Table Of ContentERRATUM
Authors corrections after printing:
Foundation Engineering by S. Hansbo
ISBN 0.444.88549.8
REFERENCE LIST; COMPLEMENTARY ADDITION
Alphan, I., 1967. The empirical evaluation of the coefficient K and K . Jap. Soc. Soil
0 QR
Mech. Found. Eng., Soil and Found., Vol. 7, No. 1, 31-40.
American Concrete Pipe Association, ACPA, 1988. Concrete pipe handbook. ISBN 0-90-
38681-6, Vienna, USA.
Bergado, D. T., Chai, C. T., Alfaro, M. C. & Balasubramaniam, A. S., 1992. Improvement
techniques of soft ground in subsiding and lowland environment. Asian Inst, of Technology,
Bangkok.
Berggren, B., 1981. Grävpälar pà friktionsjord—sättningar och bärförmaga (Bored piles
on non-cohesive soils—settlement and bearing capacity). Ph. D. Thesis, Chalmers
University of Technology, Gothenburg.
Bustamante, M. G. & Gianeselli, L., 1981. Readjustment des paramètres des calculs des
pieux. Proc. 10th Int. Conf. Soil Mech. Found. Eng., Vol. 2, 643-646.
Cambefort, H., 1967. Injection des sols. Eyrolles, Vol. 1 and 2.
Chambosse, G. & Dobson, T., 1982. Stone columns I—Estimation of bearing capacity and
expected settlement in cohesive soils. GKN Keller Inc., Tampa, Florida.
Caquot, Α., Kerisel, J. & Absi, F., 1973. Tables de butée et de poussée. Gauthier-Villars,
Paris-Bruxelles-Montréal.
Donchev, P., 1980. Compaction of loess by saturation and explosion. Int. Conf. on Com-
paction, Paris, Vol 1,313-317.
Esrig, M. J., 1968. Pore pressures, consolidation, and electrokinetics. Proc. ASCE, J. Soil
Mech. Found. Eng., Vol. 94, SM 4.
Hansbo, S., 1962. Ny konapparat för bestämning av lerors skärhallfasthet. (A new cone
apparatus for determination of the shear strength of clays). Byggmästaren No. 10, 215-
220.
Hansbo, S., Hofmann, E. & Mosesson, J., 1973. Östra Nordstaden, Gothenburg. Experiences
concerning a difficult foundation problem and its unorthodox solution. Proc. 8th Int.
Conf. Soil Mech. Found. Eng., Moscow, Vol. 2.2, 105-110.
Hansbo, S. & Jendeby, L., 1983. A case study of two alternative foundation principles:
conventional friction piling and creep piling. Vag- och Vattenbyggarcn, No.7-8,29-31.
Hansbo, S. & Källström, R., 1983. Creep piles—a cost-effective alternative to conventional
friction piles. Väg- och vattenbyggaren No. 7-8, 23-27.
Hansbo, S., Pramborg, B. & Nordin, P. O., 1977. The Vänern terminal. Illustrative example
of dynamic consolidation of hydraulically placed fill of organic silt and sand. Sols Soils,
No. 25,5-11.
Hardin, B. O. & Black, W. L., 1969. Vibration modulus of normally consolidated clay.
(Closure). Proc. ASCE, J. Soil Mech. Found. Div., Vol. 95, No. SM 6, 1531-1537.
Hardin, B. O. & Richart, F. E. Jr., 1963. Elastic wave velocities in granular soils. Proc.
ASCE, J. Soil Mech. Found. Div., Vol. 89, No. SM 1, 35-65.
Jamiolkowski, M., Ladd, C. C, Germaine, J. T. & Lancelotta, R., 1985. New developments
in field and laboratory testing of soils. Proc. 11th Int. Conf. Soil Mech. Found. Eng., San
Francisco, Vol 1, 57-154.
Janbu, Ν., 1965. Consolidation of clay layers based on non-linear stress-strain. Proc. 6th
Int. Conf. Soil Mech. Found. Eng., Montreal, Vol. 2, 83-87.
Karol, R. H., 1960. Field tests for evaluating the effectiveness of a grouting operation. Am.
Cyan. Co Expl. and Min. Chem. Dep.
Larsson, R., 1975. Konsolidering av lera med elektroosmos. (Consolidation of clay by
means of electro-osmosis). Byggforskningen R45: 1975.
Larsson, R., 1977. Basic behaviour of Scandinavian soft clays. Swedish Geotech. Institute,
Report No. 4.
Liedberg, S., 1991. Earth pressure distribution against rigid pipes under various bedding
conditions. Ph. D. Thesis, Chalmers University of Technology, Gothenburg.
Littlejohn, G. S., 1992. Chemical grouting. In: M. P. Moseley (Editor), Ground improve-
ment, Blackie Academic & Professional, CRC Press, Inc., 100-129.
Maag, E., 1938.Über die Verfestigung und Dichtung des Baugrundes (Injektionen).
Erdbautechnik, ΕΤΗ.
Mesri, G. & Godlewski, P. M.,1977. Time- and stress-compressibility interrelationship.
ASCE, J. Geotech. Eng. Div., GT 5, 417-430.
Olander, H. C, 1950. Stress analysis of concrete pipe. US Bureau Reel. Eng. Monographs,
No. 6.
Pramborg, B. & Albertsson, B., 1992. Undersökning av kalk/cementpelare. (Investigation
of lime/cement columns). SBUF-Anslag Projekt 1075.
Pusch, R., Hansbo, S., Berg, G. & Henricson, E., 1974. Bärighet och sättningar vid
grundläggning pâ berg. (Bearing capacity and settlement when founding on rock).
Svenska Byggnadsentreprenörföreeningen, Report No. 11.
Schneider, P. J., 1963. Temperature response charts. New York/ London, Wiley.
Schmertmann, J. H., 1955. The undisturbed consolidation behaviour of clay. Transactions
ASCE, Vol. 120.
Schmertmann, J. H., Hartmann, J. P. & Brown, P. R., 1978. Improved strain influence
factor diagrams. ASCE, J. Soil Mech. Found. Div., No. GT 8.
Schulter, A. & Wagener, H., 1989. Improvement of clay and silt by dewatering with a new
anchoring technology. Proc. 12th Int. Conf. Soil Mech. Found. Eng., Vol. 2,1409-1414.
Simonini, P. & Sorenzo, M, 1987. Design and performance of piles driven into a soft
cohesive deposit. Proc. Int. Symp. on Geot. Eng. of Soft Soils, Mexico, Vol. 1,371-378.
Smith, W. W., 1978. Stresses in rigid pipe. ASCE, Transp. Eng. J., Vol. 104,No. TE 3.
Spangler, M. G., 1948. Underground conduits—An appraisal of modem research. ASCE,
Trans., Vol. 113.
Svensson, P. L., 1991. Soil-structure interaction of foundations on soft clay—Experience
during the last ten years. Proc. 10th European Conf. Soil Mech. Found. Eng., Florence,
Vol II, 583-586.
Széchy, Κ., 1965. Der Grundbau, Vol. 2, Part 1—Die Baugrube. Springer-Verlag, Wien/
New York.
Sällfors, G., 1975. Preconsolidation pressure of soft high-plastic clays. Ph. D. Thesis,
Chalmers University of Technology, Gothenburg.
Terzaghi, K., 1923. Die Berechnung der Durchlässigkeitsziffer des Tones aus dem Verlauf
der hydrodynamischen Spannungserscheinungen. Akad. Wissensch., Wien, Sitzungsber.
Bd. 132, H. 1, Mat.-Naturwissensch. Klasse.
Terzaghi, K., 1925. Erdbaumechanik. Leipzig-Wien.
Terzaghi, K., 1943. Theoretical soil mechanics. New York.
Âstedt, Β., Weiner, L. & Holm, G., 1990. Friktionspâlar. Bärförmagans tillväxt med tiden.
(Friction piles. Increase in bearing capacity with time). Preprint, Swedish Geotech. Inst.,
Linköping.
CORRIGENDA
Cross - refe rences : Delete:
page; line from bottom - line from top + p. 247, bottom
65; 8- (see paragraph 6.3) 'Furthermore, the maximum ··· can be
91; 10- in par. 6.2 established.'
99; 3- Section 5.3
p. 248, top
127,11+ Eq. (110)
6+ (cf. pp. 275-277) mz{)oß +cz0(u +kzo = QQ (298)
7- (p. 324) p. 227, 2- (Poulus, 1990)
7- (seep. 179)
7+ Fig. 138 Other corrections:
16- Eq. (206) page
7- p. 192 77,3+ (Schmertmann, 1955)
2+ (Figs. 165-166) 79, 1- Mesri et al (1990)
5+ Eq. (10) 125, Eq. (107)
6+ Eqs. (299-300)
^-ds + Ipia^'^-ds + /sin(v + φ')
11- Fig. 105c os as
2- Eq. (286) 125, Fig. 92.
15+ Eq. (147) dv ,dv
11+ (Fig. 196) Replace 2p—ds by 2/?tan</> — ds
ds os
18- Fig. 187
, ^ dv . , _ ,,àv .
12+ (Fig. 218) and ip—drby 2/?tan0 — dr
or or
15+ (p. 127)
i38;Ex. 13 1 (vert.): 1.5 (hor.)
8+ (Fig. 230)
195; Fig. 139 q (in MPa)
11- Fig. 232 c
214, Eq. (250)
8- Fig. 80
4- (p. 116) da y = o
11+ Fig. 80
1+ (Fig. 226) 217,9+ (Davisson et ai, 1965)
3- (Figs. 269-270) 220; Fig. 157 ·· equal to 4b ··
p
8+ Eqs. 365-366 221; Table 26 Initial I%
D
5+ Eq. (12) 223; 12+ 60 mm by 60 mm
9- Eq. (12) 223; Fig. 159 ·· equal to 4b ··
p
9- Eq. (510) 224; Fig. 160 ·· equal to Sb ··
p
6- Eq. (510) and Fig. 320 228; 3+ Hansbo et ai, 1973
12- Eq. (513) 231, 4- Randolph and Clancy, 1993
4- Eq. (513) 266; 2+
17+ (Fig. 353) The displacement amplitude at D is obtained
1- Eq. (545) when the force vector is pointing in the χ
11+ Fig. 353 direction.
342, Eq. (447)
Add: M s = Rlrl = RB(c'+ a'tantfO/^,
p. 113, after (Fig. 82). 344,6- F ^ 1.05-1.06= 1.11
C
Count the number of tetragons η covered by
353,5- FQ= 1.05-1.06= 1.11
the loaded area. The stress is obtained by the C
expression Δσ = 0.00\nq. 479, 5-
The standardised form of normal distribution
(p(x)= —= exp(-— )
ERRATUM
Authors corrections after printing:
Foundation Engineering by S. Hansbo
ISBN 0.444.88549.8
REFERENCE LIST; COMPLEMENTARY ADDITION
Alphan, I., 1967. The empirical evaluation of the coefficient K and K. Jap. Soc. Soil
0 0R
Mech. Found. Eng., Soil and Found., Vol. 7, No. 1, 31-40.
American Concrete Pipe Association, ACPA, 1988. Concrete pipe handbook. ISBN 0-90-
38681-6, Vienna, USA.
Bergado, D. T., Chai, C. T., Alfaro, M. C. & Balasubramaniam, A. S., 1992. Improvement
techniques of soft ground in subsiding and lowland environment. Asian Inst, of Technology,
Bangkok.
Berggren, B., 1981. Gravpâlar pâ friktionsjord—sättningar och bärförmaga (Bored piles
on non-cohesive soils—settlement and bearing capacity). Ph. D. Thesis, Chalmers
University of Technology, Gothenburg.
Bustamante, M. G. & Gianeselli, L., 1981. Readjustment des paramètres des calculs des
pieux. Proc. 10th Int. Conf. Soil Mech. Found. Eng., Vol. 2, 643-646.
Cambefort, H., 1967. Injection des sols. Eyrolles, Vol. 1 and 2.
Chambosse, G. & Dobson, T., 1982. Stone columns I—Estimation of bearing capacity and
expected settlement in cohesive soils. GKN Keller Inc., Tampa, Florida.
Caquot, Α., Kerisel, J. & Absi, F., 1973. Tables de butée et de poussée. Gauthier-Villars,
Paris-Bruxelles-Montréal.
Donchev, P., 1980. Compaction of loess by saturation and explosion. Int. Conf. on Com-
paction, Paris, Vol 1, 313-317.
Esrig, M. J., 1968. Pore pressures, consolidation, and electrokinetics. Proc. ASCE, J. Soil
Mech. Found. Eng., Vol. 94, SM 4.
Hansbo, S., 1962. Ny konapparat for bestämning av lerors skärhallfasthet. (A new cone
apparatus for determination of the shear strength of clays). Byggmästaren No. 10, 215-
220.
Hansbo, S., Hofmann, E. & Mosesson, J., 1973. Östra Nordstaden, Gothenburg. Experiences
concerning a difficult foundation problem and its unorthodox solution. Proc. 8th Int.
Conf. Soil Mech. Found. Eng., Moscow, Vol. 2.2, 105-110.
Hansbo, S. & Jendeby, L., 1983. A case study of two alternative foundation principles:
conventional friction piling and creep piling. Väg- och Vattenbyggaren, No.7-8,29-31.
Hansbo, S. & Källström, R., 1983. Creep piles—a cost-effective alternative to conventional
friction piles. Väg- och vattenbyggaren No. 7-8, 23-27.
Hansbo, S., Pramborg, B. & Nordin, P. O., 1977. The Vänern terminal. Illustrative example
of dynamic consolidation of hydraulically placed fill of organic silt and sand. Sols Soils,
No. 25,5-11.
Hardin, B. O. & Black, W. L., 1969. Vibration modulus of normally consolidated clay.
(Closure). Proc. ASCE, J. Soil Mech. Found. Div., Vol. 95, No. SM 6, 1531-1537.
Hardin, B. O. & Richart, F. E. Jr., 1963. Elastic wave velocities in granular soils. Proc.
ASCE, J. Soil Mech. Found. Div., Vol. 89, No. SM 1, 35-65.
Jamiolkowski, M., Ladd, C. C, Germaine, J. T. & Lancelotta, R., 1985. New developments
in field and laboratory testing of soils. Proc. 11th Int. Conf. Soil Mech. Found. Eng., San
Francisco, Vol 1,57-154.
Janbu, Ν., 1965. Consolidation of clay layers based on non-linear stress-strain. Proc. 6th
Int. Conf. Soil Mech. Found. Eng., Montreal, Vol. 2, 83-87.
Karol, R. H., 1960. Field tests for evaluating the effectiveness of a grouting operation. Am.
Cyan. Co Expl. and Min. Chem. Dep.
Larsson, R., 1975. Konsolidering av lera med elektroosmos. (Consolidation of clay by
means of electro-osmosis). Byggforskningen R45: 1975.
Larsson, R., 1977. Basic behaviour of Scandinavian soft clays. Swedish Geotech. Institute,
Report No. 4.
Liedberg, S., 1991. Earth pressure distribution against rigid pipes under various bedding
conditions. Ph. D. Thesis, Chalmers University of Technology, Gothenburg.
Littlejohn, G. S., 1992. Chemical grouting. In: M. P. Moseley (Editor), Ground improve-
ment, Blackie Academic & Professional, CRC Press, Inc., 100-129.
Maag, E., 1938.Über die Verfestigung und Dichtung des Baugrundes (Injektionen).
Erdbautechnik, ΕΤΗ.
Mesri, G. & Godlewski, P. M.,1977. Time- and stress-compressibility interrelationship.
ASCE, J. Geotech. Eng. Div., GT 5, 417-430.
Olander, H. C, 1950. Stress analysis of concrete pipe. US Bureau Reel. Eng. Monographs,
No. 6.
Pramborg, B. & Albertsson, B., 1992. Undersökning av kalk/cementpelare. (Investigation
of lime/cement columns). SBUF-Anslag Projekt 1075.
Pusch, R., Hansbo, S., Berg, G. & Henricson, E., 1974. Bärighet och sättningar vid
grundläggning pâ berg. (Bearing capacity and settlement when founding on rock).
Svenska Byggnadsentreprenörföreeningen, Report No. 11.
Schneider, P. J., 1963. Temperature response charts. New York/ London, Wiley.
Schmertmann, J. H., 1955. The undisturbed consolidation behaviour of clay. Transactions
ASCE, Vol. 120.
Schmertmann, J. H., Hartmann, J. P. & Brown, P. R., 1978. Improved strain influence
factor diagrams. ASCE, J. Soil Mech. Found. Div., No. GT 8.
Schulter, A. & Wagener, H., 1989. Improvement of clay and silt by dewatering with a new
anchoring technology. Proc. 12th Int. Conf. Soil Mech. Found. Eng., Vol. 2,1409-1414.
Simonini, P. & Sorenzo, M, 1987. Design and performance of piles driven into a soft
cohesive deposit. Proc. Int. Symp. on Geot. Eng. of Soft Soils, Mexico, Vol. 1,371-378.
Smith, W. W., 1978. Stresses in rigid pipe. ASCE, Transp. Eng. J., Vol. 104,No. TE 3.
Spangler, M. G., 1948. Underground conduits—An appraisal of modem research. ASCE,
Trans., Vol. 113.
Svensson, P. L., 1991. Soil-structure interaction of foundations on soft clay—Experience
during the last ten years. Proc. 10th European Conf. Soil Mech. Found. Eng., Florence,
Vol II, 583-586.
Széchy, Κ., 1965. Der Grundbau, Vol. 2, Part 1—Die Baugrube. Springer-Verlag, Wien/
New York.
Sällfors, G., 1975. Preconsolidation pressure of soft high-plastic clays. Ph. D. Thesis,
Chalmers University of Technology, Gothenburg.
Terzaghi, K., 1923. Die Berechnung der Durchlässigkeitsziffer des Tones aus dem Verlauf
der hydrodynamischen Spannungserscheinungen. Akad. Wissensch., Wien, Sitzungsber.
Bd. 132, H. 1, Mat.-Naturwissensch. Klasse.
Terzaghi, K., 1925. Erdbaumechanik. Leipzig-Wien.
Terzaghi, K., 1943. Theoretical soil mechanics. New York.
Âstedt, Β., Weiner, L. & Holm, G., 1990. Friktionspâlar. Bärförmagans tillväxt med tiden.
(Friction piles. Increase in bearing capacity with time). Preprint, Swedish Geotech. Inst.,
Linköping.
CORRIGENDA
Cross - refe rences : Delete:
page; line from bottom - , line from top + p. 247, bottom
65; 8- (see paragraph 6.3) 'Furthermore, the maximum can be
91; 10- in par. 6.2
established.'
99; 3- Section 5.3
p. 248, top
127 11 + Eq.(llO)
134 6+ (cf. pp. 275-277) mzQuP- +cz0co +kzo = QQ (298)
154 7- (p. 324) p. 227, 2- (Poulus, 1990)
162 7- (see p. 179)
192 7+ Fig. 138 Other corrections:
201 16- Eq. (206) page
229 7- p. 192 77, 3+ (Schmertmann, 1955)
234 2+ (Figs. 165-166) 79, 1- Mesri et al (1990)
241 5+ Eq.(10) 125, Eq. (107)
248 6+ Eqs. (299-300)
251 11- Fig. 105c %ds + 2/?tan0'^ds + / sin(v + φ')
os ds
259 2- Eq. (286) 125, Fig. 92.
264 15+ Eq. (147)
280 11+ (Fig. 196) Replace 2p—ds by 2/?tan0 — ds
os ds
294 18- Fig. 187
, ^ àv , , ^ ,àv ,
305 12+ (Fig. 218) and zp—drby 2/ ?tan0 ±— dr
314 15+ (p. 127) or or
138; Ex. 13 1 (vert.): 1.5 (hor.)
320 8+ (Fig. 230)
195; Fig. 139 ^(inMPa)
321 11- Fig. 232 c
214, Eq. (250)
323 8- Fig. 80
323 4- (p.116)
= 0
329 11+ Fig. 80
334 1+ (Fig. 226) 217, 9+ (Davisson et al, 1965)
376 3- (Figs. 269-270) 220; Fig. 157 ·· equal to 4b ··
p
389 8+ Eqs. 365-366 221; Table 26 Initial I%
D
400 5+ Eq.(12) 223; 12+ 60 mm by 60 mm
401 9- Eq.(12) 223; Fig. 159 ·· equal to 4b ·•
p
434 9- Eq. (510) 224; Fig. 160 ·· equal to Sb ··
p
444 6- Eq. (510) and Fig. 320 228; 3+ Hansboeia/., 1973
445 12- Eq. (513) 231, 4- RandolphandClancy, 1993
449 4- Eq. (513) 266; 2+
488 17+ (Fig. 353) The displacement amplitude at D is obtained
489 1- Eq. (545) when the force vector is pointing in the χ
490 11+ Fig. 353 direction.
342, Eq. (447)
Add: M = #Στ/ = /Œ/(c'+ a'tan^O/^
S
p. 113, after (Fig. 82). 344,6- Fp~ 1.05-1.06 = 1.11
Count the number of tetragons η covered by c(
353, 5- F ^ 1.05-1.06= 1.11
the loaded area. The stress is obtained by the C
expression Δσ= 0.00 \nq. 479, 5-
The standardised form of normal distribution
(p(x) = -7=exp(-— )
72π 2
ERRATUM
Authors corrections after printing:
Foundation Engineering by S. Hansbo
ISBN: 0.444.88549.8
REFERENCE LIST; COMPLEMENTARY ADDITION
Alphan, I., 1967. The empirical evaluation of the coefficient K and K . Jap. Soc. Soil Mech.
0 0R
Found. Eng., Soil and Found., Vol. 7, No. 1, 31-40.
American Concrete Pipe Association, ACPA, 1988. Concrete pipe handbook. ISBN 0-90-
38681-6, Vienna, USA.
Bergado, D. T., Chai, C. T., Alfaro, M. C. & Balasubramaniam, A. S., 1992. Improvement
techniques of soft ground in subsiding and lowland environment. Asian Inst, of Technology,
Bangkok.
Berggren, B., 1981. Gravpâlar pâ friktionsjord—sättningar och bärförmaga (Bored piles on
non-cohesive soils—settlement and bearing capacity). Ph. D. Thesis, Chalmers University
of Technology, Gothenburg.
Bustamante, M. G. & Gianeselli, L., 1981. Readjustment des paramètres des calculs des
pieux. Proc. 10th Int. Conf. Soil Mech. Found. Eng., Vol. 2, 643-646.
Cambefort, H., 1967. Injection des sols. Eyrolles, Vol. 1 and 2.
Chambosse, G. & Dobson, T., 1982. Stone columns I—Estimation of bearing capacity and
expected settlement in cohesive soils. GKN Keller Inc., Tampa, Florida.
Caquot, Α., Kerisel, J. & Absi, F., 1973. Tables de butée et de poussée. Gauthier-Villars,
Paris-Bruxelles-Montréal
Esrig, M. J., 1968. Pore pressures, consolidation, and electrokinetics. Proc. ASCE, J. Soil
Mech. Found. Eng., Vol. 94, SM 4.
Hansbo, S. & Jendeby, L., 1983. A case study of two alternative foundation principles:
conventional friction piling and creep piling. Väg- och Vattenbyggaren, No.7-8,29-31.
Hansbo, S. & Källström, R., 1983. Creep piles—a cost-effective alternative to conventional
friction piles. Väg- och vattenbyggaren No. 7-8, 23-27.
Hansbo, S., Pramborg, B. & Nordin, P. O., 1977. The Vänern terminal. Illustrative example
of dynamic consolidation of hydraulically placed fill of organic silt and sand. Sols Soils,
No. 25, 5-11.
Hardin, B. O. & Black, W. L., 1969. Vibration modulus of normally consolidated clay.
(Closure). Proc. ASCE, J. Soil Mech. Found. Div., Vol. 95, No. SM 6, 1531-1537.
Hardin, B. O. & Richart, F. E. Jr., 1963. Elastic wave velocities in granular soils. Proc.
ASCE, J. Soil Mech. Found. Div., Vol. 89, No. SM 1, 35-65.
Karol, R. H., 1960. Field tests for evaluating the effectiveness of a grouting operation. Am.
Cyan. Co Expl. and Min. Chem. Dep.
Larsson, R., 1977. Basic behaviour of Scandinavian soft clays. Swedish Geotech. Institute,
Report No. 4.
Liedberg, S., 1991. Earth pressure distribution against rigid pipes under various bedding
conditions. Ph. D. Thesis, Chalmers University of Technology, Gothenburg.
Littlejohn, G. S., 1992. Chemical grouting. In: M. P. Moseley (Editor), Ground improve-
ment, Blackie Academic & Professional, CRC Press, Inc., 100-129.
Mesri, G. & Godlewski, P. M., 1977. Time- and stress-compressibility interrelationship.
ASCE, J. Geoteçh. Eng. Div., GT 5,417-430.
Olander, H. C, 1950. Stress analysis of concrete pipe. US Bureau Reel. Eng. Monographs,
No. 6.
Schneider, P. J., 1963. Temperature response charts. New York/ London, Wiley.
Schmertmann, J. H., 1955. The undisturbed consolidation behaviour of clay. Transactions
ASCE, Vol. 120.
Schmertmann, J. H., Hartmann, J. P. & Brown, P. R., 1978. Improved strain influence factor
diagrams. ASCE, J. Soil Mech. Found. Div., No. GT 8.
Simonini, P. & Sorenzo, M, 1987. Design and performance of piles driven into a soft
cohesive deposit. Proc. Int. Symp. on Geot. Eng. of Soft Soils, Mexico, Vol. 1,371-378.
Smith, W. W., 1978. Stresses in rigid pipe. ASCE, Transp. Eng. J., Vol. 104,No. TE 3.
Spangler, M. G., 1948. Underground conduits—An appraisal of modem research. ASCE,
Trans., Vol. 113.
Svensson, P. L., 1991. Soil-structure interaction of foundations on soft clay—Experience
during the last ten years. Proc. 10th European Conf. Soil Mech. Found. Eng., Florence,
Vol II, 583-586.
Széchy, Κ., 1965. Der Grundbau, Vol. 2, Part 1—Die Baugrube. Springer-Verlag, Wien/
New York.
Sällfors, G., 1975. Preconsolidation pressure of soft high-plastic clays. Ph. D. Thesis,
Chalmers University of Technology, Gothenburg.
Terzaghi, K., 1923. Die Berechnung der Durchlässigkeitsziffer des Tones aus dem Verlauf
der hydrodynamischen Spannungserscheinungen. Akad. Wissensch., Wien, Sitzungsber.
Bd. 132, H. 1, Mat.-Naturwissensch. Klasse.
Terzaghi, K., 1925. Erdbaumechanik. Leipzig-Wien.
Terzaghi, K., 1943. Theoretical soil mechanics. New York.
Àstedt, Β., Weiner, L. & Holm, G., 1990. Friktionspâlar. Bärförmagans tillväxt med tiden.
(Friction piles. Increase in bearing capacity with time). Preprint, Swedish Geotech. Inst.,
Linköping.
CORRIGENDA
Cross-references: Delete:
page; line from bottom -, line from top + p. 247, bottom
65; 8- (see paragraph 6.3) 'Furthermore, the maximum can be
91; 10- in par. 6.2 established.'
99; 3- Section 5.3
p. 248, top
201; 16- Eq. (206)
mz^ùfi +czQ) +kz = ßo (298)
229; 7- p. 192 0 0
234; 2+ (Figs. 165-166) p. 227,2- (Poulus, 1990)
241; 5+ Eq. (10)
248; 6+ Eqs. (299-300)
Other corrections:
251; 11- Fig. 105c
259; 2- Eq. (286)
page
264; 15+ Eq. (147)
77, 3+ (Schmertmann, 1955)
280; 11+ (Fig. 196)
79, 1- Mesne/Û/. (1990)
294; 18- Fig. 187
138; Ex. 13 1 (vert.): 1.5 (hor.)
305; 12+ (Fig. 218)
195; Fig. 139 q (in MPa)
314; 15+ (p. 127) c
217, 9+ (Davisson et al, 1965)
320; 8+ (Fig. 230)
220; Fig. 157 ·· equal to 4b ··
321; 11- Fig. 232 p
221; Table 26 Initial I %
323; 8- Fig. 80 D
223;12+ 60 mm by 60 mm
323; 4- (p. 116)
223; Fig. 159 ·· equal to 4b ··
329; 11+ Fig. 80
224; Fig. 160 ·· equal to Sb ··
334; 1+ (Fig. 226) p
231,4- RandolphandClancy, 1993
376; 3- (Figs. 269-270)
214, Eq. (250)
389; 8+ Eqs. 365-366
400; 5+ Eq.(12) •0
401; 9- Eq. (12) dX ~ π W λ* π%ΐ/γ + δο
434; 9- Eq. (510) 266; 2+
444; 6- Eq. (510) and Fig. 320 The displacement amplitude at D is obtained
445; 12- Eq.(513) when the force vector is pointing in the χ
449; 4- Eq. (513) direction.
488; 17+ (Fig. 353)
489; 1- Eq. (545)
490; 11+ Fig. 353
Add:
p. 113, after (Fig. 82).
Count the number of tetragons η covered by
the loaded area. The stress is obtained by the
expression Δσ= O.OOlnq.
Developments in Geotechnical Engineering, 75
Foundation Engineering
Sven Hansbo
Lyckov2, Stocksund, S-18274, Sweden
ELSEVIER
Amsterdam - London - New York - Tokyo 1994
