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Rotary Drive Pipe Pile Performance in Sand and Clay
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Transcript of Rotary Drive Pipe Pile Performance in Sand and Clay
ROTARY DRIVEN PIPE PILESPERFORMANCEPERFORMANCE
IN SAND AND CLAYHoward A. Perko, Ph.D., PEMagnum Geo-Solutions, LLC
O tliOutlineI. IntroductionII. Project DescriptionsIII. Soil ConditionsIV. Foundation DesignsV. Pile DesignsVI Pile InstallationVI. Pile InstallationVII. InspectionVIII Load Test ResultsVIII. Load Test ResultsIX. Conclusions
IntroductionIntroduction
Rotary Driven Pipe Piley p
Rotary Tips Manufactured byy p yMagnum Piering, Inc.
ProjectDescriptions
S d SitSand Site
Cl SitClay Site
Soil ConditionsSoil Conditions
S d SitSand SiteSoil borings were performed on the subject site by Big Apple Testing Inc of Whitestone Elevation (ft) Depth (ft) Average Nsite by Big Apple Testing, Inc. of Whitestone,NY from 8-19-02 through 8-28-02. The subsurface conditions exposed in the borings consist of clean fill materials overlying medium dense to dense, silty, fine sand (8-
( ) p ( ) g35 5 1030 10 2425 15 2720 20 3415 25 39medium dense to dense, silty, fine sand (8
65) extending from a depth starting at approximately 12 feet (elevation of approximately 28 feet) and continuing to the depth explored of up to 100 feet (elevation
10 30 275 35 290 40 27-5 45 38
-10 50 48depth explored of up to 100 feet (elevationapproximately -60 feet). Groundwater was encountered at depths of 42 to 47 feet (elevations of approximately -2 to -7 feet). The average standard penetration test blow
-15 55 49-20 60 42-25 65 49-30 70 55-35 75 52The average standard penetration test blow
count as a function of elevation is given below.
-40 80 52-45 85 56-50 90 62-55 95 100-60 100 100
Cl SitClay Site
Cl SitClay Site
FoundationDesigns
S d SitSand Site
Cl SitClay Site
Pile DesignPile Design
S d SitSand Site
FHWA Methods for Driven Displacement Piles(1)( )Pu = (2T/deff) + F (2)
(1)(2) Perko & Doner(2) Perko & Doner
Cl SitClay Site
FHWA A, B, L Method for Driven Displacement PilesSu = 0.065 tsf/blow x N55 (1)Pu = (2T/deff) + F (2)
(1) Terzaghi & Peck( ) g(2) Perko & Doner
Cl SitClay Site
Pile InstallationPile Installation
S d SitSand Site
Cl SitClay Site
InspectionInspection
S d SitSand Site
Pile Date Date Pile PileDesignation Installed Tested Length DescriptionDesignation Installed Tested Length Description
(H 6)7 - 4/5/2005 22 12" Diam. Cased Displacement Pile with Sacrificial Auger Tip
(I 7)7 - 4/7/2005 28 12" Diam. Cased Displacement Pile with Sacrificial Auger Tip
12" Diam Cased Displacement Pile with(F1 7)6 - 9/29/2005 16 12 Diam. Cased Displacement Pile withSacrificial Auger Tip
Cl SitClay Site
Load TestingLoad Testing
S d SitSand Site
S d SitSand SiteAuger Displacement Pile Load Testsg p
38 Delancy Street
350
400
200
250
300
d (k
ip)
100
150
Load Pile Test 4-7-05
DESIGN LOAD = 60 TONS
0
50
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Displacement (in)Permanent Deflection afterTest to 2x Design Load = 0.0625"
S d SitSand SiteAuger Displacement Pile Load Tests
38 Delancy Street38 Delancy Street
350
400
200
250
300oa
d (k
ip)
Pile Test 4 5 05
50
100
150
Lo Pile Test 4-5-05
DESIGN LOAD = 60 TONS
0
50
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Displacement (in)Permanent Deflection afterTest to 2x Design Load = 0.0625"g
S d SitSand SiteLoad Settlement vs. Time PILE (F1 7)6
38 Delancy Street38 Delancy Street
0.000
0.020
0 12 24 36 48 60
Time at 200% ProofLoad (Hours)
Pile No. (F1 7)6 Tested 9/29/05- 10/3/05
0.040
0.060
0.080
ches
)
10/3/05Pile Type: 12" Augered Displacement Concrete: 4000 psi Reinforcement: Steel casedDesign Load: 60 TonsPile Length: 20 feet
0.100
0.120
0.140
Settl
emen
t (in
c
48th Hour, = 0.003 inch
0.160
0.180
0.200
Cl SitClay Site
Cl SitClay Site
Cl SitClay Site
Cl SitClay Site
ConclusionsConclusions
C l iConclusions
Sand SiteClay Sitey
A k l d tAcknowledgements
Intercoastal Foundations & ShoringLangan Engineeringg g g
Thank YouThank You