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Grl report #103067 grlweap - lpv 16[1].2
1. engineers,
inc.
April9, 2010
Mr.JonMcFarland
GreatSouthern Inc.
Dredging,
P.O.Box1408
Mandeville, 7047 408
LA 0-1
Re: WaveEquation
Preliminary Results
Analyses
LPV 16.2- BonnabelFloodgates
GRLJobNo.103067
DearMr.McFarland:
This reportpresents resultsof preliminaryWave
the Equationanalyses performed
for
the above referencedproject.The GRLWEAP"U' computer analysisprogram was used
in this study. The objectivewas to evaluate generalsuitability the proposed
the of
Conmaco 50E5 and Gonmaco65E5external combustion (ai| hammer systemsto
drivethe 14-inch squareprestressed concretepiles. A description the GRLWEAP
of
computer programis presented Appendix
in A. Analysesresultsare presented in
Appendices andC.
B
A "drivability" wave equation
type relating
analysis pile penetration,
ultimatestaticpile
dynamicpile drivingstresses,
capacities, and hammerstrokesto blow countswas
performed. project
A specific pilecapacity
ultimate geotechnicalanalysis the 14-inch
for
pilewasnotmadeavailable us.
to
Conventional "bearinggraph" type wave equationanalyseswere also performed;
ultimate
relating staticpile compression dynamic
capacities, pile drivingstresses, and
hammer strokesto blow counts. A wide rangeof pile ultimate capacities (30 to 500
kips)wereanalyzed.
Thedrivabilityanalysis model
soil was developed using reported strength
the soil values
from the "Consistency Cohesive
for Soils"tableon sheet8-001 of the plans. A pile
lengthof 74.75feet and a pile penetration 69 feet were used in the analyses.The
of
hammer weremodeled
efficiencies basedon battered driving a lH:3V inclination.
pile at
Generally,standardinput parameters representing "normalbehavior" and "average
performance"were used to complete hammers,
the cushions, pile, and soil
helmets,
models the analyses.The analyses
for values soildamping quake
typical
utilize for and
as would typicallybe expectedby the soil types indicatedin the test borings.
analyses a 6 inches
Specifically,-the use thickplywood top cushion, 6 inches
pile a thick
Nycasthammer cushion, a helmet
and weight 1.15kips. The bearing
of graph analyses
were performed different
with resistancedistributions 50 and 85%skinfriction/end
(i.e.,
bearingcontributions total resistance) orderto represent wide rangeof possible
to in a
ce O 3 .
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California Colorado Florida lllinois North Carolina Pennsylvania
+ 1.661.259.2977 + 1.3O3.666.6127 + 1.4O7.826.9539 + 1.847.221.2750 + 1.704.593.0992 + 1.61O.459.O278
2. Great lnc.
Dredging,
Southern A p r i l 92 0 1 0
,
Analyses
WaveEquation
Preliminary
-
LPV16.2 BonnabelFloodgates
GRLJobNo.103067 Page of 3
2
effects.
resistance
Pleasenotethat if significant rebound present,
pile is thenthe results herewill
reported
notbe applicable.
50E5Hammer
Gonmaco
The preliminary drivabilitywave equationanalysesresultsindicatean end of initial
drivingultimatecapacity approximately kipsat a penetration 69 feet below
of 200 of the
ground surfaceand a blowcountof 62 blows/foot a strokeheightof 5.0 feet. Also,
at
bearing graphanalyses that
indicate wouldoccur
blowcountsof 240 blows/foot
refusal
at ultimatecapacitiesranging between approximately to 360 kips at the hammers
320
maximum stroke 5.0feet.
of
The maximum dynamicpile drivingcompression tensionstresslevelswere less
and
than2.0 and 0.4 ksi,respectively, the end of initial
at driving 69 feet penetration the
at at
maximum hammer stroke of 5.0 feet. Dynamic tensionstresseswereapproximately 0.9
ksi duringearlydriving witha reduced hammer increasing
stroke 3.0feet. lf required,
of
the piletbp cushion furtherreducing hammer
or the strokeheights typical
are methods
usedto reducedynamictensionstresses duringeasy driving. Complete resultsare
presented Appendix
in B.
65E5Hammer
Conmaco
The preliminary drivabilitywave equationanalysesresultsindicatean end of initial
drivingultimatecapacity approximately kipsat a penetration 69 feet below
of 200 of the
ground surfaceand a blowcountof 42 blows/foot a strokeheightof 5.0
at feet, Also,
bearing graphanalyses indicate blowcountsof 240 blows/foot
that refusal wouldoccur
at ultimatecapacitiesranging between approximately to 430
400 kips at the hammers
maximum stroke 5.0
of feet.
The maximum dynamicpile drivingcompression tensionstresslevelswere less
and
driving 69 feet penetration the
than2.2 and 0.3 ksi,respectively, the endof initial
at at at
maximum hammer strokeof 5.0 feet. Dynamictension stresses wereapproximately0.7
ksi duringearlydrivingwith a reduced hammer stroke results
of 3.0 feet. Complete are
presented Appendix
in C.
NOTES THE WAVEEQUATION
ON ANALYSISRESULTS:ThCGRLWEAP COMPUTET
the behaviorof an impact
programsimulates driven pile. The programconlains
models
maihematical that describe simulate
and hammer, system, and soil
driving pile
duringthe hammerblow. Undercertainconditions, modelssomewhat
the crudely
FE'
GFil-Englno€rs'
ovnamb-nbTesting
ffi',lffi'
3. Great Inc.
Dredging,
Southern April9,2010
Analyses
WaveEquation
Preliminary
-
LPV16.2 BonnabelFloodgates
GRLJobNo.103067 Page of 3
3
approximate often-complex dynamicsituations.A wave equationanalysisalso relieson
input data that represents"normal"situationsand "average" performance.The selected
parameters basedon
are generalinformation however,
available the time of the analysis;
at
actualfield conditionsmay be different. GRL, therefore,recommends prudentuse of the
waveequation analysis hammerperformance, pilestresses
results.Soil response, and and
should be verifiedby dynamic
drivability measurements using the Pile DrivingAnalyzer
(PDA) on site and subsequentdata analysiswith the CAPWAP program. The actual
and final acceptanceof a hammer system for a given project can only be
suitability
determinedafter demonstrationof satisfactory field performance,which is typically
evaluated duringthe Test Pile DrivingProgram with PDA dynamicpile measurements and
relateddataanalyses.
Pleasecontact officeif you haveany questions, if we may be of furtherservice.
our or
Verytrulyyours,
GRLEngineers, Inc.
f,
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B r i a n o n d e l l o ,. E .N o . 3 1 5 3 3
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R y a nG i s sa lE .l .
,
Project Engineer ProjectEngineer rl-1-golO
Appendices B, and C.
Enclosed: A,
GRtEng|n€€ic'hc.
DlrnamicPileTesting- --
8m0 South
- Orango Aw.,.W-5
Orlando, USA
F|oride-43809
5. GRLWEAP Version 2005
Accurately Simulates Pile Driving
GRLWEAP is the most realistic pile driving simulation software available. It makes estimating
dynamic pile stresses, bearing capacities, blow counts and installation time a relatively simple task
for the piling professional.
GRLWEAP Version 2005 is more user friendly, more accurate and
faster than ever. It also includes new help features such as a
continuously updated hammer database with over 650 hammer
models and extensive driving system data.
Background
GRL Wave Equation Analysis of Pile Driving simulates motions
and forces in a foundation pile when driven by either an impact
or vibratory hammer. Over the years, GRLWEAP has evolved from
a main frame and DOS based microcomputer software into a
powerful, Windows based program with many helpful options.
This explains why today GRLWEAP is the software of choice for
most industry-leading foundation
professionals all around the world.
GRLWEAP Main Features:
1. GRLWEAP predicts driving resistance, Impact Driven Pile
dynamic pile stresses, and estimated
capacities based on field observed blow
count, for a given hammer and pile
system.
2. GRLWEAP replaces blow count with
speed of penetration for the analysis
of vibratory driven piles.
3. GRLWEAP helps select an appropriate Vibratory Driven Pile
hammer and driving system for a job with
known piling, soil and capacity requirements.
4. GRLWEAP drivability analysis determines whether a pile will be
overstressed at a certain penetration or if refusal will likely occur
before a desired pile penetration is reached.
5. GRLWEAP estimates the total driving time.
Highlights of GRLWEAP 2005:
x Expanded hammer data file GRLWEAP Screen
x Hammer data file continuously updated and internet accessible
x Expanded driving system data file
x Driving system data linked to hammer data
x Two different soil static analyses with simplified input
Quality Assurance for Deep Foundations
4535 Renaissance Pkwy Cleveland Ohio 44128 USA
tel: +1-216-831-6131 fax: +1-216-831-0916
Email: info@pile.com www.pile.com
7. APPENDIX B
LPV 16.2 – Bonnabel Floodgates
GRLWEAP Analyses and Output
Driveability Analyses:
Conmaco 50E5 at 3 ft Stroke
Conmaco 50E5 at 5 ft Stroke
Bearing Graphs utilizing 50% and 85% Skin Friction:
Conmaco 50E5 at 3 ft Stroke
Conmaco 50E5 at 5 ft Stroke
18. APPENDIX C
LPV 16.2 – Bonnabel Floodgates
GRLWEAP Analyses and Output
Driveability Analyses:
Conmaco 65E5 at 3 ft Stroke
Conmaco 65E5 at 5 ft Stroke
Bearing Graphs utilizing 50% and 85% Skin Friction:
Conmaco 65E5 at 3 ft Stroke
Conmaco 65E5 at 5 ft Stroke
