Patent Grant
11566394
The present invention relates to: a building foundation structure including a ground improved body obtained by improving a surface layer ground, and foundation concrete placed on the ground improved body on site; and a construction method therefor.
There has been known a building foundation structure including a ground improved body obtained by improving a surface layer ground, and foundation concrete placed on the ground improved body on site (see, for example, Patent Literatures 1 to 3). Such a building foundation structure has features that: construction cost is reduced with a simple structure; a support force of the entire foundation can be improved while differential settlement can be suppressed; and liquefaction of sediment at the time of an earthquake is effectively inhibited by a ground covering effect, for example.
In the building foundation structures of Patent Literatures 1 and 2, the shape of a lower surface of foundation concrete located below a building pillar is a square, and the shape of the foundation concrete is a rectangular parallelepiped (square prism) (see an engagement projection 7a in FIG. 5 of Patent Literature 1 and a building foundation 3 in FIG. 1 of Patent Literature 2).
In the building foundation structure of Patent Literature 3, a bottom surface of foundation concrete located below a building pillar has a four-or-more-sided polygonal shape smaller than a plan shape of the foundation concrete. Further, a part of a lower surface of the foundation concrete other than the bottom surface is a slope surface connecting the bottom surface and the plan shape, and a slope angle of the slope surface from a horizontal plane is not less than 20° and not greater than 40° (see foundation concrete 3 in FIG. 2 of Patent Literature 3).
In the building foundation structure of Patent Literature 3, stress transferred to the lower ground can be reduced owing to the shape of the foundation concrete. In addition, the placing amount of foundation concrete can be reduced and thus construction cost can be reduced.
The present inventor has attempted to make further improvement in the building foundation structure of Patent Literature 3 which provides the above effects, and has further revised the shape of the foundation concrete located below the building pillar.
An object to be achieved by the present invention is to, in a building foundation structure including a ground improved body obtained by improving a surface layer ground, and foundation concrete placed on the ground improved body on site, and a construction method therefor, reduce stress transferred to a lower ground, and reduce construction cost by reducing the placing amount of the foundation concrete, thus making further improvement.
To achieve the above object, the present invention provides a building foundation structure and a construction method therefor as described below.
The summary of the present invention is as follows.
[1] A building foundation structure according to the present invention includes a ground improved body obtained by improving a surface layer ground, and foundation concrete placed on the ground improved body on site. The foundation concrete directly supports building steel pillars or a building reinforced concrete wall. The foundation concrete has an upper part and a lower part having shapes different from each other. The lower part has a reverse trapezoidal sectional shape in a cross section taken along a vertical plane including a first horizontal direction perpendicular to a horizontal line connecting the building steel pillars adjacent to each other, or a cross section taken along a vertical plane including a second horizontal direction perpendicular to the building reinforced concrete wall. The upper part has a brim portion protruding in the first horizontal direction or a brim portion protruding in the second horizontal direction, from a side edge at an upper end in the sectional shape of the lower part. A thickness of the brim portion is not less than 0.05 m and not greater than 0.3 m. A protruding length of the brim portion is not less than 0.1 m and not greater than 0.6 m. The protruding length of the brim portion is 1 to 4 times the thickness of the brim portion.
[2] In the building foundation structure described in [1], a slope angle of a side surface of the reverse trapezoidal sectional shape from a horizontal plane is not less than 20° and not greater than 40°.
[3] In the building foundation structure described in [1] or [2], the foundation concrete is individual footing, the lower part has a bottom surface having a four-or-more-sided polygonal shape smaller than a plan shape of an outer periphery at an upper end of the lower part, and the lower part has a side surface which is a slope surface connecting the outer periphery at the upper end of the lower part and an outer periphery of the bottom surface.
[4] A construction method for a building foundation structure according to the present invention is a construction method for a building foundation structure that includes a ground improved body obtained by improving a surface layer ground, and foundation concrete placed on the ground improved body on site. The foundation concrete directly supports building steel pillars or a building reinforced concrete wall. The foundation concrete has an upper part and a lower part having shapes different from each other. The lower part has a reverse trapezoidal sectional shape in a cross section taken along a vertical plane including a first horizontal direction perpendicular to a horizontal line connecting the building steel pillars adjacent to each other, or a cross section taken along a vertical plane including a second horizontal direction perpendicular to the building reinforced concrete wall. The upper part has a brim portion protruding in the first horizontal direction or a brim portion protruding in the second horizontal direction, from a side edge at an upper end in the sectional shape of the lower part. A thickness of the brim portion is not less than 0.05 m and not greater than 0.3 m. A protruding length of the brim portion is not less than 0.1 m and not greater than 0.6 m. The protruding length of the brim portion is 1 to 4 times the thickness of the brim portion. The construction method includes a ground improvement step, a foundation excavation step, and a foundation placing step. The ground improvement step is a step of backfilling soil obtained by digging the surface layer ground down, mixing and stirring the soil while adding and mixing a solidification material, and then performing compaction to form the ground improved body. The foundation excavation step includes a step of excavating an upper part of the ground improved body located below a building pillar or below a building wall, into the shape of the upper part of the foundation concrete, to form an upper excavated portion, and a step of excavating a part below the upper excavated portion into the shape of the lower part of the foundation concrete, to form a lower excavated portion. The foundation placing step is a step of placing leveling concrete into the lower excavated portion, performing foundation reinforcing bar arrangement in the upper excavated portion and the lower excavated portion, and placing the foundation concrete.
[5] In the construction method for the building foundation structure described in [4], a slope angle of a side surface of the reverse trapezoidal sectional shape from a horizontal plane is not less than 20° and not greater than 40°.
In the building foundation structure and the construction method therefor according to the present invention as described above, the foundation concrete placed on site on the ground improved body obtained by improving the surface layer ground has the upper part and the lower part having shapes different from each other. The lower part has a reverse trapezoidal sectional shape and the upper part has the brim portion protruding in the horizontal direction.
Owing to the above shape of the foundation concrete, the range in which stress is transferred from the foundation concrete to the lower ground is broadened, whereby stress transferred to the lower ground can be reduced, and in addition, the volume of the foundation concrete is reduced, whereby the placing amount of the foundation concrete can be reduced and thus construction cost can be reduced.
Moreover, since the foundation concrete has the brim portion, the ground contact pressure at an end of the foundation concrete is dispersed when a moment load is applied to the foundation concrete. Thus, the maximum ground contact pressure applied to one end underneath the foundation concrete can be reduced.
Hereinafter, embodiments according to the present invention will be described with reference to the drawings.
A plan view in
The building foundation structure 1 includes a ground improved body 2 obtained by improving a surface layer ground G, and foundation concrete 3 placed on the ground improved body 2 on site.
The foundation concrete 3 is individual footing, and has an upper part 3A and a lower part 3B having shapes different from each other.
The lower part 3B of the foundation concrete 3 has a reverse trapezoidal sectional shape in a cross section taken along a vertical plane including a first horizontal direction O1 perpendicular to a horizontal line connecting building pillars 4 adjacent to each other. In the present embodiment, the shape of the lower part 3B of the foundation concrete 3 is a reverse quadrangular frustum shape.
The plan shape of an outer periphery U1 at the upper end of the lower part 3B is a square. The plan shape of a bottom surface BS1 of the lower part 3B is a square smaller than the plan shape of the outer periphery U1 at the upper end of the lower part 3B. A side surface S1 of the lower part 3B is a slope surface connecting the outer periphery U1 at the upper end of the lower part 3B and an outer periphery V1 of the bottom surface BS1. It is preferable that a slope angle α of the side surface (the side surface of the reverse trapezoidal sectional shape) S1 which is the slope surface, from the horizontal plane, is set in a range of 20°≤α≤40°.
The upper part 3A of the foundation concrete 3 has a brim portion F1 protruding in the first horizontal direction O1 from a side edge M (outer periphery U1) at the upper end in the sectional shape of the lower part 3B. A lower surface T1 of the brim portion F1 is a substantially horizontal surface.
Next, an example of a construction process for the building foundation 1 will be described.
Ground Improvement Step
A. Dig-Down Step
The surface layer ground G below a ground level GL shown in
B. Primary Improvement Step
Next, a primary improvement step is performed as follows. A backhoe, for example, to which a mixing fork is mounted as an attachment, is used to perform excavation on the ground into a square shape which corresponds to the lower-part shape of the ground improved body 2. Then, mixing and stirring are performed while a solidification material such as a cement-based solidification material is added and mixed, and compaction is performed by a heavy machine and a roller, etc., to form the lower part of the ground improved body 2.
C. Secondary Improvement Step
Next, a secondary improvement step is performed as follows. The soil obtained by digging in the dig-down step is backfilled to the upper side of the lower part of the ground improved body 2 by a backhoe or the like. Then, a backhoe, for example, to which a mixing fork is mounted as an attachment, is used to excavate the surface layer ground G from the ground level GL into the upper-part shape of the ground improved body 2. Then, mixing and stirring are performed while a solidification material is added and mixed, and compaction is performed by a heavy machine and a roller, etc., to form the upper part of the ground improved body 2.
Foundation Excavation Step
A. Upper Excavated Portion Forming Step
Next, with respect to the ground improved body 2 formed in the ground improvement step, the upper part of the ground improved body 2 located below the above-ground part of each steel pillar 4 shown in
B. Lower Excavated Portion Forming Step
Next, from a periphery U2 located inward by a protruding length E of the brim portion F1 from the lower end outer periphery P, excavation is performed in a reverse quadrangular frustum shape so that a bottom surface BS2 has a square shape, to form a lower excavated portion 2B. For example, the lower excavated portion 2B is formed by performing excavation to a predetermined depth, i.e., to an outer periphery V2 of the bottom surface BS2, into a rectangular parallelepiped shape in a range of a transverse width B3 and a longitudinal width W3 shown in
Foundation Placing Step
Then, leveling concrete 6 shown in
Next, a pedestal anchor bolt for fixing the steel pillar 4 is fixed to the leveling concrete 6, foundation reinforcing bar arrangement is performed in the upper excavated portion 2A and the lower excavated portion 2B, and foundation concrete 3 is placed. An upper part 3A (range of height H1 in
Subsequently, the steel pillar 4 is installed and floor concrete 5 is placed.
Through the above process, construction of the building foundation (understructure) 1 shown in
Confirmation of Effects Through Numerical Analysis
Next, numerical analysis performed for confirming effects will be described.
A. Analysis Method
A numerical analysis is performed using ground finite element method (FEM) analysis software (PLAXIS).
(1) As a first analysis, analysis is performed on Comparative example 1 in which foundation concrete has a rectangular parallelepiped shape, Comparative example 2 in which an upper part of foundation concrete has a rectangular parallelepiped shape and a lower part thereof has a reverse quadrangular frustum shape, and Examples 1 to 5 corresponding to the shape in embodiment 1 of the present invention in which foundation concrete has the brim portion.
(2) As a second analysis, analysis is performed on Examples 6 to 8 in which the protruding length E of the brim portion F1 is fixed (E=0.2 m) and the ratio (E/H1) of the protruding length E of the brim portion F1 to a thickness H1 of the brim portion F1 is changed, in the shape of embodiment 1 of the present invention.
(3) As a third analysis, analysis is performed on Examples 9 to 13 in which the thickness H1 of the brim portion F1 is fixed (H1=0.1 m) and the ratio (E/H1) of the protruding length E of the brim portion F1 to the thickness H1 of the brim portion F1 is changed, in the shape of embodiment 1 of the present invention.
B. Analysis Models of Examples and Comparative Examples
An analysis model of Examples is shown in a plan view in
First Analysis
A. Parameters
(1) An improvement thickness L is set to 2.5 m, a secondary improvement thickness J is set to 1.0 m, and a primary improvement width K is set to 5.6 m.
(2) A foundation height H is set to 0.9 m, and the foundation transverse width B1 and the foundation longitudinal width W1 are set to 4.0 m.
(3) In Comparative example 2 and Examples 1 to 5, the slope angle α of the slope surface S1 (the side surface of the reverse trapezoidal sectional shape) from the horizontal plane is set to about 30°.
(4) In Comparative example 2, the transverse width B3 of the foundation bottom surface BS1 and the longitudinal width W3 of the foundation bottom surface BS1 are set to 1.4 m.
(5) In Examples 1 to 5, the transverse width B3 of the foundation bottom surface BS1 and the longitudinal width W3 of the foundation bottom surface BS1 are set to 0.8 m.
(6) In Examples 1 to 5 having the brim portion F1, the ratio (E/H1) of the protruding length E of the brim portion F1 to the thickness H1 of the brim portion F1 which is the height of the upper part 3A of the foundation concrete 3, is set to 2.
The values of H1, H2, B2, W2, E are set as follows.
(1) Comparative example 2: H1=0.2 m, H2=0.7 m
(2) Example 1: H1=0.1 m, H2=0.8 m, B2=W2=3.6 m, E=0.2 m
(3) Example 2: H1=0.15 m, H2=0.75 m, B2=W2=3.4 m, E=0.3 m
(4) Example 3: H1=0.2 m, H2=0.7 m, B2=W2=3.2 m, E=0.4 m
(5) Example 4: H1=0.25 m, H2=0.65 m, B2=W2=3.0 m, E=0.5 m
(6) Example 5: H1=0.3 m, H2=0.6 m, B2=W2=2.8 m, E=0.6 m
B. Load Conditions
In Patent Literature 3, only a load of 900 kN is used which corresponds to the dead load and the live load that are long-term loads, as an external force, in numerical analysis on the building foundation structure, for confirming its effects (see paragraph [0025] in Patent Literature 3).
Actually, an earthquake force and a wind force as short-term loads are also applied to a building. The earthquake force and the wind force act so as to shake the building sideways, and therefore a horizontal force is also applied to the building. Thus, a horizontal force and a moment load corresponding to short-term loads, as well as long-term loads, are applied to the foundation structure.
Accordingly, in the numerical analysis, the following load conditions are set: a load condition 1 corresponding to long-term loads, a load condition 2 corresponding to a state in which a middle earthquake (horizontal acceleration: about 200 gal) occurs, and a load condition 3 corresponding to a state in which a large earthquake (horizontal acceleration: about 400 gal) occurs.
That is, in the analysis models shown in the plan view in
(1) Load condition 1: N=1100 kN
(2) Load condition 2: N=1100 kN, Q=220 kN (I=3 m)
(3) Load condition 3: N=1100 kN, Q=440 kN (I=3 m)
C. Evaluation Items
Evaluation items are principal stresses (kN/m2) at points A to C underneath the foundation concrete 3, a ground contact pressure (kN/m2) at a point D underneath the ground improved body 2, and a concrete amount (m3) which is the volume of the foundation concrete 3, as shown in
D. Analysis Result
Table 1 shows an analysis result for the load condition 1, Table 2 shows an analysis result for the load condition 2, and Table 3 shows an analysis result for the load condition 3.
Table 1 is provided below:
Table 2 is provided below:
Table 3 is provided below:
In Table 1 showing the analysis result for the load condition 1 in which the horizontal force and the moment load are not applied, the values of the principal stresses (point B) underneath the foundation concrete and the principal stresses (point C) underneath the foundation concrete, which are symmetric with respect to the load N, are different from each other. The reason is that, when mesh division of the analysis domain is automatically performed with the ground FEM analysis software, the mesh around the point B and the mesh around the point C are not symmetric. Since the difference between the principal stresses at the point B and the principal stresses at the point C is not greater than 1%, it is considered that there is no problem with analysis accuracy.
The ground contact pressures (point D) underneath the improved bodies in Comparative examples 1 and 2 and Examples 1 to 5 are shown as a graph in
From the graph in
For example, in the load condition 1, the ground contact pressure (point D) underneath the improved body in Example 1 (97.6 kN/m2) is about 91% of that in Comparative example 1 (106.8 kN/m2), and is about 97% of that in Comparative example 2 (100.4 kN/m2). In addition, in the load condition 2, the ground contact pressure (point D) underneath the improved body in Example 1 (99.1 kN/m2) is about 93% of that in Comparative example 1 (106.4 kN/m2), and is about 98% of that in Comparative example 2 (101.6 kN/m2). Further, in the load condition 3, the ground contact pressure (point D) underneath the improved body in Example 1 (94.9 kN/m2) is about 91% of that in Comparative example 1 (104.0 kN/m2), and is about 98% of that in Comparative example 2 (96.8 kN/m2).
The reason why the ground contact pressure underneath the improved body can be reduced in Examples as described above is considered as follows. Owing to the shape (
From the graph in
For example, the concrete amount (6.0 m3) in Example 1 is about 42% of that in Comparative example 1 (14.4 m3) and is about 69% of that in Comparative example 2 (8.7 m3).
In a case where the horizontal load Q is applied to the foundation concrete 3 as in the load conditions 2 and 3, a moment load is applied to the foundation concrete 3. As a result, the principal stresses at the point C which is one end underneath the foundation concrete increases, so that the maximum ground contact pressure is applied at the point C.
For example, regarding the principal stresses at the point C underneath the foundation concrete in Table 2 corresponding to the load condition 2, Comparative example 1 having no brim portion indicates 188.4 kN/m2, whereas Comparative example 2 having no brim portion indicates a smaller value of 173.7 kN/m2, and Examples 1 to 5 having the brim portion indicate even smaller values of 172.5 kN/m2 to 158.9 kN/m2.
In addition, regarding the principal stresses at the point C underneath the foundation concrete in Table 3 corresponding to the load condition 3, Comparative example 1 having no brim portion indicates 281.0 kN/m2, whereas Comparative example 2 having no brim portion indicates 313.0 kN/m2. Thus, the value in Comparative example 2 is greater than that in Comparative example 1.
On the other hand, Examples 1 to 5 having the brim portion indicate 288.7 kN/m2 to 252.4 kN/m2. The value in Example 1 (288.7 kN/m2) is slightly greater than that in Comparative example 1 (281.0 kN/m2), but the values in Example 2 (271.7 kN/m2) to Example 5 (252.4 kN/m2) are smaller than those in Comparative example 1 (281.0 kN/m2) and Comparative example 2 (313.0 kN/m2). In particular, the values in Examples 1 to 5 are significantly smaller than that in Comparative example 2. For example, the value in Example 1 (288.7 kN/m2) is about 92% of that in Comparative example 2 (313.0 kN/m2), and the value in Example 5 (252.4 kN/m2) is about 81% of that in Comparative example 2 (313.0 kN/m2).
As described above, when the moment load is applied to the foundation concrete 3, the maximum ground contact pressure applied to one end underneath the foundation concrete 3 can be reduced in the foundation concrete in Examples 1 to 5 having the brim portion. The reason is that the ground contact pressure at the end (point C) of the foundation concrete 3 is dispersed owing to presence of the brim portion (e.g., F1 in
Second Analysis
A. Parameters
(1) The improvement thickness L is set to 2.5 m, the secondary improvement thickness J is set to 1.0 m, and the primary improvement width K is set to 5.6 m.
(2) The height H2 of the foundation lower part is set to 0.8 m, and the foundation transverse width B1 and the foundation longitudinal width W1 are set to 4.0 m.
(3) B2 and W2 are set to 3.6 m, and E is set to 0.2 m.
(4) The slope angle α of the slope surface S1 (the side surface of the reverse trapezoidal sectional shape) from the horizontal plane is set to about 30°.
(5) The transverse width B3 of the foundation bottom surface B S1 and the longitudinal width W3 of the foundation bottom surface B S1 are set to 0.8 m.
The values of H1 and E/H1 are set as follows.
(1) Example 6: H1=0.2 m, E/H1=1
(2) Example 7: H1=0.15 m, E/H1≈1.3
(3) Example 1: H1=0.1 m, E/H1=2
(4) Example 8: H1=0.05 m, E/H1=4
B. Load Conditions and Evaluation Items
The same load conditions 1 to 3 and evaluation items as those in the first analysis are applied.
C. Analysis Result
Table 4 shows an analysis result.
Table 4 is provided below:
In the case where the protruding length E of the brim portion F1 is fixed (E=0.2 m) and the ratio (E/H1) of the protruding length E of the brim portion F1 to the thickness H1 of the brim portion F1 is changed, it is found that, the greater the ratio (E/H1) is, i.e., the smaller the thickness H1 of the brim portion F1 is, the smaller the ground contact pressure (point D) underneath the improved body and the concrete amount are.
Third Analysis
A. Parameters
(1) The improvement thickness L is set to 2.5 m, the secondary improvement thickness J is set to 1.0 m, and the primary improvement width K is set to 5.6 m.
(2) The foundation height H is set to 0.9 m, the height H1 of the foundation upper part is set to 0.1 m, and the height H2 of the foundation lower part is set to 0.8 m.
(3) The foundation transverse width B1 and the foundation longitudinal width W1 are set to 4.0 m.
(4) The slope angle α of the slope surface S1 (the side surface of the reverse trapezoidal sectional shape) from the horizontal plane is set to about 30°.
The values of B2 that is equal to W2, B3 that is equal to W3, E, and E/H1 are set as follows.
(1) Example 9: B2=W2=3.8 m, B3=W3=1.0 m, E=0.1 m, E/H1=1
(2) Example 10: B2=W2=3.7 m, B3=W3=0.9 m, E=0.15 m, E/H1=1.5
(3) Example 1: B2=W2=3.6 m, B3=W3=0.8 m, E=0.2 m, E/H1=2
(4) Example 11: B2=W2=3.5 m, B3=W3=0.7 m, E=0.25 m, E/H1=2.5
(5) Example 12: B2=W2=3.4 m, B3=W3=0.6 m, E=0.3 m, E/H1=3
(6) Example 13: B2=W2=3.2 m, B3=W3=0.4 m, E=0.4 m, E/H1=4
B. Load Conditions and Evaluation Items
The same load conditions 1 to 3 and evaluation items as those in the first analysis are applied.
C. Analysis Results
Table 5 shows an analysis result.
Table 5 is provided below:
In the case where the thickness H1 of the brim portion F1 is fixed (H1=0.1 m) and the ratio (E/H1) of the protruding length E of the brim portion F1 to the thickness H1 of the brim portion F1 is changed, it is found that, the greater the ratio (E/H1) is, i.e., the greater the protruding length E of the brim portion F1 is, the smaller the concrete amount is.
It is found that, as the ratio (E/H1) increases, i.e., as the protruding length E of the brim portion F1 increases, the ground contact pressure (point D) underneath the improved body decreases in the load conditions 1 and 2, and slightly increases in the load condition 3.
Consideration about Ratio (E/H1)
Through the second analysis and the third analysis, it is found that reducing the thickness H1 of the brim portion F1 and increasing the protruding length E of the brim portion F1 increases the value of (E/H1) and thus provides an effect of reducing the ground contact pressure (point D) underneath the improved body and an effect of reducing the concrete amount.
However, if the thickness H1 of the brim portion F1 is reduced, the tolerable proof stress (born by reinforcing bars and concrete) of the brim portion F1 is reduced, and if the protruding length E of the brim portion F1 increases, the load stress (bending moment and shear force) on the brim portion F1 increases.
Therefore, in order to make the load stress smaller than the tolerable proof stress, the value range of the thickness H1 of the brim portion F1 and the value range of the protruding length E of the brim portion F1 are limited.
That is, it is preferable that the thickness H1 of the brim portion F1 is not less than 0.05 m (e.g., Example 8) and not greater than 0.3 m (e.g., Example 5). In addition, it is preferable that the protruding length E of the brim portion F1 is not less than 0.1 m (e.g., Example 9) and not greater than 0.6 m (e.g., Example 5).
It is preferable that the ratio (E/H1) of the protruding length E of the brim portion F1 to the thickness H1 of the brim portion F1 is not less than 1 and not greater than 4 (e.g.,
In the foundation concrete 3 in embodiment 1, the upper part 3A has a rectangular parallelepiped shape and the lower part 3B has a reverse quadrangular frustum shape. The foundation concrete in the present invention is not limited to such a shape.
The foundation concrete 3 which is the individual footing may have any form as long as the foundation concrete 3 has a reverse trapezoidal sectional shape in a cross section taken along the vertical plane including the first horizontal direction O1 perpendicular to the horizontal line connecting the building pillars 4 adjacent to each other, and has the brim portion F1 protruding in the first horizontal direction O1 from the side edge M at the upper end in the sectional shape of the lower part 3B.
Foundation concrete 3 in the building foundation structure according to embodiment 2 of the present invention is shown in a perspective view in
In the foundation concrete 3 shown in
Foundation concrete 3 in the building foundation structure according to embodiment 3 of the present invention is shown in a perspective view in
In the foundation concrete 3 shown in
Foundation concrete 3 in the building foundation structure according to embodiment 4 of the present invention is shown in a perspective view in
In the foundation concrete 3 in
A plan view in
The building foundation structure 1 includes a ground improved body 2 obtained by improving a surface layer ground G, and foundation concrete 7 placed on the ground improved body 2 on site.
The foundation concrete 7 is continuous footing, and has an upper part 7A and a lower part 7B having shapes different from each other.
The lower part 7B of the foundation concrete 7 has a reverse trapezoidal sectional shape in a cross section taken along a vertical plane including a second horizontal direction O2 perpendicular to a building wall 8. It is preferable that a slope angle α of a side surface S1 in the reverse trapezoidal sectional shape from the horizontal plane is in a range of 20°≤α≤40°.
The upper part 7A of the foundation concrete 7 has brim portions F2 protruding in the second horizontal direction O2 from side edges M at the upper end in the sectional shape of the lower part 7B.
Next, an example of a construction process for the building foundation 1 will be described.
Ground Improvement Step
A. Dig-down Step
The surface layer ground G below a ground level GL shown in
B. Primary Improvement Step
Next, a primary improvement step is performed as follows. A backhoe, for example, to which a mixing fork is mounted as an attachment, is used to perform excavation on the ground into a square shape which corresponds to the lower-part shape of the ground improved body 2. Then, mixing and stirring are performed while a solidification material such as a cement-based solidification material is added and mixed, and compaction is performed by a heavy machine and a roller, etc., to form the lower part of the ground improved body 2.
C. Secondary Improvement Step
Next, a secondary improvement step is performed as follows. The soil obtained by digging in the dig-down step is backfilled to the upper side of the lower part of the ground improved body 2 by a backhoe or the like. Then, a backhoe, for example, to which a mixing fork is mounted as an attachment, is used to excavate the surface layer ground G from the ground level GL into the upper-part shape of the ground improved body 2. Then, mixing and stirring are performed while a solidification material is added and mixed, and compaction is performed by a heavy machine and a roller, etc., to form the upper part of the ground improved body 2.
Foundation Excavation Step
A. Upper Excavated Portion Forming Step
Next, with respect to the ground improved body 2 formed in the ground improvement step, the upper part of the ground improved body 2 located below the wall 8 shown in
B. Lower Excavated Portion Forming Step
Next, excavation is performed downward from peripheries U3 and U4 located inward by protruding lengths E of the brim portions F2 from the lower end outer peripheries P1 and P2, to form a lower excavated portion 2B.
Foundation Placing Step
Then, leveling concrete 10 shown in
Next, reinforcing bars for the wall 8 are arranged in the leveling concrete 10, foundation reinforcing bar arrangement is performed in the upper excavated portion 2A and the lower excavated portion 2B, and foundation concrete 7 is placed.
Subsequently, the wall 8 which is concrete is placed and floor concrete 9 is placed. The foundation concrete 7 and the wall 8 are connected via the reinforcing bars and thus are integrated.
Through the above process, construction of the building foundation (understructure) 1 shown in
In the building foundation structure 1 according to the embodiments of the present invention as described above, the foundation concrete 3, 7 placed on site on the ground improved body 2 obtained by improving the surface layer ground G has the upper part 3A, 7A and the lower part 3B, 7B having shapes different from each other. The lower part 3B, 7B has a reverse trapezoidal sectional shape and the upper part 3A, 7A has the brim portion F1, F2 protruding in the horizontal direction.
Owing to the above shape of the foundation concrete 3, 7, the range in which stress is transferred from the foundation concrete 3, 7 to the lower ground is broadened, whereby stress transferred to the lower ground can be reduced, and in addition, the volume of the foundation concrete 3, 7 is reduced, whereby the placing amount of the foundation concrete 3, 7 can be reduced and thus construction cost can be reduced.
Moreover, since the foundation concrete 3, 7 has the brim portion F1, F2, the ground contact pressure at an end of the foundation concrete 3, 7 is dispersed when a moment load is applied to the foundation concrete 3, 7. Thus, the maximum ground contact pressure applied to one end underneath the foundation concrete 3, 7 can be reduced.
The description of the above embodiments is in all aspects illustrative and not restrictive. Various improvements and modifications can be made without departing from the scope of the present invention.
| Number | Date | Country | Kind |
|---|---|---|---|
| JP2019-218035 | Dec 2019 | JP | national |
| Filing Document | Filing Date | Country | Kind |
|---|---|---|---|
| PCT/JP2020/033581 | 9/4/2020 | WO |
| Publishing Document | Publishing Date | Country | Kind |
|---|---|---|---|
| WO2021/111690 | 6/10/2021 | WO | A |
| Number | Name | Date | Kind |
|---|---|---|---|
| 2215773 | Workman | Sep 1940 | A |
| 2374624 | Schwendt | Apr 1945 | A |
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| 20130000236 | Gallardo Hernandez | Jan 2013 | A1 |
| 20150121784 | Abad Huber | May 2015 | A1 |
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| 20210395970 | Montaner Fraguet | Dec 2021 | A1 |
| Number | Date | Country |
|---|---|---|
| 2701605 | Feb 2019 | ES |
| H0270830 | Mar 1990 | JP |
| 2004060290 | Feb 2004 | JP |
| 3608568 | Jan 2005 | JP |
| 2008280828 | Nov 2008 | JP |
| 2009174181 | Aug 2009 | JP |
| 5494880 | May 2014 | JP |
| 2018021418 | Feb 2018 | JP |
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| 100851837 | Aug 2008 | KR |
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| Entry |
|---|
| International Search Report dated Nov. 24, 2020 from PCT Application No. PCT/JP2020/033581. |
| Number | Date | Country | |
|---|---|---|---|
| 20220042271 A1 | Feb 2022 | US |
