Analysis and Design of Shallow and Deep Foundations

608 Pages·2005·3.79 MB·English

by  Lymon C. Reese

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ANALYSIS AND DESIGN
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OF SHALLOW AND
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DEEP FOUNDATIONS
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LYMON C. REESE
WILLIAM M. ISENHOWER e
SHIN-TOWER WANG
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JOHN WILEY & SONS, INC.
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LibraryofCongressCataloging-in-PublicationData:
p
Reese,LymonC.,1917–
Analysisanddesignofshallowanddeepfoundations/LymonC.Reese,
WilliamM.Isenhower,Shin-TowerWang.
o
p.cm.
Includesbibliographicalreferencesandindex.
CISBN-13978-0-471-43159-6(cloth)
ISBN-100-471-43159-1(cloth)
1. Foundations—Designandconstruction. I. Isenhower,WilliamM. II.
Wang,Shin-Tower. III. Title.
TA775.R4192006
624.1(cid:2)5—dc22 2005013198
PrintedintheUnitedStatesofAmerica
10987654321
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SYMBOLS AND NOTATIOMNS

d
A (cid:3) total area (Chapter 3),earea of footing (Chapter 7), cross-sectional
area of pile material (Chapter 10), cross-sectional area of the
socket (Chapter 1t1), cross-sectional area of the pile in square
inches (Chapterh13)
A (cid:3) effective area of the tip of the shaftin contact withthesoil(Chap-
b
ter 11)
g
A (cid:3) coefficient-A at the point of failure (Chapter 3)
ƒ
A (cid:3) gross end area of the pile (Chapter 10), cross-sectional area of the
p i
tip of the pile (Chapter 10)
r
A (cid:3) ram cross-sectional area (Chapter 10)
r
A (cid:3) areya of the wire in the spring (Chapter 3), side surface area of the
s
pile (Chapter 10), surface area of the shaft in contact with the soil
p(Chapter 10)
A (cid:3) area covered by water, water area (Chapter 3)
w
oa (cid:3) coefficient of compressibility (Chapters 3 and 7)
v
B (cid:3) width of footing (Chapters 7, 9), pile diameter (Chapter 10), di-
ameter of the base of the shaft (Chapter 11), socket diameter
C
(Chapter 11), diameter of footing or equivalent length of a side
for a square or rectangular shape (Chapter 13), pile diameter
(Chapter 13)
B (cid:3) diameterofsocket(Chapter11),diameterofdrilledshaft(Chapter
b
11)
b (cid:3) base inclination factors (Chapter 7), diameter (width) of the pile
(Chapter 14)
xxiii
Copyright © 2006 John Wiley & Sons Retrieved from: www.knovel.com
xxiv SYMBOLSANDNOTATIONS
C (cid:3) parameterdescribingtheeffectofrepeatedloadingondeformation
(Chapter 14)

C (cid:3) coefficient to reflect arching-compression relief (Chapter 9)
1 l
C (cid:3) coefficient to reflect creep with time (Chapter 9)
2 a
C (cid:3) coefficient of secondary compression (Chapter 3)
(cid:4)
C (cid:3) coefficient of curvature (also called the coefficient of gradation)
c i
(Chapter 3), compression index (Chapter 3)
C (cid:3) effective perimeter of the pile (Chapter 10) r
d
C (cid:3) correction factor for K when (cid:5)(cid:5) (cid:6)(Chapter 1e0)
ƒ (cid:5)
C (cid:3) uniformity coefficient (Chapter 3)
u
C (cid:3) bulkmodulusofwater(Chapter3),settlementcoefficient(Chapter
w t
13)
a
C (cid:3) strain index (Chapter 3)
(cid:7)
c (cid:3) cohesion (Chapters 6 and 7), undrained shear strength of soil
(Chapter 10), undrainedshearstrengMthatthetipofthepile(Chap-
ter 10), undrained shear strength at depth z (Chapter 14)
c (cid:3) adhesion between the clay and the pile (Chapter 10), pile soil
a
adhesion (Chapter 10), average undrained shear strength (Chapter

14)
d
c (cid:3) mean undrained shear strength along the pile (Chapter 10)
m
c (cid:3) undrained shear strength of normally consolidated clay (Chapter
n
10) e
c (cid:3) spacing of discontinuities (Chapter 11)
s
c (cid:3) value of undrainedtshear strength (saturated clays) (Chapter 7),
u
undrained shear strength at depth z (Chapter 11), average un-
h
drained shear strength of clay (Chapter 11)
c (cid:3) coefficient of consolidation (Chapters 3 and 7)
cv (cid:3) term to adjugst for the position of the water table (Chapter 9)
w
c (cid:3) undrained shear strength at depth x (Chapter 10)
x
D (cid:3) diameteir of the vane (Chapter 4), depth along the piles at which
the effrective overburden pressure is calculated (Chapter 10), pile
diameter (Chapters 10 and 12)
y
D (cid:3) critical depth (Chapter 10)
c
D (cid:3) ground surface (Chapter 7), depth below ground surface (base of
ƒ p
the foundation) (Chapter 7), depth of overburden (Chapter 9)
D (cid:3) thickness of a single segment (Chapter 10)
Doi (cid:3) relative density, decimal fraction (Chapter 13)
r
D (cid:3) depth of socket measured from the top of rock (not the ground
s
C surface) (Chapter 11)
D (cid:3) depth to the water table from the ground surface (Chapter 9)
w
d (cid:3) depth factors (Chapter 7)
dA (cid:3) differentialareaoftheperimeteralongthesidesofthedrilledshaft
over the penetration depth (Chapter 11)
E (cid:3) modulus of elasticity (Chapters 9, 10, and 14), ((cid:8) (cid:6) (cid:8)) (Chapter
1 3
9), efficiency factor (1 or (cid:7)1) (Chapter 15), Young’s modulus
(Chapter 13)
Copyright © 2006 John Wiley & Sons Retrieved from: www.knovel.com
SYMBOLSANDNOTATIONS xxv
E (cid:3) Young’s modulus of the granular geomaterial beneath the base of
b
the drilled shaft, which can be different from E (Chapter 13)
sL
E (cid:3) Young modulus of the shaft’s cross section (Chapter 11), Young’s
c l
modulus of the composite (steel and concrete) cross section of the
a
drilled shaft (Chapter 13)
EI (cid:3) nonlinear bending stiffness (Chapter 14)
i
E (cid:3) Young’s modulus of the recovered, intact core material (Chapter
i r
11), the equivalent Young’s modulus of the concrete in the socket,
consideringthestiffeningeffectsofanysteelreeinforcement(Chap-
ter 11)
E (cid:3) initial modulus of the rock (Chapter 14) t
ir
E (cid:3) mass modulus of elasticity (Chapter 11), Young modulus of the
m a
shaft’srockmass(Chapter11),Modulusoftheinsiturock(Chap-
ter 11)
M
E (cid:3) arbitrary modulus of deformation related to the pressuremeter
p
(Chapter 4)
E I (cid:3) bending stiffness of the pile (F (cid:6) L2) (Chapter 12)
p p
E (cid:3) reduced value secant to a p-y curve with pile deflection (Chapter
pp
14) d
E I (cid:3) value of bending stiffness of a reinforced concrete pile (Chapter
p p
14)
e
E (cid:3) modulus (F/L) or a parameter that relates p and y (Chapter 12)
py
E (cid:3) initial slope of the p-y curve (Chapter 14)
pymEax (cid:3) stiffness of sandt(Chapter 9), modulus for sand (Chapter 9),
s
Young’s moduluhs of the material in the softer seams within the
harder weak rock (Chapter 11), soil modulus, kPa/m(Chapter13)
E (cid:3) Young’s mogdulus of the granular geomaterial along the sides of
sL
the socket at the base level (Chapter 13)
E (cid:3) Young’s modulus of soil at the mid-depth of the socket where the
sm i
decomposed rock becomes stronger with depth (Chapter 13)
r
E (cid:3) slope of the initial portion of the stress-strain curve in the labo-
smax y
ratory (Chapter 14)
e (cid:3) void ratio (Chapters 3 and 7)
F (cid:3)pshearing force (Chapter 3)
F (cid:3) active force (Chapter 14)
a
Fo(cid:3) horizontal force at the pile head (Chapter 15)
h
F (cid:3) passive force (Chapter 14)
p
CF (cid:3) total lateral force (Chapter 14)
pt
F (cid:3) global factor of safety (Chapter 8)
s
F (cid:3) vertical force at the pile head (Chapter 15)
v
ƒ (cid:3) unit load transfer in skin friction (Chapter 10), load transfer in
side resistance (Chapter 13), unit load transfer, kPa (Chapter 13)
ƒ (cid:3) cone resistance (Chapter 4)
c
ƒ (cid:3) peak soil friction (taken as the mean undrained shearing strength)
max
(Chapter 10), maximum unit load transfer, kPa (Chapter 13)
Copyright © 2006 John Wiley & Sons Retrieved from: www.knovel.com
xxvi SYMBOLSANDNOTATIONS
ƒ (cid:3) averageskinfriction(Chapter10),ultimateskinresistanceperunit
s
area of shaft C (Chapter 10), ultimate load transfer in side resis-
d
tance at depth z (Chapter 11), ultimate side resistance in units of
l
lb/in.2 (Chapter 11)
a
ƒ (cid:3) ultimate unit side resistance in sand at depth z (Chapter 11)
sz
ƒ (cid:3) unit resistance in clay at depth x measured from ground surface
x i
(Chapter 10)
r
G (cid:3) specific gravity of the mineral grains (Chapter 3)
s
g (cid:3) ground inclination factors (Chapter 7) e
H (cid:3) total thickness (Chapter 3), height (Chapter 4), horizontal com-
ponent (Chapter 7) t
H (cid:3) horizontal force component parallel witah short sides B (Chapter
B
7)
H (cid:3) hydraulic load factor (Chapter 11)
ƒ M
H (cid:3) horizontal force component parallel with long sides L (Chapter 7)
L
h (cid:3) height of ram fall, in feet (Chapter 10), increment length or dx
(Chapter 13)
I (cid:3) inertia (Chapters 12 and 14)
I (cid:3) rigidity index of the soil (Cdhapter 11)
r
I (cid:3) vertical strain factor (Chapter 9)
z
I (cid:3) influence coefficient (Cehapter 11)
(cid:9)
i (cid:3) inclination factors (Chapter 7), hydraulic gradient (Chapter 7)
J (cid:3) experimentally detetrmined parameter (Chapter 14)
K (cid:3) a constant in ft3hfor finding shear strength (Chapter 4), vane con-
stant, depending on its shape (Chapter 4), coefficient of lateral
earth(ratioofhorizontaltoverticalnormaleffectivestress)(Chap-
g
ter 10), lateral earth pressure coefficient (Chapter 10), aparameter
thatcombinesthelateralpressurecoefficientandacorrelationfac-
tor (Chaipter 11)
K (cid:3) coefficrient of earth pressure at rest (Chapters 4 and 14)
0
K (cid:3) minyimum coefficient of active earth pressure (cid:3) tan2 (45 (cid:6) (cid:6)/2)
A
(Chapter 14)
K (cid:3)pa fitting factor (Chapter 13)
b
K (cid:3) fitting factor (Chapter 13)
s
Ko(cid:3) empiricalcoefficientthatdependsonthespacingofdiscontinuities
sp
(Chapter 11), empirical coefficient that depends on the spacing of
discontinuities and includes a factor of safety of 3 (Chapter 11)
C
K (cid:3) coefficient of lateral stress at depth v (Chapter 10)
(cid:5)
k (cid:3) spring constant (Chapter 3), coefficient of permeability (Chapter
3)
k (cid:3) constant (Chapter 10)
c
k (cid:3) dimensionless constant (Chapter 14)
ir
k (cid:3) constant, ranging from 0.00005 to 0.0005 (Chapter 14)
rm
Copyright © 2006 John Wiley & Sons Retrieved from: www.knovel.com
SYMBOLSANDNOTATIONS xxvii
L (cid:3) flow distance (Chapter 3), limited length of the foundation (Chap-
ter 7), penetration of the pile below ground surface (Chapter 10),

length of the pileincontactwiththesoil(Chapter10),penetration
l
ofthedrilledshaftbelowgroundsurface(Chapter11),penetration
a
of the shaft (Chapter 11), depth of embedment of the drilled shaft
(Chapter 11), penetration of the socket (Chapter 11), center-to-
i
center distance between piles (Chapter12),socketlength(Chapter
r
13)
L (cid:3) length of the core (Chapter 11) e
c
L (cid:3) embedded pile length (Chapter 10)
e
LI (cid:3) liquidity index (Chapter 3) t
LL (cid:3) liquid limit (Chapter 3)
a
M (cid:3) empirical factor that depends upon the fluidity of the concrete as
indexedbytheconcreteslump(Chapter11),moment(Chapter12)
M
M (cid:3) moment at the pile head (Chapter 15)
s
M (cid:3) applied moment at the pile head (Chapters 12 and 14)
t
m (cid:3) mean vertical effective stress between the ground surface and the
pile tip (Chapter 10), param eter for cohesive intermediate geo-
material (Chapter 11) d
m (cid:3) mean value of resistance R (Chapter 8)
R
m (cid:3) mean value of loads S (Chapter 8)
S e
m (cid:3) coefficient of volume compressibility (Chapter 7)
v
N (cid:3) vertical force (Chapter 3), number of cycles of load application
t
(Chapter 14)
N (cid:3) Standard Penetrhation Test (SPT) penetration resistance, in blows
60
per foot, for the condition in which the energy transferred to the
top of the gdrive string is 60% of the drop energy of the SPT
hammer (Chapter 11)
N (cid:3) bearing capacity factor (Chapters 7, 9, and 13)
c i
N(cid:2) (cid:3) bearing capacity factor (Chapter 7)
c r
N (cid:3) bearing capacity factor (Chapters 7 and 10)
Nq(cid:2) (cid:3) beayring capacity factor (Chapters 7 and 10)
q
N (cid:3) corrected blow count from the SPT (Chapter 9)
N-valSuPeT (cid:3)psum of the number of blows needed to drive the sampler through
the second and third intervals (Chapter 4).
No(cid:3) bearing capacity factor (Chapter 7)
(cid:10)
N(cid:2) (cid:3) bearing capacity factor (Chapter 7)
(cid:10)
Cn (cid:3) number of drainage boundaries (Chapter 3), number of segments
(Chapter 10), number of piles (Chapter 10), characteristic param-
eter (Chapter 11), number of piles in a group (Chapter 15)
OCR (cid:3) overconsolidation ratio (Chapter 11)
P (cid:3) force applied (Chapter 3), compressive force (Chapter 13), axial
force in the pile, in pounds (downward position) (Chapter 13)
P (cid:3) allowable pile capacity (Chapter 10)
a
Copyright © 2006 John Wiley & Sons Retrieved from: www.knovel.com
xxviii SYMBOLSANDNOTATIONS
PI (cid:3) plasticity index (Chapters 3 and 10)
P (cid:3) force in the spring (Chapter 3)
s
P (cid:3) lateral load (shear, horizontal) (Chapters 12 and 14), lateral force
t l
at the pile head (Chapter 15), axial force (Chapter 13)
a
P (cid:3) ultimate pile capacity (Chapter 10)
u
P (cid:3) failure load (Chapter 10)
ult i
P (cid:3) force in the water (Chapter 3)
w r
P (cid:3) axial force (Chapter 15), axial load on the pile (Chapter 14)
x
P (cid:6) (cid:11) (cid:3) effect of axial loading on bending moment (Cheapter 14)
p (cid:3) total normal stress on the plane of failure (Chapter 6), intensityof
the load on a homogeneous, isotropic, elasttic half-space (Chapter
9), unit load (Chapter 9), steam (or air) pressure (Chapter 10),
a
reaction from the soil due to deflection of the pile (F/L) (Chapter
12), soil resistance (Chapter 14)
M
p (cid:3) overburden pressure (Chapter 9)
0
p (cid:3) atmospheric pressure (Chapter 11)
a
p (cid:3) ultimate soil resistance (Chapter 14)
c2
p (cid:3) effective overburden pressure (Chapter 10)
d
p (cid:3) limit pressure (Chapter 4) d
l
p (cid:3) ultimate soil resistance (Chapter 14)
u
p (cid:3) ultimateresistancenearthegroundsurfaceperunitoflengthalong
u1 e
the pile (Chapter 14)
p (cid:3) ultimate resistance (Chapter 14)
pu2 (cid:3) ultimate strength otf rock (Chapter 14)
ur
p* (cid:3) net limit pressurhe (Chapter 4)
1
p (cid:3) effective stress (cid:3) (cid:10) (Chapter 10), effective overburden pressure
x
(Chapter 10)g
Q (cid:3) total outflow volume of water (Chapter 3), concentrated vertical
load (Chapter 7)
i
Q (cid:3) axial capacity in end bearing (Chapter 11)
b r
Q (cid:3) load at failure of the stripe footing (Chapter 7)
QD (cid:3) ultiymate bearing capacity (Chapter 7)
d
Q (cid:3) skin-friction resistance (Chapter 10), axial load capacity in skin
ƒ p
friction (Chapter 10)
Q (cid:3) total capacity of the group (Chapter 10)
g
Q o(cid:3) maximum value (Chapter 13)
max
Q (cid:3) total end bearing (Chapter 10), axial load capacity in end bearing
p
C (Chapter 10), tip load, kN (Chapter 13)
Q (cid:3) total skin friction capacity (Chapter 10), capacity of a reference
s
pile that is identical to a group pile but is isolated from the group
(Chapter10),axialcapacityinskinfriction(Chapter10),totalload
in side resistance (Chapter 11)
Q (cid:3) maximum side resistance (Chapter 13)
smax
Q (cid:3) load at the top of the socket (Chapter 11)
ST
Q (cid:3) load still in the shaft at the top of the socket (Chapter 11), given
t
the load at the top of the socket (Chapter 13)
Copyright © 2006 John Wiley & Sons Retrieved from: www.knovel.com
SYMBOLSANDNOTATIONS xxix
Q (cid:3) ultimate axial capacity of the drilled shaft (Chapter 11)
ult
(Q ) (cid:3) ultimate axial capacity of the group (Chapter 15)
ult G
(Q ) (cid:3) ultimate axial capacity of an individual pile (Chapter 15)
ult p l
q (cid:3) total water flow rate (Chapter 3), flow rate of water from the soil
a
(Chapter 3), bearing pressure on the foundation (Chapter 9), unit
load transfer in end bearing (Chapter 10), unit end-bearing resis-
i
tance (Chapter 10)
r
q (cid:3) allowable soil-bearing stress (Chapter 9), net bearing pressure
a
(Chapter 9), allowable bearing pressure (Chapeter 11)
q (cid:3) base resistance (Chapter 11), failure stress in bearing at the base
b
of the footing (Chapter 13) t
q (cid:3) cone pressure (Chapter 4), static-cone-bearing capacity (Chapter
c a
9)
q (cid:3) variable values of static-cone-bearing capacity (Chapter 9)
c M
q (cid:3) ultimate bearing stress (Chapter 9)
d
q (cid:3) unit end-bearing capacity (Chapter 11)
max
q (cid:3) bearing capacity at the pile tip (Chapter 10)
p
q (cid:3) unconfined compressive st rength (Chapter 6), compressive
u
strength (Chapter 11),averadgeunconfinedcompressivestrengthof
rock cores (Chapter 11), uniaxial compressive strength oftherock
or concrete (Chapter 11)
e
q (cid:3) bearing stress at failure (Chapter 5)
ult
q (cid:3) compressive strength of the rock, usually lower-bound, as a func-
ur t
tion of depth (Chapter 14)
RMR (cid:3) rock mass ratingh(Chapter 14)
R (cid:3) (E I ) , bending stiffness of the pile at point m (Chapter 14)
m p p m
RQD (cid:3) rock qualitygdesignation (Chapters 4 and 14).
R* (cid:3) resistance (Chapter 8)
r (cid:3) horizontal distance from point N to the line of action of the load
i
(Chapter 7)
r
r (cid:3) core recovery ratio (Chapter 11)
rc (cid:3) meyan resistance or strength (Chapter 8)
m
S (cid:3) settlement at any time (soil, piston, etc.) (Chapter 3),compression
p
of the spring (Chapter 3), slope (Chapter 12)
S* (cid:3) loading (Chapter 8)
oS (cid:3) settlement in apparatus (Chapter 3)
a
S (cid:3) degree of saturation (Chapter 3)
r
CS (cid:3) settlement according to the Schmertmann method (Chapter 9)
S
S (cid:3) totalsettlement(Chapter3),rotationofthetopofthepile(Chapter
t
14)
S (cid:3) ultimate settlement (Chapter 3)
u
s (cid:3) shear strength (Chapter 4), shear resistance of soils (Chapter 6),
shape factors (Chapter 7), amount of point penetration per blow,
in inches (Chapter 10), parameter for cohesive intermediate geo-
material (Chapter 11)
s (cid:3) mean value of the load (Chapter 8)
m
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