SEISMIC DESIGN OF BUILDING FOUNDATIONS IN JAPAN1. Introduction
An overview of seismic design of foundations described in the literature1)-3) and the allowable
unit stress of piles and others under Notification No. 1113 are presented in Sections 2 to 5. In
Section 6, the fundamentals and issues related to the design of foundations to withstand a greatearthquake are described. Finally, in Section 7, the characteristics of overseas legal provisions
concerning the seismic design of foundations are outlined and comparisons are made with
Building Standard Law of Japan (BSLJ).
2. Basic concept
The building foundations that may be subjected to seismic force should be designed so as tomaintain structural safety equivalent to or exceeding that of the upper structure. It is important
to conduct an investigation according to the state of the site with respect to possible grounddeformation such as liquefaction and landslide, and measures such as appropriate soil
improvement should be taken as needed.
It should be noted that under BSLJ Article 20, structural calculations including seismic design
are not mandatory for the foundations of small buildings. Buildings of this type are covered in
BSLJ Article 6-1 as follows:a) Wooden buildings with a total floor area of 500 m2 or less and up to 2 stories.
b) Non-wooden buildings with a total floor area of 200 m2 or less and 1 story.
3. Design external forces during an earthquake
3.1 General external forces
The design horizontal force Ph of a foundation is obtained by adding the horizontal force on theunderground part of building including the foundation to the horizontal shear force Pho(Equation 3.1.1) of the lowest story for upper ground part of building design under BSLJ
Enforcement Ordinance 88 (Equation 3.1.2). The horizontal force of an underground structure is
obtained by multiplying the sum of the fixed load of the foundation, the live load, and the weightof soil on the foundation slab by the horizontal seismic coefficient of Equation 3.1.3, according to
Article 88-4.

Pho = Ci * Ws = Z * Ai * Rt * Co * Ws
Ci
Wｓ
Z
Ai
Rt
Co

(3.1.1): seismic story shear coefficient of the aboveground part of a building at a given
height: weight of superstructure (kN)
: zoning factor between 0.7 and 1.0, established by the Minister of Construction: a value indicating vertical distribution of the seismic story shear coefficientaccording to the vibration characteristics of the building: a value indicating the vibration characteristics of the building: standard shear coefficient (Co ≧ 0.2 with special exceptions)

Ph = Pho + k * W g(3.1.2)1

k = 0.1 ∗ ( 1 − H f / 40 )Z(3.1.3)

Ph : design horizontal force of foundation (kN)Pho : horizontal shear force of the lowest story (kN)
Wg : weight of foundation (kN)k : seismic coefficient of underground part of a building
Hf : depth of each part of the underground structure of the building from the groundsurface; 20 (m) at depths of > 20 m
: zoning factor between 0.7 and 1.0, established by the Minister of ConstructionZ

3.2 Reduction in horizontal force due to foundation slab embedment effect in pile foundation
The design horizontal force on a pile foundation is obtained by subtracting the resistant force
due to the embedment effect of the foundation slab from the total horizontal force on thefoundation. This resistant force includes passive resistance of the underground exterior wall aswell as frictional resistance of the side of the exterior wall and the foundation bed.
For a pile foundation, the horizontal force Php at the bottom of the foundation slab is usuallycalculated using the following equation.

Php = Ph ∗ ( 1 − α )(3.2.1)H

α = 1 − 0.2
4(3.2.2)Df

Php : horizontal force at the bottom of the foundation slab

α

: allocation ratio of horizontal force at foundation slab embedment (Max. 0.7)

H : height of superstructure (m)D f : depth of embedment of the foundation (m) (in principle, D f ≧2 m)
Fig. 3.2.1. shows the relationship between α and H and Df. Equation 3.2.2 is based on a trial
calculation in which frictional resistance in the side is taken into consideration assuming thatthe passive structure of embedment is an elastic spring.1)-3)20.8
α＝1-0.2( √H /4√Df）
αmax＝0.7

0.7
0.6
α
0.4

0.2

0
0

1

2
√H /4√Df

3

4

5

Figure 3.2.1 Relation among α, H and Df

Equation 3.2.2 is applicable at Df ≧ 2 m, because it is possible that the passive structure
depends on backfilling and exerts limited resistant force at a reduced Df. However, Equation
3.2.2 could probably be adopted even at Df < 2 m if backfilling has been desirably obtained.
According to measured earth pressure during earthquakes, incremental earth pressure onunderground exterior walls at the time of an earthquake is constant in the depth direction of
those walls, or has a reverse triangle-like distribution in which the upper earth pressure isgreater than the lower earth pressure.4)
4. Design of spread foundations
In the case of spread foundations, the contact pressure caused by vertical and horizontal forceson the foundations must be within the allowable bearing capacity of the ground for a shortperiod. It should also be confirmed that the foundations will not slide out, if necessary.
The allowable bearing capacity of the ground for a short period is prescribed in Notification No.
1113 (Table 4.1.1).

3

Table 4.1.1 Allowable unit stress of ground
Allowable unit stress of ground under Allowable unit stress of ground under forces
forces generated for a long period
generated for a short period(1)qa = 2 3 (icα CN C + iγ β γ 1 BNγ + iq γ 2 D f Nq)
qa = 1 3 (icα CN C + iγ β γ 1 BNγ + iq γ 2 D f Nq )(2)

qa = qt + 1 3 N ′γ 2 D f

qa = 2qt + 1 3 N ′γ 2 D f(3)

qa = 30 + 0.6 Nsw

qa = 60 + 1.2 Nsw

Qa: allowable unit stress of the ground (unit: kilo-Newton/m2)
ic = iq = (1 − θ / 90 )2
ir = (1 − θ / φ )θ: inclination to the vertical of load acting on the foundation (if θ>φ, θ=φ.) (unit: °)φ: internal friction angle obtained according to properties of the ground (unit: °)2

α and β: coefficients according to the shape of the foundation load surface
Shape of the foundation load surface
CircularShapes other than circular
Coefficient

1.2
1.0 + 0.2 B/Lα
0.3
0.5 – 0.2 B/Lβ
C: cohesion of the ground under the foundation load surface (unit: kilo-Newton/m2)
B: short side or short diameter of the foundation load surface (unit: m)
Nc, Nr and Nq: coefficient of capacity according to the internal friction angle of the ground
Internal friction
0°5°
10° 15° 20° 25° 28° 32° 36° 40°
angle
or
more
Coefficient of capacityNc
5.1 6.5 8.3 11.0 14.8 20.7 25.8 35.5 50.6 75.3
Nr0
0.1 0.4 1.1 2.9 6.8 11.2 22.0 44.4 93.7
Nq
1.0 1.6 2.5 3.9 6.4 10.7 14.7 23.2 37.8 64.2

γ1: unit weight of ground under the foundation load surface (kN/m3)
γ2: mean unit weight of ground above the foundation load surface (kN/m3)
Df: depth from the lowest ground surface to the foundation load surface (m)qt : the smaller of two values: 1/2 of the yield load or 1/3 of the ultimate stress (kN/m2)
N’ : coefficient according to the category of ground under the foundation load surface
Category ofgroundDense sandy ground

Sandy ground (excluding Cohesive ground
dense sandy ground)12

6

CoefficientN’

3

Nsw : mean value of the half-rotation number per 1 m at a vertical distance within 2 m from thebottom of the foundation (if Nsw >150, Nsw =150)

4

For spread foundations, it can usually be expected that a coefficient of friction of 0.3 to 0.5
between the foundation bed and the ground will not cause sliding, but it is important toinvestigate sliding when there is a horizontal force due to one-sided earth pressure constantly
acting on the foundations.
Notification No. 1113-2 provides a formula for the allowable unit stress of the groundconsidering the gradient of the load (Table 4.1.1(1)), and it should be noted that the allowable
unit stress will change as a result of an oblique angle. Horizontal force on a building acts tochange the contact pressure, whereas contact pressure will not often be negative in the primary
design. However, in the case of tower-like buildings and those with buoyancy, great care should
be taken regarding the distribution of contact pressure and stiffness of footing beams, because
uplift of the foundation bed could be generated by primary design external force.
5. Design of pile foundations
5.1 Investigation of vertical force
In design with respect to the vertical force acting on piles, the acting force must be within theallowable bearing capacity.
5.2 Investigation of horizontal force
The bending moment and displacement of a pile are determined considering the pile as anelastic bearing beam. Usually, the displacement of a pile head yo caused by horizontal force,
bending moment of a pile head Mo, maximum bending moment Mmax of a pile in the ground, andits depth Lm can be calculated using the following equations.

Q
R y0
4 EIβ 3
Q
M0 =
RM 0
2β
Q
M max =
RM max
2β
1
lm =
Rlm
y0 =

β

(m)

(5.2.1)(kN・m)(5.2.2)(kN・m)(5.2.3)(m)(5.2.4)(m-1)(5.2.5)

However,khB
4 EI
Ry0 = 2 − α r

β =4(5.2.6)

RM 0 = α r
1
R M max = exp  − tan − 1 
1−α

r

 1 

Rlm = tan − 1 
 1 − αr 

(5.2.7) ( 1 − α r )2 + 1
 (5.2.8)(5.2.9)5

Q : horizontal force of a pile head (kN)kh : coefficient of horizontal subgrade reaction (kN/m3)
B : pile diameter (m)E : Young’s modulus of a pile (kN/m2)
I : moment of second order of a pile (m4)α r : fixing ratio of a pile head joint (1 for fixed, 0 with pin）

βL ≧ 3.0 is assumed for the length of a pile L (m). At βL ＜ 3.0, a separate calculation for
short piles will be needed. Although the fixing ratio of pile head joints should be establishedbased on special investigational experiments, if the fixing ratio is not identified then the joint is
considered to be fixed. Recently, a seismically isolated device used at the pile head level and a
jointing system that realizes a pile head pin have been developed.
5.3 Horizontal bearing power of a pile
5.3.1 Calculation methods for horizontal bearing power
The methods of calculating the horizontal bearing power of a pile include the ultimate
subgrade reaction, linear elastic subgrade reaction, and nonlinear elastic subgrade reaction
methods, with the linear elastic subgrade reaction method usually being used in primary design.
In the linear elastic subgrade reaction method, a pile is considered to be a beam on an elastic
bearing and the subgrade reaction is assumed to be directly proportional to the displacement of
the beam, based on the differential equation in Equation 6.4.10. In this method, the coefficient ofhorizontal subgrade reaction kh should be appropriately established. Equations 5.2.1-5.2.9 wereobtained at m = 0 in Equation 5.3.1.1.

EI

d4 y
+ k h Bx m y = 0
dx 4(5.3.1.1)

EI : flexural rigidity of a pile (kN/m2)
y : horizontal displacement (m)x : depth from the ground surface (m)k h : coefficient of horizontal subgrade reaction (kN/m3)
B : pile diameter (m)m : constant
5.3.2 Coefficient of horizontal subgrade reaction kh
The coefficient of horizontal subgrade reaction kh can be determined by either (1) an
evaluation method using the horizontal loading test, or (2) an estimation method according to
the results of soil investigation.
The former is preferable for an important structure, because direct evaluation of therelationship between the horizontal displacement and load at the site concerned can provide
high precision. In the latter method, the following equation is commonly applied. However,since this equation assumes that the horizontal displacement of the pile head is about 1 cm orless, nonlinearity of kh should be appropriately taken into consideration for excessive pile headdisplacement obtained by calculation.
∗k h = 80 ∗ E 0 ∗ ( B ∗ 100 ) − 3 / 4 = 2.5 ∗ E 0 B ∗6−3 / 4(5.3.2.1)

k h : coefficient of horizontal subgrade reaction (kN/m3)
E 0 : modulus of deformation of the ground. The value used should be one of the following;
however, that of cohesive soil should not be estimated from the N value, but determinedusing either ① or ②:① modulus of deformation of the ground measured in a boring hole (kN/m2)② modulus of deformation determined using the uniaxial or triaxial compression test
(kN/m2)③ modulus of deformation estimated at E0 ＝ 7N based on the mean N value (kN/m2).
B : diameter of a pile (m)The range of soil investigation to determine kh is often 1/β below the foundation bed, a depththat predominantly influences the horizontal resistance of a pile.
5.3.3. Flexural rigidity of a pile
The flexural rigidity of a pile is determined assuming a pile to be an elastic material.
Preferably, the experimentally obtained Young’s modulus E is used, but if there is noexperimental result the following table is useful.
Table 5.3.3.1
Steel

Young’s modulus E of a pile (kN/m2)
2.05 × 108

PC steel
Concrete

Cast-in-place concrete pile
Centrifugal reinforced concrete pile
Prestressed concrete pile
Prestressed high-strength concrete pile

1.96 × 108
3.35 × 107 × (Fc/60)1/3
3.5 × 107
4.0 × 107
4.0 × 107

The moment of second order of a pile can be considered for the entire section (total sectional
area without a corrosion allowance for steel pipe piles, and that of concrete and bar for concrete
piles) assuming the pile center to be a neutral axis.
5.3.4 Fixing ratio of pile head joints
The fixing ratio of pile head joints is commonly defined as αr in the following equation.

αr =M 0 2 βM 0=
M0∫Q(5.3.4.1)

Q : horizontal force of the pile head

M0 : bending moment of the pile headM0∫: bending moment of the pile head estimated when the pile head is fixed
β: value in Equation 5.2.5
The value of αr is 1 for a fixed pile head and 0 for a pile head pin.

7

5.4 Investigation of unit stress of piles
In seismic design with respect to a medium earthquake, the unit stress on a pile must bewithin the allowable unit stress of a pile for a short period. The unit stress of a pile that is
subjected to an axial force and bending moment is usually investigated according to thefollowing assumptions.
① The unit stress of the pile is investigated based on elasticity theory.
② The section of the pile that is subjected to the bending moment remains flat, and the unit
stress of each point is proportional to the distance from the neutral axis.
5.4.1 Cast-in-place concrete pile
The unit stress of a cast-in-place concrete pile is investigated so that the following equations
and inequality are satisfied.
1) Axial force and bending momenta) When the bar on the tension side of the pile section reaches the allowable tensile unit
stress:( ε 0 − φ 0 γ t )E s = s ∫ t(5.4.1.1)b) When the bar on the compression side of the pile section reaches the allowable
compressive unit stress:( ε 0 + φ0 γ c ) E s = s ∫ c(5.4.1.2)c) When the concrete on the compression side of the pile section reaches the allowable
compressive unit stress:( ε 0 + φ0 γ 0 ) E c = c ∫ c(5.4.1.3)∫

2s t : allowable tensile unit stress of a bar (N/m )∫2s c : allowable compressive unit stress of a bar (N/m )∫2
c c : allowable compressive unit stress of concrete (N/m )γ t : distance between the center of the pile and the outermost bar on the tension side(mm)γ c : distance between the center of the pile and the outermost bar on the compression
side (mm)
γ 0 : radius of the pile (mm)ε 0 : axial strain at the center of the pile (positive for compression)
φ0 : curvature of the pile associated with the bending moment (1/mm)
E s : Young’s modulus of the bar (N/m2)
E c : Young’s modulus of concrete (N/m2)
2) Shear stress

8

κ

Q
≦ ∫s
As

(5.4.1.4)∫ s : allowable shear unit stress of concrete (N/mm2)
Q : design shear force (N)As : sectional area of the pile (mm2)κ : distribution coefficient of shear unit stress, 4/3
5.4.2 Centrifugal prestressed concrete pile
The unit stress of centrifugal prestressed concrete pile is investigated so that the following
inequality is satisfied, converting the effect of PC steel to that of concrete.
1) Axial force and bending moment
In the presence of an axial force and bending moment, all edge unit stresses on the bending
compression and bending tension sides under compressive and tensile forces should satisfy thefollowing inequality.

− ∫b ≦

N
M
+σe +
y≦ ∫c
Ae
Ie

(5.4.2.1)

However: Ae = Ac + ηAS(5.4.2.2)

I e = I c + ηI S

(5.4.2.3)

η = E S / EC

(5.4.2.4)∫ b : allowable bending tensile unit stress of concrete (N/mm2)∫ c : allowable compressive unit stress of concrete (N/mm2)
N : design axial force (N); positive for compressive force and negative for tensile force
M : design bending moment (N・mm); positive value
y : radius of the pile (mm); positive for bending compression side and negative for bending
tension side
σ e : effective prestress (N/mm2)

Ae : equivalent sectional area of concrete (mm2)
AC : sectional area of concrete (mm2)
AS : sectional area of PC steel (mm2)
I e : equivalent moment of second order of concrete for the pile center (mm4)
I C : moment of second order of concrete for the pile center (mm4)I S : moment of second order of PC steel for the pile center (mm4)η : ratio of Young’s modulus of PC steel to that of concrete
EC : Young’s modulus of concrete (N/mm2)

9

E S : Young’s modulus of PC steel (N/mm2)2) Shear force
Shear force is investigated using the following inequality according to Article 71 of “Criteria
for Design and Construction of Prestressed Concrete and Commentary Thereon” by theArchitectural Institute of Japan.

τ max ≦1
2
( σ g + 2σ d )2 − σ g2(5.4.2.5)

τ max : maximum shear unit stress (N/mm2)
Q : design shear force (N)t : thickness of the pile (mm)S0 : geometrical moment of area for the neutral axis of a unilateral pile section of the neutral
axis of the pile (mm3), which can be expressed as S0 =233
(γ0 − γ i )3

I : moment of second order for the neutral axis of the pile (mm4), which can be expressed as
I=

π

4

(γ0 − γ i )44

σ g : axial unit stress (N/mm2),
which can be expressed as σ g = σ e +NAe

σ e : effective prestress (N/mm2)
N : design axial force (N); positive for compressive force, negative for tensile force
Ae : equivalent sectional area of concrete (mm2)

σ d : allowable diagonal tensile unit stress of concrete (N/mm2)
γ 0 : external radius of the pile (mm)γ i : internal radius of the pile (mm)5.4.3 Steel pipe pile
The unit stress of steel pipe pile is investigated so that the following inequalities are satisfied.
1) Compressive force and bending moment
The following inequalities are applied to a pile that is subjected to a compressive force andbending moment.

N
M
Ae I e / γ ec
+
≦1
∫c
∫b

(compression side)

10(5.4.3.1)

NM
AI / γ et≦1
− e + e∫t∫t(bending tension side)(5.4.3.2)

2) Tensile force and bending moment
The following inequalities are applied to a pile that is subjected to a tensile force and bending
moment.

T
M
Ae I e / γ et
≦1
+
∫t
∫t
T
M
A
I /γ
− e + e ec ≦ 1∫b∫b(tension side)(5.4.3.3)(bending compression side)(5.4.3.4)

3) Shear force
The following inequality is applied to a pile that is subjected to shear force.

Q
A
κ e≦1
∫S

(5.4.3.5)

γ et : distance between the center and outermost part of the pile on the tension side excluding
corrosion allowance (mm)γ ec : distance between the center and outermost part of the pile on the compression side
excluding corrosion allowance (mm)Ae : sectional area excluding corrosion allowance (mm2)

I e : moment of second order excluding corrosion allowance (mm4)N : design axial compressive force (N)T : design axial tensile force (N)M : design bending moment (N･mm)
Q : design shear force (N)∫ c : allowable compressive unit stress of steel (N/mm2)∫ b : allowable bending unit stress of steel (N/mm2)∫ t : allowable tensile unit stress of steel (N/mm2)∫ S : allowable shear unit stress of steel (N/mm2)

κ : distribution coefficient of shear stress, 2.0

5.5 Allowable unit stress of a pile
5.5.1 Concept and properties of allowable unit stress11The allowable unit stress of a pile is prescribed in Notification No. 1113. The following are thefeatures of the provisions.
1) Safety factor of concrete
In the case of an upper structure, a safety factor of 3 for a long period and basically 2 for ashort period are adopted for concrete, while a safety factor of 4 for compressive unit stress for along period and 2 for a short period have traditionally been adopted for concrete piles. In
addition, since the quality of cast-in-place concrete piles depends on their construction, a safety
factor of 4.5 is adopted for a long period when there is no reliable maintenance or confirmation of
the use of water and slurry. The allowable shear unit stress for temporary loading and bondstress of concrete of cast-in-place piles is 1.5 times the allowable unit stress for a long period,
and double that for general concrete.
2) Corrosion of steel pipe
The following are pointed out with regard to the corrosion of steel pipe piles based on
measurements of various grounds.1),6)① In the corrosion of steel piles, the mean value of the annual double-side corrosion ratemeasured for 10 years is 0.0106 mm when determined mechanically with no consideration of
established conditions.
② Of all the experimental piles, the maximum annual double-side corrosion rate is 0.0297 mm.
The standard deviation of the measured annual corrosion rate is 0.005 mm; therefore, themaximum corrosion rate will not exceed the standard deviation of the mean value plus a 4-foldlarger value.
③ The annual corrosion rate decreases with the passage of time after installation of a pile.
Considering these findings, the external corrosion allowance is 1 mm in principle. However,corrosion can be expected to progress extremely rapidly in the vicinity of a chemical plant or
under other special ground conditions such as hot spring areas from which chemicals including
sulfur well out, and special investigation will be needed.
5.5.2 Allowable unit stresses of various piles
1) Cast-in-place concrete piles
The allowable unit stresses of concrete in cast-in-place concrete piles are shown in Table 5.5.2.1.

12

Table 5.5.2.1

Allowable unit stress of concrete in cast-in-place concrete piles

Method of execution

Allowable unit stress for a long period (N/mm2)(1)

A method withoutwater or slurry during
excavation and cases
where the strength andshape were confirmed.

Compression
F/4

Shearing
Smaller value of
F/40
or
3/4(0.49+F/100)

Adhesion
Smaller valueof
3/40F or
3/4(1.35+F/25)(2)

Cases other than thosein (1)

Smaller valueof
F/4.5 or 6
F：specified concrete strength (N/mm2)

Smaller value of
F/4.5 or
3/4(0.49+F/100)

Smaller valueof F/15 or
3/4(1.35+F/25)

Allowable unit stress for a long
period (N/mm2)
Compression Shearing Adhesion
Double the 1.5 times the value ofvalue of the the allowable unit
allowable
stress of shearing andunit stress of adhesion,
compression respectively, for a
for a long long period
period2) Prefabricated concrete piles
The allowable unit stresses of prefabricated concrete piles are shown in Tables 5.5.2.2 to 5.5.2.6.
Table 5.5.2.2 Allowable unit stresses of concrete in centrifugal reinforced concrete piles andvibration-filled concrete piles(RC piles)
Allowable unit stress for a long period (N/mm2)
Compression
Shearing
Adhesion
Smaller value of Smaller value of
Smaller value of
F/4 or 11
3/4(0.49+F/100)
3/4(1.35+F/25)
or 0.7or 2.3

Allowable unit stress for a short period (N/mm2)
Compression
Shearing
Adhesion
Double the value of 1.5 times the value of the allowable unit
the allowable unit stress of shearing and adhesion,stress of compression respectively, for a long period
for a long period

F：specified concrete strength (N/mm2)

Table 5.5.2.3

Allowable unit stresses of concrete in SC piles

Allowable unit stress of compression for a long period( N/mm2)
F/4

Allowable unit stress of compression for a short period (N/mm2)
Double the value of the allowable unit stress of compression for along period

F：specified concrete strength (N/mm2)

Table 5.5.2.4

Allowable unit stresses of prestressed concrete piles(PC piles)

Allowable unit stress for a long period (N/mm2)
Compression
Bending tension
Diagonal tension
Smaller value of Smaller value of Smaller value of
F/4 or 15
0.07/4*F or 0.9
σc/4 or 2

Allowable unit stress for a short period (N/mm2)
Compression
Bending tension
Diagonal tension
Double the value of the allowable 1.5 times the value of theunit stress of compression and allowable unit stress ofbending tension, respectively, for a diagonal tension for along period
long period

F: specified concrete strength (N/mm2), σ c : effective prestress(N/mm2)

13

Table 5.5.2.5

Allowable unit stresses of concrete in PHC piles
Allowable unit stress for a long period (N/mm2)
Compression
BendingDiagonal
tensiontension
1.2
20
1.0
24
2.0
24
2.5

Effective
prestress
4810

Table 5.5.2.6

Allowable unit stress for a short period (N/mm2)
Compression
BendingDiagonal tension
tension
1.8
40
2.0
42.5
4.0
42.5
5.0

Effective prestress and specified design strength of PHC piles

Effective prestress (N/mm2)
4810Specified concrete strength (N/ mm2)
80 or more
85 or more

Tables 5.5.2.1 to 5.5.2.1 show the allowable unit stresses for general piles. For special piles, on
the other hand, if tests using piles demonstrate safety in terms of structural resistance, theallowable unit stress can be determined from the results of these tests. These tests using piles
should be performed for each of the structural method, construction method, and allowable unit
stress of a pile.
3) Allowable unit stresses of steel used as a pile
Table 5.5.2.7 shows the allowable unit stresses of steel in steel pipe piles. A corrosion
allowance should be considered appropriately in the design. The reduction ratio Rc of allowable
unit stress considering the radius thickness ratio is provided for the allowable unit stress ofcompression and bending.

Table 5.5.2.7 Allowable unit stresses of steel pipe piles
Allowable unit stress of compression for a long period (N/mm2)
Compression

TensionBending

F*Rf/1.5

F/1.5

F*Rf/1.5

ShearingF/(1.5√3)

Allowable unit stress of compression for a shortperiod (N/mm2)
1.5 times the respective values of allowable unit
stress for a long period

R f = 0.80 + 2.5( T − C ) / R
R f : reduction factor (not to exceed 1.0)
T : thickness of the steel pile (mm)C : corrosion allowance (to be 1 or more excluding cases where effective corrosion prevention
measures are taken) (mm)R : radius of the pile (mm)F : material strength of the steel (usually, 235 N/mm2 or 270 N/mm2 for steels used forfoundations)

In the case of jointed piles, the allowable unit stress of a pile was previously reduced
superposedly depending on the number of joints, but in the amendment, this reduction waseliminated considering the elimination of a reduction for welded joints of general steel andpreexisting experimental results. Welded joints of steel pipe pile for which no reduction ratio is
required are limited to those corresponding to JIS-A5525, considering dimensional roundness(tongue-and-groove intersection). The reduction method for other joints should be establishedbased on the results of tests for each jointing method considering executability.
Apart from steel pipe, the allowable unit stresses of other materials such as deformed bars
should be based on Table 5.5.2.8. However, the reduction factor is 1. The allowable unit stresses

14

of PC steel bar are pursuant to Table 5.5.2.8.
Table 5.5.2.8 Allowable unit stresses of PC steel bar
First tension
0.70f1 or 0.80f2, whichever is smaller
f1: specified tensile strength of PC steel, f2: specified yield point strength of PC steel bar
6. Design technique for pile foundations during a severe earthquake
There have been many reports on damage to pile foundations caused by Hyogoken Nanbu
earthquake in 1995(Photo 6.1.1-6.1.4). Many of these cases consisted of bending failure of piles.
Shear failures of pile caps and footing beams were observed, but bending compression failureand shear failure near the pile head were the major forms of damage in concrete piles.
Because there may have been no cases to date in which lives were lost as a result of serious
damage to pile foundations and because design methods have not yet been established,structural calculations for foundations with respect to severe earthquake ground motion are notmandatory at present. However, it is important to confirm the state of the foundations ofbuildings with a tendency to fall, such as tower-like buildings, in terms of great earthquake
ground motion.
To assess the aseismic performance of a building during a great earthquake, the ultimate
strength and plastic deformation performance of each member should be grasped. In order toassess the deformation of each part during a great earthquake, static or dynamic analysis will
be needed. The relationship between the horizontal load-carrying capacity and plastic
deformation performance of the frame is often expressed as a structural characteristics factor(Ds) when assessing aseismic performance by static analysis. In stress analysis for greatearthquake ground motion, ① the nonlinearity of the ground, ② the fixing ratio of the pilehead joints, and ③ the nonlinearity of the piles should be considered.
With regard to item ①, Chang’s equation(Equation 5.3.2.10), in which the ground isconsidered to be elastic, can not be applied as it is.
With regard to item ②, although only fixed pile heads are generally assumed, in actuality pileheads often fall between the fixed and pin types. Factors reducing the fixing ratio of a pile headjoint may include rotation of the pile at the joint of the pile and pile cap, and rotation of the pilecap. A pile cap will rotate in association with deformation of the footing beam. A difference invertical displacement between adjacent pile heads will cause tilting of the footing beam, which
will be accompanied by rotation of the pile cap. Therefore, a decrease in the stiffness of thefooting beam and in the vertical stiffness of a pile will cause a decrease in the fixing ratio of thepile head joint.
And with regard to item ③, the stiffness of a pile becomes nonlinear in association withdefects such as cracking or plasticization of the pile. The nonlinearity may be considered to be adecrease in the stiffness of the pile, or it may be substituted by a decrease in the stiffness of therotation spring of the pile head and the pile treated as elastic.
Elastoplastic incremental analysis using elastoplastic spring, representing nonlinearity of theground and pile, is commonly used in stress analysis of pile foundations. In structural
calculations for a great earthquake, the horizontal load-carrying capacity and required
horizontal load-carrying capacity of the pile foundation are appropriately established ensuringthat the former exceeds the latter as the basic principle.
The horizontal load-carrying capacity of a pile foundation is often considered as story shear
force when any pile falls into a two-hinge state or when a pile, pile cap, or footing beam isdestroyed other than by flexural yielding. The two-hinge state represents a condition in which15flexural yielding occurs in the pile head followed by flexural yielding of the underground part ofthe pile. Failure types other than flexural yielding may include shear failure, bending
compressive destruction, axial reinforcement breaking, and local buckling for a pile; various
shear failures and breaking of various reinforcing bars for a pile cap; and shear failure for afooting beam.
How the required horizontal load-carrying capacity of a pile foundation is establisheddepends on the designer’s theory, and there is a concept whereby the story shear force ofa pile head when the upper structure reaches the horizontal load-carrying capacity is considered
to be the required horizontal load-carrying capacity of the pile foundation. This concept is quite
clear-cut and is required to ensure the horizontal load-carrying capacity of the upper structure,but if the horizontal load-carrying capacity of the upper structure is very large as in wallconstruction, the required horizontal load-carrying capacity of the pile foundation will be muchlarger than the design horizontal force during a moderate earthquake. Some useful methods forthe design of pile foundations for a severe earthquake are described in the literature.7)
7.

Seismic design of foundations and building standard laws in various countries
In developed countries, building standards are generally systematized for various
combinations of loads including seismic load, while in many developing countries, seismic
criteria such as a seismic design code are prescribed separately. Seismic criteria in each country
are summarized in the literature,8) and basic items such as base shear coefficients can be seenon the following Web site: http://iisee.kenken.go.jp.9)
Table 7.1 shows examples of provisions for the seismic design of foundations in various
countries. Compared with the seismic design of foundations in Japan, the following points
should be noted.
① In assessing seismic load, the set depth by ground type is at the level of the tip of a pile inbearing piles in Japan, while in some countries (e.g., Canada) the depth is set at the level of thepile head.
② In Spain and India, seismic load is assessed based on each ground type as well as a
combination of foundation types and the ground (seismic load generally becomes smaller in theorder of individual footing, friction pile, and bearing pile).
③ In many countries, the footing beam is investigated with respect to axial compression andtension of about 1/10 the pile head load.
④ In the USA (IBC) and Puerto Rico, the foundation design overturning moment is reduced to75%, while in Taiwan, it is reduced to 90%.
⑤ In many countries, the ratio of allowable unit stresses of the ground and a pile for long andshort periods (bearing capacity) falls between 1 and 1.5.(1.33 in the USA (UBC), 2 in Japan, 1 to
1.5 depending on the ground and foundation in India), so the difference in design seismic force
should be taken into consideration.
⑥ There are almost no technical criteria for the seismic force of underground structures otherthan in Japan and Mexico.
Table 7.2 shows examples of provisions for the seismic design of retaining walls. There are
criteria according to the Monobe and Okabe method (earth pressure during an earthquake) anda horizontal seismic coefficient as well as those providing a vertical seismic coefficient.
Criteria for allowable unit stress of the ground for a short period that do not exist in Japan
include seismic criteria in Bulgaria (1987) for the allowable condition of estrangement offoundations (edge unit stress up to 4 times the allowable unit stress for a long period at e ≧B/3), and criteria in Costa Rica (1986) whereby the safety factor F is changed based on the ratio
R of the minimum contact pressure and maximum contact pressure of the foundation bed (R ＜160.25, F = 3.0 and R ≧ 0.25, F = 2.5 at ordinary times; R ＜ 0.25, F = 2 and R ≧ 0.25, F = 1.6
during an earthquake).
There are a number of provisions, similar to Enforcement Ordinance 93 in Japan, establishingvalues for each ground type for the allowable unit stress of the ground for a long period qa. It
should be noted that adequate investigation is required for organic soil and filled soil because,
according to the USA (IBC) and India (National Building Code of India, 1983), estimation using
tables is inappropriate.

17

Table 7.1 Examples of provisions for seismic design of foundations
Country,
Examples of provisions
criteria, year
JAPAN
BSLJ-2000

BULGARIABCDBSSR-1987
CANADA
NBCC-1995
CHINA
NSPRCCSDB1989

COLOMBIA
CCCSRD-1984
COSTA RICA
SCCC-1986

Calculation of allowable unit stress. There are provisions on underground seismic intensity. In design practice, amethod has been established in which horizontal force is shared between the piles and underground exterior wall
utilizing the embedment effect of the underground structure. Avoidance of deleterious settling, deformation, andothers, taking liquefaction into account. The allowable bearing capacity of the ground during an earthquake is doublethat for a short period.
Ultimate strength design. Safety factor, 1.2. The bearing capacity of the ground is investigated for each bidirectional
moment.
A foundation is designed so that the upper structure will yield earlier. Except for Zone 0, independent piles andfootings are connected in not less than two directions. Compressive and tensile connections are designed for the
product of the maximum pile cap load and coefficient (not more than 10% of the maximum pile head load).
Connections between the pile and pile head are fixed to exert yield strength due to the reinforcing effect.
Structures including ① certain masonry structures, ② normal one-story factories or warehouses, ③ smokestacks
with a height of 100 m or less in Zones III or IV, and ④ structures for which no seismic design investigation is
performed for the upper structure have no need of seismic design of the foundation. In the case of pile foundations
bearing only a low pile cap and vertical force with no possible liquefaction, no silt around the pile cap, and no fillingwith 100 kPa of qa for a long period, certain buildings have no need of seismic investigation of the pile foundations.
The allowable unit stress of the ground for a short period qs = qa for a long period ×δ (δ = 1.5 at qa ≧ 300 kPa,
δ = 1.0 for loose sand, mean unit stress Ｐ ≦ qs, maximum edge unit stress Pmax ≦ 1.2 × qs, alienation is 25% orless of the total).
Foundation members such as footings, piles, and caisson are connected so that they can resist at least 25% of the total
vertical load.
Ultimate strength design or allowable unit stress design. Footing beam design considering compressive tension of
10% or more of the maximum footing load is performed for individual footings. Liquefaction may occur in ground with
50% or less than 2mm content of grain size and less than 30-40% relative density within 15 m. In stability calculationof a slope at a site, horizontal force is calculated as the product of 1.1 times the slip clod weight and the maximum
acceleration.

EGYPTRERDBE-1988
EL SALVADORSDERRES-1989
FRANCE
SCPS-1982
GREECE
ARBC-1984

INDIA
CEERDS-2000

INDONESIA
IEC-1983
ISRAELSIS-1995
ITALY
ISC-1986

MEXICOCTNERD-1995
NEPAL
NBC105SDBN-1994
NEW ZEALAND

There is no increase in the allowable unit stress of the ground and foundation members during an earthquake in soft
clay and loose sand. Foundations are connected in two directions against compressive and tensile force equal to 10%of the vertical load.
The footings of piles are connected against horizontal compressive and tensile forces equal to 25% of the axial force ofthe maximum footing.
Liquefaction may occur in the ground with 50% or less of 2 mm or less content and 30-40% or less relative density.
There are foundation factors in the evaluation of seismic load (1.0 for intermediate mat foundation, 1.15 for soft
bearing pile, 1.3 for very soft bearing pile, and 1.3 for soft friction pile).
The allowable bearing capacity during an earthquake is 1.5 times that at ordinary times. The allowable unit stress ofmaterials is increased by 20% (excluding shear).
There are foundation factors in the evaluation of seismic load (1 for Categories A and B, 0.9 for Categories C and Dwith a constant foundation depth/mat foundation/pile with footing beam, 0.8 for those with a non-constant foundation
depth).
The safety factor during an earthquake is 1.5 or more. There are foundation factors in the evaluation of seismic load
(1.0 for a bearing pile/mat foundation; 1, 1.2, and 1.5 for an individual footing without a footing beam on rock,intermediate ground, and soft ground, respectively; and 1.2 for a foundation with a footing beam on soft ground).
Increased bearing capacity of piles and the ground during an earthquake (50% for bearing pile in solid ground, 25%
for other piles, 50% for mat foundation, 25% for foundation with footing beam on soft ground, 0% for individual
footings on soft ground).
Foundations are connected in two directions. Members are designed considering compressive and tensile forces equal
to 10% of each maximum vertical load. When the axial load of a connected column is not more than 20% of anotherload, the design axial load is 10% of the mean of both values. The safety factor for falling is 1.75 or more.
The axial force of horizontal joints of a foundation is designed considering compressive and tensile forces, or not lessthan 10% of the maximum axial force of the columns.
Foundations are connected to a grid beam. The footing beam is investigated using compression and tension, or 10% of
the maximum vertical load at the end. This connection is not required when relative settling of the foundation is not
more than 1/1000 and not more than 2 cm. The pile foundation resists the share of design horizontal force consideringpile stiffness. In stability analysis of the soil and structure, the whole stress transmitted from the building to thefoundations is considered.
The inertia force (C/4 × g; C = base shear coefficient) of foundations is considered. Serviceability limit and ultimate
limit. There are detailed provisions on interaction.
Foundations are connected in two or more directions. Members are designed considering compressive and tensile
forces, or 10% of the maximum vertical load. When one of the axial loads of a column connected to a footing beam is
20% or less of other loads, the design axial load is 10% of the mean of both values. The allowable bearing capacity
during an earthquake is 1.5 times that at ordinary times.
Rocking of foundations requires special investigation with respect to energy extinction. (This is not applicable to a18

PHILIPPINES
NSCP-1992

ductility factor of 2 or less. Careful modeling of foundation stiffness and simulation of nonelastic response isrequired.) Rocking as dynamic energy extinction is applicable only to stiff and almost elastic upper structures.
Investigation of the yield of foundations/ground and energy extinction for floating of spread foundations.
Attention is to be paid to liquefaction and concentration in granular soil. In individual footings with piles and Zones I
and II, connections require reinforcement of tensile force, with 10% or more of the vertical load supported by thefooting. Piles require a footing beam (tensile reinforcement, 15% or more of supported load). In design of piles andfootings, rotation and deformation due to horizontal force should be considered.
Appropriate reduction of bearing capacity is required for liquefaction and others. The allowable bearing capacity of
the ground during an earthquake is 1.33 times that at ordinary times.

PUERTO RICOPRSD-1987

The overturning moment on foundations can be reduced to 75% (because a slight uplift at the end leads to reductionof the seismic force).

SPAIN
SSC-1974/1991

There are foundation factors in the evaluation of seismic load (0.2 for mat foundation on very hard ground, 0.5 forslab foundation on intermediate ground, 0.7 for friction pile on intermediate ground, 2 for friction pile on ultrasoft
ground, etc.).
For discontinuous vertical bearing members, the overturning moment of the lowest layer is assessed as the axial force
on the foundations. For continuous vertical bearing members, 10% reduction of the overturning moment is possible.
Piles and caisson are connected to a footing beam and designed against axial compression and tension corresponding
to 10% of the maximum pile load.
Ground with possible liquefaction (groundwater level within 10 m from the surface of the ground, 35% or less relative
density, 10 or less N value, loose sand with Vs < 200 cm/sec). In Zones 1 and 2, oblique piles with a gradient of 1/6 ormore should not be used.

NZS-1992
NZS 4203PERU
ERSNRC-1977

TAIWAN
TBC-1991
TURKEY
EDR-1996

Table 7.2 Examples of provisions for seismic design of retaining walls
Country,
Examples of provisions
criteria, year
COSTA RICA
SCCC-1986
EL SALVADORSDERRES-1989
INDIA
CEERDS-2000
USA
California
Hospital CodeThe additional stress associated with earthquakes P = 0.5γh2*3/4αmax (point of action, 0.6 h).
Safety factors in the seismic design of a retaining wall are 1.2 for falling and 1.2 for slipping. The method ofMononobe and Okabe or the following equations are used.
Pdh ＝ 3/8γh2Ahmax (at 0.6 h from the base), Pvh ＝ 1/2γh2Avmax (at 0.2 h from the bottom of the wall)
Ahmax: 0.2 in Zone I and 0.1 in Zone II. Avmax: 0.1 in Zone I and 0.05 in Zone II.
The vertical seismic coefficient in calculation of earth pressure during an earthquake is half the horizontal seismic
coefficient.
Point of action of active and passive earth pressures due to uniformly distributed load: static, 1/2 height; dynamic,
2/3 height.
Increment of earth pressure during an earthquake Pd ＝ 0.03Z△h (h: height, ft; △: unit weight, lb/ft3; Z: zone factor(1 for Zone 4)).
The point of action of the increment of earth pressure is at 0.5 to 0.67H of wall height.

References
1) Guidelines on Seismic Design of Building Foundations, Ministry of Construction, supervised by the
Building Guidance Division of the Housing Bureau, Building Center of Japan, 1984 (in Japanese).
2) Sugimura, Y: Japan foundation design guide, The Journal of CIB, Council for Building Research,Studies and Documentation, Building Research and Practice, Vol.16, No.2, pp.109-121, 1988.
3) Sugimura, Y: Earthquake Resistant Design of Building Foundations–introduction and commentaryon “Design Guide for Building Foundations against Seismic Force,” BRI Research Paper, No.113,
Building Research Institute, 43pp, 1985.
4) Ikuta, Y, et al.: Record of lateral pressure taken during earthquake, Soils & Foundations, Vol.19,
No.4, pp.85-92, 1979.
5) Chang, YL: Discussion on “Lateral Pile Loading Tests” by L.B. Feagin, A.S.C.E. Trans. Paper
No.1959, pp.2l2-278, 1937.
6) Ohsaki, Y: Corrosion of steel piles driven in soil deposits, Research Report 81-04, Dept. ofArchitecture, University of Tokyo, 1981.
7) Recommendations for Design of Building Foundations, AIJ, 1988, 2001 (in Japanese).
8) Regulations for seismic design: A world list—1996, International Association for Earthquake
Engineering, 1996.
9) Information network of earthquake disaster prevention technologies, IISEENET, BRI,
http//iisee.kenken.go.jp, 2002.

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