JPS61165424A - New type retaining wall work having improved earthquake proofness - Google Patents

Abstract

PURPOSE:To increase the earthquake proofness of a retaining wall by balancing the contact pressure of the wall by a method in which excavation is made at a given angle from the end of front wall for forming a bottom slab, reinforced portions are provided, a drainage trench and sweep holes are provided, and embedment is made by back-filling soil. CONSTITUTION:To form a bottom slab 7, 1/2-1/4 of the contact width of the bottom slab from the end of the front wall is horizontally leveled, and the remaining portion is excavated to slope of a given angle. A reinforced concrete bottom slab is placed. A reinforced portion 5 of a given thickness is integrated with the front wall, and a drainage trench and sweep holes 4 are provided in the outside face of the front wall. Embedment is then made and heavy stones of back-filling soil 6 are provided on the back end of the bottom slab 7 for balancing the weights of the former half and latter half from the center of the width of the bottom slab. The sliding resistance in the case where earthquake occurs can thus be increased and the contact pressure of the front end of the contact face in the usual cases can be zeroed to increase the earthquake proofness of the retaining wall.

Description

DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a new vaginal wall construction method with increased earthquake resistance. As shown in Figures 1 to 7, all of the contact surfaces of conventional barriers are horizontal, and their sliding resistance during earthquakes is weak, which often causes negative effects. There are many points that need to be considered before using it as it is with the addition of protrusions, etc.Also, Figures 8 and 9 show a new type of N wall that has recently become known, but Figure 8 and 4 show the ground pressure of the inclined bottom plate. The direction changes from Fig. 8 (4) to Fig. 8 (3), resulting in Fig. 8 (1) and there is a risk of falling. The present invention is a new type of vaginal wall construction method for increasing seismic resistance, which was invented for the purpose of increasing seismic resistance.Next, an example thereof will be explained in detail.

To construct the bottom slab shown in Figure 13, 1/2 to 1/4 of the ground contact width of the bottom slab is leveled from the front wall edge, and the rest is excavated at an angle of 25 to 35 degrees, and reinforced concrete with a thickness of 15 to 25 cm is poured into the ground. The bottom plate is cast, and reinforcing parts with a thickness of 15 to 25 cm are placed at intervals of 1 to 2 meters in the direction shown in Fig. 14, 7, and integrated with the front wall in the shape of Fig. 13, and the outer surface of the front wall is placed in the center of the reinforcing parts Width 5-10
A drainage ditch with a depth of 1 to 2 cm is provided, and a hole with a diameter of 5 to 10 cm (Fig. 13, 4) is installed at each constant height of the drainage ditch, and a hole with a diameter of 10 to 15 cm is inserted through both sides of the reinforcing part. A water permeable section 1- is connected in a shape of a letter and filled with gravel, and the outer wall surface has a mosaic finish, and the soil is backfilled and the weight of the front half and rear half from the center of the width of the bottom slab is balanced. A new type of parapet construction method for embankments with increased earthquake resistance that eliminates ground pressure at the front end of the ground surface due to the action of weights (weights) created by backfilling soil, maximizes the use of land, protects the surface from drainage pollution caused by drainage ditches, and beautifies the environment. .

In order to construct the Z bottom slab, two-thirds of the width of the bottom slab was excavated in the natural ground at right angles to the extension line of the front wall, and the protruding ground shown in Figure 17 2 was created by excavating 2/3 of the width of the bottom slab at right angles to the extension line of the front wall. A hole as shown in Fig. 17, 9 is drilled in the natural ground between the protruding ground and the surface formed by the rear end of the intersection with the perpendicular line from the upper end and the rear end of the cage reinforcement part,
A bottom slab is placed with the upper end at the ground surface, and then T-shaped drainage holes are made at regular heights that penetrate through both sides and extend from the center to the drainage ditch on the outside surface, with reinforcement placed at intervals of 1 to 2 meters. 1 perpendicular to the part
With the front wall as the body and the perpendicular line of the rear end of the bottom plate as the back side position, the thickness is 1
The front wall is 0 to 18 cm long and has an inclination angle of 10 to 25 degrees, making it one piece with the bottom plate. In this new type of vaginal wall, the center of gravity of the resultant force at the time of an earthquake is located in the latter half of the center of the width of the bottom slab due to the combined use of cutting and embankment.Therefore, there is no ground pressure at the front end of the bottom slab, and the natural ground shown in Figure 17 7 is placed on the rear end of the bottom slab. ) A new type of vaginal wall combined with cutting and embankment with increased earthquake resistance that prevents slipping and falling during an earthquake, prevents contamination of the mosaic surface by draining water from the drain holes that flow into the drainage ditch on the outside, and beautifies the environment. Construction method.

4. The distance from the front wall position of the cutting barrier having the cross section shown in Figure 21 to the end of the front wall from 10% of the front wall height is 25 to 3.
Excavate the entire surface with an inclination of 5 degrees, and add the extension line and the height of the front wall to 50 degrees.
A groove with the same width as the thickness of the reinforced part is excavated up to the point of intersection with the front part of the slope, and the sloped bottom plate (Fig. 21 7) and the bottom plate reinforced part (Fig. 21 8) are excavated.
), the underground wall (Fig. 21, 10), and the supporting plate (Fig. 21, 3) are poured into one piece of concrete, and then a groove with a width of 5 to 10 cm and a depth of 1 to 2 cm (Fig. 23) is poured in the front end. 3), with a width of 20 to 50 centimeters connected in a T-shape by holes with the same diameter as the groove width and parallel through holes on the back of the front wall at each fixed height (Fig. 21, 6).
The reinforcement part and the front wall are poured as one body at right angles, and backfilled with backfill soil. This battlement is a cut barrier that increases land availability.
There is no ground pressure at the front end, and the backfill soil and natural ground (Fig. 21, 12) act as a weight on the rear end of the bottom slab.
A new type of parapet construction method for cut earth with increased earthquake resistance that prevents falls and slips, and protects the mosaic surface from sewage from drainage holes and beautifies the environment.

[Brief explanation of the drawing]

Figures 1 to 7 are cross-sections of various conventional battlements. Figure 8 is a cross-section of a known new type of wall. 5.6 shows the external forces acting on it. 4. is ground pressure 2.1 is change in direction of ground pressure
t is ground uplift. Figure 9 is a cross-sectional view of a known new type of barrier. 5.6. is the external force that acts 2.4. is the direction of ground pressure 5. is the change in ground pressure 1. 2 is the ground elevation. 2 is the hollow part. Figure 10 is the cross section of the new type of retaining wall for embankment. 4, 6.7. is the direction of external force 5. is the bottom plate 2.3. is the ground pressure t is the ground line Figure 11 is the cross section of the new type of vaginal wall combined with λ embankment and cut in this application 4
．． 5. is an external force 2.3. The direction of the ground pressure is the ground line. 4.5 in cross section of new barrier for cutting
．． is the direction of external force 2.3. 1. is the ground pressure direction 1, and 1. is the ground line. Detailed drawing of the new retaining wall for embankment 1.
is backfill soil 6. 2. is a mosaic on the front wall surface 5. is the front wall thickness 4. is a drainage hole in the drain 5. 1 is the reinforced part 1 is the bottom plate 8 is the center of the bottom plate width 9 is the front end of the ground contact area No pressure area 10. Figure 14 is the plan view of Figure 13, with the bottom plate slanted inward 2, and front wall 4. is a drainage ditch 5. is the reinforcement part 6. 2. Reinforcement part 2. Reinforcement part spacing Figure 13 is a detailed view of the T-shaped permeable layer and drain type 2. is a drainage ditch 5. is the permeable layer 4 is the drainage hole 5. 13 is the reinforcement part shown in the plane of FIG. 13. is a drainage ditch 3. is a permeable layer 4. is a drain hole 5. Figure 17 shows the reinforcing section in the main application 2. In the cross-sectional view of the Shinsara-kami-kabe combined with embankment and cutting, t is backfilling soil 2. is the front wall, 59 is the drainage ditch 4, is the drainage hole & is the cutting surface, 2 is the rear end of the bottom plate 10 is the angle between the front wall and the contact surface
12. 18 is the plan view of FIG. 17, and 4. is the ground protrusion 8; FIG. 2. indicates the drain hole 5, and indicates the reinforced part 2. 19 is an external view of the front wall shown in FIG. 17. is the front wall 4. Figure 20 is the inside view of Figure 17, and 2 is the front wall.5. 21 is the reinforcement part @, Figure 21 is the main application S, the cross section of the new raised wall for cutting, and t is the backfilling soil 2. is the front wall 3. is a drainage ditch 4. is a drain hole 5.
is the front bottom plate & is the reinforcement part l is the rear bottom plate 8. 9 is the underground reinforcement part 9 is the cutting surface 10. is an underground wall 11. is the angle of action of the lumber 12. Figure 22 is a cross-sectional plan view of Keomoshi's backfilling ground. is the front wall 4. 5. is the drain hole 5, is the front bottom plate 6. is the reinforcement part 9. Figure 23 shows the external view. is the front wall 6. is the drainage ditch 5° is the front bottom plate 10
．． Figure 24 shows the inside view of the underground reinforcement section. is the front wall 4. is the permeable layer 6 is the reinforcement part! Animal Seimosho alt/109'? , l-' TS 5 E3 Sho Harino Yasugashi 1 Gaku (l ヰObject Tosha m5aryr;
! + Fu) C: Ryo Saramotoshi・

Claims (1)

[Claims] 1. A front wall with a thickness of 11 to 18 cm and a front wall having a cross section as shown in FIG. The intersecting thickness is 15 to 25 cm, and the interval (Fig. 14, 7) is 1 to 2 meters.
A reinforcing section is installed as one unit, which is a permeable layer filled with gravel that penetrates both sides at the same height as the drainage hole and is connected to the drainage hole in a T-shape, extending from the front end of the ground contact surface to the rear from 1/4 of the ground contact width to the rear. A bottom plate with 1/2 horizontal and the remaining part inclined at an angle of 20 to 35 degrees is placed in close contact with the natural ground plate, and the center of the grounding bottom plate (Fig. 13, 8
), the ground contact pressure at the front end of the contact surface (Fig. 13, 9) can be reduced by balancing the weight of the front half and the rear half from A new retaining wall construction method for embankments with increased seismic resistance, characterized by the fact that there are no retaining walls. 2. A front wall with a cross section as shown in Figure 17, with a mosaic surface, a drainage groove, and drainage holes in the groove on its outer surface, 11 to 18 centimeters thick, inclined at 10 to 22 degrees to the perpendicular, and a front wall that is perpendicular to the back side. A reinforcing section extending from the top of the front wall to the top of the bottom plate, with a permeable layer filled with gravel in holes penetrating both sides at the same height as the drain hole, with a thickness of 15 to 25 cm and an interval of 1.2 to 2 meters. is installed as one body with the bottom slab at the ground level, the front end of the bottom slab extends horizontally forward from the front end of the front wall by 10 to 25% of the front wall height, and its ground plane is perpendicular to the extension line of the inclined front wall. The rear end is the intersection with the perpendicular line at the upper end of the back surface of the front wall, and the protrusion of the natural ground (No. 17) is located near the center of the latter half.
Figure 12) is installed, and the sloped surface from the rear end of the bottom plate to the rear end of the reinforcement part is kept at an angle of 10 to 22 degrees with the perpendicular line, and the backfill soil (Figure 17 7) is used as a weight. A new type of retaining wall construction method using cutting and embankment that increases seismic resistance and is characterized by the fact that the ground pressure at the front end is completely eliminated under normal conditions. 3. A front wall with a thickness of 11 to 18 centimeters and having a cross section as shown in Fig. 21 and having a mosaic surface, a drainage groove, and a drain hole in the groove on the outer surface, and a 25 to 50 centimeter thick wall that intersects at right angles to the back surface thereof. Penetrate on both sides at the same height as the drain hole at intervals of 1 to 2 meters,
The reinforcement part is filled with gravel and connected to the drainage hole in a T-shape as one body, and the front bottom plate whose upper surface is the intersection of 3/4 of the height of the front wall and the ground surface is 40 mm above the height of the front wall. ~60% horizontally, 25-50 cm wide on the back, spaced 1-2
The underground reinforcing section, which is arranged at a distance of 1.2 ft., is grounded on the slope from the end of the front bottom slab to the lower end of the front wall, and the rear bottom slab is installed as one body on the front wall and the rear reinforcing section on the extension line of the slope, and on the sloped bottom slab. The backfilling soil or the natural ground at the rear acts as a counterweight (weight), and the front end of the contact surface under normal conditions (Fig. 21, 13)
A new type of retaining wall construction method for cutting earth with increased earthquake resistance, which is characterized by zero ground pressure.