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