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Access and use of this website and the material on it are subject to the Terms and Conditions set forth at Vibrations caused by pile driving
VIBRATIONS CAUSED BY P I L E DRIVING
by
I&, He F e r ahian
abutment alcove alignment apartment
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bearing bevel board bond braceclay concrete ave efflorescence
This annotated bibliography gives information concerning the magnitude of vibrations and/or settlement in t h e soil or build- ings caused by pile driving, It h a s been p r e p a r e d in answer to an
enquiry received by the Division of Building Research. The r efer ences contained in this l i s t a r e those held in the L i b r a r y of the Division of Building Research.
Coupom are issued by the Council valued at 5, 25, and 50 cents. These am be used in payment for this service as well as cash (stamps are not acceptable), money order or cheque (payable at par in Ottawa credit National Research Council). Coupons can be used for the purchase of ail National Research Council publications.
0UlLDlMG RESEAKH
(
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LIBRARY-
1
OTTAWA March 1968
Crockett, J o Ha A. Some P r a c t i c a l Aspects of Vibration
i n
C i v i l Zngineering, p. 253, Symposium on Vibration i n C i v i l Zngineering, Imperial College, A p r i l 1965, G.3.This paper ranges widely over v i b r a t i o n c o n t r o l i n c i v i l engineering, describing a number of f a i l u r e s , and t h e i r s o l u t i o n s . A v a r i e t y of
r e c e n t schemes c a r r i e d out or projected i s described and some reaearch on verg long-term v i b r a t i o n
e f f e c t s i s diecusse?. There i s a b r i e f reference t o t h e present s t a t e of t h e law i n Great S r i t a i n regarding v i b r a t i o n s . T h e section on v i b r a t i o n c o n t r o l i n p i l i n g v i r t u a l l y rewroduces t h e
r e l e v a n t s e c t i o n s of t h e paper by Crockett, 1959. Lambe, To W. and H. wi. Horn. The Influence on an Adjacent
Bui1din.g of P i l e Driving, f o r the 7f.T.T. \Taterials Centre, Sixth I n t e r n a t i o n a l Conference, Fontreal, Canada, September 1965, I n t e r n a t i o n a l society of S o i l Nechanic s and Faundati on Wgineering.
This paper presents t h e r e s u l t s of f i e l d meastirements of heave and settlement of Building 10, t h e c e n t r a l s t r u c t u r e of the
PUT Campus, and pore water pressures developed under i t as a r e s u l t of p i l e drfvSng a t t h s
adjacent s f t e OF t h e ?'laterials Centre (Building 13). ?.laximum heaves between 0.02 and 0.03 ft, were
measured during p i l e d r i v i n g and maximum net settlements between 0.02 and 0.03 P t . were recorded & t e r completion of p i l e e i v i n g . The heave preced.ed t h e settlement. Values of excess pore pressure head g r e a t e r than
40
ft, of water were measured. The pore pressures b u i l t up and d i s s i p a t e d a t verg rapid. r a t s , and t h e building moeemen.ts were much smaller than would be expected from t h e l a r g e excess pore pressures which were developed. A t h e o r e t i c a l a n a l y s i s based on t h e " s t r e s s path method" c o r ~ e c t l g p r e d i c t s a small n e t settlement, but considerably overestimates t h e a c t u a l value.BuildSng 10 i s f aunded on timber p i l e s (design load 10 t o 12 tons per p i l e ) which terminate i n
t h e upper p o r t i o n of t h e s o f t c l a y , The
1.4aterials Centre (which i s behind Building 10) i s supported on 537 cast-in-place p i l e s driven i n t o t h e till and/or rock. Each p i l e has a design load of 70 tons and c o n s i s t s of c o n c r e t e - f i l l e d
s t e e l s h e l l having 12
3/4
i n . o u t s i d e diameter and1/4
i n . wall thickness. Because of i t ssettelement record., c e n t r a l l o c a t i o n , a e s t h e t i c importance, and c l o s e proximity t o t h e s i t e of' construction ( a s c l o s e a s 10 f t .) t h e r e was
considerable concern f o r t h e s a f e t y of Building 10 during c a s t r m c t i o n . To reduce chances of
d i s t q b i n g t h e building, t h e p i l e s of Building
13
were pre-augered.
Alpan, I. and T. Meid.av. The S f f e c t of P i l e Driving on Ad a c e n t Buildings
-
A Case History, RILm Budapestd
19
3,
Val. 2 , pp. 171-81,During t h e b u i l d i n g operations of a new housing p r o j e c t adjacent t o two-storey buildings, harmful v f b r a t i o n s were observed i n connection with p i l e driving. I t i s e s t a b l i s h e d t h a t t h e detrimental e f f e c t s of t h e v i b r a t i o n s can be s u b s t a n t i a l l y diminished by t h e use of pre-augered, p i l e s . The author r e p o r t s t h a t t h e examination of t h e energy t r a n s m i t t e d by t h e v i b r a t i o n s enabled a b e t t e r assessment of the d.egree of damage than t h e comparison of t h e a c c e l e r a t i o n c r i t e r i a . Ihara, R. e t a l . I n v e s t i g a t i o n of Vibration and Noise
due t o P i l e Driving, R l g . Res. I n s t , Tokyo Qtly, Rept, 1963, 4 ( 3 ) , 38-9.
Sior, G. The Damaging T f e c t s of Vibrations due t o
P i l e Driving Operations, Rautech., 1961, 3 8 ( 6 ) ,
-
161-5.
This paper examines t h e p o s s i b i l i t y of damage due t o p i l e d r i v i n g operations and suggests
s u i t a b l e l i m i t s of v i b r a t i o n . The fol1owin.g a r e some of t h e conclusions :
(1) A general r e l a t i o n between t h e magnitude of impact and t h e amplitudes of t h e vibrati0n.s could not be established.
( 2 ) Damage may occur due t o e l a s t i c and/or p l e s t i c s o i l deformations.
( 3 )
'daterclogged s o i 1s show higher amp1ftud.e~ of v i b r a t i o n .(4)
The process of p i l e driving compacts t h e s o i l , thus r a i s i n g i t s n a t u r a l frequency. This compaction does n o t , however, cause an i n c r e a s e i n t h eamplitudes of v i b r a t i o n .
(5)
The g r e a t e r t h e p e n e t r a t i o n of t h e p i l e , t h e smaller i s t h e v i b r a t i o n ,( 6 )
For s o f t s o i l s , t h e r e i s vSrtually no a t t e n u a t i o n of t h e v i b r a t i o n s within a r a d i u s equal t o t h e depth of t h e p i l e . %la t h r e ecomponents of t h e v i b r a t i o n s have v i r t u a l l y t h e same magnitude.
(7)
P r o t e c t i v e d i t c h e s arowznd t h e s t r u c t u r e can lower i t s v i b r a t i o n l e v e l s .(8)
A steam hammer (energy 5ton metres/blow) driving s t e e l sheet p i l e s i n a cohesive s o i l causedv i b r a t i o n s , a t a point
4
metres away, of v e r t i c a l amplitude 6 6 2 4 a t 18 Hz. i s a micron (1x
of a metre) and Hz. stands f o r h e r t z (cycles/second)
.
The amplitude of v e r t i c a l v i b r a t i o n s due t o p i l ed r i v l n g (Franki type) a t the same distance was
5 3 . 5 ~
a t14
H z . The d r i v i n g energy was 12 t o n(9)
The v e r t i c a l vibrations i n a building due t o p i l e driving6
metres from it were v i r t u a l l y t h e s m e a s t h a t caused by a d i e s e l t r a c t o r with two loaded t r a i l e r s passing by a t a distance8
metres away. The amplitudes measured were approximately 20,& and. 5 0 a t ~7
H z . on the basement and t h i r d f l o o r s respectively. The points of measurements were near t h e walls of the building.(10) On a cohesive s o i l t h e v e r t i c a l amplitudes of the vibration due t o driving a p i l e
3.2
metres long and with an energy of 12 ton metres/blow was 1 9 a t ~22 HZ. measured. a t a point15
metres away. This was v i r t u a l l y the same a s the vibration caused by a f a s t t r a i n passing7.5
metres awayfrom t'ne point of measurement.
Sonics Drive a P i l e
71
f t . while S t e m Drives Another3
in., Ehgineering Netas-Record,V
167, November 9, 1961,pp 24-26.
This paper discusses t h e merits of the vibratory p i l e driver with s p e c i a l emphasis on t h e Bodine Sonic P i l e Driver. It emphasizes t h a t t h e Bodine machine works within the sonic range up t o and.
over 100 cycles/second a s qposed t o frequencies ranging from 15-22 cycles/second f o r the e a r l i e r machines. The s u i t a b i l i t y of these p i l e d r i v e r s f o r the d i f f e r e n t s o i l conditions i s dfscusse13.
Nathieson, 2. Some ITotes on Vibration Measurements on the Bridge of Don, Civil Zngineering and. Public Iqorks Review, 1960,
5
(6451, 503-4.This a r t i c l e presents t h e r e s u l t s o r vibration
measurements taken i n t h e coupse of the construction connected with the widening of the e x i s t i n g
Bridge of Don i n Aberdeen, Scotlandl. Vibrations due t o p i l e d ~ i v i , n g and t r a f f i c were record.ed, Driving of t h e p i l e s was by Nc-Kiernan-Terry KO.
7
steam hammer. The records quoted are f o r a pile fkiven
3
f t , from the e x i s t i n g p i e r . The following conclusi ons were arrived a t :(1) The maximum vibration record.ed on the bridge caused. by t r a f f i c was of an amplitude or OeOOO1i!t
i n ,
(2) The maximum v i b r a t i o n rocorded on the bridga caused, by p i l o driving was of an amplitude of 0.00016 i n , a t 100 cycles/secmd..
( 3 )
A l l the vibrations recorded. %rere verg small and not l i k e l y t o cause any dsunage,(4)
The maxhmrn movement caused by p i l e driving was similar t o t h a t caused, by t r a f f i c . The frequency of t h e former was g r e a t e r , but wasattenuated verg quickly a f t e r two cycles of
movement, whereas t h e t r a f f i c vibration persisted. while the vehicles passed. along the spans a t
e i t h e r side of t h e p i e r .
Crockett, J o He A . Vibration Control i n P i l i n g and Blasting,
The Reinforced Concrete Review, Vol. V, No. 2, June
1959.
The author recognizes two main types of vibration control from p i l i n g :
(1) t h e immediate e f f e c t s of high-acceleration shock, l o c a l t o the p i l e ;
( 2 ) t h e o s c i l l a t o r y problems induced by ensuing t r a i n of large and, f a i r l y constant frequency waves.
The following a c t u a l cases a r e discussed:
(i) Test p i l i n g
3
t o4
f t . away from an e x i s t i n g f l o u r m i l l i n Victoria Docks, London, Zngland.The building, t y p i c a l of' the nineteenth centurg heavy brick-walled. construction, had been f owded.
on timber p i l e s . The s i t e consists of an old
sxmmp. The n a t u r a l frequency of the partly cirained s o i l was
3
1/2 cgcles/second, In t h eearly stages of penetration the pile, being i n a verg unstable condition, vibrates a s an inverted pendulum and so transmits a great deal of i t s excess energy i n t o horizontal vibration waves i n the ground. The surface waves, though verg large a t f i r s t , caused q u i t e harmless accelerations
because of t h e i r low frequencies. The vibrations became steadier a s t h e penetration increased. Down
t o about 7/8 of t h e f i n a l penetration of the p i l e , the v i b r a t i o n rec0rd.s a t t h e ground f l o o r l e v e l , adjacent t o the t e s t p i l e , show f n i t i a l sudden
movement with acceleration l i t t l e wore than 1/10 g. Thus, t h e point was approached. when s l i d i n g of
horizontal j o i n t s i n the brickwork might have been expected. A s t h e t e s t p f l e was driven f u r t h e r home, however, the s o i l vibrated l e s s and l e s s . The worst f a c t o r of safety was about 1.6 f o r t h e horizontal shear. It was decided by t h e a r c h i t e c t i n charge t h a t t h e r i s k was too great and another form of
p i l i n g was adopted. which induced much l e s s vibration. (ii) Two buildings on opposite sides of a ro&d
i n Hull, mgland, were being constructed simulta- neously; one i n reinforced concrete frame was
Finished up t o about the second f l o o r l e v e l , while t h a t on the opposite s i t e was i n t h e stage of
precast p i l e driving. The green reinforced concrete frame was vibrated so much t h a t i t s designer wished t o stop the p i l i n g and t h e l e g a l powers available were strong f o r such action. A n extensive survey was taken around. t h e p i l i n g area and across the road on and around t h e new reinforced concrete frame. The s o i l was exceptionally s o f t s i l t or clay, with water, causing considerable ground. vibrations. The contractor and other people on the s t r u c t w e f e l t a great deal of
vibration, while the l i g h t and sprfngy shuttering was actually r a t t l i n g . The r e s u l t s of the vibration measurements showed. t h a t the s o i l vibrations due
t o p i l e driving, with t h e i r small amounts of energy compared with t h a t of the usual
1/4
h o p . v i b r a t o r , had a negligible e f f e c t on compaction, the centring and t h e shuttering.(iii) The control of p i l e driving operations f o r several moderh apartment blocks s i t u a t e d about 130 f t . from a superb building constructe,: i n
1740
and. declared a National ltlonwnent,whose c e i l i n g s and p l a s t e r work were considered t o be of great importance, was studied, A 17
i n ,
diameter standard. ;Jest's Rotinoff t e s t p i l e was driven 150 f t , away from t h e house on the
approximate s i t e o r one of the new apartment blocks. The maximum weight of hammer--3 tons--was used,
f a l l i n g through a height of
3
f t . maximum, No s p e c i a l problems over t h e s i t e were encountered, and a l l vibrations within t h e house s t r u c t u r e i t s e l f were a l l l e s s than indicated by the caution curve of Crandel. Since t h i s buildingwas a s p e c i a l one, a new c r i t e r i o n was t o be formed, Using the experience of t h e expert p l a s t e r
r e s t o r e r s , a r e l a t i o n s h i p was established between the number of cycles of a given amplitude the p l a s t e r c e i l i n g s are expected t o tcithstanl during the nomnal use 01' the b u i l d i n i n 250 years,
T h e craftsmen estimated t h e 1 0
?
gears a s the i n t e r v a l before the nsxt r e s t o r a t i o n of the c e i l i n g i s needed. The estimated maximum amplitude due t o p5le &ivLng around t h i sbuild.ingwas0.0006in.with frequencies 10 t o 18 Hz. For the estimated number or cycles f r o m the
p i l i n g operation, the e f f e c t on t h e p l a s t e r work was the equivalent of f o o t s t e p s of people walking about the f l o o r s a t t h e domestic r a t e f o r
4-5
years. It seemed. t h e ~ o f o r e t h a t there was ample f a c t o r OF safely against damaging the d.elicate p l a s t e r work, (iv) A new building i n North London was intend.ed near an e x i s t i n g aluminum-framed and c l a d building,
so a t e s t p i l e was driven t o about half penetration t o induce m d m u m ground vibrations, The buildfng was of single-storag, p o r t a l frame construction, i t s maximum heiglit being about 25 f t
.
a t the ridge. Zverg s i n g l e p a r t of the building v2brated morestrongly than the ground, The cladding of t h e buLlding vibrated i n some places w i t h amp2itud.e~
107 times g r e a t e r than t h a t in t h e ground which induced.
it.
Calculations indicated t h a t the t o t a l number of t h e stpeas variations would be wellwithin the f a t i g u e l i m i t of' the aluminum a l l o y s of which the building was constructed,
Steffens, R e J o The Problem of Vibrations in. Buildings,
Note E 583, February
1955,
B e R e S. Garston, B.p . 11.
I n a survey undertaken i n the Ifuntingd,on area (England.)
,
p i l e s 20-25 ft
.
long wers driven i n t o clay by a 2-ton single acting ha,mmer. A t adistance of 90 f t . from the p i l e driver, amplitudes of about 0.0006 in. v e r t i c a l and 0,0002 i n ,
horizontal were recorded, the frequency being generally 10
-15
cps.
In a house which was 120 f t . from t h e p i l e driver, amplitudes OF 0.0001 t o 0.0002 in. were record.ed. Typical rec0rd.s a r e shown. Measurements taken i n the Brentford area, where sheet s t e e l p i l i n g15
f t .long was being driven by a double acting
(5000 l b . ) hammer a t a distance 02 only about
15
f t . from the outer wall of a house, showed m a x i m u m anplitudes of 0.00053in.
v e r t i c a l and 0,00070 i n . horizontal, the frequencies kepe being usually about 30 cps.Mallagh, T o 3 . S o and. J. J. Dowling. VfbpatSon from P i l i n g with a Note on Simple Seismograph Zquipment used. i n
P i l e Vibration Tests, Transaction Vol.
7 6 ,
Session 1949-50, No.5 ,
The I n s t i t u t i o n of C i v i l Sngineers of Ireland.This paper examines the vibrations due t o cEm)iving of Franki t e s t plies, i n connection with "clze
provision of f ourmd.ations f o r a g r a i n s i l o a t Alexandra Quay, Dublin, Ireland. Tbe eff e e t
of vibrations might have been serlous a s the e x i s t i n g r a f t e d buildings had. s e t t l e d unevenly by over a foot. The p i l e s f o r the pro osed foundation had t o be driven $0 within
1
f t . ofthese buildings through sandy and, s i l t y s o i l s of reclaimed land. The vibrations m)ecord.ed a r e correlated. t o the depth of penetration, driving r e s i s t a n c e and d ~ i v i n g energy. A n i n t e r e s t i n g observation &awn from the r e s u l t s i s t h a t the amplitude of the vibrations varied on17 t o a limited extent wf t h v a r i a t i o n i n the drop of' the hammer. Two t e s t p i l e s driven by 9 armd 18 f t .
drop of the hammer produced. p r a c t i c a l l y the same g i b r a t i ons,
Van Der IIaeghen., J.
F.
~ ' a u s c u l t a t J o n d.es monuments o t 1 'observation de l e u r s t a b i l i t e (The Vibration of Monumental Structures), Zxtrait d e l a Revue desQuestions Scientifiques, mars 1938, 3tabliasements Fr
.
Ceuterick, Louvain.The author describes the e f f e c t of t r a f f i c ,
$:
Notre i l e driving, ringing of the bells, and Dame de l a Chapelle" Cathedral i n Brussels, w i n d onBelgium.
Tkf
s h i s t o r i c a l monument, noteworthy i n i t s Roman and Romano Gothic Architecture, i s one of t h e oldest I n Brussels. I t s great nave and side a i s l e s were erected between 14.21 and 1483; the tower dates back t o1504
and t h e b e l l to~aer to 1708. The study of vibration of t h f s h i s t o r i c monument was prompted during t h econstruction of the north-south t r & f i c
interchange which required an eight metre t u m o l excavation onlg
15
metres from the tower. It i s easy t o imagine the d e l i c a t e s i t u a t i o n created by t h i s excavation especially a s t h e e n t i r e base of the cathedral i s founded on t h e Bruxelian sand. The construction of the tunnel c a l l e d f o r lowering the water t a b l e and trenching under t h e protection of two curtains of sheet p i l i n g 18 metres deep,34
metres apart and braced by s t e e l framework.The vibrations due t o the drop of the 6-ton p i l e driver i n conjunction with the eff s c t of trenching and lowering the water t a b l e on the s t a b i l i t y of' t'ne sandy s o i l s d i d cause t i l t i n g and settlement of
the founr3.ation The r a t e of these movements were kept within the safety l i m i t s by sevsye r e s t r i c t i o n s imposed on the p i l e driving operations. These weye effected by l i m i t i n g the number of p i l e driving operations per day and a l s o reducf n g t h e hef ght of drop o f the ram. Vibrations were obse~ved even
when t h e p i l e driving was a s f a r away a s 170 metres. These vibrations were f e l t not onlg O V ~ F the whole
extent of the church, but a l s o throughout the entire quarter
