CFI's Driven Pile Academy: Hosted by the PDCA

Cost Savings and Benefits of Driven Piles

RYAN C. ALLIN, P.E. PILE DYNAMICS, INC.

Why Driven?

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Blow Count Monitoring

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Blow Count

By monitoring the blow count during driving of a pile the owner has some correlation between Soil Resistance Pile Integrity

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Soil Resistance and Blow Count

May be correlated through multiple means Energy Formula (Dynamic Formula) ◦ Based on an assumption of the energy generated by the hammer vs energy dissipated into the soil. Wave Equation Analysis ◦ Models the hammer-pile like an elastic rod and models both High Strain Dynamic Testing ◦ Measurement and analysis of stress wave to calculate static resistance Static Load Testing ◦ Measurements can be correlated to driving resistance

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A Look at Energy Formulas

Energy Dissipated in Soil = Energy Provided by Hammer ( + ) = … “lost” set (empirical or measured), … efficiency of hammer/driving system Engineering News: R allow = 6 W r h / (s + 0.1)

Visual Inspection

Pile integrity (driving resistance) Note that the when the pile buckles, the rigidity of the pile is reduced. And grade the pile appears to be driving into the soil at a lower blow count. In reality, the pile is driving into itself as the steel folds over.

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Design vs Installation

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Soil Behavior How is the load applied? How will the Soil Respond?

Soil Investigation

• SPT – Standard Penetration Test • Drills into the soil to collect soil samples at different depths • Allows the geotechnical engineer to characterize soil strength

Static Analysis Methods

Q

R u = R s + R t  R u = f s A s + q t A t f s , A s …Unit/Shaft Resistance, Area q t , A t … Unit/End Bearing, Area

R s

R t

A “Simple” Bearing Capacity Formula

Static Analysis Methods

Driven Pile self correct for

LENGTH

CAPACITY

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Structural Gain

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Closed-End Pipe Concrete Fill Benefit

TIME

Capacity

Initial

Change

Long-Term

Relatively Low

Set-Up Relatively High

Geotechnical

Relatively Low (Steel Shell Only)

Concrete Fill

Relatively High (Steel & Concrete Composite Section)

Structural

Closed-End Pipe Concrete Fill Benefit

STRUCTURAL CAPACITY DERIVED FROM BOTH STEEL (EXPENSIVE) AND CONCRETE (INEXPENSIVE)

STRUCTURAL CAPACITY DERIVED ONLY FROM STEEL (EXPENSIVE)

16 x 0.500 A s =24.35 in 2

16 x 1.350 A s =62.13 in 2

Geotechnical Gain with time

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Soil Set-up

Increase of soil resistance with time Disturbed soil remolds around pile Pore water pressure dissipates and effective stress of soil against pile increases over time Occurs to some degree in almost all soil conditions but generally: ◦ Cohesionless Soils (sands): to a lesser degree but setup is almost immediate ◦ Cohesive Soils (clays): may increase by a factor of 10X from initial installation but takes longer

Set-Up Overview

Set-up can provide significant contribution to long-term pile capacity Benefits include: ◦ Smaller hammers ◦ Smaller pile sections ◦ Shorter piles ◦ Higher capacities ◦ More-economical installations Benefits of characterizing cumulative shaft set-up profile: ◦ Produce depth-variable criteria, multiple allowable loads

◦ Evaluate hammers, sections, capacities, & depths ◦ Apply different safety factors to initial capacity & set-up ◦ Assign reduced capacities to short or damaged piles (may preclude requiring additional piles)

Shaft Set-Up Rate

Shaft Set-Up Rate

Shaft Set-Up Rate

Shaft Set-Up Rate

Shaft Set-Up Rate

Case Study: I-480 Valley View Bridge Project Back to where we began Before After

Project Information

Design Build letting awarded to Walsh Construction Very early recognized the need for a design phase pile test program

Piers at set locations to match existing structures

Foundation selection complicated by site soil conditions

Soil Conditions

• Cuyahoga River Valley Alluvial and Glacial Deposits • Primarily silts and/or clays with occasional thin sand/gravel layers • Sloping bedrock shallow on the Eastern side and 300+ feet near Cuyahoga River

Pile Type Selection

Analysis was not too in-depth Desired crane size  biggest possible hammer ◦ ICE I-46 Hammer  reasonable pile size for hammer ◦ 18” Closed-End pipe piles

Design Phase Pile Test Program Goals

Quantify soil set-up vs. depth through a dynamic testing program at piers 1 through 11. One test pile at each pier (except SLT locations) Apply the measured soil set-up to production phase pile testing and create depth dependent driving criteria to optimize pile lengths Utilize a resistance factor of 0.8 by performing 3 static load tests, Piers 1, 4, and 9 (results not incorporated into driving criteria directly) SLT piers had 5 test piles (reaction piles)

18” dia closed end pipe piles, 0.5” wall thickness; 120 to 180 feet long 1,100 kip (target) nominal resistance EOID, BOR1, BOR3, BOR7, BOR30+ Pile Test Program Details

ICE I-46 Diesel hammer

APPLE 4 – 28 tons

Pile Test Program Details • 3 Instrumented Static Load Tests, 2000 kip maximum load • Piles filled with concrete after short term restrikes • SLT performed before BOR30+

Initial Drive and Short-Term Restrike • 23 piles tested during initial drive • 15 piles tested during just a single restrike (between 1 and 9 days) > 20 bpi on restrike • 3 SLT piles did not have short term restrikes • 5 piles had multiple short term restrikes as initially planned (probably not necessary) • High variability in set-up magnitude, across the site, and within same pier

Normalized Shaft Resistance (CAPWAP) vs. Log Time (days)

7

Initial Drive and Short- Term Restrike

6

5

4

3

2

Normalized Shaft Resistance

1

0

0.01

0.1

1

10

Log Time (days)

Long-Term Restrikes 20 piles tested during restrike between 26 and 57 days after ID 28 ton drop weight; 3’ to 4’ drop; ~0.25” to ~0.5” permanent set

Dynamic Testing Instrumentation for Long Term Restrike

Long-Term Restrikes

Normalized Shaft Resistance (CAPWAP) vs. Log Time (days)

14

12

10

8

6

4

Normalized Shaft Resistance

2

0

0.01

0.1

1

10

100

Log Time (days)

Comparison of End of Drive and Long term Restrike Resistances

1000 1200 1400 1600 1800

EOID Restrike

0 200 400 600 800

kips

WA P1

P2

P3

P4

P5

P6

P7

P8

P9 P10 P11

Design/build team was willing to add strain gages to piles at GRL’s request Embedded data to be used to refine CAPWAP resistance distribution and justify very high unit resistances, 6 ksf in some cases 12 to 15 sister bar strainmeters in each pile, 4 exterior strain gages above grade Static Load Testing Instrumentation

SLT – PDA Comparison

Pile P1-1 P4-1 P9-1

SLT (Davisson)

CAPWAP 1,495 kips

1,450 kips

940 kips

945 kips

1,870+ kips (no failure) 2,081+ kips (0.05” set)

SLT results allows • verification of dynamic test results • better resolution of load distribution to the soil • Calibration of further dynamic tests where SLT may not be performed

Pretty Good!

Implemented based on test program results as well as production pile testing ɸ=0.8 for resistance measured at EOID ɸ=0.55 or 0.6 for resistance added from set -up, as negotiated by ODOT Depth Variable Driving Criteria

Shaft Resistance versus Elevation Pier 3

420 440 460 480 500 520 540 560 580 600

EOID

ELEVATION, FT

0

200

400

600

800

1000

SHAFT RESISTANCE, KIP

PIER 3

600

580

Long-Term Set-Up versus Elevation

560

540

520

500

480

460 ELEVATION, FT

440

420

0 100 200 300 400 500 600 700

CAPACITY, KIP

600

Factored Compressive Resistance

Resistance factors : EOID: φ =0.8 Set-Up: φ =0.6

580

560

540

(EOID + Long-Term Set-Up) vs. Elevation

520

500

480

460

ELEVATION, FT

440

420

0 100 200 300 400 500 600 700

FACTORED RESISTANCE, KIPS

Theoretical curve based on design setup values P3-17 P3-1

600

Required EOID Resistance vs. Pile Toe Elevation Target factored capacity is 555 kips. Plot assumes following resistance factors: EOID: φ =0.8 Set-Up: φ =0.6

580

560

540

520

500

480

460

440

PILE TOE ELEVATION, FT

420

0 100 200 300 400 500 600 700

RESISTANCE, KIPS

Depth Variable Driving Chart

Once setup trends are established, results can be used to bring maximum economization to a project

Rough Savings Comparison

Existing structures averaged 118 piles per pier and a total of 130,000 lineal feet of pile for each structure If based only on EOID and ɸ =0.8 170,000 lineal feet of piling required Final design ~ 64,000 lineal feet used 20 Miles of Piling Saved!

Driven piles effectively provide some metric to assess pile integrity and resistance through the monitoring of the driving resistance Testing needed to get most benefit (low F.S. or high PHI), Significant set-up allows significant savings Dynamic Testing is highly beneficial (lowers total costs), particularly to design build or value engineering. Lowest project cost results from more testing Intelligent use of design phase test programs can reduce unknowns and drastically lower overall foundation cost Summary

A CLIENT- FOCUSED, CONSULTATIVE APPROACH TO GEOTECHNICAL ENGINEERING AND CONSTRUCTION MATERIALS TESTING

QUICK INTRODUCTION

• Mike Juneau, P.E., MBA • Grew up in Louisiana and in the construction industry • Bachelor of Science in Civil Engineering from LSU • Minor in Construction Management from LSU • Masters in Business Administration (MBA) from LSU • Registered Professional Engineer specializing in Geotechnical Engineering

Premier Geotech and Testing • 2022

• Jason Engen, MBA, MPP • Grew up in New Orleans and in the construction testing industry • 15+ years experience in the construction testing industry • Bachelor of Science from Liberty University • Masters in Business Administration (MBA) from UPHX-BR • Masters in Public Policy from Liberty University QUICK INTRODUCTION

Premier Geotech and Testing • 2022

• Founded in 2018 by Mike Juneau and Jason Engen • Locally owned and operated with 47 employees • Services ⚬ Concrete and Soil Testing ⚬ Pile Logging and Vibration Monitoring ⚬ PDAs and Load Tests ⚬ Structural Steel Inspections, Fireproofing, etc. • We also provide Geotechnical and Environmental Engineering and Consulting

Premier Geotech and Testing • 2022

TOPICS

Ta ke a Look in t o Bo ring a nd CPT Log s

Id e n t ify Po t e n t ia l Prob le m s from t he Log s

Op e n Dis c u s s ion a b ou t You r Prob le m s

TBC • 2020 Premier Geotech and Testing • 2022

A QUICK LOOK AT WHAT IS ACTUALLY ON BORING AND CPT LOGS

TBC • 2020 Premier Geotech and Testing • 2022

Pr e m ie r Ge o t e ch a n d Te s t in g

So il Bo rin g Lo g CPT Co n e RAPID CPT Lo g

Pr e m ie r Ge o t e ch a n d Te s t in g

TBC • 2020 Premier Geotech and Testing • 2022

SOIL BORING LOG Key Items • Unconfirmed Compressive Strength • Water Table - During and After • When the Boring was Drilled • Material Classification

Premier Geotech and Testing • 2022

TBC • 2020

Pr e m ie r Ge o t e ch a n d Te s t in g

Ra p id CPT Lo g

Premier Geotech and Testing • 2022

TBC • 2020

WHERE ARE THE PROBLEMS? We are going to go through 4 examples

Premier Geotech and Testing • 2022

WHERE ARE THE PROBLEMS? • Owner wants to use 30 ft deep, 24- inch diameter drilled shafts • Drilled on October 2 • Initial Water Level = 6.0 ft • H2O level after 15 mins = 5 ft

Premier Geotech and Testing • 2022

WHERE ARE THE PROBLEMS? • Owner wants to use 30 ft deep, 24- inch diameter drilled shafts • Pushed on October 12 • Initial Water Level = 7.0 ft

Premier Geotech and Testing • 2022

WHERE ARE THE PROBLEMS? • Owner wants to use 60 ft long, 18- inch square concrete piles • Drilled on August 22 • Initial Water Level = 8.0 ft • H2O level after 15 mins = 8 ft

Premier Geotech and Testing • 2022

WHERE ARE THE PROBLEMS? • Owner wants to use 100 ft long, 18- inch square concrete piles • Drilled on August 22 • Initial Water Level = 8.0 ft • H2O level after 15 mins = 8 ft

Premier Geotech and Testing • 2022

OPEN DISCUSSION What are some of the problems YOU are encountering?

Premier Geotech and Testing • 2022

LET'S TALK

Mike Juneau, P.E., MBA mike@premiergeotesting.com 225-279-0804

Premier Geotech and Testing • 2022

Premier Geotech and Testing • 2022

Piling - USES - COAT INGS - SPL ICES

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What is a pile foundation?

A pile foundation is comprised of long columns used to transfer the load coming from a structure. Typical pile foundations are steel, or concrete (and some timber) driven into the ground to support the structure above. Pile foundations transfer the load through friction or end bearing mechanics or both. Used when soil top layers are weak and cannot resist the load or shows host to excessive settlement.

Add your logo via Slide Master View here Defining why you need a pile foundation…

When do you need a pile foundation?

Dewatering (cofferdam – sheets and pipe) Upper layers of soil is too soft to handle the capacity (H-beam, concrete, pipe) Heavy lateral forces (billboard, marine fender, wind turbine, dolphins…) Shoreline/Embankment stabilization (sheets, combi-walls, soldier & lagging) Support of excavation – SOE- (trench box/ sheets) Docks (wood, pipe and concrete)

Ports (all types of driven foundations) Skyscraper (anything over three stories) Bridges

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Pile Types Overview Primarily piles can be classified into two parts: Displacement piles and Non-displacement

Treated and Untreated

Timber Pile

Piles which causes the soil to be displaced vertically and radially as they are driven is known as displacement piles. Load-bearing pile foundations can be classified based on materials.

Pre-stressed concrete sheet piles/ seawalls

Concrete Pile

Caisson

Materials for Driven Methods

H-pile I-pile/ Wide- Flange Sheet Pile

Steel Pile

Driven Pile Foundations

Composite Pile

Sheet Pile

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Pile Types Overview

Pile foundations can be classified based on function, materials, installation process and more

Construction of retaining walls. Protection from riverbank erosion.

Function or Use

Retain the loose soil around foundation trenches. For isolation of foundation from adjacent soils. For stabilization of soil in one location which can increases the bearing capacity of the contained soil.

Sheet Pile

Transfers the vertical loads from the structure to the soil

Load Bearing Pile

Loads pass through the lower tip of the pile. The bottom end of the pile rests on a strong layer of soil or rock. Friction can be developed for the entire length of the pile or a definite length of the pile, depending on the strata of the soil. Surface of the pile works to transfer the loads from the structure to the soil. The surface area of the pile multiplied by the safe friction force developed per unit area determines the capacity of the pile.

End Bearing Pile

Pile Foundations

Friction Pile

Materials & Construction Methods (next slide)

https://civiltoday.com/geotechnical-engineering/foundation-engineering/deep-foundation/176-pile-foundation-definition-types

2

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Types of Coatings

Inorganic Zinc Silicates Primers.

High Build Epoxy Coatings.

Aliphatic Polyurethane Topcoats.

Zinc Rich Epoxy Primers.

FBE Pipeline Epoxy (study onsite, sponsored by ICE® and Nucor Skyline)

Non-Skid Deck Coatings.

Cathodic Protection of Underwater Piles

Pile Mounted Anode

Importance of Coating removal when driving pile

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Splicing

When the pile lengths required for the foundation are too long for trucking or driving due to headroom or rig restriction, a pile may have to be spliced (added to extend). The splice should be capable of resisting stresses from service loads and conditions. Moment capacity is particularly important in high seismic zones, in piles possibly subject to impact, and in difficult driving conditions. Note that not all splices will develop tension and/or moment capacity.

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Concrete Splicing H-Beam Splice Sheet Pile (Staggering) Pipe Splicing

Splicing Piles

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Past Methods:

Current Methods: Cast into the pile, when you order.

Concrete Splicing

Photo from: https://pilebuck.com/education/pile-points/concrete-pile-splices/

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H-Beam Splice Traditionally H-pile splices were made by riveting or bolting. They are now routinely made by full penetration butt welding or with patented splicers. Splicers are generally manufactured as a strong unit prefabricated from carefully formed structural plate and accurately spaced to the thickness of web for each weight of H-pile by a heavily welded spacer.

https://pilebuck.com/education/pile-points/h-pile-splices/

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Sheet Pile Splicing “Staggering”

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Pipe Pile Splicing

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Setting up for Success

PRE-DRILLING AND TEMPLATES

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3 reasons to pre-drill before driving pile To clear obstructions To assist for difficult soil conditions If pile positioning is critical

Why pre-drill?

2

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Applications

Steel, Vinyl, Sheet Composite (pre-drill first 20') Pre-Stressed Concrete Combi-Wall/King Pile Wall Secant Wall Caissons Helical Pile Drill Shaft Tie Back Micropiles CFA

Pre-drill Applications

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Falsework Falsework consists of temporary structures used in construction to support a permanent structure until its construction is sufficiently advanced to support itself.

This is different than a template, although these terms are used interchangably in conversation.

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Pile Template

A template consists of a fabricated guide used to align the piling before driving. Templates may have one or more levels against which piles are set to help keep the piles vertical or on the planned installation angle.

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Pipe pile template

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Combi wall template

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More examples

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Pipe pile template

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Template doubled as concrete form

Add your logo via Slide Master View here Adjustable 2-stage pipe pile template

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18” concrete piles driven without leads in templates

Pile Templates Ensure your pile is driven straight and batters/angles are to spec - giving you a quality final product.

Accompany templating practices with a predrill option; and the job just became profitable...

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PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

Sponsored by:

Selecting the Right Crane FOR DRIVEN PILE APPLICATIONS

Instructors: J. Hutton Strader Product Manager Tadano Lattice Boom and Tele-boom Crawler Cranes Rob Hensley West Coast Regional Sales and Service Manager ICE® Rick Sadler Northeast Regional Sales and Service Manager ICE®

How are cranes rated? Most cranes, including crawler cranes, are rated at a specific capacity at a fixed distance (radius) This capacity rating is typically specified in tons for main boom only at a 10ft (3m) radius from the centerline of the superstructure, but it may vary from around 8-12ft, depending on the machine and manufacturer

Capacity

NOTE: A 100-ton crane rated at 10ft is theoretically stronger than a 100-ton crane rated at 8ft A crane will rarely – if ever – lift its rated capacity

Radius

2

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How to select the right crane?

For most cranes, a minimum of 7 things are required to determine if a crane’s capacity is acceptable for a particular job:

Typical Range Diagram

1. 2. 3. 4. 5. 6. 7.

The weight of the load, hook block, and all rigging

The desired radius

The required boom length

The amount of crane counterweight The number of parts of line (“reeving”) The ground slope/inclination of the jobsite The track extension position* (Opti-Width TM ) * only for cranes with this capability

3

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LOAD CHARTS In addition to a rating, load charts are provided by crane manufacturers to define the crane’s capacities across its entire operating range and with all available attachments, not just main boom at the rated radius.

There are two general types documents referred to as “load charts” 1. Technical generic data sheets available online

◦ Simple, useful for general planning and sales purposes, have range diagrams, but not official 2. Complete serial number specific load charts provided with the crane ◦ Complete, official load charts backed by the manufacturer. Always use these to double check your numbers

4

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Main Boom

300

250

200

150

100

Capacity (kips)

50

0

0

5

10

15

20

25

30

35

40

45

Radius (ft)

CK1000-III - 40' boom capacity

GTC-900 - 37.7' boom capacity

GTC-1300 - 42.1' boom capacity

LOAD CHARTS VISUALIZED

LOAD CHART COMPARISON

5

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

Typical Range Diagram

Reading a load chart Typically, we know how much we want to lift, as well as how far and how high; these help determine 3 of the basic 7 required variables to read most load charts: ◦ The radius ◦ The boom length (*adjustable for telecrawlers*) ◦ The load (don’t forget the block and rigging!) Knowing the above, we can then reference the load chart to find an appropriate configuration, noting that the counterweight, reeving, inclination, and track extension position could vary

6

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How to read a range diagram RANGE DIAGRAM ◦ Helps determine boom length from radius and height ◦ Useful when coupled with pile/tool dimensions

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Reading a load chart

◦ Boom length (attachments optional) ◦ Radius ◦ Counterweight ◦ Parts of line (“reeving”) ◦ Inclination ◦ Track position Capacity

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What type of hammer are you using?

What are the weight and dimensions of the hammer?

Which crane should I use?

How long is the pile, and how much does it weigh?

Example Crane Selection

How far out do you need to reach, i.e., what is the radius?

What are the ground conditions in which the crane will be operating? Any special jobsite considerations? Jobsite slope? Site access? Assembly area? Maximum ground bearing pressures?

9

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Type of Hammer? 2,200 in-lbs

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PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

WEIGHTS & DIMENSIONS

◦ 5’ + 5’ clearance for block +A2B ◦ 1450 lb. hook block ◦ 8’ Vibration absorber height ◦ 1500 lb. ◦ 10’ Hammer height ◦ 11,000 lb. incl. clamp & all hoses ◦ 30’ pile length ◦ 2500 lb. ◦ 20’ clearance for driven pile ◦ 30’ - 10’ = 20’

TOTALS: 78’ min. tip height 16,450 lb. load

12

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

SAFETY FACTORS 16,450 lb. total load divide by 0.8 = 20,560 lb. *ADD 10% for pulling = 22,620 lb 1.375 safety factor

80% Rule

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PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

WHAT RADIUS?

25’-30’ radius 78’ min height

Use range diagram

CONCLUSION: 89.4’ boom length

14

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

VERIFY CAPACITY at 89.4’ boom length and 25-30’ radius

16,450 lb. total load divide by 0.8 = 20,560 lb.

* ADD 10% for pulling: = 22,620 lb.

1.375 safety factor

15

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

40’-45’ radius Change in Plans…

Use range diagram

CONCLUSION: 102.3’ boom length

16

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

VERIFY CAPACITY at 102.3’ boom length and 40-45’ radius

16,450 lb. total load divide by 0.8 = 20,560 lb.

* ADD 10% for pulling: = 22,620 lb.

1.375 safety factor

17

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

ADDITONAL SAFETY FACTORS 3D LIFT PLAN MFG ONLINE TOOLS MFG PROPRIETARY SOFTWARE

FINAL NOTES

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PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

ADVANTAGES OF TELECRAWLERS

◦ EXCELLENT OUT OF LEVEL CHARTS INCREASE JOBSITE WORKABILITY

FINAL NOTES

◦ CAN CHANGE BOOM LENGTHS QUICKLY WITH NO ASSIST CRANE

◦ RETRACTABLE BOOM + ADJUSTABLE TRACK WIDTH = BETTER JOBSITE MANEUVARABILITY

◦ MORE FLEXIBILTY ON THE JOBSITE

19

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

Thank you to our program sponsor

Instructors

J. Hutton Strader Product Manager Tadano Lattice Boom and Tele-boom Crawler Cranes Rob Hensley West Coast Regional Sales and Service Manager ICE® Rick Sadler Northeast Regional Sales and Service Manager ICE®

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PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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GRLWEAP14 - Introduction

Quality Assurance for Deep Foundations

www.pile.com | info@pile.com Ryan C. Allin, P.E. Pile Dynamics, Inc. 2021

About Pile Dynamics

• Founded in 1972 in Cleveland • Developed Pile Driving Analyzer for Dynamic Testing of Deep Foundations • Sensors and data acquisition for load testing, structural integrity and installation verification of deep foundations

What is the Wave Equation?

• GRLWEAP uses a model of wave propagation in a rod to predict, for a hammer-pile-soil system:

• Blow Count (given a capacity) • Capacity (given a blow count)

• Tensile and Compression stress in the pile during driving • Estimate hammer energy, stroke and performance • Pre-construction or during construction • Replace Energy Formula • Allows for realistic stress calculations

www.pile.com | info@pile.com

Main Menu the program represents a major rewrite since the program was updated from DOS to windows

Workflow is very similar with some notable differences

www.pile.com | info@pile.com

GRLWEAP14 Hammer Selection Allows the user to select multiple hammers for one pile/soil combination!

www.pile.com | info@pile.com

Pile Builder Similar to the way the offshore pile builder worked User builds a non-uniform pile segment by segment Each segment will allow for changes in properties (like a tapertube)

www.pile.com | info@pile.com

Soil Input Options The program forces the user to create a basic soil profile or go to the trouble of creating a relative distribution Greatly Expanded Static Analysis Options • FHWA • Nordlund • Tomlinson • API2 • CPT based analysis • Alme and Hamre (A&H) • CPT based analysis

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GRLWEAP 14 Soil Resistance Methods 8 New - GW14 - methods • API2 • Soil type: φ , Su • Simplified ICP-05 • University of Western Australia UWA-05 • Fugro-05 • Norwegian Geotechnical Institute NGI • FHWA/DRIVEN 4 Existing methods • ST: Soil Type (Density and Stiffness) • SA: N, φ , Su ( β -Method?) • API: Soil type, φ , Su • Schmertmann CPT

• Nordlund • Tomlinson • A&H Friction Fatigue Method

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The FHWA/DRIVEN Method

Encompasses two Methods  Tomlinson for clay  Nordlund for sand  The Manual on the Design and Construction of DRIVEN Piles describes both methods  A DRIVEN soil resistance program was written for FHWA by others both for design and input generator to GRLWEAP  In the early days of the Manual, Tomlinson and Nordlund where the best available for typical relatively small land piles.

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FHWA/DRIVEN – Nordlund

LT Shaft Resistance at 10, 20 , 30, 40, 50 ft depth Scale normalized.

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Static Resistance to Driving Soil Resistance Analysis  LTSR

Friction Fatigue 3 Choices

Standard Setup

SRD  Driveability Analysis

The idea behind friction fatigue: the longer a pile shaft has moved through a layer, the more the layer loses shaft resistance.

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Driveability Depth Table is simplified

Allows the user to switch hammers during a driveability analysis

But where are the hammer property options?

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Quick Output A quick output can be viewed by clicking the button. The user needs to hit the button to re-analyze the solution

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Output Pre-packaged output increase efficiency in printing results

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Thank you! Name: Ryan C. Allin, P.E. Contact Number/Email: ryan@pile.com

Lead Setup

CONF I GURAT IONS : SWI NG I NG F I XED SL I D I NG OFFSHORE

Lead Setups PROPER SETUPS USE A STRENGTH-TO -WE IGHT RAT IO FOR TOP PERFORMANCE SWINGING

FIXED, UNDERHUNG

FIXED, EXTENDED

LEAD EXTENSIONS

VERTICAL TRAVEL

OFFSHORE

Swinging, fixed, sliding and offshore configurations. Rigid-bolted or pinned connections. 20’’ through 66’’ sizes available. Structural tube front guide-rails for abrasion resistance. Braced rear tubes are structurally matched with front rails to provide equal moment capacity for both fore and aft batter conditions. Available in various sections for maximum flexibility. All sections precision-fabricated in production jigs to maintain strict dimensional tolerances. Fitted with full-length ladders.

Lead Sizing

AN EFFICIENT, PRODUCTIVE LEAD SET-UP IS KEY TO A PROFITABLE PILE DRIVING OPERATION.

36 in.

20 in.

26 in.

32 in.

42 in.

A B

B

A B C D E

-

A B C D E F G

39.5” 45.5” 52.5” 68.5” 35.5” 41.5” 48.5” 64.5” 28.5” 34.5” 40.5” 54.5” 20.5” 26.5” 32.5” 42.5”

50.5” 43.5” 36.5” 34.5”

G

E

G

E

C

C

18.8” 20.8” 31”

35”

F

F

F

8”

8”

8”

8”

8”

D

D

G

62”

34.1” 36.1” 48.6” 53.8”

Note: Lead size nomenclature is manufacturer dependent. All leads are built to fit standard hammers and are about the same size within a 1/2”.

6 - Headblock with Auger Bracket

1- Rooster Sheave 1- Boom Point Connector

1- Rooster Sheave

2- Hydraulic Spotter 3- Boompoint section 4- Intermediate section 5- Pile Gates with Rollers 6- Headblock with Auger Bracket 7- Knuckle 8- Crane boom

Specialty Items

1- Boom Point Connector

5- Pile Gate with Rollers

2- Hydraulic Spotter

Common Lead Setups: Swinging Leads

COMPONENTS: Tapered Top Intermediate Section Bottom Section (stab point)

USAGE: Mobilization & de-mobilization is very quick, when time is important.

Ideal setup for Hydraulic & Diesel Impact Hammers Piles that were already vibrated in but require a PDA

Important before you laydown leads: While leads are vertical, the hammer needs to be at the base/ground of leads and then you can proceed to lay down setup.

Swinging leads are the lightest, simplest, and least expensive. Precise alignment of the crane and pile is not required. It is possible to drive in a hole or over the edge of an excavation. However, swinging leads require a three-line crane (leads, hammer & pile handling) and they are much easier to lay down because there is no disassembly required.

Common Lead Setups: Fixed, Extended Leads

HEADBLOCK

BOOM-POINT CONNECTOR

INTERMEDIATE WITH BOOM-POINT CONNECTOR

ROOSTER SHEAVE

INTERMEDIATE

COMPONENTS: Various length intermediate sections Headblock Boom-Point (Connector, Leads Section) Rooster sheave Spotter

INTERMEDIATE

INTERMEDIATE

INTERMEDIATE

These are acknowledged as fixed, extended because they are fixed to the crane boom and extended because they extend past the boom point connector (end of boom).

INTERMEDIATE

SPOTTER

Extended leads require only a two-line crane (pile & hammer) although a third auxiliary line may be used. Excellent speed, control and accuracy are possible in positioning the leads. Side-to-side as well as fore and aft adjustment is possible. A shorter boom may be used. However, extended leads require additional time to set up.

Common Lead Setups: Offshore Leads

COMPONENTS: Leads Section Lifting Gear Pile Guide

USAGE: Almost exclusively for large diameter caisson work on and offshore.

NOTE: Pipe OD variance must be taken into consideration. As items, like addition weld, can add approximately ¾” to outside diameter (OD)

Offshore leads are generally used with larger hammers and piles. The pile must have its own support structure.

The bottom of the leads has a guide that slides over the top of the outside diameter of the pile. The crane line and boom are positioned to hold the leads plumb or at the desired batter in line with the pile.

How much lead do you need?

INFORMATION NEEDED

Hammer Length (inclusive of Ram stroke) Length of the Pile

Hammer Length + Length of Pile = TOTAL Lead Length

Safety in Leads: Stress/Strain Analysis C A L C U L A T I O N P R E F O R M E D T O E N S U R E T H A T T H E H A MM E R , S E T U P , A N D P I L E N E V E R O V E R S T R E S S T H E L E A D S E T U P .

A F T E R M E C H A N I C A L E N G I N E E R R U N S T H E S T R E S S / S T R A I N A N A L Y S I S , R E S U L T S A P P E A R A S S E E N B E L O W … H O W D O Y O U R E A D T H E S E ?

Example #1: 4/12 batter with 25.5’ above boom point connector (B.P.C.) creates 27% of yield strength used by leads. Example #2: 4/12 batter with 49.5’ above boom point connector (B.P.C.) exceeds 60% of yield (safety factor exceeded - 0)

32” Fixed Leads with 12” H-Beam

32” Fixed Leads with 18” concrete pile

32” Swinging Leads with 12” H-Beam

32” Swinging Leads with 18” concrete pile

Hammer & Pile Cushion I NSTRUCTORS : OMAR PAREJA R I CK SADLER , MI CHAEL GREGORY, REGG I E RANDOLPH

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Cushion

Cushions provide the necessary modification to the blow or impact created by a diesel, hydraulic, or air hammer.

There are 2 types of cushions: pile or hammer.

All cushions are consumables and will need to be replaced during driving operations. They become work hardened, destroyed by heat, or compressed beyond use and fail to provide the needed cushioning or dampening.

2

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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Pile Cushion Pile cushions are provided to protect the pile during driving and to prevent the damage that would occur with steel hitting a concrete pile without cushioning. Pile cushion also helps to reduce tensile forces that act on the pile as it is driven. Available in many different shapes, sizes and thicknesses to accommodate proper hammer size and soil conditions. Typically made of plywood or hardwood planks, the pile cushion will sit between the pile and the drive cap, generally inside of the drive cap cavity.

3

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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We asked Mike Leal, from Lodge Lumber, some questions about wood pile cushion… Let’s hear what he has to say.

Pile Cushion

4

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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Hammer Cushion

Hammer cushions are provided primarily to protect impact hammers from destructive forces during operation and to permit the maximum amount of useable energy to be transmitted to the pile while preventing damaging energy from being rebounded to the hammer.

With a few exceptions, almost ALL impact hammers (diesel, hydraulic, and air) will require the use of hammer cushion.

5

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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Hammer Cushion Thermoset phenolic materials include: Specially formulated Nylon Canvas Material Coils of aluminum sandwiched between layers of paper

A special alloy aluminum disc is layered among the other discs to dissipate the heat generated by the hammer.

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

6

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Hammer cushions are situated in a “cushion pot” or receptacle provided in the drive cap, or in a specially designed accessory used in conjunction with the drive cap. The hammer cushion consists of a stack of materials topped off with a striker plate, that is placed at the point of impact under the ram (falling weight) of the hammer.

Hammer Cushion Placement

7

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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Best Practices- Changing Cushion

Due to the repetitiveness of impact, cushions can become worn down, charred or burnt overtime. Frequent checks on the cushion material is advised. For hammer cushions improper maintenance, thickness, or size of cushion material may result in damage to the hammer, including danger to crew and immediate area surrounding hammer due to falling hammer pieces. For pile cushions, many specifications call for a new cushion for each pile driven. If not changed for every pile, operator should be aware of condition of each pile cushion before driving.

8

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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Changing Cushions

Recommended safe practice for changing cushion material Make sure all crew is aware of hammer movement to uncluttered safe working platform Once hammer is set down, the cables holding drive cap in place may be removed. At this point the hammer can be moved out of the way and placed in safe location. Be aware of heat due to driving- be sure to allow time for drive cap to cool before handling. The striker plate may be removed in order to inspect or replace cushion material Once all necessary cushion has been replaced, the reverse operation is completed to be able to operate hammer again.

9

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

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Meet Herb Engler Hammer Cushion Expert

10

PDCA CONTRACTORS FOUNDATION INSTITUTE – DRIVEN PILE ACADEMY 2022

Dynamic Testing

Using the Pile Driving Analyzer (PDA)

Load Testing and Quality Assurance

1

Why We Test For Capacity ?

Safety

Economics

ASD LRFD pre 2007 after 2007

φ

AASHTO: F.S. SLT (≥1) + DLT (≥2 and ≥2%) 1.90

0.80 0.75 0.75 0.65 0.50 0.40

SLT (≥1)

2.00

DLT (100%)

- - -

DLT (≥2 and ≥2%)

2.25 2.75

Wave Equation Analysis

FHWA mod. Gates Formula 3.50

With More Testing

Pier suddenly dropped 11 ft

Reduced number of piles Shorter pile lengths Reduced risk

= less $

40,000

Unconservative (potentially unsafe)

30,000

Why PDA & CAPWAP?

20,000

N=303

Likins, G.E., Rausche, F. | August 2004 Correlation of CAPWAP with Static Load Tests Proceedings of the Seventh International Conference on the Application of Stresswave Theory to Piles 2004: Petaling Jaya, Selangor, Malaysia; 153-165. Keynote Lecture

10,000 CAPWAP [kN]

Conservative (residual strength)

0

0

10,000

20,000

30,000

40,000

Static Load Test [kN]

DYNAMIC TESTING

• Research began at Case Institute of Technology (Cleveland) in late 1950s • Developed “Case Method” – “PDA” –Pile capacity from pile top measurements • WEAP (Wave Equation Analysis Program) • CAPWAP (CAse Pile Wave Analysis Program)

4

Load Testing and Quality Assurance

DYNAMIC TESTING

• Hammer causes a downward travelling stress-wave to enter the pile

• Soil resistance and section changes cause upward stress-wave reflections

• Stress in pile can be represented by 1-dimensional Wave Theory

• These “stress-waves” can be analyzed by measured pile top force and velocity

5

Dynamic Pile Testing

strain gage

is applied by impacting ram

is measured by

strain transducers

is measured

by accelerometers

6

Load Testing and Quality Assurance

CaseMethod 1958: first thesis 1964: field testing began

Measure force and velocity

Compute from measurements: • driving stresses • pile integrity • hammer performance • capacity

“Monitoring”

“Dynamic Load testing”

7

Load Testing and Quality Assurance

Case Method Summary

8

Case Method Summary

9

Case Method Resul ts—End of Dr ive

10

CAPWAP Program

Program uses data from PDA to compute: 1. Ultimate capacity and distribution (end bearing vs. skin friction 2. Stresses vs. pile length (Compression & Tension) 3. Quakes, Damping factors

11

Load Testing and Quality Assurance

WD M

Model

1. Set up pile and soil model and assume R shaft and R toe 2. Apply measured W DM to pile model at top and calculate complementary 3. Compare with measured 4. Adjust R shaft and R toe 5. If not satisfactory match: Go to Step 2 Repeat until match is satisfactory

R shaft

R toe

CAPWAP is an iterative process

Adjust Unloading Parameters

Increase Total Capacity

Adjust Soil Quakes

Adjust Damping

Redistribute Soil Resistance

Initial Analysis (poor)

CAPWAP Match Quality

• Generally, the lower the MQ, the better the two curves match

• But, engineering judgment wins over the number

• Additional features in CAPWAP 2014 limiting output

Graphical output from CAPWAP

Simulated static test

15

Load Testing and Quality Assurance

Tabular output from CAPWAP

16

Load Testing and Quality Assurance

Again: Case Method (PDA)

• RESULTS

– Hammer performance • Compute transferred energy, efficiency • Monitor effects of changes in hammer and pile cushion – Pile stresses • Compressive (hard driving) • Tensile (easy driving – concrete piles)

– Pile integrity – Pile capacity

Lets discuss these further:

17

Load Testing and Quality Assurance

Energy

∫ = t

( )

F t V t dt ( ) ( )

E t

0

Why is energy important ?

• Contractor productivity • Sufficient for safe pile installation to design depth and/or to required capacity • Quality of production pile installation to blow count criterion relies on consistent hammer performance

18

Net measured efficiencies (steel piles)

0% 20%

80% 100%

40%

60%

Air/Steam Hammers Hydraulic Hammers

60%

100%

40%

70%

Drop Hammers Diesel Hammers

30%

60%

20%

80%

Efficiencies on concrete piles are lower ~ 10%

19

Hammer performance and cushion evaluation

20

Load Testing and Quality Assurance

Hammer Types

Open-Ended Diesel Hammer

Air/Steam Hammer

Ram

Leads

Pile

Load Testing and Quality Assurance

21

Energy Example

EMX (Max. Transferred)

Energy and Displacement

Diesel Hammers

Hammer Performance--EOD

Hammer Performance--BOR

Driving Stresses

Knowing stresses leads to steps to reduce risk of pile damage due to: • Compression stress, both at top and bottom • Tension stress (concrete piles) • Bending, Alignment

26

Load Testing and Quality Assurance

Allowable Driving Stresses Steel Piles: 90% of yield strength for steel Concrete Piles - pre -stressed Compression: (85% of f c ’ ) - prestress Tension (PS): prestress + (3 √ f c ’ )

Regularly-reinforced

Compression: 85% of f c ’ Tension (RR):

70% of yield of reinforcement

Load Testing and Quality Assurance

27

Pile Top Damage

28

Load Testing and Quality Assurance

Piles driven to rock

29

Load Testing and Quality Assurance

Never hurts to visually inspect closed end pipes

• 12 inch diameter x 0.25 inch wall (spiral weld). • 40 ft long pipe encountered hard driving at 20 ft. • Hammer: Delmag 19-42.

30

Load Testing and Quality Assurance

Pile Integrity

• Problem:

Broken piles may not support load

• Detect damage by:

• Blow count record • Longer than expected pile depth • Visually (above ground, closed pipes) • Extraction • Electronically ( PDA or PIT ) • Generally can find a solution to greatly reduce risk • Better alignment • Reduce stresses • Increase pile material strength • Use pile points or remove obstructions if shallow • Reduce driving criteria Load Testing and Quality Assurance

31