round 3 firth of forth development zone pile driving...
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Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2– Additional AssessmentTechnical Note
C162T30-01Page 1 of 29
March 2012
Round 3 Firth of Forth Development Zone
Pile Driving Analysis – Additional Assessment including Drive-Drill-DriveMode
Document reference: C162T30-01
Seagreen document number: A4MRSEAG-Z-ENG950-CTN-006
Document type: Technical Note
Issue: Final
Date: March 2012
Author(s): Victor Terente
Checker(s): Mike Rose
Reviewer(s): Jamie Irvine
Circulation: Lee Goulding, Alan Smith
SUMMARY
Seagreen have commissioned Cathie Associates to produce a pile driving assessment for the MarrBank 1 and 2 provinces of the Phase 1 of Round 3 Firth of Forth Offshore Wind Development. Thepurpose of this assessment is to provide supporting information for the environmental impactassessment, including impact energies, blow counts and the likely pile driving equipment required.
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2– Additional AssessmentTechnical Note
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March 2012
1 INTRODUCTION
Cathie Associates have been commissioned by Seagreen to undertake a preliminary pile drivingassessment for the Marr Bank 1 and Marr Bank 2 provinces of the Phase 1 Firth of Forth OffshoreWind Development. This assessment has been undertaken to provide noise data for input into theEnvironmental Impact Assessment (EIA).
A preliminary pile driving assessment for all areas of Phase 1 was produced and reported as atechnical memo in September 2011, reference C162T24-01 [1]. This initial technical memo providedpreliminary pile driving data for the entire Phase 1, based on the derivation of four ground models.
This additional technical memo reports the results of the assessment of pile driving completed forthe provinces of Marr Bank 1 and 2 only. The locations of these provinces are shown in drawingreference C162R16-D01-01, Appendix A.
2 SCOPE OF WORKS
This assessment comprises the following work items:
1. Production of geotechnical profiles by:
The review of existing ground investigation reports and GIS database.
The use of two representative depth to bedrock geological scenarios:
Mean Case Bedrock (MCB) 12m below seabed.
Deep Case Bedrock (DCB) 20m below seabed.
The selection of geotechnical parameters (Upper Bound (UB) and BestEstimate (BE)) values for each geological scenario.
2. Use the pile design methodology recommended by DNV[3] as implemented in thespecialist software package ‘OPILE’ to determine the pile lengths required to support6MW turbine loads for each scenario. 2m and 3m pile diameters and the followingpile construction cases are to be considered:
Driving - Pile driving from seabed to target depth.
Drive Drill Drive - Pile driving from seabed to top of Triassic Group, drilling ofrock socket and then driving to target depth through the rock socket.
3. Determine the preliminary Soil Resistance to Driving profiles (SRD) for eachgeotechnical profile and pile diameter (16 SRD’s in total).
4. Conduct an assessment of pile driving using the specialist software package‘GRLWeap’ and the derived SRD profiles.
5. Derive the following for each scenario, construction case, and pile diameterrequired:
Recommended hammer size.
Blow count per change in efficiency.
Installation time.
Work items 2 through 5 were also run considering 7MW turbine loads for the DCB UB scenarios forboth pile construction cases.
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2– Additional AssessmentTechnical Note
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March 2012
3 DESIGN LOADS
The adopted design loads have been extracted from the Foundation Concept Engineering StudyReport No: A4MRSEAG-Z-ENG945-SRP-084, supplied by Seagreen [2].
Design Case 11 was selected, as it models a typical 7MW turbine, with a jacket foundation in 50 mwater depth. This is considered to be a conservative representation of the possible range ofinstallation conditions potentially implemented on the Phase 1 area. Those loads were thenreduced by 12% in order to obtain an estimate of the loadings corresponding to a 6MW turbine asinstructed by Seagreen. The loads adopted for a 6MW turbine are as follows:
• Maximum ULS Pile Compression Load 34, 070 kN
• Maximum ULS Pile Tension Load 25,970 kN
For a 7MW turbine the following loads were adopted:
• Maximum ULS Pile Compression Load 38,710 kN
• Maximum ULS Pile Tension Load 29,510 kN
These loads are understood to have been factored in accordance with DNV J101[3].
4 GEOLOGY OF MARR BANK ONE & MARR BANK TWO PROVINCES
The location and extent of Marr Bank 1 & 2 Provinces within Phase 1 of the Firth of Forth Offshoredevelopment is shown in drawing 162R16-D01-01, Appendix A. These provinces were defined by amaximum depth to rock head of 20m and the absence of Wee Bankie and Aberdeen GroundFormations.
4.1 Geological Units
The different geological units present in this site have been defined on the basis of a desk study andan intrusive ground investigation. The relevant information extracted for this assessment issummarised below.
4.1.1 Desk study and geophysical Survey
The initial desk study [4] indicated the geology of the entire Phase 1 area to comprise Holocene andPleistocene deposits underlain by Triassic bedrock. The geophysical survey confirmed the presenceof these formations and provided more detail regarding their extent and distribution.
The Holocene deposits encountered in the Marr Bank 1 and 2 provinces of Phase 1 comprise twoformations: Undifferentiated Holocene sediments and Forth Formation. These formations aregenerally similar in composition predominantly comprising sand with occasional pockets of gravel.These two formations have been considered as Undifferentiated Holocene for the purposes of thisassessment.
Marr Bank Formation is the only Pleistocene Formation present in Marr Bank 1 and 2 provinces. It isgenerally described as sand with abundant lithic gravel and pebbles. The lateral transitionbetween Marr Bank formation (glacio-marine sediments) and Wee Bankie formation (glacial till) issituated to the west of Marr Bank provinces 1 & 2, and runs in a general north south orientationthrough the Phase 1 area. This transition is shown in drawing 162R16-D01-01.
The Triassic Group comprises sandstones, siltstones, mudstones and marls with thin sporadic bandsof gypsum.
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4.1.2 Findings of the Geotechnical Survey
The Phase 1 Geological Report is being prepared and has not as yet been issued. However theavailable borehole logs, CPT test data and laboratory testing completed to date has enabled apreliminary geological and geotechnical characterisation of the different formations for thepurpose of this assessment. The formations encountered across the Marr Bank 1 & 2 Provinces canbe typically described as follows:
• Undifferentiated Holocene. Loose to dense yellow and greyish brown silty fine tocoarse SAND with shells, with occasional subordinate soft to stiff slightly silty clays.
• Marr Bank. Very dense dark grey silty fine SAND with sporadic pockets of clay,organic material and occasional silt layers.
• Undifferentiated Triassic. Extremely to moderately weak reddish brown laminatedhighly weathered SILTSTONE. Subordinate layers and units of very weak reddishbrown fine grained SANDSTONE.
4.2 Geological Scenarios
The scenarios were developed following a review of the available geophysical data and thepreliminary borehole logs and CPT data provided by the geotechnical survey. This assessment hasbeen completed on the basis of two representative ground profiles or ‘scenarios’, defined asfollows:
• Mean Case Bedrock (MCB). Models the mean depth to rock head, calculatedacross both; Marr Bank 1 and Marr Bank 2 provinces. This case is considered torepresent the most likely pile lengths required.
• Deep Case Bedrock (DCB). Models the maximum depth to rock head for Marr Bank1 and Marr Bank 2 provinces, defined in previous studies as 20m below seabed. Thiscase is likely to require longer piles.
The scenarios represent the range of ground conditions present within Marr Bank 1 & 2. Theformation thicknesses were derived from the available GIS data and are summarised in Table 1.
Table 1 – Geological Scenarios
Geological UnitFormation levels (m below mud line)
Deep Case Bedrock Mean Case Bedrock
Unit 1
UndifferentiatedHolocene
0 – 5.6 0-5.6
Unit 2a
Wee BankieNot present Not present
Unit 2b
Marr Bank5.6- 20 5.6-12.2
Unit 3
Aberdeen Ground
Not present Not present
Unit 4
Undifferentiated Triassic20+ 12.2+
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2– Additional AssessmentTechnical Note
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5 GEOTECHNICAL PARAMETERS
Geotechnical parameters are required to determine the requisite pile lengths and for thederivation of soil resistance to driving (SRD) profiles. The derivation of geotechnical parametervalues was made from available borehole descriptions, in-situ test data, laboratory test results andengineering judgement.
The Marr Bank Formation soils are typically cohesionless, however a significant cohesive silt portionhas been observed locally. It was not deemed representative to model this detail at this level ofassessment. Therefore, the Marr Bank has been considered only as a cohesionless unit.
The Triassic Group is generally described as extremely to moderately weak mudstone and siltstone,with the exception of the northeast of the site where it was described as sandstone. The mudstoneand siltstone has potential for remoulding during driving, therefore in the absence of advancedtesting this formation was modelled as a very hard cohesive material.
Pile capacity and driving resistance were calculated using the same relative values, i.e. both UB orboth BE. The combination of parameters used for the geotechnical profiles are detailed in Tables 2and 3.
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Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
C162T30-01Page 8 of 29
March 2012
6 PILE DESIGN
6.1 Methodology
The preliminary pile design followed the methodologies recommended by the standard DNV J101[3] and was implemented with the Cathie Associates’ commercial software package OPile [5].Relevant details of this methodology are presented in the following sections.
6.1.1 Evaluation of Static Skin Friction & End Bearing Capacity
The ultimate bearing capacity of a single pile, Qd, is determined from the following equation[3].
Qd = Qf + Qp = ΣfAs + qAa
Where:
Qf = skin friction, kN,
Qp = total end bearing, kN,
f = unit skin friction capacity, kPa,
As = external pile shaft area, m²,
q = unit end bearing capacity, kPa,
Aa = base area of pile, m².
The base area is only taken into account if the pile is calculated as being plugged duringinstallation and at the final target penetration. In the unplugged condition, the internal skin frictionis taken into account to quantify the total shaft resistance.
6.1.2 Cohesive Soils
The (static) unit shaft friction in clay, f, is calculated by the following empirical equation for totalstress methods [3]:
f = Su
Where:
Su is the undrained shear strength and α is the adhesion factor calculated by:
= 0.5 (Su/p’) -0.5 for (Su/p’) ≤ 1.0
= 0.5 (Su/p’) -0.25 for (Su/p’) > 1.0
Where:
p’ is the effective overburden pressure, in kPa, at the depth being considered.
For piles end bearing in cohesive soils, the unit end bearing, q, in kPa is computed from:
q = 9Su
6.1.3 Cohesionless Soils
For pipe piles in cohesionless soils, the shaft friction, f, in kPa, is calculated as follows:
f = k po tan
Where:
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
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March 2012
K = coefficient of lateral earth pressure at rest, taken as 0.8 for tension andcompression,
po = effective overburden pressure, kPa, at the depth being considered,
δ = friction angle between the soil and the pile wall.
For piles end bearing in cohesionless soil, the unit end bearing, q may be computed from thefollowing:
q = p0 Nq
Where:
Nq is a dimensionless bearing capacity factor.
Limiting values of skin friction and end bearing were applied in cohesionless soil as per DNV J101recommendations.
A factor of safety of 1.25 on the characteristic soil resistances calculated was applied to derive theallowable soil resistance used to determine the final pile length.
Two construction methods were considered:
• Piles driven to depth. The smallest of the plugged and unplugged capacitycalculations was selected as design resistance value.
• Piles driven to bedrock, drilled to final depth and driven through the rock socket. Inthis case the internal skin friction was reduced and the end bearing was calculatedconsidering the annulus of the pile only.
6.2 Pile Sizing
Seagreen’s conceptual design engineering was based on the following pile sizes:
• 2m diameter, 60mm wall thickness
• 3m diameter, 60mm wall thickness
The required pile lengths and diameters for the scenarios considered are summarised below andexample calculations are contained in Appendix B.
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
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March 2012
Table 4 –Pile Lengths Adopted for Driving Assessment
Scenario
(Geotechnicalparameters)
2m DiameterPile Length
(m)
3m DiameterPile Length (m)
Pile Drive Mode
MCB BE 6MW 27 22
MCB UB 6MW 25 21
DCB BE 6MW 32 27
DCB UB 6MW 30 26
DCB UB 7MW 32 27
Drive-Drill-Drive Mode
MCB BE 6MW 29 24
MCB UB 6MW 27 22
DCB BE 6MW 35 29
DCB UB 6MW 32 27
DCB UB 7MW 34 29
The 2m diameter piles require a greater length to support the loads applied. The pile lengthscalculated for the drive-drill-drive mode are slightly longer as would be expected from the minimalinternal skin friction and end bearing area limited to the pile annulus.
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
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7 PILE DRIVING ASSESSMENT
A pile driving assessment was undertaken with the wave equation analysis method on the basis ofestimated soil resistance to driving profiles (SRD) for each scenario, set of geotechnical properties,loadings and pile size. The wave equation method models the impact energy and blow countsrequired to drive the piles to the required depths. This model was completed using the softwareprogram GRLWEAP [6].
7.1 Soil Resistance to Driving
The soil resistance to driving (SRD) profiles are estimated from empirical relationships with staticresistance as explained in the following sections.
7.1.1 Sand (Undifferentiated Holocene and Marr Bank Formation)
The static shaft friction and end bearing capacities are calculated following the DNV method [3].The limiting skin frictions and end bearing values specified in DNV J101 for granular materials werealso adopted. However, for sand, the dynamic resistance factor on static shaft friction is taken as0.7 in accordance to the Stevens Method [7].
Dynamic Shaft Capacity, SRD = 0.7 x Static Capacity
Dynamic End bearing Capacity, SRD = End Bearing Capacity
7.1.2 Clay (Triassic Group)
The empirical method proposed by Stevens [7] was adopted to estimate the shaft resistance of thisGroup during driving. The static shaft resistance was estimated from DNV J101 [3] and then reducedby applying a Dynamic Resistance Factor (Fp) to calculate the dynamic shaft resistance.
Fp = 0.5(OCR)0.3
Where,
OCR =Over-consolidationratio
[Su (oc) / Su (nc)]1/0.85
Su (oc) = Undrained shear strength of over-consolidated clay,
Su (nc) = Undrained shear strength of normally-consolidated clay, where:
In calculating OCR, the value of Su(nc) is calculated using the effective overburden stress, p’0, fromthe following equation:
Su (nc) = v (0.11 + 0.0037PI), and
PI = Plasticity Index
Mercia Mudstone behaves as a ‘lightly’ to ‘moderately’ over consolidated clay[8] . An OCR of 1 hasbeen adopted for this formation in the absence of detailed geotechnical testing.
In summary the following Dynamic Resistance Factors were applied for the Triassic Group:
Shaft capacity, SRD = Fp x Static Capacity
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
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March 2012
End bearing Capacity, SRD = 1.0 x End Bearing Capacity
7.1.3 Influence of construction methods
Driven piles
The pile driving mode is typically unplugged (coring) when piles are initially driven. On furtherpenetration, the pile driving mode may become ‘plugged’ when the internal shaft resistance(inside the pile) exceeds the end bearing resistance acting on the area of soil within the pileannulus. It should be noted that plugged piles may subsequently unplug with further driving. Thistypically occurs when significant increases in end bearing resistance are encountered. The depthof plugging cannot be predicted accurately and depends on local soil conditions, driving energyand pile diameter.
The final SRD profile was based on the smaller soil capacity obtained when comparing the pluggedand unplugged modes in their static condition.
Drive-drill-drive
As detailed in Section 2, the pile shall be driven through Holocene and Pleistocene sediment tobedrock, a rock socket will then be drilled and the pile driven to target depth through the rocksocket. Therefore, the internal shaft resistance to driving was ignored when deriving the SRD for pilesdrilled through the Triassic Group. Drilled Sockets of 1m and 1.25m diameter were considered for 2mdiameter and 3m diameter piles respectively in order to quantify the volume of debrisaccumulated inside the hollowed pile when driving through a drilled socket. It was assumed thatthe debris would generate a magnitude of internal skin friction proportional to its own volume.
7.1.4 Influence of soil set up
The effects of increasing axial pile capacity with time and enhanced resistance to driving aredocumented in numerous papers [9 & 10]. The construction of drilled sockets in the Triassic Groupwould require the use of drilling techniques. The change of construction techniques from driving todrilling and finally driving through the rock socket may take several hours or, in case ofunfavourable weather conditions, several days.
A set up factor of 2 was applied to the total external skin friction and end bearing values in the first2m of the Triassic Group to calculate the SRD in the case of drive-drill-drive mode. This assumption isbased on the data presented by Jardine et all (2005), ‘ICP methods for driven piles in sands andclays’ [9] and the approach discussed in Skov R and Denver H (1988), ‘Time-dependence of bearingcapacity of piles Proc. 3rd Int. Conf. on Application of Stress-wave Theory to Piles (Ottawa,Canada, 25-27 May 1988)’ [10] and is considered adequate for delays up to 20 days betweendrilling and driving.
7.2 Pile Driving Assessment
The SRD profiles, pile sizes and target depths were modelled in GRLWEAP for a range of hammersizes.
A maximum hammer operating efficiency of 95% was used to define the likely hammer sizerequired to drive the piles. A hammer efficiency of 95% corresponds to global efficiencies ofapproximately 90%. The global efficiency is defined as the ratio between the ENTHRU energy(energy transmitted to the pile) and the maximum rated energy of the hammer.
The wave equation analysis shall use the following input parameters, adopted from the preliminarypile driving assessment for all areas of Phase 1, reference C162T24-01 [1]:
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
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March 2012
Table 5 – Wave Equation Parameters
Parameter Cohesive Cohesionless
Quake – shaft 2.5mm 2.5mm
Quake – toe 2.5mm 2.5mm
Damping – shaft 0.2 0.2
Damping – toe 0.5 0.5
A preliminary pile driving assessment was completed by assuming a rate of 400 blows per metre asthe refusal criteria for each scenario to determine the hammer size. This preliminary assessment ofhammer size assumed the piling hammer to be operating at 95% efficiency for the entire durationof the installation operations.
A more detailed driving assessment was then completed for each scenario and pile size as follows:
• An initial hammer efficiency of 15% is applied from mud line level until a limit of 100blows per meter is achieved.
• Once the limit is achieved, the hammer efficiency is increased in 20% intervals tofinal penetration.
The results of the pile drivability assessment were exported to a table, which is presented inAppendix C. A summary of the results is presented in tables 6 & 7 below.
Table 6 – Pile driving to full depth.
ScenarioPile
diameter(m)
Piling Summary
PenetrationDepth (m)
MaxSRD
(MN)Hammer
Hammerefficiency
MaxImpactEnergy
(kJ)
Total No.of blows
Duration(hours)
MCB BE6MW
2 27 78.5* IHC-S1800 15-95% 1420 2316 0.9
3 22 61 IHC-S1800 15-95% 1436 1329 0.5
MCB UB6MW
2 25 90.8** IHC S2300 15-95% 2056 1553 0.6
3 21 67.6 IHC-S2300 15-95% 2081 893 0.3
DCB BE6MW
2 32 78.1*** IHC-S1800 15-95% 1432 2381 0.9
3 27 56.6 IHC-S1800 15-95% 1449 1406 0.5
DCB UB
6MW
2 30 58.3 IHC-S1800 15-95% 1445 1597 0.6
3 26 63.2 IHC-S1800 15-95% 1446 1393 0.5
DCB UB7MW
2 <32 Refusal with maximum hammer size of IHC S2300****
3 27 69 IHC 1800 15-95% 1449 1449 0.5
Range 2-3 21-32 56.6-91 IHC 1800 15-95%1420-2081
893-2381 0.5-0.9
*Plugged at 24m, **Plugged at 25m, ***Plugged at 30m, ****Maximum hammer considered, assumes plugging at depth.
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
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March 2012
Table 7 – Pile driving to bedrock and drilled socket in the Triassic Group
ScenarioPile
diameter(m)
Piling Summary
PenetrationDepth (m)
MaxSRD
(MN)Hammer
Hammerefficiency
MaxImpactEnergy
(kJ)
Total No.of blows
Duration(hours)
MCB BE6MW
2 29 40.8 IHC-S1200 15-75% 916 1445 0.5
3 24 40.3 IHC-S1200 15-75% 920 1362 0.5
MCB UB6MW
2 27 40.8 IHC-S1200 15-75% 915 1351 0.5
3 22 49 IHC-S1200 15-75% 919 1081 0.4
DCB BE6MW
2 35 39.4 IHC-S1200 15-75% 870 2061 0.8
3 29 46.3 IHC-S1200 15-75% 870 1746 0.6
DCB UB
6MW
2 32 40.3 IHC-S1200 15-75% 869 1802 0.7
3 27 47.7 IHC-S1200 15-75% 869 1662 0.6
DCB UB7MW
2 34 45.6 IHC-S1200 15-95% 1100 2062 0.8
3 29 55.6 IHC-S1200 15-95% 1099 2199 0.8
Range 2-3 22-3439.4-55.6
IHC-S1200 15-95% 870-11001081-2199
0.5-0.9
The piling durations have been preliminarily assessed by assuming a hammer frequency of 45blows/meter and uninterrupted driving operations. The total durations anticipated (assumingcontinuous driving) are presented in Appendix C. A summary of the results is presented in Table 7.
The Triassic Group shows significantly higher resistance to driving than the overlying Marr BankFormation and Undifferentiated Holocene Formation.
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
C162T30-01Page 15 of 29
March 2012
8 INDICATIVE PILING DURATIONS
Indicative piling operation timings for drive-drill-drive and driven piling are provided in Table 8.These timings have been derived from records from recent piling operations in similar groundconditions (source confidential); however piling operations vary significantly depending upon thecontractor, installation vessel, weather and plant. The following assumptions have been made inthe derivation of these timings:
• The installation vessel is a self-propelled jack-up.
• A single four pile jacket structure is the sub-structure
• The drilling operation is top driven.
• The drill bit diameter is 1.7m.
• The drilling operation is a single run.
• No significant problems and optimum weather conditions.
• Deep bedrock case, 2m diameter pile, with a toe depth of 27m BSBL.
Ro
un
d3
Fir
th
of
Fo
rt
hD
ev
el
op
me
nt
Zo
ne
Pil
eD
riv
ing
An
al
ys
isM
B1
&M
B2
–A
dd
itio
na
lA
ss
es
sm
en
tT
ec
hn
ica
lN
ot
e
C1
62
T3
0-0
1P
ag
e1
6o
f2
9
Ma
rc
h2
01
2
Tab
le8
–In
dic
ative
Pile
Tim
ing
s
Op
era
tio
nD
rive
nPili
ng
Op
era
tio
ns
Dri
ve
Dri
llD
riv
ePili
ng
Op
era
tio
ns
Pile
1P
ile2
Pile
3P
ile4
Pile
1P
ile2
Pile
3P
ile4
On
-site
an
dJa
ck-u
p2h
rs2h
rs2h
rs2h
rs2h
rs2h
rs2h
rs2h
rs
De
plo
ym
en
ta
nd
set-
up
of
pili
ng
tem
pla
te4h
rsN
AN
AN
A4h
rsN
AN
AN
A
Pile
pla
ce
me
nt
an
dse
lf-w
eig
ht
sett
le2h
rs2h
rs2h
rs2h
rs2h
r2h
rs2h
rs2h
rs
Pili
ng
set-
up
an
dse
ttin
gb
low
s2h
rs2h
rs2h
rs2h
rs1.5
hrs
1.5
hrs
1.5
hrs
1.5
hrs
Pile
Drivin
g1h
r1h
r1h
r1h
r0.5
hrs
0.5
hrs
0.5
hrs
0.5
hrs
Re
mo
ve
Ha
mm
er
an
dIn
sta
llD
rillR
igN
AN
AN
AN
A6h
rs6h
rs6h
rs6h
rs
Top
Drill
an
dR
ea
min
gN
AN
AN
AN
A15h
rs15h
rs15h
rs15h
rs
Re
mo
ve
drill
rig
an
dre
inst
all
Ha
mm
er
NA
NA
NA
NA
4h
rs4h
rs4h
rs4h
rs
Pili
ng
(re
)se
t-u
pN
AN
AN
AN
A1h
r1h
r1h
r1h
r
Pile
Drivin
g(R
est
art
)N
AN
AN
AN
A1h
r1h
r1h
r1h
r
Po
stP
ilin
go
ps
1h
r1h
r1h
r1h
r1h
r1h
r1h
r1h
r
Re
co
ve
ryo
fp
ilin
gte
mp
late
NA
NA
NA
3h
rsN
AN
AN
A3h
r
Jac
kd
ow
n2h
rs2h
rs2h
rs2h
rs2h
rs2h
rs2h
rs2h
rs
Tra
nsi
tin
gto
ne
xtlo
ca
tio
na
nd
po
sitio
nin
g1h
r1h
r1h
rN
A/U
nkn
ow
n1h
r1h
r1h
rN
A/U
nkn
ow
n
Pe
rp
ileTo
tal
15h
rs11h
rs11h
rs13h
rs41h
rs37h
rs37h
rs39h
rs
JAC
KET
TOTA
L50h
rs15
4h
rs
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
C162T30-01Page 17 of 29
March 2012
9 CONCLUSIONS AND RECOMMENDATIONS
The following conclusions can be drawn from this assessment:
A significant range of driving energies, blow counts and durations can be expected duringthe piling work operations.
The range of impact energies associated with drive-drill-drive mode is significantly lowerthan on driven mode only.
The MCB UB 6MW scenario for full depth pile driving requires very high impact energies toachieve target penetration. Due to a number of issues, including the noise generated andits potential effect on marine mammals, this installation scenario is not considered to be afeasible method of installing piles in these circumstances. Therefore, for this scenario drive-drill-drive installation should be considered.
The delays associated with changes between driving and drilling techniques cannot bepredicted accurately and will depend on the contractors’ method of work, howeversignificant ‘pile set-up’ is expected.
The possibility of plugging, particularly on the 2m diameter piles when driven though theTriassic Group cannot be accurately predicted.
The use of 2m diameter piles will result in a risk of refusal before target depth and adequatepile capacity is achieved.
This is a preliminary assessment based upon preliminary ground investigation information. Werecommend that this assessment is re-visited on receipt of more detailed geological and/orgeotechnical data.
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
C162T30-01Page 18 of 29
March 2012
10 REFERENCES
1. Cathie Associates, Round 3 Firth of Forth Development Zone. Pile Driving Analysis –Preliminary Assessment. Document reference C162T24-01, September 2011.
2. Garrad Hassan and Partners Ltd, Firth of Forth Offshore Wind Farm WTG Foundation ConceptEngineering Study: 1086/BR/009, Seagreen Report No: A4MRSEAG-Z-ENG945-SRP-084, August2011.
3. Det Norske Veritas (DNV), Design of offshore Wind Turbine Structures, DNV-OS-J101, Oct2011.
4. SEtech (Geotechnical Engineers) Ltd, Seagreen Wind Energy Round 3 Firth of ForthDevelopment Zone Geotechnical Desktop Study: 8768-1-, January 2010.
5. Cathie Associates Ltd, OPile Manual, 2011.
6. Pile Dynamics, Inc (2005) GRLWEAPTM; Wave Equation Analysis of Pile Driving, Proceduresand Models, Version 2005, Pile Dynamics Inc, Ohio, USA.
7. Stevens, R., Wiltsie, E. & Turton, T., (1982), Evaluating Pile Drivability for Hard Clay, Very Dense
Sand and Rock, Offshore Technology Conference, OTC 4205, pp. 465-481.
8. British Geological Survey (2002), Engineering Geology of British Rocks and Soils. Mudstones ofthe Mercia Mudstone Group. Urban Geoscience and Geological Hazards Programme.Research Report RR/01/02.
9. Jardine et all (2005), ICP methods for driven piles in sands and clays’. Thomas Telford.
10. ‘Skov R and Denver H (1988) Time-dependence of bearing capacity of piles Proc. 3rd Int.Conf. on Application of Stress-wave Theory to Piles (Ottawa, Canada, 25-27 May 1988)’
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
C162T30-01
March 2012
Appendix A
Location of Marr Bank 1 & Marr Bank 2 Provinces.
Drawing 162R16-001-01
Brav
o
Alph
a
Charl
ieFo
xtrot
5550
00
5550
00
5600
00
5600
00
5650
00
5650
00
5700
00
5700
00
5750
00
5750
00
5800
00
5800
00
5850
00
5850
00
5900
00
5900
00
5950
00
5950
00
6000
00
6000
00
6260000
6260000
6265000
6265000
6270000
6270000
6275000
6275000
6280000
6280000
6285000
6285000
Loca
tion M
ap
Revis
ion St
atus
Rev
Date
Detai
ls of
Chan
ges
Dr'n
Ch'k
Proje
ction
/Scale
Licen
ces/C
opyri
ght
115
/02/12
PSL
MRO
Firth
of Fo
rth O
ffsho
re Wi
nd Fa
rm
R16 -
Phas
e 1 D
evelo
pmen
t Zon
e Int
erpret
ive R
epor
tPr
ovinc
e Map
Rev 1
PSL
First
Issue
WGS_
1984
_UTM
_Zon
e_30
NPr
ojecti
on: T
ransv
erse_
Merca
torFa
lse_E
astin
g: 50
0000
.0000
00Fa
lse_N
orthin
g: 0.0
0000
0Ce
ntral_
Merid
ian: -3
.0000
00Sc
ale_F
actor
: 0.99
9600
Latitu
de_O
f_Orig
in: 0.
0000
00Lin
ear U
nit: M
eter
GCS_
WGS_
1984
Datum
: D_W
GS_1
984
C162
R16-D
01-01
µ
Lege
nd
Split
Betw
een M
arr Ba
nk an
d Wee
Bank
ie
Prov
ince
MB1
MB2
MB3
MB4
MB5
MB6
WB1
WB2
WB3
WB4
WB5
WB6
Breakd
own o
f Prov
inces
Provin
ceDe
script
ionMB
1Ma
rr Bank
/0-20m
to be
drock
with 0
-5m ho
locen
e thic
kness
MB2
Marr B
ank/0-
20m to
bedro
ck wit
h >5m
holoc
ene t
hickne
ssMB
3Ma
rr Bank
/20-35
m to b
edroc
k with
0-5m h
olocen
e thic
kness
MB4
Marr B
ank/20
-35m t
o bed
rock w
ith >5
m holo
cene t
hickne
ssMB
5Ma
rr Bank
/>35m
to be
drock
with 0
-5m ho
locen
e thic
kness
MB6
Marr B
ank/>3
5m to
bedro
ck wit
h >5m
holoc
ene t
hickne
ssWB
1We
e Bank
ie/0-2
0m to
bedro
ck wit
h 0-5m
holoc
ene t
hickne
ssWB
2We
e Bank
ie/0-2
0m to
bedro
ck wit
h >5m
holoc
ene t
hickne
ssWB
3We
e Bank
ie/20-
35m to
bedro
ck wit
h 0-5m
holoc
ene t
hickne
ssWB
4We
e Bank
ie/20-
35m to
bedro
ck wit
h >5m
holoc
ene t
hickne
ssWB
5We
e Bank
ie/>35
m to b
edroc
k with
0-5m h
olocen
e thic
kness
WB6
Wee B
ankie/
>35m t
o bed
rock w
ith >5
m holo
cene t
hickne
ss
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
C162T30-01
March 2012
Appendix B
Example of Pile Sizing Calculations
PIL
ED
RIV
ING
ASS
ESSM
ENT
Pile
Sizi
ng
Cal
cula
tio
ns
MC
B_B
E6M
W
Req
uir
emen
tR
esu
lts
Co
mpr
ess
(MN
)Te
nsio
n(M
N)
Co
mp
ress
Ten
sC
om
pre
ssTe
ns
2m34
.07
25.9
72
m27
51.8
027
.50
0.66
0.94
3m34
.07
25.9
73
m22
55.9
726
.52
0.61
0.98
1.25
resi
stan
cefa
cto
rap
plie
dto
soil
resi
stan
ces
(DN
V-O
S-J1
01)
2mP
ileD
iam
eter
3mP
ileD
iam
eter
Fact
ore
dFi
nal
Fact
ore
dTo
talC
apac
ity
Plu
gged
/Un
plu
Tota
lTo
tal
Fin
alFa
cto
red
Tota
lFa
cto
red
Pen
Plu
gged
Un
plu
gC
om
pre
sTe
nsi
on
Ten
sio
nPl
ugg
edU
np
lugg
edC
apac
ity
Cap
acit
yPe
nPl
ugg
edU
np
lug
Co
mp
res
Ten
sio
nTe
nsi
on
Plu
gged
Un
plu
gged
Cap
acit
yTo
tal
(m)
(kN
)(k
N)
(kN
)(k
N)
(kN
)(k
N)
(kN
)(k
N)
(kN
)(m
)(k
N)
(kN
)(k
N)
(kN
)(k
N)
(kN
)(k
N)
(kN
)C
apac
ity
00
00
00
00
PLU
GG
ED
00
0.1
00
00
00
0P
LUG
GE
D0
(kN
)3
00
00
00
0P
LUG
GE
D0
03
.90
00
00
00
PLU
GG
ED
00
34
14
75
16
36
36
28.6
4182
.75
52
UN
PLU
GG
ED
55
244
24
12
44
0.7
99
3.5
11
8.9
11
8.9
115
.128
12
45
9.6
10
12
.4U
NP
LUG
GE
D10
12.4
810
45
52
97
82
14
71
47
117.
984
5676
.79
30
UN
PLU
GG
ED
93
074
45
15
55
0.9
14
44
.22
34
.39
23
4.3
918
7.51
21
57
85
.31
67
8.6
UN
PLU
GG
ED
1678
.613
435
69
12
10
78
29
12
91
232.
912
7202
.61
36
9U
NP
LUG
GE
D1
36
910
955
.61
74
17
17
36
.73
86
.67
38
6.6
730
9.33
61
78
03
.72
12
3.4
UN
PLU
GG
ED
2123
.416
996
77
41
12
70
39
33
93
314.
1281
33.5
16
63
UN
PLU
GG
ED
16
63
1330
6.6
20
52
7.2
22
60
.96
78
.76
67
8.7
654
3.00
82
12
05
.92
93
9.7
UN
PLU
GG
ED
2939
.723
527
88
72
15
82
58
45
84
467.
584
9456
.32
16
7U
NP
LUG
GE
D2
16
717
337
21
77
1.2
24
83
.58
09
.01
80
9.0
164
7.20
82
25
80
.23
29
2.5
UN
PLU
GG
ED
3292
.526
347
93
24
17
14
66
96
69
534.
816
9992
.82
38
2U
NP
LUG
GE
D2
38
219
068
24
88
1.4
30
72
.11
16
8.1
11
68
.193
4.48
26
04
9.6
42
40
.3U
NP
LUG
GE
D42
40.3
3392
81
04
55
20
60
89
78
97
717.
536
1135
2.1
29
57
UN
PLU
GG
ED
29
57
2366
92
79
91
.63
70
6.7
15
75
.21
57
5.2
1260
.16
29
56
6.7
52
81
.8U
NP
LUG
GE
D52
81.8
4225
91
15
86
24
31
11
51
11
51
921.
1212
737.
63
58
2U
NP
LUG
GE
D3
58
228
661
03
11
01
.84
38
7.2
20
30
.12
03
0.1
1624
.08
33
13
1.8
64
17
.3U
NP
LUG
GE
D64
17.3
5134
10
12
71
72
82
61
43
21
43
211
45.6
814
149.
24
25
9U
NP
LUG
GE
D4
25
934
071
13
42
11
.95
11
3.7
25
32
.82
53
2.8
2026
.24
36
74
4.8
76
46
.6U
NP
LUG
GE
D76
46.6
6117
11
13
84
83
24
61
73
91
73
913
91.0
415
587
49
85
UN
PLU
GG
ED
49
85
3988
12
37
32
2.1
58
86
.23
08
3.5
30
83
.524
66.8
40
40
5.6
89
69
.7U
NP
LUG
GE
D89
69.7
7176
12
14
97
93
69
12
07
22
07
216
57.3
617
050.
85
76
3U
NP
LUG
GE
D5
76
346
101
2.2
37
94
4.2
60
46
.23
19
9.4
31
99
.425
59.5
24
11
43
.59
24
5.6
UN
PLU
GG
ED
9245
.673
961
21
52
05
37
83
21
41
21
41
1713
.12
1734
6.7
59
24
UN
PLU
GG
ED
59
24
4739
13
.26
36
17
.21
08
19
.86
07
5.2
60
75
.248
60.1
66
96
92
.51
68
95
UN
PLU
GG
ED
1689
513
516
13
28
42
47
08
84
02
14
02
132
16.4
3244
4.5
11
10
8U
NP
LUG
GE
D1
11
08
8887
14
63
61
7.2
13
06
08
40
8.7
84
08
.767
26.9
67
20
26
21
46
8.7
UN
PLU
GG
ED
2146
8.7
1717
51
42
85
44
85
49
55
60
55
60
4448
.24
3410
3.9
14
11
0U
NP
LUG
GE
D1
41
10
1128
81
56
36
17
.21
58
98
11
36
5.1
11
36
5.1
9092
.08
74
98
2.3
27
26
3.1
UN
PLU
GG
ED
2726
3.1
2181
01
52
86
93
10
41
77
52
97
52
960
22.8
836
221.
81
79
45
UN
PLU
GG
ED
17
94
514
356
16
63
61
7.2
18
77
6.5
14
36
3.4
14
36
3.4
1149
0.72
77
98
0.7
33
13
9.9
UN
PLU
GG
ED
3313
9.9
2651
21
62
88
43
12
32
89
54
39
54
376
34.7
238
386.
22
18
72
UN
PLU
GG
ED
21
87
217
497
17
63
61
7.2
21
69
3.7
17
40
2.2
17
40
2.2
1392
1.76
81
01
9.4
39
09
5.8
UN
PLU
GG
ED
3909
5.8
3127
71
72
89
92
14
28
11
16
03
11
60
392
82.2
440
595.
22
58
84
UN
PLU
GG
ED
25
88
420
707
18
63
61
7.2
24
64
8.1
20
47
9.7
20
47
9.7
1638
3.76
84
09
6.9
45
12
7.7
UN
PLU
GG
ED
4512
7.7
3610
21
82
91
42
16
27
51
37
05
13
70
510
964.
1642
847.
22
99
80
UN
PLU
GG
ED
29
98
023
984
19
63
61
7.2
27
63
8.4
23
59
4.6
23
59
4.6
1887
5.68
87
21
1.8
51
23
2.9
UN
PLU
GG
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GE
D82
71.1
6617
11
14
52
73
64
32
07
72
07
716
61.2
816
603.
35
72
0U
NP
LUG
GE
D5
72
045
761
23
55
12
.66
19
1.5
35
49
.33
54
9.3
2839
.44
39
06
1.8
97
40
.7U
NP
LUG
GE
D97
40.7
7793
12
15
78
34
18
82
50
12
50
120
00.8
1828
4.4
66
89
UN
PLU
GG
ED
66
89
5351
13
38
34
07
07
5.1
42
38
.84
23
8.8
3391
.04
42
57
8.8
11
31
3.8
UN
PLU
GG
ED
1131
3.8
9051
13
17
04
04
76
72
96
12
96
123
68.5
620
000.
77
72
7U
NP
LUG
GE
D7
72
761
821
44
11
67
.48
00
9.3
49
81
49
81
3984
.84
61
48
.51
29
90
.4U
NP
LUG
GE
D12
990.
410
392
14
18
29
75
37
83
45
63
45
627
64.4
821
752.
28
83
4U
NP
LUG
GE
D8
83
470
671
54
39
94
.98
99
4.3
57
76
.15
77
6.1
4620
.88
49
77
11
47
70
.4U
NP
LUG
GE
D14
770.
411
816
15
19
55
36
02
33
98
63
98
631
88.4
823
538.
91
00
08
UN
PLU
GG
ED
10
00
880
061
64
68
22
.31
00
29
.96
62
46
62
452
99.2
53
44
6.3
16
65
3.9
UN
PLU
GG
ED
1665
3.9
1332
31
62
08
10
67
00
45
51
45
51
3640
.72
2536
0.8
11
25
1U
NP
LUG
GE
D1
12
51
9001
17
49
64
9.7
11
11
6.2
75
24
.77
52
4.7
6019
.76
57
17
4.4
18
64
0.9
UN
PLU
GG
ED
1864
0.9
1491
31
72
20
67
74
11
51
51
51
51
4121
.04
2721
7.9
12
56
2U
NP
LUG
GE
D1
25
62
1005
01
85
24
77
.21
22
53
.28
47
8.1
84
78
.167
82.4
86
09
55
.32
07
31
.4U
NP
LUG
GE
D20
731.
416
585
18
23
32
38
15
55
78
75
78
746
29.6
2911
0.2
13
94
2U
NP
LUG
GE
D1
39
42
1115
31
95
53
04
.61
34
40
.99
48
4.4
94
84
.475
87.5
26
47
89
22
92
5.3
UN
PLU
GG
ED
2292
5.3
1834
01
92
45
80
89
31
64
58
64
58
5166
.24
3103
7.6
15
38
9U
NP
LUG
GE
D1
53
89
1231
12
05
81
32
14
67
9.3
10
54
3.5
10
54
3.5
8434
.86
86
75
.52
52
22
.7U
NP
LUG
GE
D25
222.
720
178
20
25
83
79
74
17
16
47
16
457
31.1
233
000.
31
69
05
UN
PLU
GG
ED
16
90
513
524
21
76
97
6.9
19
68
8.7
14
22
2.6
14
22
2.6
1137
8.08
91
19
9.5
33
91
1.3
UN
PLU
GG
ED
3391
1.3
2712
92
13
42
12
13
02
29
61
79
61
776
93.2
843
828.
52
26
39
UN
PLU
GG
ED
22
63
918
111
22
77
61
32
33
47
.61
79
82
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79
82
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385.
689
55
95
.14
13
29
.7U
NP
LUG
GE
D41
329.
733
064
22
34
49
51
54
11
12
12
31
21
23
9698
.32
4661
7.6
27
53
4U
NP
LUG
GE
D2
75
34
2202
72
37
82
49
.22
70
82
21
82
02
18
20
1745
61
00
06
9.3
48
90
2U
NP
LUG
GE
D48
902
3912
22
33
47
77
17
84
91
46
82
14
68
211
745.
2849
459
32
53
0U
NP
LUG
GE
D3
25
30
2602
42
47
88
85
.43
08
90
25
73
4.8
25
73
4.8
2058
7.84
10
46
20
.25
66
24
.9U
NP
LUG
GE
D56
624.
945
300
24
35
06
02
03
35
17
29
11
72
91
1383
3.12
5235
1.6
37
62
6U
NP
LUG
GE
D3
76
26
3010
12
57
95
21
.63
47
70
.42
97
24
.92
97
24
.923
779.
921
09
24
6.5
64
49
5.3
UN
PLU
GG
ED
6449
5.3
5159
62
53
53
43
22
86
81
99
52
19
95
215
961.
255
294.
44
28
20
UN
PLU
GG
ED
42
82
034
256
26
80
15
7.7
38
72
1.7
33
78
8.9
33
78
8.9
2703
1.12
11
39
46
.67
25
10
.6U
NP
LUG
GE
D72
510.
658
008
26
35
62
62
54
48
22
66
12
26
61
1812
8.64
5828
6.5
48
10
9U
NP
LUG
GE
D4
81
09
3848
72
78
07
93
.94
27
42
.83
79
25
.63
79
25
.630
340.
481
18
71
9.5
80
66
8.5
UN
PLU
GG
ED
8066
8.5
6453
52
73
59
08
28
07
32
54
19
25
41
920
334.
8861
327
53
49
2U
NP
LUG
GE
D5
34
92
4279
42
88
14
30
.14
68
32
.74
21
33
.94
21
33
.933
707.
121
23
56
48
89
66
.6U
NP
LUG
GE
D88
966.
671
173
28
36
19
13
07
43
28
22
42
82
24
2257
9.28
6441
5.3
58
96
8U
NP
LUG
GE
D5
89
68
4717
42
98
20
66
.35
09
90
.24
64
12
.74
64
12
.737
130.
161
28
47
99
74
03
UN
PLU
GG
ED
9740
377
922
29
36
47
43
34
58
31
07
73
10
77
2486
1.36
6755
0.6
64
53
4U
NP
LUG
GE
D6
45
34
5162
83
08
27
02
.45
52
14
.65
07
61
.25
07
61
.240
608.
961
33
46
3.6
10
59
75
.7U
NP
LUG
GE
D10
5975
.784
781
30
36
75
73
62
16
33
97
63
39
76
2718
0.48
7073
2.3
70
19
1U
NP
LUG
GE
D7
01
91
5615
33
18
33
38
.65
95
04
.95
51
78
.35
51
78
.344
142.
641
38
51
6.9
11
46
83
.2U
NP
LUG
GE
D11
4683
.291
747
31
37
03
93
90
17
36
92
03
69
20
2953
6.32
7395
9.8
75
93
7P
LUG
GE
D7
39
60
5916
83
28
39
74
.86
38
60
.45
96
63
.35
96
63
.347
730.
641
43
63
8.1
12
35
23
.8U
NP
LUG
GE
D12
3523
.898
819
32
37
32
24
18
60
39
91
03
99
10
3192
8.32
7723
2.6
81
77
1P
LUG
GE
D7
72
33
6178
63
38
46
10
.96
82
80
.46
42
15
.66
42
15
.651
372.
481
48
82
6.5
13
24
96
UN
PLU
GG
ED
1324
9610
5997
33
37
60
54
47
46
42
94
54
29
45
3435
6.16
8055
0.1
87
69
1P
LUG
GE
D8
05
50
6444
03
48
52
47
.17
27
64
.26
88
34
.26
88
34
.255
067.
361
54
08
1.3
14
15
98
.5U
NP
LUG
GE
D14
1598
.511
3279
34
37
88
84
76
73
46
02
44
60
24
3681
9.52
8391
29
36
97
PLU
GG
ED
83
91
267
130
35
85
88
3.3
77
31
1.2
73
51
8.7
73
51
8.7
5881
4.96
15
94
02
15
08
30
UN
PLU
GG
ED
1508
3012
0664
35
38
17
05
06
42
49
14
74
91
47
3931
7.92
8731
7.7
99
78
9P
LUG
GE
D8
73
18
6985
43
68
65
19
.58
19
20
.87
82
68
.57
82
68
.562
614.
81
64
78
7.9
16
01
89
.3U
NP
LUG
GE
D16
0189
.312
8151
36
38
45
35
36
51
52
31
45
23
14
4185
1.04
9076
6.9
10
59
65
PLU
GG
ED
90
76
772
614
37
87
15
5.6
86
59
2.5
83
08
2.8
83
08
2.8
6646
6.24
17
02
38
.51
69
67
5.4
UN
PLU
GG
ED
1696
75.4
1357
403
73
87
36
56
70
15
55
23
55
52
344
418.
7294
259.
31
12
22
4P
LUG
GE
D9
42
59
7540
73
88
77
91
.89
13
25
.88
79
61
.48
79
61
.470
369.
121
75
75
3.2
17
92
87
.1P
LUG
GE
D17
5753
.214
0603
38
39
01
95
97
91
58
77
65
87
76
4702
0.64
9779
4.4
11
85
67
PLU
GG
ED
97
79
478
236
39
88
42
89
61
20
.19
29
03
.59
29
03
.574
322.
81
81
33
1.5
18
90
23
.6P
LUG
GE
D18
1331
.514
5065
39
39
30
16
29
21
62
07
16
20
71
4965
6.4
1013
71.9
12
49
92
PLU
GG
ED
10
13
72
8109
84
08
90
64
.11
00
97
5.1
97
90
8.8
97
90
8.8
7832
7.04
18
69
72
.91
98
88
3.8
PLU
GG
ED
1869
72.9
1495
784
03
95
84
66
09
16
54
07
65
40
752
325.
9210
4991
.51
31
49
8P
LUG
GE
D1
04
99
283
993
41
89
70
0.3
10
58
90
.21
02
97
6.8
10
29
76
.882
381.
441
92
67
7.1
20
88
67
.1P
LUG
GE
D19
2677
.115
4142
41
39
86
76
92
99
68
78
66
87
86
5502
8.88
1086
52.9
13
80
86
PLU
GG
ED
10
86
53
8692
24
29
03
36
.51
10
86
5.2
10
81
07
.21
08
10
7.2
8648
5.76
19
84
43
.72
18
97
2.4
PLU
GG
ED
1984
43.7
1587
554
24
01
50
72
54
77
22
06
72
20
657
765.
0411
2355
.91
44
75
4P
LUG
GE
D1
12
35
689
885
43
90
97
2.7
11
58
99
.71
13
29
9.4
11
32
99
.490
639.
522
04
27
2.1
22
91
99
.1P
LUG
GE
D20
4272
.116
3418
43
40
43
27
58
34
75
66
87
56
68
6053
4.24
1161
00.1
15
15
02
PLU
GG
ED
11
61
00
9288
04
49
16
08
.81
20
99
3.2
11
85
53
.21
18
55
3.2
9484
2.56
21
01
62
.12
39
54
6.5
PLU
GG
ED
2101
62.1
1681
304
44
07
15
79
15
97
91
70
79
17
063
336.
3211
9885
.41
58
33
0P
LUG
GE
D1
19
88
595
908
45
92
24
51
26
14
5.5
12
38
68
.21
23
86
8.2
9909
4.56
21
61
13
.22
50
01
3.8
PLU
GG
ED
2161
13.2
1728
914
54
09
98
82
52
38
27
14
82
71
466
170.
9612
3711
.51
65
23
7P
LUG
GE
D1
23
71
298
969
46
92
88
1.2
13
13
56
.21
29
24
4.1
12
92
44
.110
3395
.28
22
21
25
.32
60
60
0.3
PLU
GG
ED
2221
25.3
1777
004
64
12
81
85
92
58
62
98
86
29
869
038.
0812
7578
.11
72
22
2P
LUG
GE
D1
27
57
810
2062
47
93
51
7.4
13
66
25
.11
34
68
0.5
13
46
80
.510
7744
.42
28
19
7.9
27
13
05
.6P
LUG
GE
D22
8197
.918
2558
47
41
56
38
93
65
89
92
28
99
22
7193
7.52
1314
85.2
17
92
87
PLU
GG
ED
13
14
85
1051
884
89
41
53
.51
41
95
1.8
14
01
77
.21
40
17
7.2
1121
41.7
62
34
33
0.8
28
21
29
PLU
GG
ED
2343
30.8
1874
654
84
18
46
92
84
29
35
86
93
58
674
869.
1213
5432
.41
86
42
8P
LUG
GE
D1
35
43
210
8346
49
94
78
9.7
14
73
36
14
57
33
.91
45
73
3.9
1165
87.1
22
40
52
3.6
29
30
69
.9P
LUG
GE
D24
0523
.619
2419
49
42
12
99
63
57
97
29
19
72
91
7783
2.64
1394
19.6
19
36
48
PLU
GG
ED
13
94
20
1115
365
09
54
25
.91
52
77
7.6
15
13
50
.21
51
35
0.2
1210
80.1
62
46
77
6.1
30
41
27
.8P
LUG
GE
D24
6776
.119
7421
50
42
41
29
99
10
10
10
35
10
10
35
8082
814
3446
.52
00
94
5P
LUG
GE
D1
43
44
711
4757
00
00
End
Cap
acit
yC
um
Fric
tio
nEn
dC
apac
ity
Pile
Dia
met
erJa
cket
Pile
Dia
met
erR
equ
ire
dPi
leLe
ngt
h
Cap
acit
yU
tilis
atio
n
Cu
mFr
icti
on
Tota
lCap
acit
y
Ham
mer
Type
/Siz
e
Round 3 Firth of Forth Development ZonePile Driving Analysis MB1 & MB2–Additional AssessmentTechnical Note
C162T30-01
March 2012
Appendix C
Piling Driveability Assessment Results
PILE DRIVING ASSESSMENTPile Driveability Calculations
Client : Seagreen
Project : Round 3 Firth of Forth Phase 1
Project No : C162
Revision History
Revision Purpose Date Author Checked Reviewed
0 For Comment 06/03/2002 VTE MRO JIR
C1
62
-Se
agre
en
Ro
un
d3
Firt
ho
fFo
rth
Ph
ase
1D
eve
lop
me
nt
Zon
eA
dd
itio
nal
Pile
Dri
veab
ility
Ass
ess
me
nt
incl
ud
ing
vari
able
eff
icie
ncy
and
dri
ve-d
rill
dri
vem
od
eP
ileD
rivi
ng
Mo
de
Re
sult
s
Du
rati
on
*
Co
mp
(MN
)Te
n(M
N)
Req
uir
edP
ile
Len
gth
(m)
Co
mp
(MN
)Te
n(M
N)
Co
mp
ress
Ten
sD
rive
able
Pile
Len
gth
(m)
Ma
xC
om
p
(MP
a)
Ma
xTe
n
(MP
a)(H
ou
r)M
in(1
5%)
Ma
x(9
5%)
MC
B_B
E2m
34.0
725
.97
2751
.80
27.1
00.
660.
9678
504
IHC
-S18
0027
235.
23-2
4.10
2316
0.9
233
1420
Plu
gged
at24
m
MC
B_B
E3m
34.0
725
.97
2255
.97
26.5
20.
610.
9861
027
IHC
-S18
0022
198.
47-3
1.81
1329
0.5
231
1436
Un
plu
gged
dri
vin
g
MC
B_U
B2m
34.0
725
.97
2557
.28
27.8
40.
590.
9390
766
IHC
-S23
0025
248.
68-3
2.55
1553
0.6
327
2056
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ugg
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25m
MC
B_U
B3m
34.0
725
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2160
.80
28.4
30.
560.
9167
648
IHC
-S23
0021
211.
21-2
7.33
893
0.3
333
2081
Un
plu
gged
dri
vin
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DC
B_B
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34.0
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3249
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26.8
00.
690.
9778
083
IHC
-S18
0032
233.
78-2
7.32
2381
0.9
233
1432
Plu
gged
at30
m
DC
B_B
E3m
34.0
725
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2755
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26.0
60.
621.
0056
647
IHC
-S18
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196.
36-3
8.32
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0.5
231
1449
Un
plu
gged
dri
vin
g
DC
B_U
B2m
34.0
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3056
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27.1
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610.
9658
340
IHC
-S18
0030
229.
75-2
7.07
1597
0.6
233
1445
Un
plu
gged
dri
vin
g
DC
B_U
B3m
34.0
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2658
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27.0
00.
590.
9663
156
IHC
-S18
0026
196.
98-3
9.51
1393
0.5
231
1446
Un
plu
gged
dri
vin
g
DC
B_U
B_7
MW
2m38
.71
29.5
132
61.7
931
.93
0.63
0.92
6666
8IH
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2300
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Ref
usa
lin
plu
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mo
de
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DC
B_U
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3m38
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29.5
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gp
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s/m
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Axi
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ileD
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ab
ility
Ass
ess
me
nt
Dri
veab
ility
Res
ult
sTo
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low
Co
un
tSc
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io
Ach
ieve
dC
apac
ity
Uti
lisat
ion
Ma
xSR
D
(kN
)
Req
uir
ed
n/a
Co
mm
ent/
Ass
um
pti
on
s
Enth
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J)
Ham
mer
Size
Pile
Dia
met
er
C162 - Seagreen Round 3 Firth of Forth Phase 1 Development ZoneAdditional Pile Driveability Assessement
Pile Driving Mode
Ground Model Parameter ModelPile Diameter
(m)Pile Length (m) Hammer Model Efficiency (%) Depth(m) SRD (kN)
Blows permeter
Compression(MPa)
Tension (MPa) Energy (kJ)CumulativeBlowcount
15% 0.0 2000 0 0 0 0 0
15% 6.0 4000 26 86 -51 233 77
15% 10.0 5000 33 86 -46 233 195
15% 11.5 5200 35 86 -45 233 246
35% 14.5 14539 72 122 -31 411 405
55% 17.5 24205 80 155 -25 644 632
75% 22.5 40649 87 203 -29 1143 1047
95% 23.5 70782 228 234 -26 1428 1205
95% 25.5 74626 274 235 -25 1425 1707
95% 27.0 78504 335 235 -24 1421 2316
15% 0.0 470 0 0 0 0 0
15% 1.5 1377 0 0 0 0 0
15% 3.5 3031 21 73 -57 231 21
15% 6.1 4915 33 74 -51 231 90
15% 8.5 7827 55 74 -42 230 196
35% 11.5 17552 64 116 -37 537 375
55% 13.6 31502 81 148 -25 840 527
75% 16.5 46152 92 174 -23 1139 778
95% 19.5 51085 84 197 -27 1441 1042
95% 22.0 61027 107 198 -32 1436 1329
15% 3.5 912 0 0 0 0 0
15% 6.8 2723 14 88 -46 327 23
15% 10.5 5504 26 89 -30 328 97
15% 12.7 10575 53 89 -19 330 184
35% 15.5 21337 53 138 -13 780 332
35% 18.5 33084 93 139 -13 775 550
55% 21.5 45055 96 177 -18 1214 833
75% 23.5 53161 91 208 -23 1653 1019
95% 24.5 88347 308 247 -33 2060 1219
95% 25.0 90766 361 249 -33 2056 1553
15% 3.5 1377 0 0 0 0 0
15% 6.1 3467 16 79 -49 333 21
15% 7.5 4806 21 79 -44 333 48
15% 9.5 7035 33 79 -37 333 102
15% 12.1 10474 51 79 -26 333 211
35% 13.6 21079 53 123 -13 778 289
35% 15.5 32067 82 124 -17 780 416
55% 17.5 43778 77 158 -25 1218 575
75% 19.5 55638 79 186 -25 1653 731
95% 21.0 67648 83 211 -27 2081 893
15% 7.5 2710.0 20 86 -65 233 75
15% 10.5 4509.0 29 86 -58 232 149
15% 13.5 6720.00 44 86 -48 230 258
15% 16.5 9343 61 86 -38 229 415
15% 19.5 12377 88 87 -29 224 639
35% 22.5 21388 72 136 -35 530 879
55% 25.5 31130 73 172 -29 829 1096
75% 28.5 41060 88 202 -25 1144 1337
95% 29.5 72083.0 247 233 -24 1436 1505
95% 32.0 78083.0 337 234 -27 1432 2381
15% 3.5 1500 0 0 0 0 0
15% 6.1 3031 21 73 -61 231 27
15% 7.5 4082 28 74 -57 231 61
15% 10.5 6788 48 74 -49 230 174
15% 13.5 10110 74 74 -40 230 357
35% 16.5 14050 51 116 -55 539 544
35% 19.5 18607 71 116 -41 538 726
55% 22.5 32134 82 147 -29 844 955
75% 25.5 46747 93 173 -33 1146 1217
95% 27.0 56647 96 196 -38 1449 1406
15% 5.3 1640 0 0 0 0 0
15% 6.8 2453 19 86 -61 233 15
15% 9.5 4303 29 86 -51 233 79
15% 12.5 6878 48 86 -38 232 194
15% 15.5 10007 73 86 -25 232 376
35% 18.5 13691 50 134 -30 542 561
35% 21.5 22418 84 135 -12 538 761
75% 25.5 38070 81 201 -32 1147 1089
95% 28.5 50138 100 229 -27 1448 1360
95% 30.0 58340 137 230 -27 1445 1597
15% 5.3 2473 0 0 0 0 0
15% 6.8 3697 25 73 -58 231 19
15% 9.5 6478 46 74 -49 230 115
15% 12.5 10347 75 74 -38 230 296
15% 15.5 15047 55 116 -51 539 491
35% 18.5 20580 81 116 -35 538 694
35% 21.5 33689 85 147 -28 843 943
75% 24.5 51228 84 196 -36 1449 1198
95% 25.5 57168 97 197 -39 1448 1288
95% 26.0 63155 112 197 -40 1446 1393
15% 5.3 2473 0 0 0 0 0
15% 6.8 3697 25 73 -59 231 19
15% 9.5 6478 46 74 -50 230 115
15% 12.5 10347 75 74 -39 230 297
35% 15.5 15047 55 116 -52 539 492
35% 18.5 20580 81 116 -35 538 695
55% 21.5 33690 85 147 -30 843 945
75% 23.5 45335 90 173 -32 1146 1120
95% 25.5 57168 97 196 -38 1449 1307
95% 26.5 69190 131 197 -37 1445 1421
BEMCB 2 27 IHC S1800
MCB BE 3 22 IHC S1800
BE 2 32 IHC S1800
MCB
MCB
DCB
UB 2 25 IHC S2300
UB 3 21 IHC S2300
DCB UB 2 30 IHC S1800
BE 3 27 IHC S1800DCB
DCB UB 3 26 IHC S1800
DCB_7MW UB 3 27 IHC S1800
Refusal at approximately 30m below mudlineDCB_7MW UB 2 32 (plugged) IHC S2300
C1
62
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Co
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n(M
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Req
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ile
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n(M
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ress
Ten
s
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(mb
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w
mu
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Max
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mp
(MP
a)
Max
Ten
(MP
a)(M
in)
(Ho
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Min
(15%
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ax(7
5%)
MC
B_B
E2m
34.0
725
.97
2934
.35
31.4
80.
990.
8240
837
IHC
S120
017
190.
28-6
3.58
1445
320.
518
991
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po
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ras
sum
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on
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.
MC
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34.0
725
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2435
.74
31.7
50.
950.
8240
293
IHC
S120
012
161.
02-5
9.45
1362
300.
518
692
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34.0
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32.4
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190.
49-6
4.65
1351
300.
518
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MC
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B3m
34.0
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2236
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31.6
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930.
8248
956
IHC
S120
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161.
36-5
8.78
1081
240.
418
791
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.
DC
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34.0
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32.6
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970.
8039
397
IHC
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182.
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4.74
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460.
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31.5
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8246
347
IHC
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09
154.
81-5
4.69
1746
390.
617
587
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DC
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31.9
00.
960.
8140
323
IHC
S120
012
182.
90-5
8.91
1802
400.
717
786
9Se
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po
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on
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B_U
B3m
34.0
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2735
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30.3
40.
960.
8647
722
IHC
S120
07
154.
90-5
8.09
1662
370.
617
586
9Se
ere
po
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sum
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on
sad
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.
DC
B_U
B_7
MW
2m38
.71
29.5
134
40.3
536
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0.96
0.80
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200
1420
6.89
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3920
6246
0.8
176
1100
Max
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DC
B_U
B_7
MW
3m38
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29.5
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Tota
lBlo
w
Co
un
t
Enth
ru(k
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Co
mm
en
t
Axi
alC
apac
ity
Pile
Dri
veab
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Ass
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ent
Max
SRD
(kN
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amm
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ze
Dri
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Res
ult
s
Scen
ario
Pile
Dia
met
er
Req
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edA
chie
ved
Cap
acit
yU
tilis
ati
on
C162 - Seagreen Round 3 Firth of Forth Phase 1 Development ZoneAdditional Pile Driveability Assessement
Drive_Drill_Drive Mode
Ground Model Parameter ModelPile Diameter
(m)Pile Length (m) Hammer Model Efficiency (%) Depth(m) SRD (kN)
Blows permeter
Compression(MPa)
Tension (MPa) Energy (kJ)CumulativeBlowcount
15% 7.5 3263.9 24 80 -64 189 89
15% 9.5 4509.4 34 80 -59 188 146
15% 11.5 5632 43 80 -55 188 223
35% 12.7 14079 52 126 -59 435 280
35% 14.5 11345 41 126 -68 437 364
35% 17.5 16676 65 126 -51 434 524
35% 20.5 22311 85 126 -40 431 750
55% 23.5 28227 72 161 -43 677 985
55% 26.5 34407 90 162 -35 673 1228
75% 29.0 40837 84 190 -32 916 1445
15% 6.8 3533 29 68 -59 186 97
15% 9.5 5818 47 68 -54 186 199
15% 11.5 7827 66 68 -50 186 313
35% 12.7 18417 91 107 -52 432 407
35% 14.5 21660 71 107 -60 433 553
35% 16.5 17765 96 107 -49 431 719
55% 18.5 23206 79 136 -59 679 894
55% 20.5 28780 90 136 -50 677 1063
75% 22.5 34478 80 161 -53 922 1233
75% 24.0 40293 91 161 -50 920 1362
15% 6.8 2723 21 80 -65 189 70
15% 9.5 4671 35 80 -57 188 146
15% 12.1 6958 54 80 -48 187 261
35% 13.6 16779 66 126 -44 433 351
35% 14.5 11447 42 126 -64 437 399
35% 16.5 15494 59 126 -49 434 500
35% 19.5 21904 85 127 -35 431 717
55% 22.5 28691 75 161 -40 675 957
55% 25.5 35829 97 162 -34 671 1215
75% 27.0 40773 85 190 -35 915 1351
15% 6.1 3467 26 68 -59 187 78
15% 9.5 7035 57 68 -50 186 270
15% 11.5 9633 79 68 -45 185 455
15% 12.1 10473 86 68 -43 185 519
55% 13.6 30400 83 136 -47 678 564
55% 15.5 24200 67 136 -62 679 515
55% 17.5 30939 84 136 -46 678 736
55% 19.5 37953 100 137 -44 676 974
75% 21.5 45226 91 161 -47 920 975
75% 22.0 48956 98 161 -47 919 1081
15% 12.5 5938 50 77 -55 176 313
15% 17.5 10309 92 78 -42 175 667
35% 19.5 12377 49 121 -67 411 808
35% 21.5 20760 82 122 -48 408 939
35% 23.5 15874 67 122 -59 409 1088
35% 25.5 19647 79 122 -50 408 1234
35% 27.5 23483 93 122 -42 407 1406
55% 30.5 29348 78 155 -47 640 1662
55% 33.5 35338 98 155 -35 638 1925
75% 35.0 39397 83 183 -39 870 2061
15% 9.5 5818 51 65 -55 175 244
15% 12.5 8935 81 65 -49 174 442
35% 15.5 12669 54 103 -74 409 645
35% 18.5 17020 73 103 -64 408 836
35% 19.5 18607 81 103 -61 408 914
55% 21.5 36391 98 131 -51 639 1092
55% 23.5 27862 79 131 -64 641 1269
55% 25.5 33928 92 131 -53 639 1440
75% 27.5 40091 82 155 -56 871 1614
75% 29.0 46347 94 155 -47 870 1746
15% 9.5 4303 35 77 -59 177 164
15% 12.5 6878 57 77 -49 176 301
15% 15.5 10007 87 78 -39 175 516
35% 18.5 13691 55 122 -57 410 728
35% 19.5 15042 62 122 -53 409 787
35% 21.5 24239 98 122 -38 407 946
35% 23.5 18554 77 122 -45 408 1121
55% 26.5 25456 69 155 -47 640 1340
55% 29.5 32717 90 155 -34 638 1580
75% 32.0 40323 88 183 -32 869 1802
15% 6.8 3697 31 65 -58 175 106
15% 9.5 6478 57 65 -53 175 225
15% 12.5 10347 94 65 -45 174 452
35% 15.5 15047 64 103 -66 408 688
35% 18.5 20580 93 103 -53 407 924
35% 19.5 22608 99 103 -49 407 1020
75% 21.5 42590 89 155 -48 870 1208
75% 23.5 32677 71 154 -63 873 1368
75% 25.5 40072 84 155 -50 871 1524
75% 27.0 47722 100 155 -43 869 1662
15% 12.5 6878 57 77 -50 176 356
15% 15.5 10007 88 78 -41 175 572
35% 18.5 13691 55 121 -61 410 786
35% 19.5 15042 62 122 -58 410 845
35% 21.5 24239 97 122 -40 407 1004
35% 23.5 18554 76 122 -49 408 1177
55% 26.5 25456 68 155 -51 641 1393
55% 29.5 32717 89 155 -36 638 1629
75% 32.5 40323 87 183 -33 869 1893
95% 34.5 45580 82 207 -35 1100 2062
15% 12.5 6478 58 65 -54 175 361
15% 15.5 10347 94 65 -46 174 589
35% 18.5 15047 64 103 -68 408 827
35% 19.5 20580 92 103 -57 407 905
35% 21.5 22608 97 103 -53 407 1094
75% 23.5 42590 87 155 -53 871 1278
75% 26.5 32677 70 154 -71 873 1512
75% 29.5 40072 82 155 -56 871 1740
75% 32.5 47722 97 155 -45 870 2009
95% 34.5 55619 93 175 -44 1099 2199
DCB_7MW UB 2 34 IHC S1200
DCB_7MW UB 3 29 IHC S1200
DCB BE 2 35 IHC S1200
DCB BE 3 29 IHC S1200
MCB UB 2 27 IHC S1200
MCB UB 3 22 IHC S1200
MCB BE 2 29 IHC S1200
MCB BE 3 24 IHC S1200
DCB UB 2 32 IHC S1200
DCB UB 3 27 IHC S1200