large diameter pipe piles, driven open-ended€¦ · geotechnical design methodology idot pile...
TRANSCRIPT
Large Diameter Pipe Piles, Driven Open-Ended
MLK Connector ProjectBy: Joel Cumby, P.E.October 18, 2016
Project Overview
BUSCH STADIUM
GATEWAY ARCH
MARTIN LUTHER KING JR. MEMORIAL BRIDGE
I-55/I-64
POPLAR ST BRIDGE
PROJECT LIMITS
Project Limits
MARTIN LUTHER KING JR. MEMORIAL BRIDGE
I-55/I-64
MLK CONNECTOR
Accelerated Bridge Construction (ABC)
Pile Details
60 inch Diameter
Driven Open-ended
Pile Details
Pile Details – Driving Shoe
Plan Detail - Cast As Built - Fabricated
Photo courtesy of Horner & Shifrin, Inc.
Pile Details – Constrictor Plate
Photo courtesy of Horner & Shifrin, Inc.
Structural Design
▪ At time of Design▪ Only 1 project in midwest
▪ US 34 over Missouri River
▪ AASHTO LRFD 6.9.5 – Composite Members▪ Design as concrete column
▪ F’c between 3.0 and 8.0 ksi
▪ F’y shall not exceed 60 ksi
▪ Must transfer loads from cap
▪ Seismic design▪ 14 - #14 vertical rebar required
Geotechnical Overview
▪ “American Bottoms”
▪ Fluvial Floodplain Soils from the Mississippi River
▪ Typically Silts, Clays, Sands & Gravels
▪ Bedrock▪ Limestone
▪ 115 to 120 foot down
▪ Industrial Area▪ +/- 200 years of development
Soil Profile with Piles shown
Constrictor plates
Geotechnical Design Methodology
▪ IDOT Pile Design spreadsheet
▪ Modified with American Petroleum Institutes (API) design guidelines▪ API Recommended Practice 2A-WSD
▪ Planning, Designing and Constructing Fixed Offshore Platforms – Working Stress Design
▪ Limiting values from API Table 6.4.3.1
▪ Modified with AASHTO LRFD Bridge Design Manual
▪ Geotechnical Resistance Factor = 0.65
▪ Seismic Geotechnical Resistance Factor = 1.0
API Table 6.4.3.1
Construction
Piling Program
▪ Pre-Construction drivability analysis performed for each pier
▪ Dynamic testing to be performed on one pile per pier during final driving
▪ Restrikes contingent upon final driving conditions
Pile Delivery
Vibratory DrivingICE 110C w/1200E power pack
Impact DrivingPileco D225-22
Pile CapacitiesPredicted vs. Achieved
90
95
100
105
110
115
120
125
130
135
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500
Pen
etra
tio
n (f
eet
)
Pile Capacity (kips)
Pier 2 South Capacity versus Depth
Case Method Capacity
Design Capacity
CAPWAP Capacity
Overnight pause in driving
Dynamic Test DataPier 2 South
-2000
-1000
0
1000
2000
3000
4000
5000
6000
7000
25 30 35 40 45 50 55 60 65 70 75
Constrictor Plate
-2000
-1000
0
1000
2000
3000
4000
5000
6000
7000
25 30 35 40 45 50 55 60 65 70 75
Constrictor Plate
Day 1 End of driving Day 2 End of driving
Pile CapacitiesPier 2 South, End of day 1 vs. day 2 restrike
0
20
40
60
80
100
120
0 100 200 300 400 500 600 700 800
Pen
etra
tio
n (f
eet
)
Resistance (kips)
Pier 2 South Resistance Distribution
Pile CapacitiesDynamic Test Data at Final Driving
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000
Pen
etra
tio
n (f
eet)
Shaft Resistance (kips)
Pier 1 North - Constrictor Plate at 66 feet Pier 1 South - Constrictor Plate at 70 feet Pier 2 South - Constrictor Plate at 99 feet
Pier 3 North Pier 4 Right Pier 5 Right
Pier 6 Right Pier 7 Right
Bearing/Resistance Distribution
NominalRequired Bearing
(kips)
MobilizedNominal
Resistance(kips)
ShaftResistance
(%)
Resistance on Constrictor Plate
(%)End Bearing
(%)
Pier 1 Left 4,496 5,840 14% 8% 78%
Pier 1 Right 4,496 4,982 16% 7% 77%
Pier 2 – Test 3,243 4,640 35%* 5% 60%*
Pier 3 3,999 5,675 15% 85%
Pier 4 4,258 5,148 16% 84%
Pier 5 3,301 5,470 16% 84%
Pier 6 3,257 4,655 18% 82%
Pier 7 3,217 5,076 13% 87%
Averages w/ 15% 7% 78%
Averages w/o 16% 84%
Soil PlugPier 2 South – Test Pile
18 ft32 ft
44 ft
Constrictor Plate Results
▪ Did not provide substantial plugging effects
▪ Inflated blow counts and drive time with negligible added benefit
▪ False capacity due to pore water pressures, which quickly dissipated upon termination of driving
▪ Removed constrictor plates in remaining production pile
Cost Analysis
$ k
$100 k
$200 k
$300 k
$400 k
$500 k
$600 kP
ier
1
Pie
r 2
Pie
r 3
Pie
r 4
Pie
r 5
Pie
r 6
Pie
r 7
Plan As Built W/ Restrikes (hypothetical)
$2,449 k
$2,572 k
$2,839 k
Project
Obstructions
Conclusions
▪ These pile are a good alternative to drilled shafts when ease and speed of installation are considered
▪ Capacities – Actual vs. Predicted
▪ Availability of equipment and material
▪ Good seismic design and load resistance even in relatively poor soil conditions
Thank You!