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Technical Memorandum: Pile Stiffness
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PDX/082540007.DOC 1
T E C H N I C A L M E M O R A N D U M
Oregon LNG Import Terminal Project, Warrenton, OregonPile Stiffness
PREPARED FOR: Oregon LNG Development
PREPARED BY: Ben Hoffman/CH2M HILLDeanne Takasumi/CH2M HILLNason McCullough/CH2M HILL
REVIEWED BY: Dave Dailer/CH2M HILL
SUBJECT: Pile Stiffness
DATE: October 3, 20081
PROJECT NUMBER: 355036.BP.02.SA
Introduction
The purpose of this technical memorandum is to present lateral and vertical springconstants and pile head damping for the proposed liquefied natural gas (LNG) storage tankpile foundations. The following sections provide a description of the methodology used andresulting design parameters for the lateral pile analysis.
Pile Section and Layout
A sensitivity analysis was performed to determine one feasible pile section for foundation
support of the proposed LNG storage tanks. Based on structure and liquid loads providedby IHI Corporation, cost, and other factors, the pile section chosen for preliminary design isa 30-inch diameter, 1--inch wall thickness, steel pipe pile. The following section propertiescomprise this pipe pile and were used in the lateral pile analysis:
Area of Steel, As = 112.9 square inches (in2)
Moment of Inertia, I = 11,687 (in4)
Steel Yield Strength = 50 kips per square inches (ksi)
The proposed pile layout beneath the LNG storage tanks was determined by IHICorporation. The proposed pile locations are divided into two groups; center piles locatedunder most of the circular footprint of each tank except for approximately the outside
25 feet and periphery piles located under the outside 25 feet (consisting of an approximate25-foot-wide ring around the perimeter of the circular footprint of each storage tank). Thepile center-to-center spacing (S) and spacing to diameter ratios (S/D) used in the lateral pileanalysis for each pile group are provided in Table 1.
1 This document is technically consistent with the version provided to IHI Corporation on March 15, 2008.
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TABLE 1
LNG Storage Tank Pile Spacing (30-inch diameter, 1- -inch wall thickness, steel pipe pile)
Pile GroupCenter-to Center Spacing, S
(feet) Spacing to Diameter Ratio, S/D
Center Piles 12.0 4.8
Periphery Piles 7.5 3.0
Pile Foundation Modeling for Structural Tank Modeling
The method of analyses that IHI Corporation is using to model the pile foundation requireslateral and vertical load-deflection curves that represent the pile foundation behavior duringboth static (normal) and seismic (dynamic) load cases. In addition, equivalent viscousdamping values are required for the seismic load cases that take into account the hystereticand radiation damping for the pile foundation.
CH2M HILL has developed the required load-deflection and damping data, taking intoaccount the soil-structure interaction of the piles in the foundation soils. The developedparameters also take into account the proposed cement deep soil mixing (CDSM) soil-improvement that is proposed for the site.
Development of Lateral and Vertical Load-Deflection Curves
Two computer programs, LPILE Plus 5.0 (Ensoft Inc., 2006) and FB-Multipier (BSI, 2008),were used to estimate lateral soil-structure behavior. FB-Multipier (BSI, 2008), was used toestimate vertical soil-structure behavior. The soil model used in each of the analyses wasdeveloped using information provided in Geotechnical Investigation Report for the Oregon LNGTerminal Project (CH2M HILL, 2008).
The range of lateral and vertical loads applied to the piles in the analyses was based on thepreliminary loads provided by IHI Corporation. The lateral load-deflection curves weredeveloped for lateral load of up to 300 kips, and the vertical load-deflection curves weredeveloped for vertical loads of up to 2,000 kips. If larger loads are anticipated, CH2M HILLshould review and provide additional load-deflection data.
Pipe group effects were considered in the lateral analysis. Given the uncertainty in the soilproperties, and uncertainty in the effect of the soil improvement on the lateral pile behavior,a range of p-multiplier values were used to estimate group effects; an upper-bound and alower-bound estimate. The p-multiplier values used were estimated based on the pilespacing presented in Table 1, methods presented in Mokwa and Duncan (2001), andestimated properties of the improved soil. The p-multiplier values used in the analysis arepresented in Table 2.
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TABLE 2
LNG Storage Tank Pile P-Multipliera
Pile Location Lower-Bound Value Upper-Bound Value
Center Piles 1.2 2.5
Periphery Piles Leading Row 1.2 2.5Periphery Piles Average of Trailing Rows 0.9 1.8
aThe p-multipliers take into account the pile diameter to pile spacing ratio and the effect ofsoil improvement on the lateral pile behavior.
Recommended Lateral Load-Deflection Data
The recommended lateral pile load-deflection data are presented in Table 3 and Figure 1.The same stiffness values are recommended to be used for both static and dynamic loading.Both the lower-bound and upper-bound data is provided. Separate analyses are
recommended to be conducted using both the lower- and upper-bound data, to determinewhether the lower-bound or upper-bound values will control the design.
Two pile cases are required for analyses:
1. The center piles (12.0 foot pile spacing) and leading row periphery (7.5-foot pile spacing)piles. Both pile locations have the same load-deflection behavior.
2. Trailing row periphery (7.5-foot pile spacing) piles. This includes any piles in theperiphery that are not on the periphery.
Table 3, in addition to including the full load-deflection data, also includes the secantmodulus for each load level.
In the preliminary analyses conducted by IHI Corporation, the following lateral springsecant stiffness values were used:
Static (normal): 240 kips per inch (kips/in) was used for all piles.
Seismic (dynamic): 164 kips/in (periphery piles) and 250 kips/in (center piles) wereused.
These values are in general agreement with the values recommended in Table 3 for thelarger lateral loads. It should be recognized that for the lower lateral load levels, the stiffnessvalues recommended by CH2M HILL are much greater (2 to 5 times greater) than what wasused by IHI Corporation previously.
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TABLE 3
Pile Lateral Stiffnessa
Pile GroupLateral Load
(kips)
Pile HeadDeflection(inches)
SecantStiffness
(kips/inch)
Pile HeadDeflection(inches)
SecantStiffness
(kips/inch)
Lower-Bound Upper-Bound
10 0.02 500 0.004 1,100
50 0.14 360 0.06 880
100 0.36 280 0.12 830
150 0.61 240 0.19 780
200 0.90 220 0.30 670
250 1.2 210 0.45 550
Center Piles and LeadingRow Periphery Piles
300 1.5 200 0.63 480
Lower-Bound Upper-Bound
5 0.01 420 0.005 94050 0.19 270 0.07 700
100 0.48 210 0.15 650
150 0.82 180 0.27 550
200 1.2 170 0.45 440
250 1.6 160 0.67 380
Trailing Rows Periphery Piles
300 2.2 140 0.90 340
aThe same stiffness values should be used for both static and seismic load cases.
Recommended Vertical Load-Deflection DataThe recommended vertical pile load-deflection data are presented in Table 4 and Figure 2.The same pile stiffness values are recommended to be used for both static and dynamicloading.
Table 4, in addition to including the full load-deflection data, also includes the secantmodulus for each load level.
In the preliminary analyses conducted by IHI Corporation, the following vertical springsecant stiffness values were used:
Static (normal): data not available to CH2M HILL
Seismic (dynamic): 307 kips/in (periphery piles) and 465 kips/in (center piles) wereused.
The values used by IHI Corporation in the preliminary analyses were about two to ten timeslower than what CH2M HILL is recommending. This is largely due to the soil-structureinteraction that CH2M HILL used in estimating the values. Without the soil-structureinteraction, much lower stiffness values are estimated.
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TABLE 4
Pile Vertical Stiffnessa
Vertical Load(kips)
Pile Head Deflection(inches)
Secant Stiffness(kips/inch)
10 0.003 3,300
50 0.02 2,900
100 0.03 2,900
200 0.07 2,800
400 0.15 2,700
800 0.33 2,400
1,200 0.55 2,200
1,600 0.80 2,000
2,000 1.1 1,800
a The same stiffness values should be used for both static and seismic load cases.
Recommended Damping Factor
The damping factors used in the preliminary dynamic analyses by IHI Corporation were15 and 17 percent in the lateral and vertical directions, respectively. Damping factors wereestimated following the methods presented by NEHRP (2004), Gazetas and Dobry (1986),and Prakash and Sharma (1990). Damping factors were estimated ranging from 8 to17 percent for horizontal conditions, and 20 percent for the vertical condition.
Seismic damping factors of 10 and 20 percent are recommended for the lateral and vertical
directions, respectively. These damping factors take into account the radiation damping andhysteretic damping that are expected to occur during the seismic loading of the pilefoundation system, and include the soil-structure interaction effects.
References
BSI. 2000. FB-MultiPier, Version 4 (4.12b). Computer Program. Florida Bridge SoftwareInstitute, Florida.
CH2M HILL. 2008. Geotechnical Investigation Report for the Oregon LNG Terminal Project.Appendix J.1 to Resource Report 13. Prepared for LNG Development Company, LLC
(d/b/a Oregon LNG). October 2008.Ensoft Inc. 2006. LPILE Plus, Version 5.0.27. Computer Program. Austin, Texas.
Gazetas, G. and Dobry, R. 1984. Horizontal Response of Piles in Layered Soils.ASCEJournal of Geotechnical Engineering. American Society of Civil Engineers. Vol. 110,No. 1, Jan 1984, pp 20-40.
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Mokwa, R.L. and J.M. Duncan. 2001. Laterally loaded pile group effects and p-ymultipliers.ASCE Special Publication (GSP No. 113), Foundations and GroundImprovement, Geo-Odyssey, Blacksburg, VA. Pages 728-742.
National Earthquake Hazards Reduction Program (NEHRP). 2004. NEHRP RecommendedProvisions for Seismic Regulations for New Buildings and Other Structures (FEMA 450),
2003 Edition, Part 1: Provisions, and Part 2: Commentary. Building Seismic SafetyCouncil, National Institute of Building Sciences, Washington, D.C.
Prakash, S. and Sharma, H.D. 1990. Pile Foundations in Engineering Practice. John-Wiley andSons, Inc., New York, New York, 734 p.
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Figures
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Pile Late0
50
100
150
200
250
300
350
0 0.5 1 1.5 2 2.5
Pile Head Deflection (inches)
LateralLoa
d(
kips) Cent
Perip
Cent
PeripTrailUppe
TrailLowe
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P
0
500
1000
1500
2000
0 0.2 0.4 0.6 0.8 1 1.2
Pile Head Vertical Deflection (inches)
VerticalLoad
(kips)
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