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'".,.'.
METHODS FOR PREDICTION OF THEULTIMATE TENSION AND COMPRESSION CAPACITIES
OF PRESTRESSED CONCRETE PILES DRIVEN IN FINE SANDS
ANNUAL MEETINGOF THE FLORIDA SECTION
AMERICAN SOCIETY OF C~ ENGINEERSOCTOBER 1, 2 AND 3, 1987JACKSO~LE, FLORIDA
PREPARED BY:
KEVIN F. KETT, E. 1. ABCESTAFF ENGINEER
G. TIIOKAS ~cDANIEL. P.E. ABCESENIOR GEOTECHNICAL ENGINEER
•LAW ENGINEERING INC.JACKSO~~ FLORIDA
(COPYRIGHTS RESERVED)
• .,,-.'.- •••. ,.•.• ,.•.', <.. , .... "-,.< .•. '.-' ....• ,,, ...
ABSTRACT
fElHODS FOR FRED Icr ION OF THE ULT IHAlE TENS ION AND COMPRESS ION.CAPACITY OF PRESTRESSED CONCRffi PILES DRIVEN INTO FINE SANDS
KEVIN F. KETT, E. I., STAFF ENGINEER*G. TH~ McDANIEL, P.E., SENIOR GEOTE(}fNICAL 9l7INEER*
Case hi stories of seven soil d, square, prestressed, precast concrete p II es
driven Into fine sand In Florida are presented. These piles were evaluated
using two static prediction methods, (1) the Florida DOT Pile Capacity Method
(FDOT"Bulletln 121-A, and (2) The Federal Highway AdminisTration Nordl und
Method; and a dynamic prediction procedure (1) the Pile DriVing Analyzer with
The CAPWAPC wave equation computer model. Both axial tension and compression
capacities were evaluated by the presented methods and compared to static pile
load tests carried to failure. The pile range~ In size from 12 to 20 Inches
square. These piles were driven Into very loose to very dense fine sands,
clayey fine sands and silty fine sands. The prediction methods which correlated
favorably with the static load Test resulTS are presented and discussed.
The piles evaluated and tested consisted of the fol lowing sizes:
ULTIMATE CAPACITIESFROM STAT IC LOAD TESTS
-,.V"
SQUAREPRECAST
CONCRETEPILE SIZE(I N01ES)
12
14
20
PILE LEN3TH(FEET)
30
60
45 - 100
OOMPRESS ION<TONS)
65
172
180 - 310
TENSION<TONS)
75
60 - 100
Recommendations are presented for the use and ImplementaTion of The above
prediction methods In determining axial tension and compression capacities.
* Law Engineering, Inc. - Jacksonville, Florida
1
r-EJHODS FOR PRED Icr I ON OF THE UbI I HATE lENS ION AND COMPRESS IONCAPACITIES Of PRESTRESSED CONrnETE PILES DRiVEN INTO FINE SANDS
INTRODUCf ION
This study compares the results of two accepted analytical pi Ie capacity
analysis methods and the dynamic Pile Driving Analyzer and CAPWAPC methods with
the results of seven static compression pile load test performed to fal lure on
precast concrete piles driven In sands' at four locations In the North Florida
area. Three of these static compression load test piles were also tested In
tension to determine their ultimate uplift capacities.
The two analytical pile capacity analysis methods used were:
1. Florida Department of Transportation Schmertmann Method
2. Federal Highway Administration Nordlund Method
These methods are briefly described In the fol lowing section and references are
provided for obtaining details guidelines for using these methods.
The dynamic testing pile capacity analysis method uses the Pile Driving
Analyzer (PDA) to monitor the Initial Installations and restrike driving of
Indicator plies at sites to obtain preliminary static pile compression
capacities. The dynamic data recorded In the field by ".the ·PDA Is used as Input
data In a sophisticated ,wave equation computer program (CAPWAPC) to determ Ine
the skin frictional and end bearing components of the pile capacities. The skin
frictional component can then be used to evaluate the pile uplift ultimate
capacities. This method Is described In more detail below.
The static axial compression and tension load tests were performed on solid
square precast prestressed concrete piles driven In sand In the North Florida
area. These piles range In sizes from 12-lnch to 20-lnch square and had driven
2
(unspllced) length ranging from 30 to 155 feet. Both single and double acting
air/steam and single acting diesel pile hammers with rated energies ranging from
18,000 to 105,000 ft-Ibs were used In Installing the test piles. These piles
were driven to pile tip depths ranging from approximately 20 to 100 feet below
grade.
The static axial compression and tension pile load tests were performed In
general accordance with ASTM - 01143, "Piles under Static Axial Compression
Load" and ASTM 0-3689, "Method for Testing Individual Piles Under Static Axial
Tensile Load". The pile loadings were applied In accordance with the Standard
and Quick Loading Procedures outlined In Sections 5.0 of the two .procedures.
The ultimate pile axial compressive capacities were determined using the
Davisson criteria which Is described below. The pi Ie axial tension capacities
were determined using the tangent Intersection method.
The plies were Installed In both marine and land environments. The plies
were driven through fine sands, fine to medium sands, slightly silty to silty
sands and sl ightly clayey to Clayey fine sands of varying consistencies. The
pile tips were generally driven Into dense to very dense fine sands, slightly
sIlty to silty fine sands and fine sand with shell fragments.
SIte Information - Specific site Information Is presented Individually for
each test pile site In the Appendix. The sites are numbered No.1 through No.4
and where multiple plies are tested at each site, the piles are designated for
example No. l-A and No. l-B (Site No.1 - Pile A). The four site locations are
shown on the following Site Plan. Each Individual site project information
section In the Appendix contain:
1. Project Summary Sheet2. Subsurface Profile and Pile Installation Information3. Soil Test Boring Record4. Pile Driving Record5. Static Pile Load Test - Load vs. Deflection Curve6. CAPWAPC - Computer Pile Dynanlc Analysis Results.
3
SITENUMBER
1
2
;3
4
. LOCATlON
Pensacola
Jacksonvi lie
Jacksonvl lie
. St. Augustine
_. .~
..:-:.~:-: :,.... - ' .. ~.
SITE LOCATION PLAN
DRAWN: WRWCHECKED:
DATE: 9/30/87 SCALE:
JOB NO: ASCE
4
ANI\l..YIICAl. PILE CAPACITY ANALYSIS fEIHODS
Nordlund Method- This sanl-anperlcal method of pile capacity analysis for
Individual driven piles Is recommended by the Federal Highway Administration for
use by the State Department of Transportation for piles driven Into coheslonless
soils (sands). This method utilizes correlations with the corrected Standard
Penetration Test (SPT) N values, soil property and pile geometry to obtain
various factor to be used In a general Nordlund equation. These factors account
for the differences In tapered and non-tapered piles, displacement (concrete
piles, closed end pipes) and non-displacement piles CH-plles,open ended pipes).
This method uses the vertical effective overburden soil pressure at the mid
point of each soil layer and at the pile tip with the various correlation
factors to calculate the soil skin frictional resistance and pile tip bearing
capacity. The Nordlund method does not Include the critical depth concept In
calculating the effective overburden pressure of the various soil layers.
These Nordlund correlation factors were determined semi-emperlcal Iy from
pile load test programs performed on tlmber,H-plles, concrete, pipe, monotube
and Raymond step taper. An ultimate pile capacity Is calculated which Is the
sum of end bearing and skin frictional canponents. A factor of safety of FS=3
Is recommended for use with this met/:lod ·to obtain design allowable pile.....:
capacl ty.
The Nordlund Method Is presented In deTail with correlation charTS and
example problans In The Federal Highway Administration "Manual on Design and
Construction of Driven Pile Foundations", Report No. FHWA-DP-66-1, Revision 1,
dated April, 1986. This document Is available through the National Technical
Information Service, 5285 Port Royal Road, Springfield, Virginia 22161.
5
Schmertmann - Florida Department of Transportation Method - This emperlcal
analytical method of pile capacity analysis was developed by Dr. John H.
Schmertmann of the University of Florida under contract to the Florida
Department of Transportation. This method uses the Standard Penetration Test
(SPT) N-values directly to obtain allowable design skin frictional values and
allowable pile end bearing capacities for the soil layers penetrated for
Individual driven, non-tapered, displacement piles (precast concrete and closed
end pipe piles). Charts and tables are provided which al low design skin friction
and end bearing values for various soil types and weak limestones to be selected
versus SPT N-values.
This design method Includes a recommended factor of safety of FS=2 for soil
skin frictional capacity and FS=3 for The end bearing component of the pile
capacity. A depth of embedment correction Is required for the skin friction
end bearing calculations In the soli layer at the pile tip. Effective
overburden soil pressure calculations are not required In this method.
The Schmertmann Florida Department of Transportation method Is presented In
the Florida Department of TransporTation Research Bulletin No. 121-A,
"Guidelines for Use In Soli Investigations and Design of Foundations for Bridge
Structures In the State of Florida", daTed September 14, 1967. This procedure
was developed from a series of static axIal canpresslon pile load test programs':...,
performed In Florida and therefore may not be appropriate for sol Is In other
geographical areas.
DYNAMIC PILE GAPACln EVALUATION
Dynamic Pile TestIngs - Dynamic pile testing was performed to evaluate The
pile Installation procedures, pile driving resistance, pIle capacities, pile
hammer performance and pile driving tension and compressive stresses. The
dynamic testing methods are described below.
6
Pile Driving Analyzers - Six of the seven static load test piles (except
for No.4-A) were dynamically monitored using a Model GB PI Ie Driving Analyzer
(PDM. This monitoring method utilizes reusable force and acceleration
transducers attached near the pile top during driving. At each hammer blow,
signals from the transducers are processed by the Pile driving Analyzer (PDA), a
smal I field computer. The pile force and velocity signals from the transducers
are displayed for each hammer blow on an oscilloscope connected to the PDA. The
fol lowing figure presents a general schematic of the PDA equipment.
For each hammer blow, a readout Is presented of numerous measured and
calculated pile driVing parameters. Some of the more commonly dlspl ayed output
parameters Include the following:
(1) Predicted ultimate static bearing capacIty(2) Energy transferred to pile by hammer(3) Maximum compressive force (stress) In pIle(4) Maximum tension force (stress) In pile(5) Calculated skin friction capacity(6) Estimates of pile tip quake(7) PIle Integrity Values
During pile driving, the pile driving data displayed on the PDA was
mon Itored to ~eterm Ine pII e hammer and pII e performance. The cal cu Iated statl c
pile capacities were used to assist In determining when piles had been driven to
the required bearing capacities. By restrIking the pile after a sIgnIficant
perIod time has elapsed, any Increased pIle capacIty due to soIl set-up coul d
also be measured.
AddItional Information such as hammer blows per minute, total number of
blows recorded, pile top velocity and acceleration, and an Index of possIble
pile damage was also displayed. Up to five selected output parameters can be
printed on a paper tape for each hammer blow to provide a continuous permanent
record of the pile driving. The field data (force and acceleration transducer
measurements) are stored on a magnetic tape and can be processed later In the
'".,., "" .
7
PILE DRNING ..~N ..A..LYZER(
EQUIPMENT SCHEMATIC
StRAIN GAU GE
0 , 0 "..0 ...0 '0
" 0000 000
,.
111:1 r--;oo~o:o " """-'
PILE DRIVING ANA!.....'"::E'R
1° 000'
ti ~
• I I " I• OtOJOIO::O ~::::::.:.
:-- CONNECIION------~. BOX
~I .
I .'T
7' CHANN::;"~E7i"'E rl:.-=OT=tOE:R
1- ,...,' I~J········ .I ~-l ~ . . -.--.--
!== 0 0:::: COO 0"i
T
I - I MICROPHONE
l0ll GoI ::J .
"""00 0.....)
OSC::"":"'IS:::>i=E
8
office with a computer program named CAPWAPC to provide a slmul ated load
deflection curve (predicted static load test curve), dynanlc soli properties and
a soil resistance distribution along the pile.
CAPWAPC Canputer ~dellng - SIx of the seven statl c load test piles were
analyzed using the CAFWAPC progran. This computer program Is essentially a wave
equation calculation which uses actual measured pile top velocities Instead of a
pile hanmer model as Input Into the program. The soil resistance (skin friction
and end bearing) are modeled based on known geotechnical data. The computer
calculates pile top forces using the actual measured pile top velocities as
Input and estimate soil resistance. The calculated pile top forces are compared
with the measured pile top forces and the soil resistance values are adjusted
and the progran Is rerun. This process Is repeated untIl a realistic soil model
Is obtained which wll I produce calculated pile top forces measured during actual
pile driving. The program can also be run using the pile top forces as Input
and compare the calculated pile top velocities with the measured pile top
velocities. Using this procedure, a real Istlc sol~ resistance distribution can
be determined. The results of this analysis generally agrees within ± 10 TO 15
percent of a static load test carried to failure. Portions of the CAPWAPC
results for six of the load test piles are presented In the Appendix.
''''Load Test Fal lure Crlterldn
The ultimate axial static compression capacities of the static load Test
piles were determined using the Davisson failure criTeria. This criteria Is
defined by the Intersection of the pile load - deflection curve and the load-
elastic pile compression line (PL/AE) which has been offset from the origin by a
calculated amount. The elastic pile compression line Is offset from the origin,
along the deflection axis, by the amount 0.15 Inches plus the pile diameter
divided by 120. The Davisson failure criteria line has been plotted on the
9
load-deflection curves for the static compression load test for each of the four
project areas. The fol lowing figure, Recommended Davisson's Fal lure Criterion,
Illustrates the use of this procedure.
The failure criteria for the tension load test was somewhat more
subJective. The failure load was determined using the tangent Intersection
method which generally determines the loading where the plotted load-deflection
line began to significantly depart from the Initial straight portion of the
curve.
.~
".
10
3.0
'.4_~~~~~~~~~~~~~'~.~~~_.~,~13~5'.' :0 25 50 75 100 125 150
Scales Should Be Chosen So ihat
0r This Angle is A.pproximately 20 0
0I I I
,... Elastic Compression-----__ I of PHe QL
0.2 -- C-- 0.5--- it' - At:-- ------ "...-.- I •••-- :~ ...0,: I D - 1.0r: '0.4-.-
~ F Of 5+ i20.- .
........ -- -ClJ '-'~
1.5 -i- 0;6 Failure...
'ClJ- -.- CD- Criterion ....CP - ; .-U.> CD-;!c> -= 0.8 2.0 a;
J;.. . CI)
to--t;...'.0 2..5 ......
Applied .Load, ,.on
RECOMMENDED DA VrSSON'S FAILURE CRrTERION(AFTER CANADiAN GEOTECHNICAL SDCIE.'1 Y, '1878)
11
EVALUATION AND RECQM£NDATIONS
Design Axial Compression capacity
Seven static axial compression load test piles were evaluated using two
accepted analytical pile capacity analysis methods. Both of these methods, the
FHWA-Nordlund Method and the FLDOT-Schmertmann Method required subsurface sol I
Information as Input. The subsurface Information available for the test piles
came from soil test borings genBral Iy within 50 to 100 feet of the piles, however,
In some cases the nearest boring was up to 400 feet away.
The two analytical methods were evaluated using the actual pile tip elevation
and with the assumption that the soil conditions at the pile locations were
similar to the nearest soil boring. The pile driving records Indicated In some
cases that the depths Into the bearing strata varied somewhat from the soil
borings. The analyses were carried out using the published analytical procedures,
the soil conditions at the nearest soil boring and the pile actual Installation
depths. The ultimate capacity calculated was divided by the recommended factor of
safety of FS=3 for the Nordlund MBthod. The Schmertmann Method provides built-In
factors of safety of FS=2 for skin friction and FS=3 for end bearing. The results
of the analysis for each site Is presented on the site summary sheets In the
Appendix.'",<,';
Dynamic pile monitoring was performed using a Pile Driving Analyzer (PDA)
during a brief restrike driving of six of the seven test piles several days before
the static load tests. The restrike driving generally occurred at least 24 hours
after the Initial driving of the test piles. The data recorded by the PDA during
restrike driving was used In the CAPil'APC computer program to estimate the skin
friction and end bearing components of the ultimate pile capacity. The ultimate
capacity results were divided by the recommended Factor of Safety of FS=2 to
12
obtain design pile capacities. These design pile capacities are also presented
for each site on the Site Summary sheets In the Appendix.
The fol lowing table, Summary of Pile Capacity Analysis Methods, compares the
calculated design axial compression capacities with the results of the design
capacities determined by static pile load testing.
SU~YQF PILE CAPACIJY ANALYSIS M;JHOOS
ALLOI'/ABLE STAT IC AXI AL PILE COMPRESS ION CAPACITY
SITEtVM3ER
STATIC PILELOAD TEST
FS=2*(TONS)
NORDLUNDMETHODFS=3*
(TONS)
sa;MERTMANNtJETHOD
F5=2 TO 3**(TONS)
CAPflAPCMEl1iOD
FS=2*(TONS)
1-A 155 Z/3 70 153
1-8 145 159 154 146
2-A 33 24 32 35
3-A 90 112 100 90
3-B 144 203 220 118
3-C 86 99 69 117
4-A 33 26 44 NO TEST
* - Recommended Factors of Safety** - Schmertmann: F5=2 for Skin Friction;
. FS=3 for End Bearl ng';",
For each site the design allowable pile static compression capacities were
determined by applying a Factor of Safety of FS=2 to the results of the ultimate
statIc pile compression capacity. The results of each method Is graphically
compared with the static load test results In the following section. Each method
Is discussed below and comments and recommendations for'thelr use are presented.
13
Static Pile load Test
As discussed In the Introduction, the static axial compression pi Ie load
tests were performed In accordance with ASTM procedures and the ultimate pile
compression capacity was determined using the Davisson Method. This method
generally Indicates a slightly lower, therefore, more conservative ultimate pile
capacity than some other methods. The procedure Is straight forward and Is not
subject to the Interpretation of the evaluation. The results obtained, are thus
reproducible by different evaluators.
FHWA - NORDLUND Method
The seven test piles were evaluated using the Nordl und Method and a
recommended Factor of Safety of FS=3 as outlined In the above referenced FHWA
Manual. As shown on the fol lowing Figure Calculated Capacity versus Load Test for
the Nordl und Method, there was considerable scatter of data when using the
recommended Factor of Safety of FS=3. Five of the data points, generally for the
larger diameter piles, were above the 1 to 1 comparison I ine. This Indicates that
the Nordlund Method overpredlcted the design allowable capacities when compared
with the design computer determined from a static load test with a Factor of
Safety of FS=2.
We reevaluated the seven piles using a Factor of Safety of FS=4 with -the
Nordlund Method. These data polnts'are also Indicated on the following Figure.
It can be seen that the FS=4 points more closely correspond with the load test
des Ign capacl tl es and generally fall CI ose to or below the 1 to 1 correspondence
line. It appears that for larger pile sizes, say larger than 14-lnch square, that
an increased factor of safety of FS=4 appears to be more appropriate. For small
size piles, 14-lnch square and smaller, the recommended Factor of Safety of FS=3
Is appropriate.
14
CALCULATED CAPACITY - VS -LOAD TESTr«>RIl.lHllESKIN PILE CAPAaTY
/I 0 /I
//
In ~ 1//
/u
~!~
0 i/ w
~/ e
V~
'/ Ij;1
300
280
260~
(I) 2405
220I--~ 200(}« 180~0 160
G 140V>
~ 120m
100~j 80g« 600
40
20
oo 80 120 160 200 240 280
LOAD TESTIESKJN CAPAaTY FS-21 nx; 1o NJP.DUID FS-3.0 $ tlJRDIJH) FS-4.O
15
The Nordlund Method design allowable pile capacities with Factor of Safety of
FS=3 for small plies and FS=4 for larger piles are generally within 10 to 15
percent of the static load test allowable design capacities (FS=2). In general,
the Nordl und Method appears to underpredlct the design capacity of smalldl ameter,
short piles and overpredlcts the capacity of large diameter, long piles. It
should be noted also that the Nordlund chart which takes Into account the diameter
of prestressed concrete piles does not extend to piles larger than 16 Inches
square.
Florida Department of Transportation - Schmertmann Method
The seven load test piles were evaluated by the Schmertmann Method as
described In the above referenced technical bulletin and using the nearby soil
borings. The design allowable compression capacity results of the Schmertmann
Method are presented graphically versus the static load test allowable design
capacities on the fol lowing Figure, Calculated Capacity Versus Load Test for the-
Schmertmann Method. The Schmertmann Method has a built-In Factor of Safety of
FS=2 on skin frictional component and Factor of Safety of FS=3 for the end bearing
component of the pile allowable design capacIty.
This figure Indicates there Is consIderable scatter In the calculated
allowable design capacities usIng the recommended built-In factors of safety when
compared with the static load.test capaciTies. The data Indicates that In general
the procedure slightly overpredlcts and occasionally seriously overpredIcts the
desIgn capacities. In order to Try to establ Ish a better more conservative
correlation, we reevaluated the desIgn allowable capacitIes usIng an Increased
Factor of Safety of FS=4 Instead of FS=3 for the end bear Ing component of the
capacity and retaIned the Factor of Safety FS=2 for skin friction. These data
points are presented on the fol lowIng Figure and provide closer agreement wIth the
16
CALCULATED CAPACITY - VS - LOAD TESTsaUJfR~~ PIlE CAPACITY
2402001501208040
1/...., 1/
IW 1/G) f7
1/lY
1/e
...... 1/Iy
1/ ~0/Xl
0 1/I~
1/oo
20
60
80
220
140
180
160
260
240
200
120
100
,.
LOAD TEST [ESKjN CAPAarY FS-21 TOO 1o ~~~ ~ ~~~
17
load test design capacities. Pile size did not appear to be related to the
selection of the Increased Factor of Safety.
The Schmertmann procedure Is an empirical method and requires more Judgement
from the eval uatlon. The depth of embedment correction Into the bearing stratum
used In the calculation Is very sensitive and caused some serious over and under
prediction of end bearing capacity when the actual pile tip depth were evaluated
against the nearby soli boring (generally within 50 to 400 feet). It Is possible
that due to 5011 stratigraphy variation from the boring locations to the actual
pile locations that greater or lesser embedments Into the bearing layer were
actually achieved than that used In the analysis.
Dynam Ic CAPffAPC Method
Six of the seven load test piles were monitored with the Pile Drlv Ing
Analyzer (PDA) during restrike driving prior to the static pile load tests.
CAPWAPC computer analyses were performed on the six cases. A design allowable
compression capacities were calculated using a Factor of Safety FS=2. The results
of our evaluations are presented graphically on the following Figure Calculated
Capacity Versus Load Test for the CAPWAPC Method.
For the allowable design capacities calculated using a Factor of Safety of
FS=2, there was also some scatter of data when plotted versus the static load test
design capacities. In general, the CAPWAPC Method slightly underpredlcts the
design capacities or Is within 10 percent of the load test values. Only one case
was overpredlcted by more than 10 percent.. In order to provide a more
conservative correlation, the Factor of Safety was Increased to FS=2.25 which
brought the sIngle high data point to within 20 percent of the static load test
results and Increased the conservatism of the other results. In general, a Factor
of Safety of FS=2 has been shown on numerous other projects to be appropriate.
~.,~.",~. ,,~ \~'~h \,~, '. '':'\ ,~~.:~.... ;" ~.• ',. '''''''''', '. \,', " '., ,,',' '. " " ". ',; '" ,. " " "':''-~'' '.', ' .. ~, _. " ,;.; ,,. •. '.", ~",;·.o'"... ~"., ,'-.!" -, " '. '. ",'. ,', _, '. • ',. ' , " "/." " ,,",
18
CALCULATED CAPACITY - VS - LOAD TESTCAPWAPe DESlJN PILE CAPAaTY
/V
V/
~;z'
V e>-/' 'IV
U V u
e> / $
/1/
//
//
I~/ -
1/V
200
190
180
170
160
150
140
130
120
110
100
90
80
7060
50
40
30
20
10
oo 20 40 60 80 m 120 140 160 180 200
LOAD TEST IESIJN CAPAaTY FS-2.1 TOO Io CAPWAPCFS·2.0 e CAPWAPCFS·2.25
19
Design Axial Tension capacity
Three of the compression load test piles were also tested In tension to
determine their ultimate pullout capaciTy. It Is known that the upward acting
skin friction for piles In granular solis Is lower than the downward acting skin
friction. It was anticipated that the pullout skin friction would be less than
the calculated downward acting skin friction computed for the axial pile
compression capacity.
For the two analytical methods and the CAPWAPC dynamic method, the calculated
skin friction capacities were compared wiTh the design tension pile capaciTies
determined by diViding the ultimate pullout capacity by a Factor of Safety of
FS=2. An attempt was made to determine a Factor of Safety to be used with each
analysis method which would produce reasonable agreement with the load Test design
tension capacities.
The fol lowing table compares the results of the calculated skin fricTion
capacities and design tension capacities with the appropriate FacTors of Safety
for the three piles with the lo~d test design values.
SUPf1AR)' OF TENS ION PILE CAPAC ITY MALlS IS---------------------------------------------------------------------------------
NORDLUND SOiMERTMANN CAFWAPCSTATIC PILE ME1HOD ME1HOD ME1HOD
LOAD TEST ---------- ----------------- --------------SITE FS=2 CALC. FS=8 CALC. FS=4 CALC. FS=4
NUM3ER TONS TONS TONS TONS TONS TONS TONS
3A
38
3C
30
53
37
265
345
215
33
49
27
145
167
80
37
42
20
110
152
214
28
38
53
20
These results are presented graphically on the following Figure Calculated
Capacity Versus Load Test for Design Tension Pile Capacity. This Figure compares
each of the design tension capacities calculated by the three methods using the
presented Factors of Safety with the design allowable pile tension capacity
determined using the pullout capacity divided by a Factor of Safety of FS=2. As
can be seen there In a much greater scatter than for the compression test results.
With the exception of one data point, the calculated results are within 20-25
percent of the load test design values.
It Is Interesting to observe that the design tension capacity ranges from 33
to 40 percent of the design compression capacity. On the fol lowing Figure the
design tension capacity calculated as 33 percent of the design compression
capacity Is also plotted. For these limited cases, It appears that this method
provides an easy and consistently conservatively method for determinIng allowable
tension capacities for piles which have a significantly embedment and a
considerable portion of their total capacity by skin friction. It should be
cautioned that for predominantly end bearing piles, this method might prove to be
unconservatlve. We suggest that design pile tension capacIties may be
prelimInarily evaluated using 1/4 to 1/3 of the load test design compression
capacities for piles with significant skin frictional capacitIes•
.'.,~.:
General Gcmnents
It Is apparent that no single analysis procedure works for -all cases every
time. We have pointed out above some modifications to the recommended Factors of
Safety to assist In calculating more consistently conservative results which
reduce the possIbility of overpredlctlng pile ultimate capacity which produce
allowable design pile capacities with undesirable low Factors of Safety.
21
(
CALCULATED CAPACITY - VS - LOAD TEST
0 ;/1/ !J.
0
EV f>
1/!l0
'"
/'-V
/_.
'';'..... :
60
50-~to--z 400ii)
~a 30ii)
~
@20:l
::;)0~U
10
oo
I:lESm romN PIE CAPACITY
20 40 60
LOAD mITl:ES[jNCAPACITY Fs-21 TOO I
C Nordlund FS=8.0
EB Schmertmann FS=4.0
<> CAPWAPC FS=4.8
A Tension = 1/3 Compression
22
We recommend that more than one analytical pile capacity analysis method be
used possibly with dynamic testing to evaluate pile tension and compression
capacities. For the cases where the various analysis methods tend to agree, then
one wll I be more confident In the accuracy of the capacity evaluation. On the
contrary, where the various methods give widely conflicting estimated capacities,
then additional evaluation and possibly dynamic testing may be required.
SITE NO. 1
PILE 'A'
SITE NO.: 1PILE NO.: A
(LOCATION: (BRIEF DESCRIPTION) Pensacola, Florida -- Bridge Site. Marine environment. over-water pileinstallations. The generalized subsurface profile described below is located approximately 70 feet fromPi le No.1-A.
GENERALIZED SUBSURFACE PROFILE
DEPTH (FEET) SOl L DES C RIP T ION
o - 10 WATER10 - 40 VERY SOFT silty CLAYS40 - 66 VERY LOOSE to FIRM fine SANDS66 - 78 VERY LOOSE clayey SANDS and SOFT sandy CLAYS78 - 88 ',' VERY DENSE slightly silty fine SAND88 - 100 DENSE silty fine SAND
PILE DRIVING HAMMER INFORMATION PILE INFORMATION
MAKE: Delmag STROKE: 10 Ft. ACTION: Single SIZE: 20-inch square
MODEL: D46-23 RAM WEIGHT: 10,100 lbs. HAMMER CUSH ION: Al-Micarta LENGTH: 87.9 Feet
TYPE: Diesel RATED ENERGY: 105,000 ft-l bs PILE CUSH ION: 6" Oak TYPE: Prestressed Concrete
SUMMARY OF ANALYS IS
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC--------------------- ------------------ ------------------ ------------------TENSION COMPRESS ION SKIN END TOTAL SKIN END TOTAL SKIN END TOTAL
ULTIMATECAPACITY NIP 310 165 654 819 78 92 170 121 185' 305(TONS)
DESIGNCAPACITY NIA ·155 55 218 273 39 31 70 60 93 153(TONS)
NIP: NOT PER FORMEDN/A: . NOT APPLI CABLE
RECOMMENDED FACTOR OF SAFETY (USED TO DETERM INE DES IGN CAPAC IT IES)
STATIC LOAD TEST' NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC
COMPRESSION: FS=2.0 SKIN FRICTION: FS=3.0 SKIN FRICTION: FS=2.0 SK I1'1 FR ICTI ON: FS=2.0TENSION: FS=2.0 END BEAR ING: FS=3.0 END BEARING: FS=3.0 END BEAR ING: FS=2.0
APPROXINATEELEVATIONFEET (MSL)
APPROXIMATEELEVATrONFEET (MSL)
+1
o
-
-
-
-"0
"...- ..."..,
-
- L-
-~~--~
~.'--- --~--"
--
-
-
I- I-100
o
-80
-30
-10
+10
-50
-70
-90
-60
-20
-40
W
t88(~ P1'V'VV'1h P
t.I'.''V'V1- P
~~,1I.1- P
1X><X)l... P
K)()()(~ P
t'V'VIu"U- P
4
9
10
20
18
3
4
~~:f-96
F;;;:=i- 80
r==~43
E3- 57
1:=::1- 51
-10
-30
-1
-90
-60
-20
-70
.- ,..:..sO
-so
.-40'
o -25 so 75 100
DR rV'lNG"RESfSTANCE(BLOWS PER FOOT)"
• "IJ":
",.......-:-
.' .~ . .... .
~~~~~~¢:~4~:;\;M~~;:~,{;';,,(-1;'ti~i~li:~,i~~8~\*tt'~~~(;t,~1~f;~~~J~~g.;tff1;if¥ ,~-~.;: ....... '-:~"" ,~
-=LEGEND
Refer to the following page.GENERAL IZED ,SUBSURFACE PROF ILE
AND DRIVING RESISTANCE
- Site 'No. ':'J . Pile "A' -
DRAWN: W' WEEKS
CHECKED: KFK
DATE: 9/29/87JOB NO: A!£E.
SCALE:
As-Notecl ".
I '
LEGEND
~Water
mBay bottom SILTS
~ SAND wi th gravel() II :.;, (7:.
II Slightly silty to silty SAND
• Slightly clayey to clay~y SAND
'1..\ ,~ Sandy CLAY to CLAY
II Clayey -to -sandy SILT
_:.._ Groundwater '"Level: -:.:- ,:(Time of Drilling) , '
• ".Loss of Drllllng ',t:=luid.--
4 Standard Penetration" cResistance l Blows IFoot
;-~'.<'
,.,~,----'B~T~'Boring 7erirHnateq "..' ,\. . ...
P Sampler Advanced Manually.. -' ;~.
-~~.. ·~~~ri"I:~~~'~·1;:;,~l;);");'2~~,t;~·5~~1:i;?:; .'-- -.:, ~:<~.-:.~-:-~- ..,:
• PENETRATION.BLOWS PER FT..ELEV.DESCRIPTIONDEPTHFT.
o 10 20 30 40 60 80 100o. O... ...-....._..;p.__---'.;..~...;~~~..,..,.,..
WATER
9.51- --1
c~ PUSH
41; P.USH
VERY SOFT grey SILT
4~ PUSH
lre PUSH
32.5- ----
VERY SOFT grey SILT with someshell fragments
o PUSH
JID.OI ..;. __ _ ....
TEST BORING RECORDBORING AND SAMPLING MEETS ASTM D.1516CORE DRILLING MEETS ASTM D.2113
l'ENETRATION IS THE NUMBER OF-BLOWS OF 1~ LB. HAMMERfALLING :10 IN. REQUIRED TO DRIVE 1A IN. 1.0. SAMPLER 1 FT.
.. UNDISTURIED SAMPLE
l-.f "10 ROCK CORE RECOVERY
-=- WATERTABLE.2~HR.
WATER TAIILE ATTIME OF !)fULLING
LOSS OF DRILLING WATER
Site No. 1
Pile IAI
• f'ENETRATION·BLOWS f'ER FTELEV.DESCRIf'TIONDEPTHFT.
o 10 '20 30 40 60 80 10040. O...------------..,......,-....,r- .,...-.,.....,....,....,.-r-~.,.,
VERY SOFT grey SILT with some • PUSHshell fragments
42.O~--------------t
VERY LOOSE grey sl ightly siltyfine SAND
46.0 _ •\
LOOSE light grey to grey fineSAND with some gravel
57.01---- -- -- -- -- - - -
FIRM grey fine to medium SANDwith some gravel -
I
67..01---------------1
•--r-----I-I
~-'
VERY LOOSE red... tan & brownclayey fine SAND with grey siltyclay nodules
72.0 t---------------t
VERY SOFT red... · tan & grey silty .CLAY with some' fine sand
77.51---------------t
•Ii
VERY DENSE red & brown ·slightly.silty fine to medium SAND80. 0 a.;;.~~;.;;..;;.~;;.;;;...;;~~__...._ ...._ ....__...1..._...................~.'!
PAGE TWO OF THREE {2 of .3)
TEST BORING RECORDBORING AND SAIolPLlNG MEETS ASTM 0.1686
.CORE DRIUING IolEETS ASTM 0.2113
l"ENETRATION IS THE NUMBER OF aLOWS OF 140 LB. HAMMER'FALLING~ IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.
.. UNDISTURaED SAIolPLE
Ito! .;. ROCK CORE RECOVERY
WATER TABLE ATTIME OF DRILLING
~ LOSS OF DRILLING WATER
Site No. 1
Pile 'AI
DEPTHFT.
DESCRIPTION ELEV. • PENETRATION.BLOWS PER FT.
10 '20 30 40 60 80100o0'If
VERY DENSE reddish-brownslightly silty fine to medium SAND
II
5}~
~--------- - 'I/
DENSE reddish-brown slightly Iclayey silty fine to medium SAND •
\5~----------
VERY DENSE reddish-brown, brCMrr \& grey slightly silty fine to mediun •SAND
Ii0 -
BORING TERMINATED
-
....
NOTE: Borehole cased to 80.0 ft.
80.
87.
92.
101.
PAGE THREE OF THREE (3 of 3)
TEST BORING RECORDBORING AND SAMPLING MEETS ASTM 0.15,1&CORE DRILLING MEETS '-STM 0.2113
P'ENETRATION IS THE NUMBER OF ILOWS OF 140 LB. HAMMERFALLING :ao IH. REQUIRED TO DRIVE 1.4 IH.I.D. SAMPLER 1 FT.
.. UNDISTURIED SAMPLE
taof % ROCK CORE RECOVERY
WATER TA8LE ATTIME OF DRILLING
... LOSS OF DRILLING WATER
Site No. 1
Pile 'A'
,.' •. ,. '.' - ,:"., , '''''''. •. ,:•.•.•. , .•.• " .•. , ",",' _"." .,.",'••• ,,,,.,;.,,,,,"'-'_;"'h","H •.• l, , '.- , ".,',.""., '".,'",.", '.',,, '.,' •. ,,, .,_.,."" ,,',. ''-',','. '.', '."", '. '.",,', .. " " "" , .. " .. ,.•,'", ..•.•, '" •. "", , ...•.. ,~
RECORD OF PILE DRIVING
Z...1:2 Project: Site No.1c:r~ Location:a:c:r Pensacola. floridaw~Za:WC) -- TEST PILE --C)~
Z-Pile Number A IOrig. Length 115 ft. Specified
c:e Date Driven 9/27/85 Capacity: 200 Tons Compression~ Jetting Depth a Required BIONS: N/Ac:eC) Surface Elev. +8.41 Ft.w Driving Time 29 Minutes Pile Type: Prestressed Concrete...I
c: Cut-Off Elev. N/A Pile Size: 20-inch square
Tip Elevation -78.1 Ft.Cut-Off Length N/A
HAMMER DEPTH BLOWS I DEPlH BLOWS DEPTH I BLOWS DEPTH I BLOWS DEPTH BLOWS DEPTH BLOWSPer fl. Per fl. Per fl Per ft. Per fl Per fl
DATA I1 WOP 20 39 I 58 8 77 46- I IMake: 2 21 40 59 13 78 N/R
I I I IDELMAG 3 22 41 60 15 79 45
Model: 4 23 42 61 I 16 80 50 I0-46-23 5 I 24 43 I 62 I 19 81 I 55
I
I I I 1-Stroke: .W 6 25 44 I 63 21 82 58c;,:)
I I I10.4 FT. Z 7 26 45 64 25 83 49c:e~ I 1 I 1 I IRam Weight: U) 8 27 46 65 28 84 42-U)
I I10,100 LBS. w 9 28 47 66 I 36 85 I 56a:Rated Z 10 29 48 I 67 I 41 86 166=10" 1Energy:
C)
;:::::1'50 I10<;.000 c:e 11 30 49 68 87a: - I .. RESTRIKt..
~
Type: w 12 31 50 69 63Z
I iw DATE/TIME: 10/11/85DIFSEL ~ ... ,.13 32 51 70 I 66..
Action: 14 33 52 71 I 58 l't=ll ~
SINGLE 15 I I 34 I 53 72 I 52 2"=8
Hammer I 3"=816 35 54 73 44
Cushion I I4"=8
AL AND MIC 17 36 55 74 36 5"=7
Pile lop 18 I I 37 56 75 I 28 6"=5Cushion: I I I I 7"=66" OAK 19 38 57 76 26 8"=7
WOP: WEIGHT OfU) PILE NOTE: INITIALLY DROVE PILE USING ENERGY SETTING:.::: NO.3 (RATED ENERGY 90,300 FT-LBS.)a: PILE MONITOREDc:e~ WITH PDA. * REDROVE ON MAXIMUM ENERGYw SETTING (105,000 FT-LBS)a:
',' .i;,;,),'~, \!::j:lt:-ifl.' "I, .~:~''. ,!.::~~tt~l~·~t
APPLIED LOAD (TONS)i,
120 tao ~o 300 360 420
\K"""Test Stopped Because of(j Instrumentation Failure
.Davlsson's Failure Criteria
\\
Theoretical Elastic Deflecti~
-----ti (j
Loading
~n~Oadlng CYcI)
~<t~', r
,L:·,:(,·~ ,oJ: ~li: ..1(, •
<~(1;~F: ;""f~!)': .' .
,,"':i}!"~ " ~l)"" ~
:'};,:;.
· '-I), i ..
)J~!I:;';':1, ,I~~.
,!'r ~~;~,f,r ••
-, ',:-:.\:\{i}-\ I ). 'i
~;;.:;
---.:::::::~,~(~;\
··.J~\l·
· ·.:,~·::f','1..
1.5
-
~o 1.0
~W..J0.
z 0.5o-Rfisz
Pile Information: COMPRESSIVE STATIC LOAD TEST RESULTS
LOAD VERSUS PILE TOP DEFLECTION
DRAWN: W' WEEKS SCALE:
CHECkED: KFJ( As Noted.
", J
, ,l· ~
Type: Prestressed Concf4'te: :.''':.t1 •
L~ngth: 87.9 Feet '-', \~" "
Sl~e: 20-Inch Square; (sdtld). . "" .•..
,PUe Tlp:.Elevatlon: .41~~,::Feet
(~~,(MSL)
'\
• _" t'.. -
,I., ."
",
- Site No. t Pile IA' -
IS
o1234
6789
10PILE
DEPTHFT
3.450.557.263.970.677.484.190.897.5
104.3111.0TOE
QUAKEIN
.000• 250.250.250.250.25121.250.250.250.250.250.350
RESKIPS
.024.124.124.124.124.124.124.124.124.124.3
369.9
SUM R:::SKIPS611. 5587.3563.2539.1514.9490.8466.6442.5418.3394.2369.9
VIS:::. JKIPS/F/S
.0........:.. ~3.33.33. '3.......':' • .:0
3.3.......:..~
3.33.33.3
69.6
IMPDNCEKIPS/F/S
161. 9161.9161. 9161. 9161. 9161. 9161. '9161. 9161. 9161. 9161. 9
GAP
T-S~A::K
IN.0000• 012100.0000.0000.0000.001210.0000.0000.0000.01211210.0000.0000
C-S~ACK.
IN.0000.0000.0000.0000.0000.012100.0000.0000.0000.012100.0000
IP
115171921232527293133
SKINKIPS
241.6
RESISTANCETOE TOTAL
KIPS KIPS369.9 611.5
CASE DAMPINGSKIN TOE
.204 .43121
SMITHSKIN
l/FT/S• 137
DAMPINGTO:::
l/FT/S• 192
QUAKESSKIN TOE
IN IN.250 • 350
UNLOADING QUAKES IN PERCENT:RELOADING LEVELS IN PERCENT:
SKIN FRICTION UNLOADING TO -20~ OF R ULT, SOIL· MASS
100o
.1210121 KIPS
100o
ENERGY FORCES DISPLACEMENTSMAX FIN MAX I TMAX MIN ! TMIN TOP TOE
FT-KIPS FT-KIPS KIPS MS KIPS MS IN IN39.4 34.3 1437 15 26. -39 14 59. .655 .4.06
TIME INCR (MS)= .267; INT. PILE DAMPING (%)= .5; NO. OF TRIALS= 36 • _wo' ._ ••_ .......":_,.~.-.,... '""" __.., __ • 6 .~•• _. ., • __ . • _ ...... A- ._ ,6 ·...~~,_.• _
CAPWAPC RESULTS
- She No. 1 Pile 'A' -
DRAWN: WRW DATE: 9/29/fr1 SCALE:.. ,.
SITE NO. 1
PILE 'B'
'.
SITE NO.:. 1PILE NO.: B
(. OCATION: (BRIEF DESCRIPTION) Pensacola, Florida -- Bridge Site. Marine environment, over-waterpile installations. The generalized subsurface profile described below is located approximately 100 feetfrom Pile 1-B.
GENERALIZED SUBSURFACE PROFILE
DEPTH (FEET) SOl L DES C RIP T ION
o - 10 WATER10 - 40 VERY SOFT silty CLAYS40 - 66 VERY LOOSE to FIRM fine SANDS66 - 78 VERY LOOSE clayey SANDS and SOFT sandy CLAYS78 - 88 VERY DENSE slightly silty fine SAND88 - 100 DENSE silty fine SAND
PILE DRIVING HAMMER INFORMATION PILE INFORMATION
) MAKE: Delmag STROKE: 10 Ft. ACTION: Single SIZE: 20-inch square
MODEL: 046-23 RAM WEIGHT: 10,100 lbs. HAMMER CUSH ION: Al-Micarta LENGTH:100.5 Feet
TYPE: Diesel RATED ENERGY:105,OOO ft-lbs.PILE CUSHION: 6" Oak TYPE: Prestressed Concrete
SUMMARY OF ANALYSIS
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC--------------------- ------------------ ------------------ -----------.------TENSION COMPRESS ION SKIN END TOTAL SKIN END TOTAL SKIN END TOTAL
-.ULTIMATE -CAPACITY NIP 260 198 278 476 142 250 392 ·146 145 291(TONS)
DESIGNCAPACITY NIA 130 66 93 159 71 83 154 73 T3 146(TONS)
NIP: NOT PERFORMEDN/A: NOT APPL ICABLE
RECOMMENDED FACTOR OF SAFETY (USED TO DETERMINE DESIGN CAPACITIES)
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPCi COMPRESS ION: FS=2.0 SKIN FRI CTlON: FS=3.0 SKIN FRICTION: FS=2.0 SKIN FRICTION: FS=2.0
.
TENSION: FS=2.0 END BEARING: FS=3.0 END BEARING: FS=3.0 END BEARING: FS=2.0
APPROX I MATEELEVATfONFEET (MSL)
+10
10050 75.DRIV'ING RESISTANCE
(BLOWS' PER FOOT)'
,25
"tlQI........J!,
"
---....~
I-
.....
-------~ DI-
Ie:::::-
----l- " oL..-."
~
,c ---'""
I-
l2l-
I-
-100
-80
-60
-70
-90
o
P -10
P
P -20
P
P -30
P
P -40.4; ,.
9'
10
20
18
3
-4
F;;;;;~~96
1===:r 80
S:==:l- 43
t=::=:t- S7
t==:t- 51
." .f ~'
,'':::,
...;.100
-70
- '-90:,
-.)-";" . ('\
...;;aO'~:~.,
APPROXIMATEELEVATTONFEET (MSL)
+10
~
W
-10
-20
. -30:;',
-40
. -.~ , ,~~,~ 0' ' •
~r'
....:50
"
-60
.....o ,
.~~ ~,~~~~;;;?~;,}\;-~t~~~;;f.'-€~;;"-'~;~c2;:-"': .:.' :,.'.,',:;/e0 :"" ·····2~:'{;;~:i .. ':...~. .
Refer to the follow1 n9 page.GENERALIZED SUBSURFACE PROFfLE
AND DRI V ING RESI STANCE
, .- Site No. 1 Pile "B'
DRAWN: W'WEEKS DATE: 9/29/fI7
CHECKED: KFK JOB NO: AS::£.
SCALE:
As Noted
(LEGEND
c:=l Water
mBay bottom SILT
~~ SAND with gravel
Slightly silty to silty SAND, ~ . .' ';", ..- "-
Slightly clayey to clayey SAND
Sandy CLAY to CLAY
Clayey to -sandy SILT
___ Groundwater Level.~- ~(T'lme Df -Drilling) ;
:=.. • .- ~.'
_."'r,(oss.of DrU1lngFluid.•. .
""":. Standarc:J ;Penetr~tion -,":}: ~e~istance#Blow5IFoot j
..- -.. ~ .
~-
B.'=i';Borin.9 'Ierminated!•.' ........=.:.0..:.. ~".""~". '-"-" •
:":j ", •. ',
~ ~i\f;":~{';:i'.;&i~~~~k14;~ Mann~II~;~~,,~i;i~At::i, ··;,c ~.'..;:
-.-':' . .... • . ".- .. '.. • r~· .
.. . ...• .. ~
10 20 30 40 60 80100
• PENETRATION·BLOWS PER FT.
o
ELEV.DESCRIPTION
ItVERY DENSE reddish-brownslightly silty fine to medium SAND
II5 1/-~----------- - V
DENSE reddish-brown slightly 1/I
clayey silty fine to medium SAND
\5 - - - -- - -- -- ---VERY DENSE reddish-brown, browr 1\& grey slightly silty fine to mediun •SAND
I, •0 -BORING TERMINATED
NOTE: Borehole cased to 80.0 ft .
.
DEPTHFT.
80.0
87.
92.
101.
PAGE THREE OF THREE (3 of 3)
TEST BOR"lNG RECORDBORING AND SAMPLING MEETS ASTM D.1IM
ICORE DRILLING MEETS ASTM 0·2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMERFALLING 30 IN. REQUIRED TO DRIVE U IN. 1.0. SAMPLER 1 FT.
.. UNDISTURaED SAMPLE
lao! % ROCK CORE RECOVERY
WATER TABLE ATTIME OF DRILLING
Site No. 1
Pile 'B':
• PENETRATION·BLOWS PER FT.ELEV•DESCRIPTION. DEPTHFT.
o. 0.. ...._"""__""0 ""0__2",O_.3..0_411i10..,..6,.O..,.8111f0..,..100
WATER
9.51- -1
o PUSH
o rUSH
c~ PUSH
VERY SOFT grey SILT
o PUSH
UPUSH
32.5- --::-- -
VERY SOFT grey SILT with someshell fragments
4' PUSH
PAGE ONE OF THREE i 1 of .~)
JID.OI _'-_..1-__ _I111111.. ..
.TEST BORING RECORDBORING AND SAMPLING MEETS ASTM 0.1518CORE DRILLING MEETS ASTM 0.2113
PENETRATION IS THE HUMBER OF ILOWS OF 1<ltl LIt HAMMERFALLING:ao IN. REOUIREOTO DRIVE U IN.I.D.SAMPLER 1 FT.
.. UNDISTURIED SAMPLE
\ t-.f "10 ROCK CORE RECOVERY
-=- WATERTAISLE.2H4R.
WATER TAISLE AT TIME OF DRILLING
Site No. 1
Pile 'B'
• PENETRATION.BLOWS PER FTELEV.DESCRIPTIONDEPTHFT.
o 10 20 30 <&0 60 80 100lIO. Ol... ~.....,-~r_--_;.;.-..,.....,.....,...,...,..,..,~
VERY SOFT grey SILT with some • PUSHshell fragments
n.ol------------------IVERY LOOSE grey slightly siltyfine SAND
46.0,-- _ •\
LOOSE light grey to grey fineSAND with some gravel •
57.0----------- -
FIRM grey fine to medium SANDwith some gravel
I•
67.01----------------1
VERY LOOSE red.. tan & brownclayey fine SAND with grey siltyclay nodules
72.01- --1
VERY SOFT red.. tan & grey 'siltyCLAY with some fine sand
77..51---------------1
•l•I
VERY DENSE red & brown slightly.silty fine "to medium SAND80. 0 ...~..._-._iiiiiiii_...ii.iiiI ............_ ....__IIIIIIII._....._'--..............~
PAGE TWO OF THREE {2 of .3) •
TEST BORING RECORD·BORING AND SAMPLING MEETS ASTM D.1516pORE DRILLING MEETSASTM D.2113
PENETRATION IS THE NUMBER OF BLOWS OF 1<10 LB. HAMMERFALLING :Ill IN. flEQUIREO To DRIVE 1A IN. I.D. SAMPLER 1 FT.
.. UNDISTURBED SAMPLE
, IIOf .'\' ROCK CORE RECOVERY
-=- WATER TABLE. 24 HR.
WATER TAIILE ATTIME OF DRILLING
Site No. 1
Pile 'B'
RECORD OF PILE DRIVING
:z:..J!:2 Project: SITE NO.1<~ Location:c:< PENSACOLA, FLORIDAw~:Z:C:Wc) -- TEST PILE --C'LL.
:z:-Pile Number BOrig. Length 155 FEET Specified
< Date Driven 10/25/85 Capacity: 200 TONS COMPRESSION~ Jetting Depth 0 Requiroo BICMfS: -NONE-<c) Surface Elev. +7.6 FEET (MSL)w DriVing Time 44 MINUTES Pile Type: PRESTRESSEP CONCRETE..J
E: Cut-Off E1ev. N/A Pile Size: 20-INCH SQUARETip Elevation -89.14 FEETCut-Off Length N/A
HAMMER DEPTH BLOWS DEPTH BLOWS DEPTH I BLOWS DEPTH BLOWS DEPTH I BLOWS DEPTH BLOWS
DATAPer FI. Per FI Per FI. Per FI. Per Fl Per FI
1 WOP 20 39 58 14 77 32 88 70
Make: - 2 21 I 40 59 17 78 48 89 59
'DELMAG 3 22 I I 41 60 21 79 55 90 48
Model: 4 23 42 I 61 22 80 59 91 I 45
0-46-23 5 I 24 43 62 I 27 81 65 I 92 46
Stroke: w 6 25 I I 44 I 63 28 82 54 93 64c;,.)
10.4 FT.· Z 7 26 45 64 I 52 I 122< 33 83 94~ I IRam Weight: U) 8 27 46 65 36 84 56-U)
I I I I10.100 LBS.w 9 28 47 68c:: 66 39 85
Rated z 10 i 29 I 48 87 Ic) 67 48 86Energy: i= I I I105 000 FT-LBS < 11 30 49 68 53 87 77
c::IType:· ~ 12 31 ... RESTRIKE*w 50 69 61
ZIDIESEL· w 13 32 51 70 I DATEITIME: 11/7/85c.. 68
Action: 14 I I ,.~ 2nd Ft 3rd Ft33 52 71 71 ,--,.
SINr.1E 15 I 34 I 53 72 791"~15 .. 1"=7 1"=10
I2"=11 . 2"=8 2"=10
Hammer 16 35 54 73 553"=12 3"=9 3"=11
Cushion 4"=10 4"=7 4"=10AL AND MIC. 17 36 I 55 74 41 5"=11 5"=9 5"=8
6"=10 6"=7 6"=10.Pile Top 18 I I 37 I I 56 75 33
7"=10 7"=10 7"=8Cushion: r
8"=10 8"=9 8"=9fill OAK . 19 38 57 12 76 26 9"=11 9"=10 9"=9
10"=8 10"=11 10"=9WOP: WEIGHT OF NOTE: INITIALLY DROVE PILE USING ENERGY SETTING 11"=7 11"=10 11"=9
U) PILE. NO.3 (RATED ENERGY 90,300 FT-LBS.) 12"=9 12"=9 12"=10:.:::c:: PILE MONITORED<~ WITH PDA * REDROVE ON MAXIMUM ENERGYw SETTING (RATED ENERGYc:: 105,000 FT-LBS,) .
,',E~~~~:' ~""!'. I
AP~LIED LoAD (TONS)
.'!~<{ ".:.;'
··:"':;,:)5/,"~(f>
"
,..r/
. ,t~o 180 240 300 360 420
-
1.5
~0::
Davisson's Failure Criteria
Theoretical Elastic Deflection Lth~
~~:----(J iJl
'ii::;'j:.<i,~:~{...' :<~~,{ ~..:.j.i'ii·
", ~t{\~~·i:··
'''~r:_··l~t.~;·:k •I 1':'4'". :I.!;;~}~~:.
"1\':'-.
;',.?~~~~(:.: :'J.\~[.t',;.
'·"Y'i':·1~,·;·~ 1: •
1.0
zo 0.5-8~o0-
~
"-
In:t(Jz
. "',.:",:,\...:
l~' I'
'; -li~;'.- ~
Pile Information:
DRAWH: W· WEEKS DATE: 9/29/81 SCALE:
CHECkED: KFK JOB NO: As::£ As Noted
COMPRESSIVE STATIC LOAD TEST RESULTS
LOAD VERSUS PILE TOP DEFLECTION
'. ': i~~ I ':.. ' .... ~.)J;t·~?11tI1~.~·,
Type: Prestressed Conc;~t•.·:1 ':''(~'~'J ~
Length: 100.5 Feel ".: ;J'~I;\L;:''; ',. to •• ~;~r.'.'f .
,'Sll~: 20-Inch Square (SOlid).- . ·l{~.~l~,'
pile Tip; Ela""en! -8!:J. t\ Feet':;,'I;f"~;~ ,.( :;xti~,:' .' ..• 'r.
(MSLj .' :T:+:r'~l' :j.",t
Site No. ;t Pile'S' ..;.
IS DEPTH Q0Ht":=: R=C: SuM R:::S V:S:::. - I MPDN::::: I-S:....A.~K [-5..... H:::K IP- .... oJ
FT IN KIPS K:;:PS t'~IPS/r/S KIPS/F/S IN IN0 ? ? • 121121121 .0 581.8 .121 161. 1 .1211210£0 .012100 1.... oJ
1 78.8 .120 3.3 578.5 :.. 1 151. 1 .01211210 .12101210 242 85.3 .120 2. B 575.7 • 9 151. 1 .0000 • 1211210121 253 91. 9 • 12121 4. 1 571.7 . . 151. 1 .01211210 .00121121 28•• "'t
4 98.5 .12121 5. 1 566.6 1.7 161. 1 .0000 .0000 305 105.0 • 12121 5.7 560.9 :.9 161. 1 .0000 .012100 326 111. 6 .120 5.7 5::5.2 1. 9 151. 1 .000£0 .012100 347 118.2 .12121 5.7 549.5 1.9 151. 1 .1211000 .1211211210 36B 124.7 • 120 15.6 532.9 C' ~ 151. 1 .001210 .1210121121 38,"".b
9 131. 3 • 12121 50.5 472.3 20.4 161.1 • 001210 • 01211210 412110 137.9 • 120 57.3 405.0 22.7 151. 1 • 000121 • 001210 4""c.
11 144.4 • 120 54.9 340.121 21. 9 151. 1 .12112100 • 12100121 441"" 151. 0 .12121 49. 1 290.9 16.5 161. 1 .121000 .000121 45Co
PILE TOE .22121 29121.9 83.3 GAP .001210
RESISTANCE CASE DAMPING SMITH DAMPING QUAKESSKIN TOE: TOTAL SKIN TOE: SKIN TOE: SKIN TOEKIPS KIPS KIPS liFT/S l/Fl'/S IN IN
290.9 290.9 581.8 .51218 .517 .337 .293 .120 .220
UNLOADING QUAKES IN PERCENT: 33 -...,.;,~
RELOADING LEVE:LS IN PERCENT: 0 0
SKIN FRICTION UNLOADING TO 0% OF R ULT, SOIL MASS .000 KIPS
ENERGY FORCESI MAX FIN MAX 1 TII1AX MIN I TMINFT-KIPS FT-KIPS KIPS MS KIPS MS
28.121 24.6 1087 40 -..., -127 ~,.., 7'='........ -.:11::" .....
DISPLACE:MENTSTOP TOE:
IN IN.579 .250
IJ1l~
TIME: INCR (/YIS)= .262; INT. PILE DAMPING (%)= 1. 5; NO. Or TRIALS=
CAPWAPC RESULTS
. ~- .-: ......:.-----_.
- Site No.1 PIle 'B' -
DRAWN: WRW IDATE: 9/29/87 ISCALE:~. I A
·.....•... " , -"~'~' -~. ~;:~;."' ~ ~ ..~ .. _._~. -'~.~. ,-~.~>_._ >-~.•-> ",.'.. -
.,.."
SITE NO.2
PILE 'N
.....
SITE NO.: 2PILE NO.: A
LOCATION: (BRIEF DESCRIPTION) Jacksonville, Florida. Industrial Site. Bank of St. Johns River. Riverine<
( :mvi ronment. Piles driven on land. The generalized subsurface profile described below is locatedapproximately 50 feet from Pile 2-A.
GENERALIZED SUBSURFACE PROFILE
DEPTH (FEET) 5 0 I L DES C R I P T ION
0-2 VERY-SOFT organic PEAT2 - 4.5 LOOSE fine SAND
4.5 - 8 LOOSE slightly silty fine SAND8 - 13.5 DENSE fine SAND13.5 - 22 VERY FIRM fine SAND with occasional clay seams.
PILE DRIVING HAMMER INFORMATiON PILE INFORMATION
MAKE: MKT STROKE: 6.4 Feet ACTION: Double SIZE: 12-inch square
.MODEL: DA-35B RAM WEICHT: 2800 lbs. HAMMER CUSHION: Neopreme LENGTH: 19 Feet
TYPE: Diesel RATED ENERGY: 18.000 ft-lbs PILE CUSHION: 51" Pine TYPE: Prestressed Concrete
SUMMARY OF ANALYSIS
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC--------------------- ------------------ --------------.--- ------------------TENSION COMPRESSION SKIN END TOTAL SKIN END TOTAL SKIN END TOTAL
ULTIMATECAPACITY N!P 66 43 29 72 24 60 84 15 56 71(TONS) ,
DESIGN N!A 33 14 10 24 ;12 20 . 32 7 28 35CAPACITY(TONS) ..
N!P: NOT PERFORMEDN!A: NOT APPLI CABLE
RECOMMENDED FACTOR OF SAFETY (USED TO DETERM INE DES IGN CAPAC ITIES)
STATIC LOAD TEST NORDLUND METHOD SCHMERTHAN METHOD CAPWAPC - .'.
COMPRESSION: FS=2.0 SKIN FRICTION: FS=3.0 SKIN FRICTION: FS=2.0 SKIN FRICTION: FS=2.0TENS ION: FS=2.0 END BEAR ING: FS=3.0 END BEAR IHG: FS=3.0 END BEARING: -. FS=2.0
. .
(
100I
755025o
DEPTH(FEET)
,,--.---------.r-------,------,-------,So10 ....>c.50Xc.
UJQ.O
o
5
10
,2033
9*57
2
55
19
18 25
w
DEPTH(FEET)
o
10
30
20
DRIVING RESISTANCE(BLOWS PER FOOT)
"LEGEND
Fine SAND
'II Fine SAND with clay layers
:"--·Groundwaler Level..•. --- -jTime of Drilling)
: ':_-~.}.;.".. "- .
.7LC)SS of Drilling Fluid
::~/' Standard ;Penetration ". ResistancelBlows IFoot.
~ .., ~ .. ~"~ .. . .. '. ".'.:;;...:.
-" • t•
. GENERALIZED SUBSURFACE PROF I LE::--
AND DRIVING RESISTANCE
---------- Wood- Site·&.. 2 Pile~A'-
DRAWN: W· WEEKS
CHECKED: KFKDATE: 9/29/frT.JOB NO: AS:£.
LOG OF BORING
Date_....;1;,.;;0;...:./....;1;..::9..:./...;;8....;4 Sheet_1__ of _2__
.. Ground Water Depttf.lot Reguir~e Date _Drill Rod Size AW Casing Size _-.:.:HW~__-:-__Boring Begun 10/09/84 Boring Completed 10/09/84
15 'Length of Casing Set -..;::..::;.__Drill Mud Quik-Gel Dla. Bit Size _Ground Elevation Datum _
:c STANDARD PENETRATION TEST BLoWS/F,DEPTH 0.w <l: Blows per foot on 2" 0.0. Sampler..J a: MATERIAL DESCRIPTION
a:0. . IN2° t:J With 140 lb. hammer tallang 3D"
w c.:Z
..J 2<l:Z FEET a. z (j;..J 0 :2 0Ul B <l
<l c...:Ul 0 10 20 30 40 50 60 70 80 til
- -- 0"':..
- , . , , . ,-f- - (WATER)f- 1 -f-
==fo-f-f- 2":: · . , .f- " , ., ,fo- - ."f- - · .f- 3"::
, .', ,r- · .
f- -r- - , , , · . . ,
f- 4"::.. , ,- , ' , , . · .r- :
I- - ' , ... , , , . .. ,..I- - ' ,l- S"::
· ,
- f-,; .
- - LOOSE Dark Gray Slightly Silty , , " , , . , , ' . · , · . . ,- - ' , , , " , ,- 6"': Fine SAND ' , · . , , · ,
1 - 9) - - LOOSE Light Gray Fine SAND ,
- - ' , , ,
- 7"':...
- · . · , , ' . ,- - Gray Fine SAND With Stringers ** " , ,. , . , , ,
- - ., , . . , .- 8
.., WOOD' .. · .
2 - --' 57*- - ' , , , . , · . · ,- Light Gray Fine SAND With ***
' ,, , · ,
- 9 -· .
- -=- VERY SOFT Dark Brovm Silty,
'" I · ' · ,
- - I I"
- 1 0"':, .. , . , . ,
3 Organic PEAT · ,-' .. 2- - ' . .. , , , .f- - ' , · , , . · , . ,.... - · .,..- 1i- ;: ....
LOOSE Light Gray & Dark Gray " , · . · , · .. . I- - ' .· . , , ..
f- 2":: Mottled Silty Slightly Organic . , .' .' · , , . · .
4 i-- ' . 5.... - Fine-SAND, , . · ,
f- - · ,
f- 3"::I'-.... - ., ,
f- , - .. .. .'. ' . , , · , . , ,, .. · .
f- 4":: LOOSt'barkBrovm Sl:ightly Silty , ' , .5 f- .'.. '5.... - ., , " , , . " ..... . , , ,
- - to Silty Fine SAND ' , , , ., .
;:"'1 5":: " , · ,
I- - · .- - · , . ,
.... S...:r-I- - ., .f- - , , , : ' , , .f- 7 -- -- COMPACT Gray Fine SAND .. " , ,- - ,- 8"':
· .- I . i · .- - ,: i I , .- - I
I i ' I . ! ! . , · .I - 9 -- -- - ' . · .
, , , .. . .6 - - , ' 33
=-2 D_..... · , . ,
Remarks:* Drove Sample Spoon Through Wood
** of ClaySite No. 2
LOG OF BORING
Sheet,_? of 2
Ground Water DepthNot RequirEfdne Date _Jrlll Rod Size AW Casing Size _-..J.HW.c.n... _Bonng Begun 10/09/84 Boring Completed 10 {09 (84
Length of Casing Set 1 5 'Drill Mud Q!!ik Gel Dla. Bit Size _Ground Elevation Datum ---------
BLoWS/FT,UJ...Ja. .:20cr Z(fl
:tDEPTH ~
IN crFEET :;
15(fl
MATERIAL DESCRIPTION
o
STANDARD PENETRATION TESTBlows per toot on 2· D.O. Samoler
With 140 lb. hammer tallmg 30·
10 20 30 40 50 60 70 80
a:wzcr
o~«III
t=lZ ~Olll«
U
I-- -~ 20"'::I- -I-- -I- 1 -I- -.... -I-- -I- 2"'::- -- -- 3 --:I-- -
.. I-- 4 ...::l- ·
7 I-- -1-2 •I-- 5_·
I-- -I- B ...::
-I- -I-- 7"'::
-I- -I-- 8"'::
-,- -I-- a -
~-I- -
8 I- -t::.. 30 ..::
-t- -I- 1 ...::I-.... -I-- -.... 2 ...::I--l- ·I-- -I- 3"':t- -....... -I-- 4'_
-I- , -.,:.... 5"::'
-I-- -I- 6"::'I--
~ ..::.I- 7_I--.... -.1-- -1-. . .I-- 8 _l- ·I-- -I- 9 ...::l-I- -.I-- -I- 0"'::t-
Remarks:
MEDIUM CO~~ACT Gray Fine SANDWith Layer of Clay
BORING TERMINATED
Site No. 2
18
19
'"
RECORD OF PILE DRIVING
:z:
-'==Project: SITE NO.2
cr .... Location: JACKSONVILLE. FLORIDAa:crLLl:E;Za:LLle -- TEST PILE --c::l~
:z:-Pile Number AOrig. Length 30 FT Specified
cr Date Driven 2/11 (87 Capacity: 30 TON COMPRESSION.... Jetting Depth 0 Requiroo 810#5: N(Acrc Surface Elev. +1. 0 FT (MSL)w Driving Time 6 MINUTES Pile Type: PRESTRESSED CONCRETE-'Q.. Cut-Off Elev. N(A Pile Size: 12-INCH SQUARE
Tip- Elevation -17.1 FT.Cut-Off Length N/A
HAMMER DEPTH BLOWS DEPTH BLOWS DEPTH I BLOWS DEPTH BLOWS . DEPTH BLOWS DEPTH BLOWSPer Fl. Per Ft. Per Fl. Per Fl. Per FI Per FI
DATA I, wOH
Make:-· ?
MKT ~ IModel: 4 I
nA':l<;R S I I IStroke: LLl 6 24 I I I
c.,:)
i IN/A :z: 7 29cr.... I I I IRam Weight: (,f,)8 36-(,f,)
I I2800 LBS. w9a: 35
Rated z: IEnergy: .
e 10 38- I....<;118 000 FT-LBS cr 11a:
Type: +- .. RESTRIKEw 12 56:z:DIESEL LLl 13 58 I DATE/TIME: 2(12/87-Q..
Action: 14 I 51 32=6"
DOUBLE 15 I 45 I IHammer 16 N(R ICushion - ..
17 51 IPile Top 18 53=6" ICushion: I IWOOD 19
(,f,) WOH: WEIGHT OF::.::: HAMMER
.C::::< PILE MONITORED:E;w WITH PDA.c::::
r
.. ,_ ",_ ..j;;~,:L~iffi~~ ..~~.""" ..,. L'~~:, ....j~",.. ,,,_,,,",,.. "'. ,"""'" ,..
. 'Ii
.:;;;, t:
~@,!:f' ~
of.t·~>~z~''-
~~.r'$:tgtC''c~f~ccc
~cggc~t-tto;toooo~
~... rr~
8070
.r Davisson's Failure Criteria
<i>
60
: , ... ~ ..
50
c;heoretiCal Elastic Deflection Line
Loading Cycle
40
AP~LtED LOAD tTONS)
_ ~n~~ing~
30
: i I
,i
20, ,
,',I
: f):<·-::,:;iE:,~.:;~'-~'::"
.~ - ;".'\~ .'):."
"~,,y ce';!l\,
\ ;~,,,) l~'"
~'~:;~~l&'~;':\\':, '
~'...I~ "
· ....;·)·'1.1 '.'
\;,~~>'.,
.' !~;':; ..
:/lrr, ."~;..}:.\~-."
..,~ ';:;".,.
'J ',11"f". r'~~'1!
:';:~l{j;1.1',."\" !
,:i~q~;:i'.~~I ••
, ,\"
1, . ;,~\,;:
o ~';i''':,',:. '1 d ' : ~I
0.6
z 0.2o-bUJ
fbQ 0.40-
~l1J.J-Q.
-lfi:cuz-
°"1.:',·, .
Pile Information:
Type: Prestressed Concrete(/1.:
Length: 19 Feet ,', ,
Size: 12-lnch Square (SOlid).... .'J...."I',:, ,t 1'\"
.':'~ .f:' ..
: . ~;'.~~~\:;....... ! •. "1
COMPRESSIVE STATIC LOAD TEST RESULTS
LOAD VERSUS PILE TOP DEFLECTION
- Site No. 2 Pile 'A' -
'.~ .~
DRAWN: W' WEEKS DATt: 9/29/81 SCALE:
CHECKED: KFK JOB NO: A!£E. As Noted
" ,"\
••.. :.,.: J " ..:.;, _ : ~·.-'I ..1 .. " ' ) .. '';;';'':;,,'; •.• ,." "C"c ,., ) •.~ ,. ~'."" ., " .••••• A ; , •• •••• ~.•••" ••. , •••.•• "" ,' •• " " _ ~__ ~_ .~ ..+. ~.• _"+ ~.•_,._. __._.
Final CAPWAPC Capacity: Ru 141. 8, S k 1 1'"1 30.4, Toe 111 .... t-',::.ps=================================================================
Soi 1 Depth Depth Quake Soi 1 Damping Ru Sum UrlitSgmrlt Belc.w BelctW Case Viscs Smith clf Skirl
No. Gages Grade Ru Frctnft ft irl Kips/ft/s sift Kips Kips Kips/ft2
141. 81 10.5 .0 • 100 .008 .4 .088 5. 1 136.7 .362 14.0 1.0 • 100 .008 .4 .088 5. 1 131. 7 .363 17.5 4.5 • 100 .008 • 4 .088 5. 1 126.6 .364 21. 0 8.0 • 100 .008 .4 .088 5. 1 121. 5 .365 24.5 11.5 .100 .008 • 4 .088 5. 1 116.5 .366 28.0 15.0 .100 .008 .4 .088 5. 1 111. 4 .36
Sum .048 2.7 30.4-Avrge • 100 .088 5. 1 .36
Tc.e .140 .240 13.4 • 120 111. 4 111. 41
Soil Model Extensions Skin Toe
Urll Clad i rig Quake ('1- of loading quake) 10 100Urlload i ng Level ('1- of Ru) 60Resistarlce Gap (i nch) • 11
CAPWAPC RESULTS
- Site No. 2 Pile 'A' -
DRAWN: WRW DATE: 9/29/87 SCALE:
SITE NO.3
PILE IA'
SITE NO.: 3PILE NO.: A
LOCATION: (BRIEF DESCRIPTION) Jacksonville, Florida. Near the St. Johns River. The test pile is located( in a power generating facility. The generalized subsurface profile described below is located approximately
400 feet from Pile No.3-A.
GENERALIZED SUBSURFACE PROFILE
DEPTH (FEET) 501 L DES C RIP T ION
0 - 48 LOOSE to VERY DENSE slightly silty fine SAND
-48 - 50 VERY DENSE slightly cemented to cemented fine SAND
-
- -
PILE DRIVING HAMMER INFORMATION PILE INFORMATION
MAKE: Vulcan STROKE: 3.25 Feet ACTION: Single SIZE: 20-inch square
MODEL: 510 RAM WEIGHT: 10.000 lbs. HAMMER CUSH ION: n," HaJIUl)ertex LENGTH: 36, Feet
TYPE: Ai rlSteam RATED ENERGY: 32.500 ft-lbs PILE CUSHION: 6" Plywood TYPE: Prestressed Concrete
SUMMARY OF ANALYSIS
STATIC LOAD TEST NORDLUND METHOD SCHMERTMANMETHOD CAPWAPC--------------------- ------------------ ------------------ ------------------TENSION COMPRESSION SKIN END TOTAL SKIN END TOTAL SKIN END TOTAL
ULTIMATE......:
CAPACITY 61 180 265 70 335 145 83 228 110 70 180(TONS)
...- DESIGN30CAPACITY 90 89 23 112 - 72 28 1DO 55 35 90
(TONS)
NIP: NOT PERFORMED ,N/A: -NOT APPLI CABLE
RECOMMENDED FACTOR OF SAFETY (USED TO DETERMINE DESIGN CAPACITIES)
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPwApC
COMPRESS ION: FS=2.0 SKIN FRICTION: FS=3.0 SKIN FRICTION: FS=2.0 SKIN FRICTION: FS=2.0TENSION: FS=2.0 END BEAR ING: FS=3.0 END BEAR ING: FS=3.0 END BEARING: - FS=2.0
--
8*
10025 SO 75
DR 1'; ING ilES(STANCE .(B4QW$ PER FOOT)";,'
.~.:.,.
<:.
1\-
-
.' . .,.'
--
- I~
-
5
o
DEPTH(FEET)o
15
45
10
20
35
30
40
25
'so
12
33
30
53
33
10
34
"18
39
LEGEND
B.T·....................-87-5"
10
50
40
DEPTH(FEET)
o
20
.30
:Slightly silty fine SAND
--. ·~ij~~~;~~··~~~B~f~:i,:::,~:':'" _:t: ~.... . ."
.i, ..
..:;';;:::""'Jri;~~~d~~t;;·;~vel ,-=.....·Si~jine of Drilling) ~...~. '- ... ,_..:.~·:1Loss· of Drilling Fluid
,'; ..:J..::StandardPenetration\';:J:'~riResistance, Blows IFoot.' .,'. .
I' - --'-"-;-'
GENERALIZED SUBSURFACE PROF ILE
AND DRIVING RESISTANCE
- 5iteNo.- 3 Pfle-- 'A;' -
WORB:t.. Boring Terminatedp DRAWN: WRW DATE; 9/29/87 SCALE:
...-.-----+J-oa-N-O'-.'""":ASC=-==:=E:--""'1 As NotedCHECKED: KFf<
DATE START
LOG OF BORING
ELEvATION +=l.:.O.~ GWL 0 HRS. _
HfltS. ..............
12-20-79oA;;COMPl..ETE ~-2o-7~
SHEET~ o~ 2
Site No. 3
Pile 'A'
~
-~"'IUt. 1U~ ...
>l(l::UIU 00> 0t::8 l::!IU
ll:
c:o..JoU
DESCRIPTION
.... TE L
CLASSIFIC TION
'"'"IUl(:Z:u:Z:OIUt::lI::
oll:
'm
RE...... RKS
A
1I
B I c D I H' I ! J , K I
I 1 I 1 I
L
I---r:_....;:~H:-;::;'1:;:;-+---=8;..."-:--l.·~ : I 8rcM'!1 Iloose fi..l;le SAND, trace S.:.J.til)1--......~- -f S5 I I I 1 1ana o:rgaruc ma:t:e=J.aL I I.
1---:"/--::;--'-I---'-I---'-1-1 J 0 i---. ...;..I----:-I-~I--------I~---;-I----;5 l-!-~>.:.-.·I .., ,",) ". I ~_ I ~ . nt::>'-'C:;C>.c:~ no C::ZI..N!) -r:lr-J
;....-.:;;......;.'-:- _-I;._""';'-S"""'5~I~I-I ~ .' 1 I I Isilt .. I I+--__: ~~:.....:-I-:::-==-+31.-1='~1~_.-I \~ t--I~.-~~-....-.:te-c....;I-.Me::::--~-iurn--dens-· -e-::-.in-e-SJ-~-l'ID-,-:....-ac-J-:---i-1 -------1
;-:--'-'--jl S5 I L.' Ip. 0' I I !silt I I1--......;.:--.i.",l,..,~I~-:--+-1-to" 1--......;.1_--,1,......,--...:-1 .;....1_-:..1-----1
, n I ~ I t. I :?J \.1 I· ~~~1 .c:.;~,. ~"''''~ ---.,__ eo""'" I I)'~I........-1--1--....:~:~S~S'"":"I--I--ii.· ~'-......:.I-...;i:;::.Gi;::-.:.i .:caIQ;DO~- Mi~'=-'i:=;a.Y~-S:l~,.....:~::.s-.s;.;.:~~i:..--..:.I-------1
;-1---j! Ii' -~.:i !- i I I ILl--"':"j-l------1...;.;-..;..,-"-/-; ~~.;-,---I--I--I---.....,.------.......;.,---i-
j------1
r ~:-'-u-1·I I ,:; I I I I II I ~(! I ! ~_I I ' 115 i I I ! 5 12'\ •:~ ! fwr,..;.,-c , ~-iurn d=:nsE ::ine s..'2l..l'ID :-...acel
I I b~' I .):,~~~.;..,__-:_.~I_=_;;,.:,_=_-';'_I:S~.l..l.::~"'_:::'_an::.~~"'_=:'_c..L~'a:::r"='_=_\~::~__:'::>:J:~~~:~:I~~~~~'~~~~~~~~~~~:.. !""'-":-I I I· .-' I I I I I-;--;1· I I :'. :....I~-----:.,-.:.....,-"":-j---------=--,--i-I------l
t--~:~R'_i-I--:--'~I-l...~.1--~I-I---:...1----------+-I--'~-----i
20 j ~ ~ I . c I .,.,.1 rx~'_.....;I__.l.lrr,.'~'iTn.....;_+.c:~I_Tll::>-nl..:;;;,;~Ic:;:;;c~.z:-;T\.l.l'e~c::;;:,;'2l._l-"r"I....' ",:,,-~_.........-..;;o.....e_.;_,_..........;I ' ......._-;+-1---II S5 I I.5~~I_+I_~I-:----...:..I_a_no_~_Cl_8V (_1UIrI::>_-_S) -..;.,_--.r' --i
jl----II I I '·::;-i~i...-;1~-..:..I_--_-----iI-~I-_--1I I I I " ~;....I----:1_,....;..·~I_....;./---..:.. ---;-,- ......If--------i: 1:; I I I :,,', I· I I, - I I
25; ~b I 71 12'! ~;....,--:'I--I:'-:V'li-.m:-·_-...&>-_':'!-v-·e:-"""-7-·-ci-e!"-lSe-_~::":".in-e---...o-me.-cL-;-urn--+I---i~-------l
II---l! .'::::>1 I \ I I I ! ~...:..;, =:-aCE: S.::...L~j cJ..ay P:::>:::K.e'T i
r-I, i ~.'-~~~~:--:...:_i-l~';:I:- ---.:..:....---.:..:-....:.;--------+-:--:-:----I+-1----:-!~~3-1___:__-.;.1____:_1- ";:-1--.;..;I_I__!~ __:_I_-:-' -;I ~n I ~~. /. RI ,?~ KI I h.,T..,";';"ci 1Ic'nec .c:~."", C::Zl1\.".., --"'''''''' e~l--' iREMARK:S
LOG OF BORING
E.LEVATION OWL 0 HRS. _
_ HRS. _
J2-2~79 'DATE COMPLETE lL-2r...79
'"0 '" II: "<- '"0 .J 0 .. "';: .\''''c: i:: ,u<c. u Z
0 ::01:"", C'0II: ~Jr;'O
rrl:-It "<
;r
l
REMARKS
Site No. 3
Pile 'A'I
tiltilIII
3C%u%o III1::)::
0I::III
I K IJ
...... TERI ... L
CLASSIFICATION
OESCRIPTION
l:o.JoU
G I H II ElF IA I B I c I D
DATE STAR.
I I II I I II F.
35 i .? iq' 1, t;" 1I 18 . I
I OJ 55 I ,.I I
I I I II I! I I ,! !; i I I/ ::; !
I,. ::; . I
!10" I40 "! "' /1(1
i ISS1 i! !
I I I i I: 1 I ,
I I !1 1; I·r ; I I I, i !,
=-,
I 8,,1.,45 ~ III....
I,
~ £5 I I, I .I ! i I II
I I 1 I ....
: -rl Ii 6/-="1
50 ! 112 I 1fa - I I i -=race s':W.:::y :::J.aV ~-::.s aQ:e c=ave.!.. anc:::. ..5ne.:...l.
911 - ••;.~__....;..IGr:.:.~..t:l\...1_-:v,...-e.._""'\...'~6~""",,~sc""t ..bP,,!,'2..._-~;;:'~'E..,~!~-t\...' ....c....gng!........' 'l"l'::o""!'G_-_~' _
I 1 I I :tJ..ne SAND am Si-- I :;, I I----....;..--~-----------...:.--__i_-------
I 1 , j I 1I I ~I----:..,-.----.-:.-------~j -~I
i---~-_:_-..;...-.---:._!
I. I I I I I?---~__,_--------------...:.--__i_-------i I I! i - i I-----....;..------------------------'I I ! i; I I I ;...-.,-----------:.I-~.'------
Ir----:---~-! --:"'1-1 '-I------------.....;,----..;.....,----~
I , I I. i-I ----------.;.,..-,-,-----i+-,----:--,--:...!-, , I I
"t.:i ..... - _
"
RECORD OF PILE DRIVING
I
:z:-I=: Project: SITE NO. 3< ..... Location:a:< ,lACKSONy ILLE, FLORIDAW::::E:Z:a:we -- TEST PILE --C'.:'u..
:z:-Pile Number AOrig, Length 40' Specified
< Date Driven 4/20-21/87 Capacity: 300 TONS COMPRESSION..... Jetting Depth 0 Requiroo Siems: NONE<e Surface Elev. +13.0 FT. (MSL)W Driving Time 35 MINUTES Pile Type: PRESTRESSED CONCRETE (SOLID)-I
i:i: Cut-Off Elev. N/A Pile Size: 14 INCHES SQUARETip Elevation -23.42 FT (MSL)Cut-Off Length N/A
HAMMER DEPTH BLOWS DEPTH BLOWS DEPTji, BLOWS DEPTH BLOWS DEPTH BLOWS DEPTH I BLOWSPer Ft. Per Ft. Per Ft. Per Ft. Per Ft Per FI
DATA I1 21 20 29
Make: 2 15 21 32 IVULCAN 3 23 22 I 31 I I IModel: 4 34 23 I 33 I I
I
510 5 33 24 33 I IStroke: W 6 32 25 31 I I I
(.)
I I I3,25 :z: 7 31 26 25 Ic:e..... I I I IRam Weight: '" 8 32 27 30-'" I I I10 000 LBSW 9 33 28 29a: .~•...
Rated :z: 10 I 33 29 30 I I'Energy: - e-..... I '32.500 FT-LBS. <' 11 35 30 32a:Type:
.....12 37 31 31 RESTRIK(:,W e'
:z:AIR/STEAM W 13 37 32 33 I DATE/TIHE:4/21/87-1 :16-1 :22c..
Action: 14 35 I 33 37 I 1"=7
SINGLE 15 I 37 34 I 43, 2"=5
, .
Hammer I I I e
3"=516 39 35 I 46
Cushion I I4"=5
n" HAHMERTEX 17 37 '36 47 5"=3@7/8"Pile lop 18 35 I ICushion: I I6" PLwaD (Pitt) 19 33
'"PILE MONITORED
::.:::: WITH PDA.a:<::::Ewa:
, 'll'~:1:'I";:. ~ i ~ . '!f::'" I".~l'· '\'. ';;"'.
." .. ;.·.;'bi~.r.·
~~%~'l.~t5
~
I~~c~it(;~(;
g~.
~~~
~t~
~c,co
~~
If,io
~
..
\.
Load Cycle
ApPL lED LOAD, (TONS)
Unloa:tt n9 CycleI@ @2 ~ ~ 2-Hr Hold
12.-HroHold
.~~:"; :.. N:.;';;*':
"~~;
I
1.5-
1.0-
\' i.·;,;~?; ~ .'"ll'/'}'\~"'li
• I :.~ '1r~ I;j. ':" ).l~' l,'
A ill'f, i:'~~;'l; . ~ 'I~' :t
Q ,! ;";r~O 100 150 200 250 300'1','o ' ,;i!', ~ Theoretical Elastic Deflectlar\l: Line
':; ? :~!~
0.5 ' ,":r~~!:,:"" ~ Davisson's Failure Criteria',r'l! .
:·ti~!,f'"..~,I'l:
::: .r:~~f~~~~.~!··~;.
r:','". ,I;:"!I ,l:~ ~/~... .\" ,,:;f.,I.\ '
b ",,'J1~
~,,',I• 'll'\o.
, .... ;' @ ,
;,.l.;:·',;t ' ... '-------...(~'t::.: :..:..
··;!;W~ ,
-
e~LUo
.....tn:t:UZ-......
~l1J.J...D..
• f' - Site No. 3 Ptle.. IA'-
COMPRESSIVE STATIC LOAD TEST RESULTS
LOAD VERSUS PILE TOP DEFLECTION
DRAWN: WRW DATE: 9/29/87 SCALE:
CHECKED: kFK JOB NO: A5::E. As. Noted
.j• \'.r3
'i;;'Ii't,~, ''11
'/;',)1;"...; ~ ,
:.. :.f~··:1
>L1~'1 ,····:,1:,,,i'!'.:\~\f
",i,... 11
:i ~. :·:;~:Hj,Pile Information:
Type: Pretressed Cc:m~t~
Size: 2Q-lnch Square
Length: 36-1/2 F~t, '
\.\:""f~- ••:~~:t:~;."~""M'''''':'' ,·.U;·.··· ..·.· "'1' , .....- ," i;.
.'
", f'
l.·,"·\'
',i' ! ':~ "
~G(;f)r,;
tto:£.:t••~~
~
~
It
~~,,~,~,E,c,c,c
f,,~,!g~$
l!,,,II,I1j,,I1!
DATE: 9/29/81 SCALE:
JOB NO: A!fCE. As Noted
- Site No. 3 Pile 'A' -
',','s _.
TENSION STATIC LOAD TEST RESULTS
LOAD VERSUS PILE TOP DEFLECT) ON
DRAWN: WRWCHECKED: kFK
t
@
-ia\-~/ ---Loading Cycle? 7~
I .I I I I I20 30 40 50 60 70
APPLIED LoAD (TONS)
,,'
~4 "1)'"
Unloading Cycle2 <il f /.@-------@ V
."
. c ,,~, :,; 1.:- .
.' ....il;~~~ ,'. ,'j"
::t~fJ::;;,:~)~r;
. ,_ :\~ 'i~; I..' ;;-'~j;~t·r.fl'
,~{
~, 1.5-
:Jl:(JZ-.....Z0
r·D-<LUcQ.~ 0.5-
~-Q.
,,)!~ ;t',,, :i~'\;il
.,i,;'f;),1 .; ~ ,.;1" .I,,',/,
,-:I~~.;,,,,
,i';~~:~.'..::~~:.~I:.;:
~~~i
I·! .. ··,,',:;6' ,"I·.,,'
::.~r5 .';}i'::
. ,",1'"
'''~''~~(j"'1;',;I~ ':
" ,\1;i ·,.It\:
·?·1:~!1;...,~ _,..;~,\ilt ", '.:."';
Pil I f tl . . '." ,,"""e n onna on: "'''ll'''' ;,';,~:li.~iO;.I. • l~"',
. "h"
Type: Prestressed Cohc~te
Size: 20-Inch Squa~' (Solid)....' ,}.~l. tI
Length~ 36-1/2 Feet':.~l!l:".. ~ .~: I;:'1 .
,'" ..'
-.J'<
3:':. 4. S;o:.:~:
============================::===================================.==
.92
· ee::::.t::·--
...~· (-
:B:.L,:,
32£.,7'-'c;-r J=_ t • .q
222.345. :5':.4
-.1 r"...:.~. ~
42'.940.S
:'412'.5
22121. 84-4.2
.1ES
.:25
· :59
· 159
· :59~ c.:;:;· - --'
5.SS. ';
7.5
5.910. 1
18. =e
37.4
• fZ!35• 2!~g
r;.L:.~• a.:.~ ....
.1214:
(>oiJ.r::::· ".(." .-
Sl:~:', De:rt:h De=th G'!u.a:<e...
5 :;::r:~r..t: Be 1':I\l-J.... .::e":":IW
!'JCt. Ga:;;:es Grac:e..:..;. ...: .... ir:I .- ..-
7. ,.... 3. ,. .: ;Z!\ZIc- o ·2 14. 1+ 10. e. · ::"00~ ,-,.,I .. 18• i2I ~e!Z1,;; c...:. •
_.·
4- ,:,p, 8 25. ~. · :e;e:'-_a
t:: ~ .. 0 32. 4 100- ~;:;. ·S l..lrl1
Avr12e · 100-
- oe 310·Soil Model ~xte~sions Skirl
Uri 1c.ad irq:;: QuakeUrllc.adirq;;: LevelResistance Gao
(~ of loading euake)(~ clf Ru)(i '!'"len)
1030
100
.04
....; SUe No.3 PTle 'A'~
I DRAWN: WRW
CAPWAPC RESULTS
DATE: 9/29/frl SCALE:
SITE NO.3
PILE IBI
SITE NO.: 3PILE NO.: B
LOCATION: (BRIEF DESCRIPTION) Jacksonville, Florida. Near the St. Johns River. The test pile is locatedin a power generating facility. The generalized subsurface profile described below is located approximately75 feet from Test Pile 3-B.
GENERALIZED SUBSURFACE PROFILE
DEPTH (FEET) SOl L DES C RIP T I o N
o - 50 LOOSE to VERY DENSE slightly silty fine SAND
50 - 60 VERY DENSE slightly cemented to cemented fine SAND
-
- -
PILE DRIVING HAMMER INFORMAT ION PILE INFORMATION
IMAKE: Vulcan STROKE: 3.25 Feet ACTION: Sjngle SIZE: 20-inch sguare
MODEL: 510 RAM WEIGHT: 10,000 1bs. HAMMER CUSHION: 7J:," Hammertex LENGTH: 46 Feet
TYPE: AirlSteam RATED ENERGY: 32,500 ft-lbs PILE CUSHION: 6" Plywood TYPE: Prestressed Concrete
SUMMARY OF ANALYSIS
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC--------------------- ------------------ ------------------ ------------------TENSION COMPRESSION SKIN END TOTAL SKIN END TOTAL SKIN END TOTAL
ULTIMATECAPACITY - 107 288 - 345 263 608 168 408 576 152 83 237(TONS) , -DESIGN. ;
CAPACITY 53 144 115 -88 203 84 136 220 76 42 11.8(TONS)
NIP: NOT PERFORMEDN/A: NOT APPL ICABLE
RECOMMENDED FACTOR OF SAFETY (USED TO DETERMINE DESIGN CAPACITIES)..
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC
I COMPRESSION: FS=2.0 SKIN FRICTION: FS=3.0 SKIN FRICTION: FS=2.0 SKIN FRICTION: FS=2.0- TENSION: FS=2.0 END BEAR ING: FS=3.0 END BEARING: FS=3.0 END BEAR ING: FS=2.0
DEPTH(FEET)
o
DEPTH(FEET)
o12*
10
14
15
5
5
10
60'~'-'-'1----+-----+-----4------+--1" JOO
......
'- :25-,' ' SO" ,', " " :'15 . ,". ...~ ..~;~.,,',' 1lRUflNG "RESISTMCE
'(BLOWS',PER FOOT)',
,0". ; I.,
45
55
15
40
,
20
30
. .~.:
so
'35
35
14
70
38
.47
70
·45
17
,.1£GEND., . .
.~'.
.......
:~ ~",'
'r
50
20
c~~~~"~i;:,J".r~·,,;)f;~~~;1Yt~~'~j;>,:···,i~:.:;F¥:~iI~§;1~~~~~~~~~~>·' ...- ; .. ~ . . ,-;- .
,y::.:.~:.:.. :CEMENTED flne SAND with:?:.!~£t: .!!.',"'':.', shell fragments~::.~;G.,-oundwater- ;Lever',-: '~(Time of Drl~ltng) ,
.~. -. . -. . '. ...., .. ---_.. _-
...·loss ,of Drllilng Fluid
GENERALIZED SUBSORFACEPROFILE .
AND DRIVING RESrSTANCE
B.T.. '.Borlng Terminated • tI._
, "
DRAWN: W,,wEEKS DATE: 9/29/In' SCALE:t"'C-H-E-C-KE-D-:-KFK---4-J-OB-N-O-:';"A-~";;"':C-......jAS Noted
LOG OF BORING5+04E£T 1 OF 5
Site No. 3
Pile 'B'1 012/70O"'TE START
ELEV ... TION __..:........7 .....5 GWL 0 HRS. 6.0' N 2909.4_HRS. W 64.92.0
DATE COMPL.ETE 10/4/79
c:o.JoU
DESCRIPTION
... ATERI 1-
CI. ....5IFIC TION
UlUlUI
:.::%0%OUI
. It:':: 'oItIII
REMARKS
A I B CID EIFIG IH I i J K I L
I---~II~-+--+--i-i':'I------1--'----il-----------+---.I-----,·-1 ~ I 1 I, R"'S I ~~:: I 'Ma,H nm .::i~~~~ +:i np ~A1\l1) J': nTllP I
j..."..-,.--+---+--il-::::-::-~-i--l ' .t---+,_~~~.J.llm....oen:se .!:.J.Df:..~l.Ll.,....JUlIDe4__-.l.------.:L_:>: / IS5 I l, I silt. J t.race organics I'I----:--:--:---:--:-i--I ..!-----'--+--~-----------_+--:__------I-I I .~ I 4.0" I I
~_ 2 18" I ' '-." . I IDark- , I ,5 _' ( Grav Medium O=1S"" fine SAND..:SOme~----:----:;-o-l~ss~I.;;;;.;;...-i'I-, -1: 7,., 6.0~ I I silt., t.race organics 'I .
I 7 I I '..' I I' I I I Ih7.--• .."......;5:----,i:::--+1-3--+I-lS-'-l.',-l?;:i I lb~~ I Medium dense ::ine SAND, some I 1
~!--i/ ss I :: 1;--9,-0";'"_.:..::,=---'-,1":::s:':;=';il=t::'=="-=::= I I
.1
10 I 2 I 4 16 11 1 :',:1 I I~~ \r,ens,," fine SAND, some silt I I-=--1--";;;':1--"';'"S--5-'------'--15 I I I I , II., I-I I ":1' i I I IL: I I ;-~ 1 I I I Ir I I I I· :~'I I, I I I I
:1.5 : ~ I r; I fit I ::: I lIla,., I 'Metj; pre ciense ';:.; pI> SAm;., I__..;.I -il: 9 IS5' I .~- ~'I I I I I' I'
; I I I "'~l' i-l ~I--..,;I~-:-I-----------:I---:-I----!-'---;-:_--i-I~I__iI~~--.. !:.::.;:18:.::.;:.0+i---+-1_...;.1 ---:-1_-:.-1----II19: I I I ~ '~I I I I I ·1 ."'_0 I ;tIG5 I 6 112.. 1 -.t,." I IWDJ..t:.ee:, ,'1 I~! m Dl : ~1_'_:~~II_a_p~:_~_e_'_~~_'D_e_s_m_,_so_m_e_s_u_t_··~:_"_~: ·_·__I.
i--I-I I I .), . I I'· I I II ! 1·'1 ~~~I~'~I~I__~ ~~_~I II
25 I ~~ I i 1,.,,,1· :-:"1 I !t;et:.j Tense ... Op ....Sf .-" .l:jpe SAND' I .~~!....,:.'i!-c,-:~S~5..;.,.-.....-.;...,-l::: I· I I 'i i I It---~I_-__I----.:.I----'-I--!:~,'I I I ! I I I
i I I , '-.: -I i I j I II : I I ~: -I I I I I I: ., ~ I B I .on! \.1 I Im=~t:.-; J:jeC; urr6~e-' mprH "", .... f\ .l:~ np I I
b SE> SAlill, sorne s~i~lr.lO.IoW...lolJO!.....;...I.: ........o...I.I.\;;.~--.;....--------'
LOG OF BORING5>iEET 2 0" 5
EL.EVATION GWL. 0 H~S.
_H~S. _
Site No. 3
Pile 'B'DATE START 10/2/70 DATE COMPL.ETE 10/4/70.
:z. DESCRIPTION '"1:", :> Ow r '"IUIU.Wll: 21:. ~I: IIJ
-~ o..=c:>:- w r UW IU., )C%
~w ",UOll: 0> 0 ~x~:r..
I:: U%..J~ C7 ..J r'" REMARKSU!W ;l:'%UW
1:.0 c:: 0 i.: ..JVo(~ v:l.' 0 MATERIAL. OlU0- > u a: 0° ..J ll:l<:0'" .J~~8 ~:I.' ,'w 0 _0C'1iJ
1::1:: 0 C L.AS'" FI CATION 0<t< C" ~rr;oc:' 0( v Itm", w en Ci.
c:: 'Ill
l- I B I c D E F I G ! H I I I J K LI I I , · ' I I I· --,
I I :)'/ I II
! I,.
I
'1 II • I33.0~
I - ./ I I! .-~Z I 9/ 12,j
·I .' I I Li~t:-35 l=j Of """0 cpa"Sfl 36 I S5 I I ::~:·I I I. Gr~ i Kfn1J dense I III I I I : . '1 J I I I II :.' ",37.0 II I I I f ./ j i I I· I!
j
I I I I · .~I i I I 1 IiJ 'Il 12 I , 0 ka,L,1 · . I j J..:l.gnD-
silt' I /I 40 I ?":l. Gra,\T : Dense fine SA1"D_ some
/
I/./.
I 2J. I l' i u,1 .; .' I I I 1'ao-/ I I,
L:.r, I 22 'Grav Dense inedium to :Fine S.Al\"D !, . ,
I I ?':: I S5 I ' 1 • '1 I I /,/ / II I .- .
I ! I/ I ::-~':! I I I I I
Ii I
I ; I I I · ':'/ I I i I I,L •
I · ~:4b.51
I I J? "'7" · Gras ' yiitJ c5.ens- ...0,:1'; ..... .... '" -1=.; ... 0
I I S5/ I 11. , ., I . I S ano ':LIMESTONE· ::trag:meni:s "I' I II -",,,,"'p 1':,., ..1' ..."-.;,,11,\,,,,;' •I
I I I I':~ -/ /. / / I II;,
Ir~1I I 1 I I I I II I,
I I I I' '! I , I I I I,I -~. !54.01
.!.....-"TT'l!n:='"r"T"1~~-\r-:-:-;r"':" t--',i--:----:.-1~ --:.ll_--r-- _I 50 100=7" I . I! .'
II / I Itfi I I,:'==t:_-:::=--l'~l-=':·I-=--=-I~-:';';~.:"':'·)·-i-::-I:5~8.""""5111r--"':"'-----------"';"1 "'----:-------j
...1...,lP.:.I;,O--.:-::3:+tl i~1,;;::.L:.....1..=1.:.;.8'"",,''"-_I.'"\--:..._.....;.._.:..:I8r=.,o.'r.:;:.:.;..;D_-_,V..::.,Je..""Y-. ba...'rd ....;CV~.'\.;..T ~a:..!.!n,!;..c ..,:;isu.r~...."'_r,"-....;..1__.:...- ____ .' ._._._ .Bl._...ES some fine santi
REMARKS _
""..•. '. '. '. ,. "•. '. ,. '" ,. " '. ,. '. '. ','h'. ' .. , .. , , ~ " ,. ,."" ,. " ,. "." ,. ,. '" '. ,. '. '. ,. ,. '. ,_,.,~•. , ••. • n , " " ••. ' "0',." • '••• -, .. "':'
LOG OF BORING5 ... EE'T 3 OF 5
L
~E"'ARKS
Site No. 3
Pile 'B'
IIIIII
'":x:: %u%0'"c::lI:
0r::III
I K 1 .
II
J
MATE"IAL.
CL.AS5IFIC ATION
DESCRIPTION
l::o..JoV
C DIEF GIHI J I/.. I B
EL.EVA'TION GWL 0 ",~s, _
_ "'~s. _
DATE COMPLETE 10/4/7°DATE HART 10/2/70
_. I I)) I---~I----:.-1_+-' --+-_+-- _1---+
1
--+----t--+I--lK"----;I-~1_~I-------~--f-----I S)1630~ I , I
)--1 //'1-:1'1 I-I i I I
.I I -I I~' 'II I I I i I:~~ I I 111. 'I I I ! =ragmen=s, some sneJ.J. ! I
I I I I' r,I I I i I !
s~J.~ aDO cJ.ay, ~race pnospna't€---_..:_"':j, ... ----_ ... _-"
GraySE
: I I ·/'.~I----:..'---+I."....,....,.--l-I ~I_~I----1I I I r~', l1..ign't"': . I I: 20 11 p" I )\, I I G'l'"ef>TI I "ib__• r.=,..,c:;c fine SA1\"D some
I J.tJ85 r 16
1I J./iI
I
I I!
J
I II ! 21
90 I ?(,
_.- .36 .REMARKS
LOG OF BORINGS~EE'T-!:.- OF L
ELEVATION GWI.. 0 ~R5. _
_"1'15. _
DATE COMPL.ETE lO/4/7Q
Site No. 3
Pile 'B'
L
REMARKS
tiltilIIJ
ll:ZLl ZollJc:ll::
0c::m
I K I
I III II I
I
I II /
I II ·1I II II II II II II . II II II II I.I
..I . I, ., II II II II II iI I
M"TE"'41..
CI..".SIF'IC "TION
OESCR'''TION
c:o...Jou·
1l.:ireen;- ", - .G::s't' I M<> pi l'U!' a.ens~t:>~lell..:l~·um....:l't":.Jf'~4=:.:I:;~n",c.:.;.'~"""~~--------1
I I S4-!ID. Bpm: silt., pockeu 'of: S l.J.1:"V cJ.av
I
r:(c:U W 00> 0c: 8 It
"ILlc:
IclD ElF GIHI J I J
I I.1
1 1 8,,1I 21155 I I,I I II,
I III
'/ I,I I , PfliI .,'?, 55 I II
I I 1
I ./ II
i I II
I I I! 23 18""': ;i;;, I I! I I!
I I I,I / I~ 2L:. ! Ip,,1! 55 1 II /, I,I
/ IJ
I I II
; 25 I IlL:.4lJ
,
: 55 1 II I II
,; .
aDO S_J.t., ~race pnospnat.e"'''';>~1<>1
.. .,I. ... ;;,
RE"'A'RKS _"_'_" _
1 ! I M1P N' i';............,,-.; n\'")
I 11 I r<1 I
I
I I II , I!r
*2 I Green..i j26 ! leJ I I I120 I / I I ,4.1 , Gra't' j D=>.,..,c:::c =ine SAt-."D. some clav, . -
LOG OF BORING5to1EET~ OF' 5
Site No.3
Pile 'B'
ELEVATION GWL 0 MRS.
_toIRS, _
1n/2,..,0 DATE COMPLETE 10/4/7 0D TE T
J " ~.5 / / ~ I l........ ay I sane anc; pnDspnat:e graveJ.
,~1~'I I ./ ~~~~I~~~~~~~~~~~~~~;--"";'i-------:1-"-/"';"":"'1-l,<~ i I
!--j-I I I .~.,~I"'-"-:-\I-J,-::"c
o--'1'-3-2--"-'·1-o-,,-:-,-l. ~,.·)..I-~-"";l""'r-e-e""'n"':'-------------;""i --~-------I
,Ie') Gra'\' I De.."lSe fine 5AND. some s il-:: anl:l
A S ARj
:; DESCRIPTION ent::en Ow >- ....WWII.It:: Zt. l{t:: IIJ
-~ c.=c:>: w>- u W III.. l{Z
D ~x~:r..
~W ",Uon: -'~ 0> 0 ..J rill c: U ZREMARKS
Il.'W ,.ZU W 1:'0 k: ,U'<~ u Z 0 ..... TERIAL. OIlJ- > t.O U t:: 0° ..J
rr~ell. C)(l:O ;:<z: !' W 0 =oc-'" !fa: 0 C L.ASS' FIC A TION-' _ 0 u « a: ~cr~ol: 0( u l:Cl .... W en II.
IIIl:
A I B C D I ElF G I H I I I J I ' K I L
I I , I .1 I I If ,
I S', I I 1 II / I I I•
I I I~ I . I I II-
..,. 27 /18,,1
"
iI1
~,eeo-I .125 I 7 :~: . av Mediumoense 'fine SAND someI 0 I 5S I I I I Isilt: and clay. I I<
I r •
I I I I ~ I I I / I iI !
I I I 1128.01, I I I I II •i I / I ,~i: I / 1 I I I II
II 5 I 28 I 18fl~ ~I I IGreen-j . I I II ,~o I 9 Ir-,....;r loll> r1'; nm nenso ~i De ·SA}."P sQme
I f J.Q I 5S I I :;'1 , I Isilt:, and clay I I II II I I I . I
I I
I I i
·1( .
I I" f "
~.•
I I I , "'1 ' I, I I I I III
I . I I . I ' KI133.5il
I j I I,I .'1 II
I q I ?q I H~f~ SSl I iGreen-'1 i135 i " I IGrav ! Dense STI!' some fine sand
120 , 55 I/ I I I I cia\' and shell, part:ially I· II ' - I cement:ed?
f I I I ).1 I I I I II
!,
I I I ~I ./ i I 1\,i ,~p. 0'
I I1 I ~'
" I I I! II 19 I 30 I 18f~ ... 1 I I l.:%J:'et:u;- - I Ii some cla'V1.6.0 I .l..:. Gra\' I MediUID oe.nse sn:r.i 10 " 55/. I )) I I I· , I and fine t:o c~rse sa:nd, I II ! I _':":' ... r ~'l.' 'I-. ' ,.
I I I .I c -, I I I' . .
I 1I
~ 143.d'.I I I I I I - / III I 1 I I~-I I I I I II,
1145l..-.:--L-.J
31 1 .18,1 I ~J I i.L.:Lgnt- I II 13 I In.,..",,,,, I DO'P'"lc::e SIL'!. some clav. fineI r ...
21 5S clay, t:race pbospha~e gravel'-, ''REMARKS _
RECORD OF PILE DRIVING
.,~.-
Z..J~ Project: SITE NO, 3cc- Location:a::CC JACKSONVILLE. FLORIDAw:EZa::we -- TEST PILE --Clu..
Z-Pile Number BOrig. Length ·55 FT Specified
cc Date Driven 4/22-23/87 Capacity: 300 TONS COMPRESSION.- Jetting Depth 0 Requiroo BICM'S: NONEcce Surface Elev. +6.0 FT (MSL)w Driving Time 60 MINUTES Pile Type: PRESTRESSED CONCRETE (SOLID)..Jc.. Cut-Off Elev. N/A Pile Size: 20-INCHES SQUARE
Tip Elevation -40.17 FT (MSL)Cut-Off Length N/A
HAMMER DEP1H BLOWS DEPTH BLOWS DEP1H BLOWS DEPTH BLOWS DEP1H BLOWS DEPTH' BLOWSPer FI. Per FI. Per Fl. Per Fl Per FI. Per FI
DATA1 6 20 43 39 93
Make: 2 10 21 51 40 84
VULCAN 3 12 22 53 41 I 86 IModel: 4 13 23 61 42 I 88 I I510 5 16 24 65 43 I 92
I
I IStroke: UJ 6 12 25 68 44 I 86(..)
I3.25 ::z: 7 11 26 70 45 92 Iet:..... 72=9" I I I IRam Weight: v.> 8 11 27 75 46-v.>
10.000 LBS, UJ 9 9 I 28 78c::Rated ::z: 10 11 29 81cEnergy: -.... 11 30"', c;nn n-1R<:: et: 12 86
c::IType:
.... 12 16 31 .' RESTRIKE -UJ 95Z
AIR/STEAM UJ 13 18 32 93 I DATEITIME: 4/23{87--1 :15-1 ;23Q".
Action: 14 20 33 91 I I 1"=13
I I 2"=5@l9/16'" '. ' '.SINGLE 15 22 34 95
Hammer 16 28 35 106 ICushion I I In" HAMMERTEX 17 33 36 112
Pile Top 18 * I37 37 127Cushion: I6'" PLwaD (PINE) 19 42 38 103
CI) PILE MONITORED * PILE TOP CUSHION CHANGED.::.::: WITH PDA.a::·CC:Ewa::
~~9:~~I
~o<t.?
tI,
E~o
f~f~c<ccc
~~
~:;
~
I~(
~
Deflection Line
300250200
- '\ f Davisson's Failure Criteria\ -
~=:=-_-=-_!:.r~T:..::h~eo=re~t~lc~a~I~E~I~a=s~tJc
CYCle~I
150
APPLIEd LoAD (TONS)
Loading
• l~j ;
•
100
@ ------ Unloading CYcle? r-3-Hr. Hold
@ ----@ %=--4~12-Hr Hold
.\' "i~~'l 1, ••• '.
. .. ~ "
.+,~~,~::/i,.'
"~: ",~;,
, t·":. "'J}'
('..r.• ·
:':: '~l:;"
:.:':l~ f:
<y~:.
'\...~ ;
. - .~~~~.
'i?';;":if1f
.:-. 0.1
tfi0.2x
uz- O.j......z0 0.4r:u 0.5LlJ
~0.6UJc
0.. 0.70...LlJ 0.8.;.J-Co 0.9
1.0
. Pile Information:
- Site No. 3 Pile 'B' -
:'~.':. '.~~~"''' ..,.,"
COMPRESSIVE STATIC LOAD TESt RESULTSLoAD VERSUS PILE TOP DEFLECTION
DRAWN: WRW SCALE:
CHECKED: KFK As Noted.'
. ~•• t.!
........ ,.... ,• ". ','.1 (t: ~
Prestressed Conc~te;.', ."
20-1 nch Square" ;J'{:. :···~·t;f.":
Length: 46 Feet ....O:!:~~~ti,,:·>l''.',~;)i~.;~
, .., .. '.'. 'r"> .
: /I',~:
Type:
Size:
. r'l• 1" '-lb..! . 1~1.~ ~t_~'i i \ ''''1 I':' ',.,
':'..:
140
<!l
120
@
8060
Loading Cycle
APPLIED LOAD (TONS)
40
Unl()adlng Cycle )~~ @ l:..- _
. ~ ,5 y
@I';',
,~ ..~,;
......, ,
..'...·i ':
:".; 20
'....
tfi:r,:,;~~\ .
·:·\·;;~W:f· ft:~,;t·:l··:tf;;""
--1.5
ffi5z.....~
Z 1-0-~IJJC
0.. o.~
~-D.
'. •~1~:1~"f .
t • t·f~h:~ ..~ " to·,'
.' ".\ ,}..I,J\
'. !'S;y~:::..;~'\y'
,i,'";",',
·:\i/;'·-· ~;'~~"'~l '.::,hj/r
·';I.'~~:>'" .
.'~j:i· lll. :.. :":"
····1· ..WI;:·;·:l:Jl}',· .
Pile Informatl~n: . :';!1~t(·" .~ i·)llt ~:~ ,
Type: Prestressed tori~te'.'• 1,-.;·:"
Size: 20-1 nch SqUare! .. t~ftd)· Ir:';~i ..
Length: 46 Feet . "';:~!~~lr,~',;" .,··,:~:ft?,
\ I·
TENSION STATIC LOAD TEST RESULTS
.. LoAD VERSUS PILE TOP DEFLECTION.'" ,--------...;------------.. ,' ,"
-. I -, _~:;f.'
Sit. No. 3 PII. IBI - '. ... ..
..".
DRAWN: WRW DATE: 9/29/87 SCALE:
CHECKED: KF K JOB NO: AS:£. As Noted
-_--w-- __~~a=:~y:
======~==~=======================================================
SC): : De:::-:h DE:::';;:") QuakE' Sc-;' ~ Dc?rl~::l i :'::: ; I}. S,-m~ Lir:':'-:S::rt":"...-: Below Bej.e,w ::ase ,.J:'s=s Srr::' -: :; C-7 5;'<'i~:
Nu. Ga;:Jes Gr a:::: e ;'iu ~r=ty:
, w w i f'~ K.i::ls/'f~/s s/-::'-: V.:' =s Ki=s Ki~s/'f-:2
4--' -{,;,. {
- 10. 2 z. a 1221 lZ:3E·,.,.
S ":"'" .. -,- c::. 445. B S2~ · · ..J. ·--- ;;. I • .J ·2 46-: 0, - - :20 12123 ::.. -. ,:, .. '" 2::;. 3 4221. :: 55_. :;, -.- I .~ · · - · ... ·-. _.- 5 1S. -4 1.20 121.....4 7. 1
fI-... J
::;~.5 357. QI .74.::: -' ~ · · · ':'..:.':"_....-4 3e. S '::>"::' ,...
:2~ 0"'~S 7. 4 ':J", ~ -,c: 2 -,=:,J B 7B.......... .:. · · ·--- -_. ....__ . ·1:" 37. 4 32. l2l :20 e55 9. • • 2::'~ 4-' -4 3iZlB. 4 96..! · · - ' . ·....,. .J.4.2 ....... 8 :2tZ1 077 . ,.., :; ~.J <1/ 5S. 5 ::".l1C 0 - .....t:.- ..:"t;". · · _ c:.. ·--- - ...,- ~. .:.J':'-. 51. l2l ..... £> :20 102 .... 5 2!~ 7 E:.. -4 :70.5 . 73{ ",":..,j. · · .:..~. · ....
Su~ 295_....
8 303.2· c..;,.
Av~::e 120 -:' ~ -: 43. -. S'5· · ..:: ·loe • 23121 222 25. 9 2:: .: 70. =.' 6.1. • s:=:=· ·
_...
.Soil Model Extensions Skir: loe
UrI1coat: i np Quake (~ of loacinp tl uc?+-t.e) 45 ±1ZI0Ul'"ll coad i ria Level (~ e,f Ru) 4121
CAPWAPC RESULTS
- Site No. 3 Pile 'B' -
DRAWN: WRW DATE: 9/29/87 SCALE:
SITE NO. 3
PILE 'e'
SITE NO.: 3PILE NO.: C
"CATION: ~IEF DESCRIPTION) Jacksonville, Florida. Near the St. Johns River. The test pjle jsocated in a power generating facility. The generalized subsurface profile described below is located.
approximately 100 feet from Test Pile 3-C
GENERALIZED SUBSURFACE PROFILE
DEPTH (FEET) SOl L DES C R I P 1 ION
0-5 LOOSE slightly silty fine SAND
5 - 13 VERY SOFT to SOFT silt
13 - 50 VERY LOOSE to DENSE slightly silty fine SAND
50 - 70 VERY FIRM to VERY DENSE slightly cemented to cemented fine SAND.
.
PILE DRIVING ·HAMMER INFORMATION PILE INFORMATION
) MAKE: Vulcan STROKE: N/A ACTION: Double SIZE: 14-inch square
MODEL: 80C RAM WEIGHT: 8000 lbs. HAMMER CUSH ION: 71" Hammertex LENGTH: 60 Feet
TYPE: Air/Steam RATED ENERGY: 24,450 ft-lbs PILE CUSHION: 6" PlYWOOd TYPE: Prestressed Concrete
SUMMARY OF ANALYSIS
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC--------------------- ------------------ ------------------ ------------------TENSION COMPRESSION SKIN END TOTAL SKIN END TOTAL SKIN END TOTAL
ULTIMATECAPACITY 74 172 215 82 297 80 87 167 214 20 234(TONS)
DESIGN 37 86 72 27 99 40 29 69 107 10 117CAPACITY(.T.ONS)
NIP: NOT PERFORMEDN/A: NOT APPLI CABLE
RECOMMENDED FACTOR OF SAFETY (USED TO DETERMINE DESIGN CAPACITIES)
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC
COMPRESSION: FS=2.0 SKIN FRICTION: FS=3.0 SKIN FRICTION: FS=2.0 SKIN FRICTION: FS=2.0TENSION: FS=2.0 END BEAR ING: FS=3.0 END BEARING: FS=3.0 END BEARING: FS=2.0
.•
DATE: 9/29/fn SCALE:
JOB NO: AS:£. . As .NotedDRAWN: W·WEEKS
CHECKED: KFK
II'>
5_ )
0
5-
0
-rc.~
5- .~ ..
"----
.,
. -
- \.,'.:--.<. . ---lJ----
1:-,..
0
55
60
50
2
25
3
1
·45
DEPTH(FEET)
2
48
2
4
"3
.25.....
5*
firiiiio7'tl4- 3
2
3
DEPTH(FEET)
o
so
20
40
10
. .30
,~d"'~.S."'~" ''; ~.: •.".'''' ·,I"~\,""'''.'';.''''''; ".' ':.: ~~, : ,;. "',,, ., .. ~, "'" " '. , .. , .. , .. \. , .. , .. ,.' ' .. ' .. ' n.· • · " " " "~'''' .~ ~~ , ~ •. ~"'" ~.'"~''' ~ ,.-," -••••••• " '-" - .•.•.•.. -..•.•.. o••••
DEPTHf"[
LOOSE grey fine SAND (fill)
1LOOSE to VERY LOOSE fine SANDwith thin silt seams
~
VERY SOFT dark grey\
organic SILT "
VERY LOOSE grey sil~y fine SAND
-- -- -- -- -
LOOSE grey fine SAND with thin ••silt seams
-- -- -VERY LOOSE grey fine SANDwith thin silt seams
VERY FIRM grey fine SAND withthin silt seams
--.,.....:-
LOOSE grey slightly silty £ineSAND
DENSE grey fine SAND -~
-- ..
ELEV • PENETRATION-BLOWS· PER FT.
10 20 30 40 60 80 100o
DESCfttPT10N
o
4.0
5.5
13.0
17.0
27.5
34.0
) 23.0
.~- 40.0Continued
..I BORING AND SAMPUHGMEETS AITM 0-1586
COftE DftIl..L.INQ MEETS ASTM D-ZII!
flENETMTIClH IS THE NUMBER Of' a1.OWS OF 140 1.B. HAMMER"AL.LINI JO IN. MQUIRED TO DRIVE L4f IN. 1.D. SAMPLER I n:
....... WATER TABLE,24 HR.
-.:v=- WATER TABLE, I HR.
Page 1 ·of 3 pages
TEST BORING RECORD
Site No. 3
Pile 'C'
, a" I AI ...... AJ,I ~A-. ........... -----
.. ,-.", ,., .. '. '" '. ' - ~ , ,.,." ,.-., ,." ,.'."'.' ' -.-.. , - •. _.. _' _._._ _ _- .._•.._.__._----------_.__._--------_._---_ .
• 50= "
10 20 30 40 80 80 100o
ELEV • PENETRATION-BLOWS PER FT.DESatIPT10H
Continued
\
'\DENSE grey fine SAND 1II
VERY LOOSE tan calcareous silty •fine SAND with shelly limestone J
~ fragments r
1-1/
DENSE and VERY FIRM greyV\calcareous silty fine SAND and
shelly limestone fragments 1\r\
•- - - \
\f\
-VERY" DENSE grey calcareous -silty fine SAND and shelly1.imestone fragments
- ~~ ~. .....
DEPTHn:
40.0
49.0
51.0
80..0
..71.0
I ..,.. I .et... a,..,,,.., #lttflllt,.. ............ .--..... UNDIITUftIIED SAMPLE
I ·IIOPIING &NO SAMPUNG MEETS ASTY 0-1518·CORE 0ItIL.L1N8 MEETS ASTM D-211!
-PENETUTION IS THE Nl*IER OF BL.OWS OF 140 L.B. HAMMER¥AU.I,. 30 IN. ftEQUIREO TO DRIVE I.~ IN. 1.0. SAMPLER I FT.
--..r- WATER TABLE, 24 HR.
-.:v=- WATER TABLE, I HR.
Page 2 of 3 pages
TEST BORING RECORD
Site No. 3
Pile lei
DEPTH,..[ ElEV • PENETRATION-BLOWS PER FT.
o to 20 30 40 80 80 10080.0
86.0
90.0
DESCRIPTION
VERY DENSE grey calcareous siltyfine SAND and shelly limestone.fragments
HARD grey fine slightly sandycalcareous SILT (marl)
BORING TERMINATED
-
..
-
,
.
• 78= 4"
.. UNDISTURBED SAMPLE
f 50 I t!'. _"eat ron... • ..~-.. ......
I BORiNG AND SAMPUHG MEETS ASTM D.1518CORE DRILLING MEETS ASTM D- 2113
Pe:HETRATION IS THE NUMBEft OF BL.O'II5 OF f4() L.B. HAMMERtrAL.LINCI 10 IN. REQUIRED TO DRIVE 1.4 IN.I.D. ·SAMPL.ER I n.
....... WATER TABLE, 24 HR.
-.::;;:- WlTER TABLE, I HR.
Page 3 of 3 pagesTEST BORING RECORD
Site No.3
Pi Ie 'e'
RECORD OF PILE DRIVING
%..J:= Project: SITE NO. 3et:: ... Location:a:et:: JACKSONVILLE, FLORIDAw:::E:Zoe::we -- TEST PILE --c=:J1J-
%-Pile Number COrig. Length 79 FT. Specified
et:: Date Driven 4/13-14/87 Capacity: 300 TONS COMPRESSION... Jetting Depth 0 Requirro Blows: NONE-et::c Surface Elev. +5.32 FT (MSL)w Driving Time 39 MINUTES Pile Type: PRESTRESSED CONCRETE (SOLID)..JQ" Cut-Off Elev. N/A Pile Size: 14-INCH SQUARE
Tip ,Elevation -54.68 FI (MSL)Cut-Off Length N/A
HAMMER OEP1H BLOWS DEPTH IBLOWS OEP1H BLOWS I OEP1H BLOWS DEP1H BLOWS 'DEP1H BLOWSPer FI. Per Ft Per FI Per FI. Per Ft Per FI
DATA1 PUSH 20 39 59 58 115
Make: 2 ~ 21 I 40 71 59 95
VULCAN 3 1 I 22 I 41 67 I 60 \81
Model: 4 2 23 42 I 66 \
80C 5 2 I 24 I 43 62 II
I
I -Stroke: w 6 DROP 25 11 44 59
~
I I I I IN/A %' 7 26 15 45 67et::... I I I IRam Weight: en 8 27 13 46 70-enI8000 LBS. w 9 28 I 10 47 65 Ie::
Rated % 10 I 29 I 11 48 63 IeEnergy: - I I I 1
...24.450 FI-LBS. et:: 11 30 18 '49 65
. e::I... RESTRIKEType: w 12 31 17 50 61 .'
%AIR/STEAM w 13 32 25 51 65 DATEITIME: 4/14/87
Q"
Action: 14 33 I 26 52 63 I 1" ='10=3/411
DOUBLE 15 I 34 I 31 53 66
Hammer 16 'I 35 I 42 54 66 ICushion I Inil HAMMERTEX 17 36 42 55 69
Pile Top 18 I 37 I 50 56 89Cushion: I I I6" PLYWOOD (PI NE) 19 38 56 57 116
en PILE MONITORED NOTE: THE' INITIAL PILE DRIVING WAS PERFORMED WITH THE~ WITH PDA. VULCAN 80C HAMMER BECAUSE THE VULCAN 510 HAMMERe::et:: WAS NOT WORKING. THE PILE WAS RE-STRUCK WITH:::E: THE VULCAN 510 HAMMER.we::
200
3-I-Jr. Hold
175
-
150
Theoretical Elastic Deflection Line
'.'l·~ ;', •• " I ~---.,,\-----...,
.:
Unloading CyCle 2- @----I--------
ApPLIED LOAD (tONS)
~ 100 1~
-50
@ ------@
: ,:-
.•~,ll '
~;j.~ \'..j I,." ,,t!~]; ,
r ..
;!:f' ,
.',\:1.'.;.:.. r:'
\;~"
".
·1~'~i:'",. jli,~t1·;\
25'JI!J:
'~"~'l'~'::'I:~~:~~i~:~$F~~i~:·:;~.~'~~'I~~l\J~i' '!'~"~'::A.' ;,., .
r ". Load Cycle ~'I'" .
.'.,:~~.J)', ..: :. ,>~.;~.~. ,.• :{"'~l t. ,
i(.";;" ~(Davisson - FaUure..' "'\ ' ,'/;:.!iJ.~;'~' ,- 0,., feria
:<-!'l'" II, ',~ ,"" I
-----------zL""'/~t1: ':;,"'y",' '\
00-ill 0.1
:r: 0.2Uz- 0.3-Z 0.40-t; 0.5
IJJ 0.6.J1.1. 0.7IJJcDo
0.8
f= 0.9
IJJ 1.0.J-Co 1.1
1.2
Type: Prestressed Cont:fere) . '.~ .
Pile Informatton: "'::>!t; ,;,COMPR~SSIVE STATIC LOAD TEST RESULTS
'LOAD VERSUS PILE TOP DEFLECTION
Size: 14-lnch Square
Length: 60 Feet
'.>: i".
- Site No.3 Pile ·e' -:'.. :'•
. 1ft" ,,:
. ": ': ... ~ .'
" ...,.
'.; .... 'li
'I.' \':.~ .. ", .... ,'
DRAWN: ,WRW DATE:9/29/81 SCALE:
CHECKED:,. ~I:: ~ JOB NO:"'~ As Noted" ,,1 1.. \, J
,~. !lt~' 1
.•.• '< .•,:.~:~i~~It:· ..':. .._....~!-'~. I •• C>~t~F.. ,,.~,.~,.· .... '.. ,,_
f., '
90
e
60
<,.,.,.~~
\-----------------------
e.
Loading Cycle
45
APPLIED LOAD (TONS)
30
" I'
e'
'-;i/'e'
.'.:-~: ..f: •
'_.," ,': ~
:';'
'~k';:'I,.,i ~:~ ;.:';
':; J\"""1'.i~i'ilr
:1;.f1 rt.I'
':;~i1{J::', ,t I' ••~
:'J'!\,''~:';': i'
J ,''',.':1.1'.....
, f'~~~ii,:,J~:..~\-
'I ";~i,l ,~ I '"',. '.
" ..,
" . ,~..
;A~~t 15
:1.':(;-','
";\f"1ff'';J&lM.
• 1!.1f" 1
. '~,;tt·, ~.\ 1
:,t~\,;(,"
2.0
zo-~~ 1.0
oDo
~UJ 0.5-J-Do
--Hl:cu 1.5z-
~ ...."':.
Pile I nfor.matlon:
Type: PrestresSed Concrete'. '
Size: 14-1 nch Square tSolfd)
Length: 60 Feet ,,' ; ';
TENSION STATIC LOAD tEST RESULTS
LOAD VERSUS PILE TOP DEFLECTiON
- Site- No;. 3 Plfe 'C' -
.';l~;'"" '\ ,,-1,,'11>44'·\
':·t:.
DRAWN: WRW SCALE:
CHECKED: KFK As Noted
·':.ii'l,,' I.~". ;~-(-
"~'''''''''''''''''''''---',....,......"~,. ..,. ,, ,. ,. -- _--_ .._-._-_. -
477. :: ~ s ~. i Yj 35.4 Ki::,s
===============================================================~=
Sgr!'!Y":-:::f\j,:: •
Dep'thBelc.wGages
ft
Deo-::-:BelclwSrac;e
Case Vises
;-Zi os/ f't / 'E.
S:ni:; .,
sift ,-{i 05
Sw.r.,(:17
R"'i:{ios
.... ' .o~.::.-:
Soil ~oc;el Extensions
477 . ...• = 4'r::. 5 0.5.:. -- ...... ·1- 5 474. • I"'=:- · ....-1- t:: 472. 7 :Z'=:.... ·
32. flt 44lZ:. 7 1- 025::' • S' 378. 8 • S7..95. 4 203. r:: ,;, . 2!~.,J
: 12:3. . lee.. 4 -;. .=.,::. .,J. --75. 8 i 2l3. 5 2. L;",,+
EA. 2 39 • 4 '=1 e..... '-
437. t43. S 2.. --'39. 4 25. 97
Sl-i.in c'e
50 10'~
= iZ1-1L1
.. 05
...--• lOC'
.593
• 155
....- r-_.:.:::0
• 1E,5
· 155
· :55
.;;'55
• 2
co -._:. ,:;;
.=.....
-:.. 7. :
::. 0.315.8
23.4
72.5
:2.7
.12112'3• 0!Z13
• 155• i Be..13~
.003
.055• 1 iZ6
.245
.. '1 .-.•• .,&. ... .::.
. 752
.150• 150
• 150• ~ 5.021
.:;.50
.::.50
• .:50
.120
{i- of loading ouake)(,~ clf RI..l)('1- c;f Ru)
. (:. Ylen)
2.89.5
15.323.12129.7
56.. 6
36.543.249.9
20.2
33.625.9
74.0
4121.447. :!.53.86:21. 557.3
32
9
5
78
.'...,.
Res.:stance Ga;::>
UrI 1 c·aci rIg Qua ...(.eRel,:.acJ.rlg Level
CAPWAPC RESULTS
Site No. 3 Pile 'e'
"'CAW"'· nAT'" ... I ...... In... ~Al F:
SITE NO.4
PILE 'N
.....
SITE NO.: 4PILE NO.: A
LOCATION: (BRIEF DESCRIPTION) St. Augustine, Florida. Near the Atlantic Ocean. The test pile is located(
in a private school facil ity. The generalized subsurface profile described below is located approximately25 feet from Test Pile 4-A.
GENERALIZED SUBSURFACE PROFILE
DEPTH (FEET) SOl L DES C R I P T ION
0-5 LOOSE slightly silty fine SAND
5 - 22 VERY LOOSE clayey fine SAND
22 - 32 FIRM to DENSE slightly silty fine SAND
32 - 40 _ FIRM to DENSE shelly fine SAND
, -
PILE DRIVING HAMMER INFORMATiON PILE INFORMATION
MAKE: ICE STROKE: N/A ACTION: Double SIZE: 12-inch square
MODEL: 440 IWI WEIGHT: 4000 lbs. HAMMER CUSHION: 2h" Al. & Hj carta LENGTH: 28 Feet
TYPE: Diesel RATED ENERGY:19,840 ft-lbs PILE CUSHION: 41" Pinewood TYPE: Prestressed Concrete
SUMMARY OF ANALYSIS
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC--------------------- ------------------ ------------------ ------------------TENSION COMPRESSION SKIN END TOTAL SKIN END TOTAL SKIN END TOTAL
-,ULTiMATECAPACITY N/P 67 13 65 78 24 96 120 N/P N/P N/P(TONS)
DESIGN N/A .33, 4 ' 22 26CAPACITY 12 32 44 N/A N/A N/A(TONS)
'NIP: NOT 'PERFORMEDN/A: NOT APPLICABLE --
RECOMMENDED FACTOR OF SAFETY' (USED TO DETERMINE DESIGN CAPACITIES)
STATIC LOAD TEST NORDLUND METHOD SCHMERTMAN METHOD CAPWAPC
I COMPRESSION: FS=2.0 SKIN FRICTION: FS=3.0 SKIN FRICTION: F5=2.0 SKIN FRICTION: F5=2.0, TENSION: FS=2.0 END BEAR ING: FS=3.0 END BEARING: F5=3.0 END BEARING: F5=2.0
/- .,
<-
~
:~L,.
-
-
5
DEPTH(FEET)
o
10
20
35
.25
WOH .!'f5'-
WOH
19
48
WOH
6*
DEPTH(FEET)
o
10
20
o 25 50 75 loo
DRIVING RESISTANCE(BLOWS PER FOOT)'
LEGEND
Sli~htly silty fine SAND
III Clayey "fine SAND
GENERALI ZED 'siisSURFACE' PROF'I LE
AND DRIVING RESISTANCE
- Site No...4" Pile 'A'
t-D_R-=A_W_N_:_w_"_W_EE_KS_4--D_A:..:.T.::,E_;_9.::,/!..:2::=.:9::!/~e:l~...J SCALE:
CHECKED: KFK JOB NO: AS::£ As Noted
DEPTHn.
DESCRIPTION ELE\'. (FT. MSL) • PENETRATlON·BLOWS PER FT
~ I I
" WEIGHTIOFIi I I-2~ ~ll WEIGHT OF HAMMER
+2~ e
+7~ 0 10 10 30 40 bO 80100~~~~!!!!!!!!!!!!!!!!!!!!!!!!!!'!II!!!!!!'!II!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!'!II!!!!!!!f1) ...,;.~......--..-.-...........~~-r-t...... _
2)LOOSE grey slightly clayey fineSAh~ with a few shell fragments
---- -- --LOOSE light grey slightly silty
I-_s_h_elly fine SAND _
3.5
5.5
0.00.20.7
VERY LOOSE grey and brown organicclayey fine SAND
-7~ ~ WEIGHT OF HAMMER
-12~ ~ ......... WEIGHT OF HAMMER
21.5
DENSE grey slightly siltyfine SAND
-17~
27.0 ----FIRM light grey slightly siltyfine SAND with a few shellfragments
-22~
v1/•1\
i\34.0
36.5
40.0
(1)(2)
DENSE light grey slightly siltyshelly fine SAND
--_._--VERY FIRM.grey and brown slightlyclayey shelly fine SAND--.BORING TERMINATED
ASPHALTLIMEROCK
-27~
-32~
•V
/•
TEST BORING RECORDaolliNG AND SAIoIl"L1NG "Ena AST.. 0.111&COilE OlllLLlNG "Ina A&TM 0.%112
"NnltATION IS THE Nu..alll OF aLOW1I OF 1CO LI. HA....EII.FALLINQ ao IN. lllOUlllmTO Dlt1V11.. IN. Ul.lIAMl"LER , !'T.
.. UNDlITUllallD SAIoIl"U
iM! 'lIo ROCK COilE RICOYEIIY
WATER TAILE AT TI..EOF DRILLING
.. LOSS OF DIIILLlHQ \IIATU
Site No. 4
Pile 'A'
RECORD OF PILE DRIVING
Z II.... ~ Project: SITE NO.4 I
cc+- Location: Ia:CC ST. AUGUSTINE. FLORIDAUJ:::EZa:we -- TEST PILE --Clu..
Z- II
Pile Number A IOrig. Length 50 FEET SpecifiedDate Driven 8/18/87 Capacity: I
ex:: 100 IONS COMPRESSION+- Jetting Depth 0 Requiroo BICM'S: NOT SPECIFIEDcce Surface Elev. NIRw Driving Time NIR Pile Type: PRESTRESSED CONCRETE....Q,. Cut-Off Elev. NIA Pile Size: 12-INCH SQIJARF
- Tip Elevation N/R
Cut-Off Length N/A
HAMMER DEPTH BLOWS DEPTH BLOWS DEPTH I BLOWS I DEPTH BLOWS DEPTH BLOWS DEPTH BLOWSPer Fl Per Ft. Per Fl Per Ft Per Ft Per Ft
DATA1 -- 20 16
Make: 2 6 21 13 I 1
Ir~ 3 4 22 12 I I II
,Model: 4 2 23 12 I440 5 I 1 24 I 12 I I I I I IStroke: w 6 I 2 25 35 i I - I
t.:l
I I I IN/AZ 7 I 26 40CC+- I ! I I I
Ram Weight: en 8 27 42 Ien
I I I I4000 LBSw 9 28 42a:
Rated z 10 I I IEnergy:
e- I I I+-18 200 FT-LBS CC 11
a:I '"+- . RESTRIKE1ype: w 12
ZI I Iw 13 DATE/TIME:DIESEL Q,. I
Action: 14 i I I IDOUBLE 15 I IHammer 16 '1 I ICushion I I I IN/R 17
Pile Top 18 I I I ICushion: I I I4~" PINE 19 16
en:.:::a:CC:::Ewa:
'-i
:· ...·<·'~~l·t...... ~
10590
Davisson's Failure Criteria
~Theoretical Elastic Deflection Line
75
@----
604~
APPLIED LOAD (TONS)
.30
Cycl~
:.':,1~
::.,,' _@>- UnloadIng CYC'2:~.::I·;?<;~:· '). @
·\ft:':y:!'
.: ·.·tJ:~~· f
:';:::K';.·1~· ;
'" ~~J;r'
..-- 0~ 0.1:r:u
0.2z-- 0.3z0 0.4-I-
0.5Wlli 0.6c 0.70- 0.80...
0.9IJJ.J 1.0-0.
'1'
COMPRESSIVE STATIC LOAD TEST RESULTS
LOAD VERSUS PILE TOP DEFLECTIONPile Information:
Type: Prestressed Concrete... c.::" ...
Size: 12-'iich Squre (sotid)Length: 28 Feet .,:t"j: .
. ' ''1'.\ ......
, r,.1.:
, •• 1 ...;
~ ~ t
'; "'if.'<1 .•,
- Site NO. 4 Pile 'A' -
• 1"
"' ..,
,):DRAWN: WRW SCALE:
CHECKED: KFK As Noted
