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Micropiles – Applications & DesignTom Richards, PE, Chief Engineer
&Metrolink Case History
Roger Baldwin, Vice PresidentNicholson Construction Company
Micropile NamesMicropile ( DFI & FHWA)= Pin PileSM ( Nicholson)= Minipile ( Hayward Baker)= Bored-in Pile ( NYSDOT)= Small Diameter Grouted Piles ( Mass.
Building Code)= <12” diameter drilled and grouted
Why use Micropiles?
Physical Factors• Difficult Access• Low Headroom• Can be Drilled Through Virtually
Any Ground Condition
Nicholson Crew ensured that the mall was cleaned and functional for normal business
Inside work completed at night
Our Most Popular Picture
Physical Factors• Vibration/Noise Sensitivity• Settlement Sensitivity• Underpinning
NIPSCO - Chesterton, IN
MANDALAY BAY, LAS VEGAS, NV
Two reaction beams, four bars grouted into the existing mat, and one jack transferred the load to each pile. A bond breaker was used to assure that the pile did not bond to the existing mat.
Geotechnical Factors• Karstic Limestone• Bouldery Ground• Glacial Till• Variable and/or Random Fill• Man-Made Obstructions• Rock Formations with Variable
Weathering• Soils under High Water Table
Pin Piles Ideally Suited For:• New Construction• Reconstruction Over Old Substructures• Underpinning Existing Foundations• Rehabilitation for:
• Deteriorated Wood Piles• Increasing Load Capacity• Seismic Upgrades
Construction Steps
Installation Drilling Methods
• Hollow Stem Augers (N/A)• External Flush• Duplex• Rotary Eccentric Percussive
Duplex
External Flush Drilling•Opening larger than casing size•Risk of ground loss in cohesionless soils•Good cleaning of borehole•Tremie grouted through casing - then pulled with tremie head or excess pressure - enhances lateral confinement
Duplex Drilling•Often specified - least risk•Minimal loss of ground in cohesionless soils•Grouted through the casing - then pulled with tremie head or excess pressure
Duplex Drill Casing and Roller Bit
Water Flush thru Duplex Ejector
Rotary Eccentric Percussive Duplex DrillingWe call it Tubex - Some call it a mouthful
Materials• Steel Casing
• Use Mill Secondary Oil Field Casing
• Typically Flush threaded joints • 80 ksi minYield Strength
Materials
• Grout• Neat Cement with
Water/Cement Ratio of 0.45• Compressive Strength of 4-6 ksi• Improved Stiffness
w/Confinement
Materials• Reinforcing Bars
• Grade 60• Grade 75• Grade 150• Centralizers are used
PILE DESIGN
0 50 100 150 200 250 300 350 400 450 500
ACI with LF = 1.55
FHWA Micropiles
AASHTO Caisson
AASHTO Driven Unfilled
AASHTO Driven Concrete Filled
AREA Driven CIP Concrete
AREA Drilled Shafts
MASS BLDG CODE
IBC2000 & BOCA Drilled uncased piles
IBC2000 Concrete filled pipe piles > 8"
IBC2000 Concrete filled pipe piles
IBC2000 Caisson Piles > 18"
BOCA Concrete filled pipe piles > 8"
UBC 1808.2.2 Uncased CIP Concrete Piles
UBC 1808.3.2 Metal Cased Concrete Piles
UBC 1808.7.2 Concrete-filled Pipe Piles
UBC 1808.7.2 Concrete-filled Pipe Piles
Allowable Load in KipsCODE
7”OD x 0.5” wall casing with 5 ksi grout
Allowable Strength Formula - Cased Section
Allowable load
* Note 0.40/0.47 = 0.85 agrees with Whitney Stress Block for USD Concrete
0.40 is per AASHTO 8.15.2.1.1; 0.47 is per AASHTO, i.e. 1 \ 2.12 = 0.47
Detail of load transfer through the casing plunge length.
Pile Uncased Length
DFI Guide Spec Allowable Compression
Pallc = (0.33 * fc * Agrout + 0.4 * fycasing * Acasing + 0.4 * fybar * Abar)
where: Pallc = allowable working load (compression)fc = Unconfined Compressive Strength of groutAgrout = area of groutfycasing = yield strength of casing up to 80 ksiAcasing = area of steel casing (with allowance for corrosion if appropriate)fybar = yield strength of rebar/core steel up to 80 ksiAbar = area of rebar/core steel
The maximum useable strength of the steel of 80 ksi is based on the typical ultimate concrete strain of 0.003 (29000 ksi * 0.003 = 87 ksi). 80 ksi is also the maximum steel strength used in ACI 318. In the cased section, additional confinement of the casing yields higher grout strength due to triaxial effects.
Buckling“Most pile designs that have soil surrounding the pile have no reduction for buckling”, except piles :•extending above ground, •piles subject to scour, •piles through mines/caves, and •piles through soil that will liquefy.
Buckling may be evaluated using:•assigned buckling length say 5 feet into soft soil•LPILE ( new version of COM624)•Poulus & Davis “ Pile Foundation Analysis & Design”•ADSC White Paper
Geotechnical Design• Tip Resistance Neglected• Typical Friction Pile• Pall = σπdLwhere:σ = Allowable Bond Stress of Soil/Rock in Bond
Zoned = Diameter of Bond ZoneL = Length of Bond Zone
Geotechnical Aspects
• Non-Plastic Clays or Silts• Sands & Gravels• Rock Formations• Combination Materials
Deflection Analysis
E*AL*P=δElastic Theory for Simple Column
ii
ii
E*AL*P∑=δElastic Theory for Column with Multiple Cross-Sections
dz)z(E*)z(A)z(PL
0∫=δ
Therefore, Elastic Deflection = Area under P/AE vs depth curve
Load Test Acceptance Criteria -FHWA Micropile Guidelines and DFI Guide Spec
• The pile shall sustain the compression and tension design loads (100% DL) with no more than ______ inches total vertical movement at the top of the pile.
• The slope of the pile deflection curve at twice the allowable design load is less than a slope of 0.15 mm per kN (0.05 in / Ton) of applied load.
• FHWA & DFI Creep at Test Load of 0.04 inches 1 to 10 min or 0.08 inch/log cycle
Lateral Load Analysis
Batter PilesNAVFAC f procedureLPILE to determine bending momentGROUP5 considers effect of batter
Combined Stress = Axial Load + Bending
Pin Pile Case Study St. Clair County Metrolink
Extension
Roger Baldwin,Vice President
St. Clair County Metrolink Extension• Metrolink is a light rail commuter train
beginning at St. Louis International Airport that travels through Metro St. Louis east to college station in Shilo Il.
• An extension was to be added connecting Scott Airforce Base along with adjoining Mid-America Airport.
St. Clair County Metrolink Extension• The proposed path crossed over a
Norfolk Southern Railroad line underlain by a five foot subsiding mine at approximately 126’ from the surface.
Project Team• Owner - Bi-State Development Agency• Construction Managers - STV/PB Booker• Engineer - URS Inc.• Foundation Engineer - Sverdrup Civil, Inc.• General Contractor -
Kilian/Baxmeyer/Illinois Excavating JV• Pin Pile Subcontractor - Nicholson Const.
Co.
NCC Scope of Work• Pin Pile Design (Value Engineering)• Testing of Bond Breaker• Venting of Pressurized Methane• Installation of Pin Piles• One Pile Load Test (on production pile) • Pile Cut-offs
Down Drag
Value EngineeringNCC VE Design
• 9 5/8” Outer Casing• 7” Core Stl. Casing• Bond breaker
coating on core casing
• No grouting of outer casing
• Threaded connections
Original Design• 16” Outer Casing• 10” Core Stl. Casing• Annulus C/B Grout
w/ welded centralizers
• OD of outer casing grouted
• Welded joints
Bond Breaker Testing• Prepared 4 types of samples for
analysis• With out bond breaker• Carboline Bitumastic 50 as a bond breaker• Carboline Bitumastic 50 w/ DouGard form
oil as a bond breaker• Jet-Lube 21 rod grease as a bond breaker
Pile Specifics
• 119 Piles at 10 locations• 9 5/8” OD x .545 wall N80 casing to
mine floor• Core steel consisted of 7”OD x .500 wall
casing full length• Outside of inner casing coated with
Bitumastic 50 to act as bond breaker during potential mine subsidence
NCC Pile Design
Design Criteria• Design Load
• Compression Load 90 ton @ Piers• Compression Load 65 ton @
Abutments• Tension Load 20 ton @ All
locations
Bond Breaker Testing
Construction of Samples
9 5/8” outer casings cut 12” long had
1-1/2” plugs inserted in the
bottom
7 in. inner casings cut 12 in. long received their
various coatings
Construction of Samples
7” casings were centralized
inside the outer casing
Samples were grouted using
a 5gal/bagType II cement
Construction of Samples
Samples were moved inside with a thermocoupler inserted to record curing temps & verify a testing temperature of 55F
Testing Procedure
• Samples were compressed with 60,000lb and 300,000lb testing machines, with a strain rate of 0.02”/min to a total deflection of 1”, at Non-Destructive Testing Group in Pittsburgh, PA.
• Machines plotted load versus crosshead movement.
• Along with machine plotted movement was verified and recorded using a dial gauge.
Testing Procedure cont.
• Samples were compressed in the reverse direction following the same steps as above.• This was done to simulate real world
conditions as the pile was loaded with the structure, with impending ground settlement.
Test ResultsIL Metrolink Uncoated Plain Casing
0
10000
20000
30000
40000
50000
60000
70000
80000
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Cross Head Deflection (in)
Load
lb
N-11
Test Results cont.IL METROLINK, ST. CLAIR NSRR BRIDGEBondbreaker Testing Result Summary
Sample B-1 B-2 B-3 BO-4 BO-5 RG-7 RG-8
Coating Bitumastic 50 Bitumastic 50 Bitumastic 50Bitumastic 50 &
DuoGard form oilBitumastic 50 &
DuoGard form oilJet-Lube 21 rod grease
Jet-Lube 21 rod grease
126Max Load (kips) 120 137 269 95 56 285 493Defl = 0.01" 119 69 262 52 51 204Defl = 0.1" 75 97 178 32 25 195 368Defl = 0.25" 60 80 147 23 20 225 372Defl = 0.5" 45 62 112 16 14 246 325Deflection = 1.0" 30 36 81 9 10 285 237% decrease in Maximum Load from no coating
98.9% 98.8% 97.6% 99.1% 99.5% 97.4% 95.6%
Downdrag Load on Pile with Length of ft
Test Results cont.IL METROLINK COATED SAMPLES
0
500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2
Cross Head Deflection (in)
Figure 1
Load
lb
B-1B-2B-3BO-4BO-5RG-7RG-8
Test Results cont.Bondbreaker Testing Result SummaryReverse Loading
Sample B-1 B-2 B-3 BO-4 BO-5
Coating Bitumastic 50 Bitumastic 50 Bitumastic 50
Bitumastic 50 &
DuoGard form oil
Bitumastic 50 &
DuoGard form oil
Max Load (kips) 238 255 365 205 182Defl = 0.01" 7 6 7 13 1Defl = 0.1" 215 220 287 177 163Defl = 0.25" 157 167 216 126 105Defl = 0.5" 122 126 160 91 74Deflection = 1.0" 77 78 101 78 53% decrease in Maximum Load from no coating
97.9% 97.7% 96.7% 98.2% 98.4%
126Downdrag Load on Pile with Length
Test Results cont.IL METROLINK COATED SAMPLES
0
500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2
Cross Head Deflection (in)
Figure 4
Load
lb
B-1 RB-2 RB-3 RBO-4 RBO-5 R
Test Results cont.
• 2.90kips/ft for 365kips downdrag load (DDL) for a 126ft free length
• 180kips design load (DL)• Test load =2*DL+DDL = 725kips
Schedule• Mobilized April 25, 2001• 50 hour work week• Total 72 working shifts• Target completion date of 8/1/01 per
contract• Coordination with Kilian’s operation• Project Completed on 8/3/01
Safety Concerns• Venting of pressurize methane• Working adjacent to active railroad track
(60 mph)• Working along side Scott Airforce base• Our work in general