bottom of the buried land, a casting process for placing reinforced concrete structures spaced a certain distance from the upper part of the protection plate, and a primary joint process for connecting the spaces between the spaced structures with reinforcing bars, 1 Water-repellent process that covers the reinforcement plate on both sides and top of the joint part of the structure, the external waterproof process to waterproof the gap between the protective plate and the structure, and the backfill process to backfill the sides and top of the waterproofed joint. And a process for adapting to natural settlement by the load of the structure and backfill soil,

After sinking to within the allowable range, the secondary joint process of concrete reinforcing the reinforcement joint of the joint, the grouting process of concrete filling each pupil generated in the concrete placing of the hardened joint, and the concrete necessary for grouting It will be the final waterproofing process to finish the filling hole.

In the bottom foundation step described above, the bottom of the protective plate 1 is to sequentially layer the discarded concrete layer 2, the waterproofing material layer 3, and the protective mortar layer 4 from the lowermost part.

In the pouring process, a plurality of waterproofing fixing angles (5) (5 ') are formed at both ends of the protective plate (1), which is reinforced with concrete reinforced on top of the water-expandable waterproofing material (6) (6'). It is to form the structure (100, 100 '),

In the order of the process, the H-shaped reinforcement member (7) (7 ') has a structure in which a plurality of H-shaped reinforcement members (7) (7') are formed on one side of the plate, and a plurality of H-shaped reinforcement members (7 ', 7') Positioned so as to face the outside of the (100) (100 '), and formed a "b" shaped angles (8) (8') at each corner of the structure (100, 100 '), the reinforcement plate ( Both ends of the 101 are seated in the grooves of the angles 8 and 8 ', and rubber pads 9 and 9' are inserted between the structures 100 and 100 'and the reinforcement plate 101. ,

One side of the reinforcement plate 101 in the longitudinal direction is to be fixed to the structure (100, 100 ') by a plurality of anchor bolts 10, the other side is to be fixed by pressing by a separate clip pin (11).

In addition, the external waterproof process is to waterproof the gap between the reinforcing plate 101 and the structure (100, 100 '), from the bottom to the top of the first coating layer waterproof layer 12 and the elastic sealant 13, the secondary coating film The waterproof layer 14 is formed sequentially.

In the backfilling process, the side and top of the reinforcing plate 101 are formed of a primary fill layer 15 made of an impermeable backfill material, and both sides of the primary fill layer 15 are formed of an upper and lower subsurface deposits. The upper part of the (15) is formed with a secondary soil layer 16 made of waterproof protective soil material, and the other portion is formed of a backfill layer 17 of soil material.

The secondary joint process is to cast concrete in a state in which a plurality of grout cables (18) (18 ') and the water-expandable index (19) is placed on the surface of each end of the structure (100) (100'), but the structure (100) ( The grout cable 18 (18 ') is located in the outer side of 100'), and the water-expandable resin material 19 is located in the inner side.

The delay joint method of the underground structure of the present invention by the above-described method will be described in more detail by detailed drawings for each process as follows.

3 shows a state in which the basic process and the pouring process of the joint method according to the present invention are completed, and the discarded concrete layer 2 is formed on the bottom surface of the buried land, and the waterproofing layer 3 and the protection thereon are formed thereon. After the mortar layer 4 is formed, the protective plate 1 is laminated on the upper portion.

The thickness of these protective plates (1) and the size of the stiffeners are to be determined appropriately according to the stress of the external load on the delay joint.

In addition, a plurality of bent shape waterproofing material fixing angles 5, 5 'are placed on both sides of the upper part of the protective plate 1, while the water-expandable waterproofing material 6, inside the waterproofing material fixing angles 5, 5'. 6 ') is inserted into the upper part of the reinforced concrete structure (100, 100') is to be installed, and the reinforced concrete structure (100, 100 ') is not possible to be continuous construction at a time by section In this case, since the contraction occurs in the process of curing the reinforced concrete structures 100 and 100 ', the construction of the blocks 100 and 100' in a predetermined interval is performed.

Here, the above separation distance is to be determined according to the expected settlement amount of the structure built on the soft ground, the structural stress and surrounding conditions of the resulting structure, and the expected step between the two structures (100, 100 ') at the joint It shall be determined appropriately by

In addition, the first joint process is completed by connecting the ends of two opposed structures 100 and 100 'by reinforcing bars using reinforcing bars exposed at both ends of the structures 100 and 100' constructed in a block form. Will be.

Here, the water-expandable waterproof member (6) (6 ') is fixed to the waterproof material when the groundwater or rainwater flows into the lower gap between the protective plate (1) and the reinforced concrete structure (100) (100'), as shown in FIG. The groundwater and rainwater are prevented from entering by the angles 5, 5 'and the water-expandable waterproof member 6, 6'.

In addition, the water-expandable waterproof member (6) (6 ') is installed around the periphery of the structure, so that it is continuous without disconnection and the thickness of the waterproof member should be a thickness sufficient to fill the voids generated by the displacement of the structure, It should be made of elastic material.

FIG. 5 is a front view illustrating a state in which a reinforcing plate 101 is attached to a spaced space of a reinforced concrete structure 100 and 100 ′ in a state spaced apart by a certain distance from the present invention, and a protective plate 1. It can be seen that the ordering process is completed by fixing each reinforcement plate 101 on both sides and the top except for the installed bottom.

Such a reinforcing plate is attached to form a plurality of H-shaped reinforcement (7) (7 ') on one side of the plate-shaped body, as shown in Figure 6, but the attachment direction is continuously attached in parallel to the short axis direction of the reinforcing plate 101 It is.

Therefore, the aforementioned H-shaped reinforcement member (7) (7 ') overcomes the problem that the reinforcement plate 101 is bent due to the concentration of the load due to the back-filling soil in the upper space into the space between the structure (100, 100') will be.

This ordering process is to fix the reinforcement plate 101 to one side of the structure (100, 100 ') to prevent the flow of the reinforcement plate 101, the reinforcement plate 101 to one side of the structure 100 In this case, the rubber pads 9 and 9 'are inserted into the lower both sides of the reinforcing plate 101 as shown in FIG. 7A, and the rubber is buried by the anchor bolts 10 as shown in FIG. 7B. The pad 9, the reinforcement plate 101, and the H-shaped reinforcement 7 and 7 'are simultaneously bonded to each other.

In addition, instead of fixing the reinforcement plate 101 to the other structure 100 'as described above, as shown in FIG. 7C, the reinforcement plate 101 and the rubber pads 9 and 9' are simultaneously clipped ( 11) to be clamped by.

Therefore, the clamping portion acts as an elastic flow space that can accommodate the change of the separation distance of the structure by contraction and expansion.

In addition, the method of attaching the reinforcing plate 101 to the spaced spaces of the structures 100 and 100 ′ may include angles 8 and 8 ′ on the bent plate at the upper and lower portions of the structure, as shown in FIGS. 7D and 7E. Attachment is formed, but the angle is formed to be spaced apart by the thickness of the structure 100, 100 'and the reinforcing plate 101, and then insert the end of the reinforcing plate 101 in the separation groove to be fixed.

After the ordering process is completed, an external waterproofing process as shown in FIG. 8 is performed. The external waterproofing process is the first coating layer in a portion where the ends of the structures 100, 100 ′ and the reinforcing plate 101 are in contact with each other. (12) is formed, and then the elastic sealant 13 is laminated on the upper portion thereof, and the secondary coating waterproof layer 14 is formed on the upper portion thereof so as to completely waterproof the gap.

After completion of the water-repellent process and the external waterproof process, the backfill is added to the side and the upper part to fill the buried land. In this case, as shown in FIG. 9A, the impermeable backfill material is formed on the side and the upper part of the structure. It is completed by sequentially stacking the primary fill layer 15, the secondary fill layer 16 made of waterproof protective fill material, and the backfill layer 17 made of fill material.

That is, as shown in the upper portion of FIG. 9B and the side portion of FIG. 9C, the first fill layer formed by an impermeable backfill material to completely cover the reinforcement plate 101 and the waterproofing portion disposed in the space between the structures 100 and 100 ′. (15) is formed, and the primary fill layer (15) is formed to have an inclined portion of the upper and lower deposits reaching its side portion, and the outer top of the primary fill layer (15) is fixed by a waterproof protective fill material. The secondary fill layer 16 having a thickness is laminated to prevent damage to or damage to the waterproofed portion by the input of the backfill material, and the backfill layer 17 formed by the fill material is formed on the upper surface thereof. To form.

In addition, backfilling should be carried out longitudinally so that the backfill soil load does not act intensively on the structure.If the structure is built below the surrounding groundwater level, the effect of positive pressure on the structure after the backfill is restored. This should be done by adjusting the backfill height and the groundwater recovery rate.

After the backfilling process is finished, the structure 100 and 100 'will have a retaining process for a certain time.

This process is an adaptor of the structure in which the ground naturally subsides due to the load of the structures 100 and 100 'and the backfill soil, which is left for several months (in this case, the construction of other sections is in progress. If the work is going on.) If a certain amount of natural settlement will occur and the difference between the step and height between the structures 100, 100 'according to the differential settlement.

Therefore, when the amount of settlement is measured for a certain period of time, and when the invariant state in which no further settlement occurs by the measured value or the amount of settlement is within the acceptance criteria, the secondary joint process is performed as shown in FIGS. 10A to 10C.

This joint process is to cast concrete in the state in which the grout cables 18, 18 'and the water-expandable index member 19 are inserted into each end surface of the structure 100, 100', the grout cable 18 ( 18 ') is disposed so as to be located on the outer side of the structure (100, 100'), and the water-expandable index (19) is to be installed on the inner side is to be poured concrete.

The grout cable 18, 18 'is composed of a plurality of through-holes, and when the pupil is formed in the concrete pouring place by shrinkage and load in the concrete curing process, the grout cable (18, 18') through the high-pressure concrete Filling the pupil by adding a mixture to improve the fastening force as well as to remove the gap to improve the waterproof effect.

In this grouting process, when groundwater and rainwater flow out through the grout cables 18 and 18 ', leaks and gaps occur, and the concrete mixture is injected into the pupils through the grout cables 18 and 18'. You can do it.

After the grouting process is completed, the inner surface is finished with the final waterproofing treatment.

Therefore, when the underground structure is installed by the delay joint method, the cracks due to structural cracking and concrete shrinkage are remarkably reduced. By applying this method, foundation reinforcement, structural section reinforcement, crack and leak repair It can contribute significantly to the budget saving effect and the air shortening compared to other methods.

The following table compares various parts of the conventional method and the present method compared by the applicant of the present invention.

division delay joint method Basic Ground Reinforcement Method Structure section reinforcement method construction period One 2 One Construction cost One 4 4

Therefore, the joint method according to the present invention is very economical because it can significantly reduce the construction cost as well as the construction period which is superior to any conventional method.

As described above, the delay joint method of the underground structure of the present invention significantly reduces the cracks caused by structural cracking and concrete shrinkage as structural stresses are prevented or reduced due to uneven settlement of the structure.

Compared to other methods such as foundation reinforcement, structural section reinforcement, crack and leak repair, there is an effect that can greatly contribute to the reduction of budget and air shortening.

Claims (3)

A ground foundation process for installing a protection plate on the bottom of the buried land, a casting process for placing reinforced concrete structures spaced a certain distance from the upper part of the protection plate, and a primary joint process for connecting the spaces between the spaced structures with reinforcing bars, 1 Water-repellent process that covers the reinforcement plate on both sides and top of the joint part of the structure, the external waterproof process to waterproof the gap between the protective plate and the structure, and the backfill process to backfill the sides and top of the waterproofed joint. And a process for adapting to natural settlement by the load of the structure and backfill soil, After sinking to within the allowable range, the secondary joint process of concrete reinforcing the reinforcement joint of the joint, the grouting process of concrete filling each pupil generated in the concrete placing of the hardened joint, and the concrete necessary for grouting Late tightening method of underground structure, characterized in that the final waterproofing process to finish the filling hole. 2. The placing process according to claim 1, wherein a plurality of waterproofing fixing angles (5) (5 ') are formed at both ends of the protective plate (1), and the water-expandable waterproofing members (6) and (6') are inserted therein. Laying fastening method of the underground structure, characterized in that to form the structure (100, 100 ') by placing reinforced concrete on the top. The method of claim 1, wherein the secondary joint process is to cast concrete with a plurality of grout cables (18) (18 ') and the water-expandable index (19) on the surface of each end of the structure (100) (100') , Lateral fastening method of the underground structure, characterized in that the grout cable (18) (18 ') is located in the outer side of the structure 100, 100' and the water-expandable resin material (19) is located in the inner side. .