2018 Northeast Regional Conference Program

June 4 - 6, 2018

Lancaster County Convention Center, Lancaster, PA

DamSafety.org

Overcoming Challenges with Innovative Solutions

Pikes Creek Dam

Wilkes-Barre, Pennsylvania

Visit us at Booth #3 at the ASDSO Northeast Regional Conference.

Dean B. Durkee, PhD, PE • ddurkee@gfnet.com Paul G. Schweiger, PE, CFM • pschweiger@gfnet.com Offices Worldwide • www.gannettfleming.com • 800.233.1055

Welcome to Lancaster!

The Northeast Region of ASDSO welcomes you to the 2018 Northeast Regional Conference at the Lancaster Convention Center. ASDSO is a national organization of over 2,800 members dedicated to the furtherance of dam safety through research, education, and communication. Special thanks go to the following volunteers for their generous support and hard work as conference organizers.

• Robert Bowers, P.E., OBG • David Caouette, P.E., Pare Engineering Corp.

• Alon Dominitz, P.E., New York Department of Environmental Conservation • Sarah Hatala, P.E., New Jersey Department of Environmental Protection • Kirk Kreider, P.E., Pennsylvania Department of Environmental Protection • Ann Kuzyk, P.E., Connecticut Department of Environmental Protection • John Ritchey, P.E., New Jersey Department of Environmental Protection • John Roche, P.E., Maryland Department of the Environment

Free Wifi!

SSID: Marriott_CONFERENCE Password: ASDSO2018

Thanks also go to all of the conference advertisers, sponsors and exhibitors for their support and participation.

ASDSO conducts conferences, technical seminars and other educational meetings throughout the year. Additionally, ASDSO publishes a quarterly technical Journal, monthly E-News and other research documents, and maintains a clearinghouse of information on dam safety. To learn more about ASDSO, please visit www.DamSafety.org or contact us at info@damsafety.org or (859) 550.2788.

Hickory Log Creek Dam, Canton, GA

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Culverts Bridges Ash Hauling

900 NC Highway 86 North, Hillsborough, NC 27278 p: (919) 245-1490 f: (919) 241-1659 e: quotes@thalle.com

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Thank you Sponsors

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Table of Contents Welcome................................................................................................................................................................................... 3 Conference Sponsors ............................................................................................................................................................ 4 Schedule at a Glance ............................................................................................................................................................ 6 Lancaster County Convention Center Meeting Space ................................................................................................... 7 Technical Agenda .................................................................................................................................................................. 11 Poster Displays ..................................................................................................................................................................... 33 Exhibit Hall Map ................................................................................................................................................................... 37 Exhibitor Information ......................................................................................................................................................... 38 Conference Evaluation Form ............................................................................................................................................. 47 PDH Form .............................................................................................................................................................................. 49

Save the date for these upcoming ASDSO training opportunities: June 12: Webinar Designing Spillways to Mitigate Failure Modes July 10: Webinar Evaluation and Maintenance of Piezometers, Relief Wells, and Drains in Dams and Levees July 24-26: Classroom Seminar Inspection and Assessment of Dams, Madison, WI August 14: Webinar Human Factors in the Oroville Dam Spillway Incident September 9 - 13: National Conference Dam Safety 2018, Seattle, WA October 9: Webinar Drone Technology Integrated into Dam Safety Inspections and Evaluations November 13: Webinar Why Embankments Crack and How to Fix Them December 11: Webinar How to Conduct a Successful PFMA - Lessons Learned from Past Successes and Failures

Learn about all of these opportunities and browse over 100 webinars On-Demand at DamSafety.org/Training.

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Schedule at a Glance All general and concurrent sessions will be held in the Commonwealth Ballroom on the Level 2 of the conference center. The Exhibit Show, breaks and receptions will be held in Freedom Hall B on Level 1.

MONDAY JUNE 4

EVENT

LOCATION

1:00 pm – 8:00 pm

Speaker Preview Room Open

Federal Room

1:00 pm – 6:00 pm

Registration Open

Commonwealth Prefunction

1:00 pm – 5:00 pm

Exhibit Setup

Freedom Hall B

2:00 pm – 4:30 pm

Northeast Regional Caucus Meeting

Independence Room

4:30 pm – 5:00 pm

Moderators Training Session

Commonwealth 4

5:00 pm – 6:00 pm

Welcome Reception

Freedom Hall B

TUESDAY JUNE 5

EVENT

LOCATION

7:00 am – 8:00 pm

Speaker Preview Room Open

Federal Room

7:30 am – 5:00 pm

Registration Open

Commonwealth Prefunction

7:30am – 8:30 am

Continental Breakfast with the Exhibitors

Freedom Hall B

7:45 am – 8:15 am

Tuesday Speakers & Moderators Meeting

Commonwealth 4

8:30 am – 10:00 am

Opening General Session

Commonwealth 1-3

10:30 am – 12:00 pm

Concurrent Session: Hydrology

Commonwealth 1-3

Concurrent Session: Evaluation of Aging Concrete Dams *this session elegible for C.E. credits for NYS-licensed engineers. See note pg13.

Commonwealth 4

12:00 pm – 1:30 pm

Lunch On Own

1:30 pm – 3:00 pm

Concurrent Session: Design of Spillway Upgrades

Commonwealth 1-2

Concurrent Session: Small Dam Rehabs Grab-n-Go

Commonwealth 3

Concurrent Session: Instrumentation & Inspection Grab-n-Go

Commonwealth 4

Concurrent Session: Seepage & Internal Drainage

Commonwealth 1-2

Concurrent Session: Hydraulic Modeling

Commonwealth 3

Concurrent Session: An Historical Review of Dam Safety in the Northeast

Commonwealth 4

5:00 pm – 6:00 pm

Reception and Poster Lightning Talks

Freedom Hall B

6:00 pm - 7:00 pm

Young Professionals Reception

Independence Room

WEDNESDAY JUNE 6

EVENT

LOCATION

7:30 am – 5:00 pm

Registration Open

Commonwealth Prefunction

7:00 am – 4:00 pm

Speaker Preview Room Open

Federal Room

7:30 am – 8:30 am

Continental Breakfast with the Exhibitors

Freedom Hall B

7:45 am – 8:15 am

Wednesday Speakers & Moderators Meeting

Commonwealth 4

8:30 am – 10:00 am

General Session: Status of the PMP Study for Pennsylvania

Commonwealth 1-3

10:30 am – 12:00 pm

Concurrent Session: Dam Rehab Case Studies

Commonwealth 1-3

Concurrent Session: Dam Safety Program Management and Regulatory Issues

Commonwealth 4

3:30 pm – 5:00 pm

12:00 pm – 1:30 pm

Lunch On Own

1:30 pm – 3:00 pm

Concurrent Session: Dam Removals/Dam Decommissioning

Commonwealth 1-3

Concurrent Session: Foundations: Rocks & Locks

Commonwealth 4

3:30 pm – 5:30 pm

Exhibits Dismantle

Freedom Hall B

3:30 pm – 5:00 pm

Concurrent Session: Emergency Response

Commonwealth 1-3

3:30 pm – 5:00 pm

Concurrent Session: Mill Dams

Commonwealth 4

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Convention Center Meeting Space All conference activities will take place in the Lancaster County Convention Center.

Key conference locations:

Registration - Commonwealth Prefunction (Level 2) Sessions - Commonwealth Ballroom (Level 2) Exhibit Hall - Freedom Hall B (Level 1) Speaker Preview Room - Federal Room (Level 2)

Facility Overview:

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Conference Notes Session:

Presenter:

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Imagine it.

Delivered.

AECOM provides a blend of technical excellence and innovation, local knowledge, and global reach, to realize your vision. Our dam, levee and hydropower experts work collaboratively with our clients to provide tailored solutions to meet their unique needs.

AECOM is proud to sponsor the Association of State Dam Safety Officials’ 2018 Northeast Regional Conference.

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Dam Engineering, Water Resources & Navigation Solutions

www.bergmannpc.com

Reliable, Innovative, Sustainable • Safety Inspections & Engineering Assessments • Rope Access Inspections • Hazard Classification & Emergency Action Plans • Post-Flood Emergency Response • Operation & Maintenance Plans • Rehabilitation & Design Services • Spillway Capacity Upgrades • Gate Inspections, Analysis & Design • Safety & Fall Hazard Mitigation • Waterway & Watershed Systems Planning • Navigation Structures Planning & Engineering • Emergency Action Plans Ken Avery, PE, CFM, D.WRE • Environmental Compliance kavery@bergmannpc.com • Navigation Structures Planning & Engineering Greg Johnson, PE, PMP gjohnson@bergmannpc.com 585.232.5135

Bergmann Associates is a proud sponsor of the ASDSO Northeast Regional Conference.

Visit us in booth #25

Agenda MONDAY, JUNE 4

TUESDAY, JUNE 5

1:00 PM – 8:00 PM Federal Room Speaker Preview Room Open

7:00 AM – 8:00 PM Federal Room Speaker Preview Room Open

1:00 PM – 5:00 PM Freedom Hall B Exhibit and Poster Setup

7:30 AM – 5:00 PM Commonwealth Prefunction Registration Open

1:00 PM – 6:00 PM Commonwealth Prefunction Registration Open

7:30 AM – 6:00 PM Freedom Hall B Exhibit Show Open

2:00 PM – 4:30 PM Independence Room Northeast Regional Caucus Meeting

7:30 AM – 8:30 AM Freedom Hall B Continental Breakfast with the Exhibitors

4:30 PM – 5:00 PM Commonwealth 4 Moderator Training Session

7:45 am – 8:15 am Commonwealth 4 Tuesday Speakers & Moderators Meeting

5:00 PM – 6:00 PM Freedom Hall B Welcome Reception in the Exhibit Hall

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8:30 AM – 10:00 AM Commonwealth 1-3 Opening General Session Welcome Remarks Roger Adams, P.E., PA Department of Environmental Protection One Hurricane After Another…. So, Are My Dams OK? – Rapid Assessment of Potential Dam Failures in Puerto Rico following Hurricanes Irma and Maria Edward Beadenkopf, P.E., CFM, ATKINS (part of STARR II); Jonathan Keeling, P.E., CFM, Stantec Consulting Services Inc. (part of STARR II); Alan Springett, Shudipto Rahman, and James Demby, Jr., P.E., Federal Emergency Management Agency On September 6, 2017, Category 5 Hurricane Irma affected the Island of Puerto Rico, followed by Category 5 Hurricane Maria on September 20, 2017. Within a span of two weeks, Irma skirted the northern portion of the island and Maria made direct landfall on the southeast coast. Both hurricanes produced widespread and extended flooding.

FEMA coordinated disaster response with local officials and federal partners. FEMA, the USACE, NWS and USBR assessed impacts on 37 dams regulated as part of the National Dam Safety Program (NDSP). FEMA served as a data provider to in-field partners and coordinated federal assistance at the Disaster Field Office. This presentation discusses FEMA and NWS use of DSS-WISE in rapidly producing breach data for dams, and rapid assessment/screening to assess risk for the purposes of prioritizing more detailed field assessments. There will be comparison of modeling methods and risk assessment/screening procedures and processes deployed by all response agencies. The evaluation focuses on balancing limited availability of data and impaired local communication, with qualitative determinations of risk.

As FEMA produced data, the USACE worked to stabilize the partially failed Guajataca Dam and conducted independent field assessments of other dams. The USACE also modeled the flood hazard downstream of Guajataca Dam. This presentation discusses coordinating activities that took place to ensure efficient response and compares results of the FEMA and USACE work products.

Due to rapid response by FEMA and their partners, and the initiative demonstrated by local and state officials, Puerto Rico is recovering. This presentation identifies lessons learned potentially beneficial to state dam safety programs and dam communities during planning for, and response to, potential dam breaches.

Dam Safety Incidents and Emergency Action in the Northeast Region Emergency Filter Construction at Greenbrier Dam Hal Van Aller, P.E., Chief, and John Roche, P.E., Senior Engineer, MD Department of the Environment, Dam Safety Division The Black Knight of New England Dams – Mendums: Monitoring its Deficiencies, the Ensuing Drawdown and Reconstruction Grace E. Levergood, P.E., Dam Design Engineer, NH Department of Environmental Services, Dam Bureau Trussum Pond Dam - Successful Management of an Overtopping Incident by Four Separate Programs in Two State Agencies, Without an EAP David Twing, DE Department of Natural Resources and Environmental Control 10:00 AM – 10:30 AM Freedom Hall B Refreshment Break 10:30 AM – 12:00 PM Commonwealth 1-3 Concurrent Session One: Hydrology Moderated by: Sarah Hatala, P.E., NJ Department of Environmental Protection Uncertainty in Hydrologic Estimates Arthur C. Miller, Ph.D., P.E., CFM, AECOM The Borough of Chambersburg, Pennsylvania retained AECOM to evaluate the spillway capacity of the Long Pine Run Dam. For a high hazard structure, such as the Long Pine Run Dam, Pennsylvania Dam Safety requires the Spillway Design Flood to be equal to the Probable Maximum Flood (PMF). If the spillway capacity is insufficient, the spillway would be deemed deficient and alterations to the dam would be necessary to bring it back into compliance. The presentation deals with the uncertainties in the hydrologic estimate of the PMF. The NRCS loss method (Runoff Curve Number, CN) was used to determine the hydrologic abstractions.

• What is the accuracy or variability of the CN value?

• What does ARC I, II and III really mean? Expression of ARC-I and ARC-III are measures of dispersion about the central tendency (ARC II). This is a corollary of treating the CN as a random variable and not an absolute value.

• Since 2011, the NRCS has been publishing updates of their soil maps that resulted in significant changes to their Hydrologic Soil Group (HSG) classification across the United States. In some cases, the resulting NRCS runoff Curve Number (CN) has increased or decreased by as much as 50% over the NRCS CN, determined by using previously published soil maps.

The NRCS Unit Hydrograph Transform Method was applied to the basin to determine the runoff hydrograph from the

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excess rainfall. The peak rate factor can vary between 200 to 600 with the higher values (such as 600) giving a higher and earlier peak flow estimate. NRCS publishes two methods to predict the lag time. Theoretically the two methods are fundamentally different.

A quasi-calibration was carried out to ensure that the modeled rainfall-runoff response for the watershed reasonably matched the response for a 100-year flood event. The ratio of the PMF to the 100-year flood event was 23,100/1900 = 12.1. Is this ratio unrealistically high?

The USGS regression equations were used to predict the 100-year event. Is the estimate of the 100-year flood event reasonable?

The parameters utilized in the USGS regression equations need to be evaluated for appropriateness as well as other parameters that were not used in the development of the relationship. This presentation will cover the theory and application of the hydrologic processes to estimate the PMF and what are the uncertainties in the hydrologic processes.

Timing is Critical – The Significance of Precipitation Temporal Distribution in Design Flood Analysis Amanda J. Hess, P.E., CFM, and Adrienne K. Shaner, Gannett Fleming, Inc. One key component in dam safety is ensuring that the impounding structure will adequately pass the outflow generated by the design flood event. The design flood event is based on the hazard potential classification of the impounding structure. For high-hazard potential dams, the Probable Maximum Flood (PMF) is the design criteria mandated by many regulatory authorities (federal and state). The PMF is defined as “the flood that might be expected from the most severe combination of critical meteorologic and hydrologic conditions that are reasonably possible in the region.” The design criteria for dams with lesser hazard classifications reference other flood events, such as the 0.5-PMF or the 100-year flood.

Determination of the inflow design flood (PMF or otherwise) requires analysis of the watershed response to the precipitation event. Defining the precipitation event requires knowledge of the total storm depth, temporal pattern/distribution, and sometimes the spatial pattern within the watershed.

The Probable Maximum Storm, which produces the PMF, is based on reports and guidelines generated by various agencies. In Virginia, a statewide a Probable Maximum Precipitation (PMP) study was adopted in 2016 and supersedes the Hydrometeorological Report No. 51 (HMR51) PMP values previously used for dam design and analysis.

However, the PMP study did not include any updates to the temporal distribution of the PMP, and temporal distributions provided in the Hydrometeorological Report 52 (HMR52) or by the Natural Resources Conservation Service (NRCS) were recommended for use with the new PMP depths. Several other states have adopted statewide PMP studies in recent

years, and many of these included examinations of temporal distributions of the PMP and development of new temporal distributions where appropriate.

For lesser events like the 100-year event, the temporal distribution is often assumed to follow published design distributions; however, custom-generated temporal distributions are also used.

This presentation will provide an overview of the types of temporal distributions and compare the significance of the temporal distributions on design flood analysis. An example hydrologic model will be used to examine the impact of the temporal distribution on peak reservoir level and outflow for a design event.

Regional Calibration of the Peak Flow Coefficient for the NRCS Dimensionless Unit Hydrograph Equation for the State of New Jersey Michael Horst, and Ryan Gurriell, The College of New Jersey Unit hydrographs are used to predict the response of a watershed to precipitation events when historical data are not available. They utilize the physical characteristics of each watershed, specifically, slope, longest hydraulic length, land use, area, and soil composition. Although a variety of synthetic unit hydrograph methods are available in the profession, history shows that the Natural Resources Conservation Service’s “dimensionless unit hydrograph is the most commonly used method. Within the NRCS’s peak flow equation a peaking coefficient is required. The peaking coefficient represents the volume distribution of the corresponding unit hydrograph between its rising and recession sides. The goal of this project was to calculate site specific peak rate factors for various watersheds in the state of New Jersey. Historical rainfall and runoff data resulting from Hurricane Irene in August 2011 were analyzed as part of the analysis. A total of 26 watersheds were analyzed with results showing peak rate factors ranging between 170 – 970. The peak rate factors were plotted on a New Jersey map in order to help determine regional trends.

Additionally, statistical analysis was performed to determine correlations between the resulting peak rate factor and various watershed characteristics including length, slope, area, % impervious, etc.

10:30 AM – 12:00 PM Commonwealth 4 Concurrent Session Two: Evaluation of Aging Concrete Dams Moderated by: Doug Gove, P.E., AECOM *Note to New York State Licensed Professional Engineers: This session has been approved for credit to satisfy continuing education requirements for Professional Engineers licensed in the state of New York. Participants who attend the full 90-minute session will receive a certificate for one and one-half (1.5) professional development hours (PDHs). **In order to receive the NY

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certificate, please sign and list your NY P.E. license number on sign-in sheet upon arrival and departure from the session room, indicating that you were present for the entire session including the Q & A segment. Partial credit is not offered per NYSED guidelines.

Uplift Considerations for Concrete Gravity Dams Scott Jones, P.E., Ph.D., and Amanda Lopez, P.E., AECOM; and Larry K. Nuss, P.E., Nuss Engineering, LLC Uplift forces along foundation joints or improperly bonded concrete joints are a widely recognized contributor to failure modes for concrete gravity dams. The industry-wide inclusion of uplift forces in the design and evaluation of concrete dams was predated by several dam failures (e.g., Bouzey Dam, Austin Dam) that can be at least partially attributed to the lack of understanding of these forces. Over the decades following these failures, significant provisions (e.g., foundation grouting, foundation drains) have been incorporated into dam safety guidelines to prevent similar failures of dams designed to modern standards. Even so, the recent crack at Wanapum Dam and piping under Camara Dam further highlight the need to understand and design against the potential uplift forces that can develop along weak planes in concrete dams and foundations.

This presentation will provide a summary of the current state-of-the-practice in application of uplift forces on concrete dams, as summarize in the paper of the same name in the latest issue of ASDSO’s Journal of Dam Safety.

This summary will include the most recent federal and state guidelines and standards used in design and evaluation of concrete dams, including FERC, Reclamation, and USACE guidelines. Particular attention will be given to clarifying application of uplift pressures for concrete dams with foundation and body drains, and to methods for adjusting uplift pressures for flood, earthquake, and post-earthquake loading. The summary will also include a literature review into research related to understanding uplift pressures acting on dams for various foundation and drain conditions, and a summary of discussions held during a 90 minute panel discussion at ASDSO’s Dam Safety 2016. Case studies will also be presented to highlight the differences in interpretation of the current guidelines. The presentation will conclude with questions to the general audience regarding the different interpretations.

Farnham Reservoir Dam Rehabilitation and Stability Evaluation Michael Malenfant, P.E., and Doug Gove, AECOM; and David Turocy, City of Pittsfield, Massachusetts Farnham Reservoir Dam, which is owned and operated by the City of Pittsfield, Massachusetts, is a 100 year old, 600 foot long concrete gravity dam with a structural height of over 100 feet. In a 2012 condition assessment of Farnham Dam, it was determined that the dam was considered in poor condition due to the condition of the concrete, blockage of the internal drainage system, and inoperability of both gates and valves in the gatehouse. In April 2014, the Massachusetts Department of Conservation

and Recreation Office of Dam Safety issued a Certificate of Non-Conformance and Dam Safety Order due to the poor condition. In response to this finding, the design team was faced with the requirement to rehabilitate a dam that exhibited significant structural, material, and operational deficiencies while minimizing disruption to a municipal water supply that depended on the impounded reservoir.

To address the safety and operational deficiencies, a program of concrete rehabilitation and lining the upstream face of the dam using a proprietary geomembrane system (CARPI), mechanical component replacement, drainage system cleaning, and rock anchors was identified. The five components of the rehabilitation consisted of minimizing infiltration into the dam at the crest and upstream face; restoration of the drainage system; spillway restoration; mechanical component replacement; and structural stability.

A three-phased construction approach was selected in order to minimize disruption to the water supply, reduce construction costs, and accommodate construction sequencing concerns. The results of the first two phases of the construction are promising, with seepage through the dam significantly less than anticipated and operability of the drainage system and mechanical components restored.

The stability of the dam was re-evaluated based on the improvements and results of geologic investigations to support design and construction of the first two phases.

Based on improved understanding of uplift pressures and concrete and rock mass shear strength parameter, the updated stability evaluation indicated that the rock anchors slated for the third phase of construction were not necessary, resulting in a significant cost savings to the City.

This presentation will present the installation of the CARPI liner, review of instrumentation data and geologic investigations that led to the improved understanding of the stability of the dam, and the outcomes of the updated stability evaluation. It is proposed to be included in a 90-minute session on evaluation of aging concrete dams as described in the abstract for Uplift Considerations for Concrete Gravity Dams.

Better Than It Looks: Assessment of Concrete Deterioration at Hoopes Dam Scott Jones, P.E., Ph.D., AECOM; Orville R. Werner II, P.E., FACI, CTL | Thompson; and David Rothstein, Ph.D., P.G., FACI, DRP, A Twining Company Hoopes Dam is an 845-foot long mass concrete gravity dam on a tributary to Red Clay Creek in New Castle County, Delaware. The dam has a 20 degree change in alignment (towards the downstream) approximately 75 feet to the right of the maximum section. The dam is approximately 4 miles northwest of the City of Wilmington (City), which owns and operates the dam. Water is pumped to the reservoir from the Brandywine Creek and it serves as emergency water supply for the City. With a maximum height of approximately 127 feet, Hoopes Dam is classified as a high hazard dam.

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The exterior surfaces of the dam show significant deterioration: cracking, spalling, and efflorescence. A concrete field and laboratory exploration program was undertaken in 2011 and resulted in the conclusion that Alkali Aggregate Reaction (AAR) was the primary contributor to the observed deterioration. The conclusion was based on extraction of 24 approximately 4-foot deep cores, one 20-foot deep core, laboratory tests of the concrete cores for compressive and tensile strength, and petrographic examinations of 9 cores. Based on these conclusions, alternatives for rehabilitation of the dam, including installation of monitoring systems, installation of an upstream liner, and installing post-tensioned precast panels, were recommended.

The City decided to install survey monuments to determine if the diagnosed AAR was causing a dam safety concern and sought additional opinions on the correct course of action for repairing Hoopes Dam. A review of two years of survey data indicated no significant trend in AAR growth. Although two years of survey data is not sufficient to definitively establish a trend, the lack of obvious growth near the change in alignment tends to indicate that concrete growth related to AAR is not prevalent throughout the dam.

Further, a review of the tensile strength data from the 2011 concrete investigations indicated trends inconsistent with AAR affected concrete. Based on these results, additional concrete coring, strength testing, and petrographic examination was undertaken to confirm the understanding that AAR was a near surface phenomenon and did not require some of the previously recommended repairs.

This presentation will present the findings of the data review and additional concrete investigations, and recommended phased approach to rehabilitating the dam to minimize costs to the City. It is proposed to be included in a 90-minute session on evaluation of aging concrete dams as described in the abstract for Uplift Considerations for Concrete Gravity Dams.

Panel Discussion/Extended Q & A Session 12:00 PM – 1:30 PM Lunch On Own 1:30 PM – 3:00 PM Commonwealth 1-2 Concurrent Session Three: Design of Spillway Upgrades Moderated by: Kirk Kreider, P.E., PA Department of Environmental Protection Spillway Chute Joints – the Devil is in the Details John Harrison, P.E., Schnabel Engineering Joints are a critical element in concrete spillway chute design, and can render an otherwise sound chute design defenseless against the persistent attack from spillway flows. This presentation will focus on various aspects of chute joints and their importance, including:

• Examples of spillway chute failures • Sample potential failure mode event trees initiated at spillway chute joints • Studies by the Bureau of Reclamation that quantify potential uplift pressures and seepage flow from offset and open joints • The where and why of different types of joints; joint spacing • Various types of waterstop (PVC, hydrophilic, postconstruction injection grouting, etc) • Effectively illustrating waterstop installation on construction drawings • Keyways • Round dowels vs square dowels; greased dowels vs dowel sleeves • Anchors • Drainage beneath slabs and at joints • Drainage Outlets • Drainage insulation • Sealant or not?

• Concrete overlays Putting the STOP in Waterstops Joseph Kudritz, P.E., and Brian Afek, P.E., Micheal Baker International; and Roger Adams, P.E., PA Department of Environmental Protection We have all seen it: the leaking joint in a dam that is the telltale sign that a waterstop was not installed properly or has failed prematurely. Waterstops are paramount to the integrity of concrete components of dams and other water-retaining structures. Not only does an improper joint design or waterstop installation look bad aesthetically, it can also corrode critical reinforcement members or provide a pathway for piping, thereby, jeopardizing the integrity of the dam.

It is essential for joint design and waterstop selection to be based on the site constraints, installation techniques, and complexity of concrete placement. This paper/ presentation will focus on the primary ways we have evolved our waterstop design and construction oversight process to greatly enhance waterstop performance. Detailed explanations regarding the following will be included: • The importance of involvement from a waterstop manufacturer to assist with selection of the proper waterstop profile based on the amount of expected joint movement, design heads, and maximum aggregate sizes.

• Testing and construction practices to eliminate waterstop defects.

• How to present installation and handling procedures for construction.

• Why limiting field welds to only butt-welds and requiring all tees, ells, and crosses to be pre-fabricated by the waterstop manufacturer will reduce potential waterstop failures at welds.

• The importance of requiring the manufacturer’s technician to provide waterstop installation training and certification for personnel who will be performing field-welds.

ASDSO Northeast Regional Conference 2018 15

• The value of scaled details for constructability of intricate concrete layouts or complex joints to ensure all clearances to reinforcement and exposed concrete.

• The benefit of 3D modeling software that includes all structural members, planned joints, and pre-fabricated waterstops during design to determine if additional joint or waterstop details are required on the construction documents.

1:30 PM – 3:00 PM Commonwealth 3 Concurrent Session Four: Small Dam Rehabs Grab-N-Go Moderated by: Grace Levergood, P.E., NH Department of Environmental Services

The audience will benefit through examples illustrating the following:

The Red House Lake Dam is located in Allegany State Park in the Town of Red House, Cattaraugus County, NY. The dam and arched bridge was built across Red House Brook in 1929 to create a recreational lake for the park. The dam has a Hazard Classification of B (Intermediate Hazard dam).

Bergmann was contracted by NYS Office of Parks Recreations and Historic Preservations (NYS OPR&HP) to perform a comprehensive inspection and assessment of the dam and bridge structure. This included development of a full Engineering Assessment (EA), gauging the performance and condition of the dam according to the NYS DEC Dam Safety Regulations (Part 673). As part of the EA, the earthen dam and concrete spillway (with integrated arch bridge structure) were evaluated with field inspections and stability assessments. A hydrologic and hydraulic evaluation of the dam outlined downstream impacts through development of inundation mapping. A load rating and condition assessment for the 3-span arch bridge was also conducted.

• Improper versus proper welds and welding techniques • Incorrect versus correct waterstop placement • Inadequate versus adequate detailing in the Contract Drawings • Dual waterstop approach (PVC and hydrophilic waterstop) • Example of 3D modeling of complex joints Upgrading Pikes Creek Dam Auxiliary Spillway with Fusegates Hasan Kocahan, Hydroplus, Inc.; Anthony M. Nokovich, P.E., American Water; Chad Hoover, and Greg Richards, Gannett Fleming, Inc.; and Gino Yannuzzelli, KC Construction Co. The Fusegate System has become one of the most viable options particularly for the rehabilitation of non-mechanical spillways. It offers an accurate and reliable solution to replace flashboards and is especially cost effective when rehabilitating dams with limited freeboard. Pikes Creek Dam is located on Pikes Creek, about five miles northwest of Wilkes-Barre in Luzerne County, Pennsylvania. Built in 1911, the dam is owned and operated by Pennsylvania American Water (PAW), and is used for water supply. The dam is 65 feet high and 2,155 feet long homogenous earthfill embankment with a reinforced concrete core wall. The principal spillway located on the right abutment is of free overflow type and is 72 feet long. The auxiliary spillway consists of a 244-foot-long fixed crest ogee spillway equipped with flashboards. Hydraulic studies revealed that the combined principal and auxiliary spillways can pass only 23 percent of the Probable Maximum Flood (PMF). Since the dam is classified as a high hazard structure, it is required to pass the full PMF. Upon assessment of various alternatives, including the construction of a large fixed-crest labyrinth weir and embankment overtopping protection, the design team selected a new 250-foot wide auxiliary spillway at the right abutment equipped with eighteen 9.3-foot high pre-cast concrete labyrinth crested Hydroplus Fusegates. The project was successfully completed in December 2017 and also included improving embankment stability, improving seepage collection, and providing upstream closure for conduits passing through the dam embankment. The Fusegate solution is the first labyrinth Fusegate project in Pennsylvania. This presentation will focus on the Pikes Creek Dam Rehabilitation project with an emphasis on the application of Fusegates to increase spillway capacity.

The Red House Lake Dam Rehabilitation Gregory L. Johnson, Bergmann Associates

Bergmann provided NYS OPR&HP a report outlining the findings of the EA, identifying areas recommended for dam safety compliance improvements, and investigating bridge repair/replacement options. The study phase (inspections, evaluations, alternatives, and reports) for this project was completed and final design started in late 2015. Final design was progressed and included dam stability improvements (e.g. rock anchors), low-level-outlet improvements, bridge superstructure replacement, concrete repair, tree removals, embankment stabilization measures, and other miscellaneous site improvements. The dam rehabilitation is currently under construction and is expected to be completed in July of 2018.

The presentation will highlight design and construction challenges, as well as areas of non-compliance that were addressed as part of recent rehabilitation activities.

Specialized water control measures were incorporated into the project to facilitate construction at the concrete spillway that involved cofferdams, restoration of a low level outlet system, and temporary lowering of the impoundment. The low level outlet system was initially comprised of two concrete ports, one in each bridge pier, that were controlled by inoperable sluice gates. These ports were made operational by grouting a pipe into each port, installing a temporary valve at the downstream end of each pipe, and subsequently removing the old upstream sluice gates. New sluice gates would later be added to the upstream end to complete the outlet system and allow for temporary lowering of the lake level. Rock-anchoring,

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concrete rehabilitation, bridge replacement, spillway repairs, and embankment improvements will also be discussed.

Blue Anchor Dam – Innovative Four-Tier Spillway Solves Unique Problem in South Jersey Cleighton D. Smith, P.E., CFM, and Gary Johnson, P.E., Taylor Wiseman & Taylor; and Robert Anastasia, P.E., CFM, Stormwater Management Engineering, LLC The NJ Department of Transportation (NJ DOT) identified Blue Anchor Dam, whose crest serves a busy route to the Jersey Shore and is a posted evacuation route, as a priority for replacement. The spillway was undersized and deteriorating; an additional constraint was a private lake immediately downstream, where there is a house with its first floor 12 inches above normal pool.

The NJ Department of Environmental Protection Dam Safety Section (NJ DEP DSS) classified this dam as Class 2 Significant Hazard, meaning the new spillway would need to safety pass the 100-year flood, as well as provide one foot of freeboard for half of the Probable Maximum Flood (PMF). An additional challenge was to minimize increases in downstream water surface elevations at various storms up to the 100-year event, due to the house being 12 inches above normal pool. Other challenges included construction staging to accommodate shore traffic and keeping the critical evacuation route open during hurricane season. Also, Blue Anchor Lake needed to be kept at normal pool during construction.

The result was a new 81-foot-long, four-tier concrete semicircular spillway. The four tiers were designed to mimic the flow conditions of the original spillway and downstream bridge. The new design also includes a low-level release for emergency drawdowns and provisions for a future fish ladder. In addition, the earthen portion of the 500-foot dam was widened 20 feet and raised three feet to provide the required freeboard.

Construction included a two-stage 30-inch diameter by-pass pipe to safely pass the base flow and storms up to the five-year event. Construction required two-stage sequence across Route 30 while raising the entire roadway by three feet and maintaining four lanes of one-directional traffic during hurricane season. Local businesses were not impacted. Raising the dam also required obtaining flooding rights from three upstream property owners.

Use of Articulating Block Mattresses for Overtopping Protection on a High Hazard Dam Brian C. Shorts, P.E., Alliance Consulting, Inc.; Gerald I. Kehler, P.E., Synthetex, LLC In September 2014, Flat Top Lake Association, Inc. (FTLA), private owner of the Flat Top Lake Dam, received an Order for Compliance from the West Virginia Department of Environmental Protection (WVDEP). At that time, the dam’s

primary and emergency spillways were inadequately sized to satisfy WVDEP’s 6-hour probable maximum precipitation (PMP) design storm requirement. The dam is a high hazard, 33-foot-high earthen dam located in Raleigh County, West Virginia that impounds a normal pool volume of 3,150 acrefeet. The dam was constructed in the 1950s, and was one of many dams built prior to the Dam Control and Safety Act of 1972 that have been deemed noncompliant with current dam regulations.

Numerous design configurations were considered for modification of the dam but were either cost prohibitive, aesthetically unacceptable to lake residents, or otherwise not feasible. Consideration was ultimately given to an overtopping protection design using a fabric formed articulating block mattress (ABM), which would satisfy WVDEP’s design criteria and the owner’s budgetary constraints. Alliance Consulting, Inc., engineering consultant, collaborated with Synthetex, LLC, manufacturer of HYDROTEX® solutions, to develop a modification design.

The design called for placement of ABM over the entire dam face, from the crest to the toe and extending beyond both embankment groins. Anchor trenches were constructed along the left and right edges of the ABM, and a reinforced concrete deadman anchor trench was constructed at the crest. The ABM was connected to the deadman anchor, which was then overlaid with a reinforced concrete roadway to create a unified anchoring structure. It was determined that a hydraulic jump would likely occur on the dam face during overtopping, as flows through the emergency spillway would create substantial backwater at the toe prior to any overtopping event. Additional protection against uplift of the ABM due to the hydraulic jump was provided in the form of percussion driven anchors in the affected area.

The modification design was approved by WVDEP and is the first known use of ABM for overtopping protection in West Virginia. Construction proceeded quickly and was nearly complete by December 2017. Using ABM as a solution for overtopping protection saved the owner hundreds of thousands of dollars compared to more commonplace designs. Moving forward, the use of ABM in dam overtopping protection could serve to meet the need for an affordable and reliable means of bringing existing dams into compliance with 21st century hydrologic design criteria.

Yardley Road Lake Dam - From Non-compliant to Rehabilitated Amy E. McNamara, and Mary L. Paist-Goldman, P.E., Princeton Hydro, LLC The Yardley Road Lake Dam is an earthen embankment dam and impoundment which was constructed in conjunction with the upper gradient residential community and was owned by the homeowners association associated with the community. The impoundment receives runoff from both the community for which it was built for and county road drainage. In 1999 it was identified by New Jersey Dam Safety that the dam was in need of immediate maintenance

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and repair in response to a down stream property compliant. Later in 1999, Hurricane Floyd made land fall in the northeast resulting in the earthen embankment overtopping, the formation of erosion features on the down stream side of the embankment and additional downstream residential flooding. The dam was acquired by an adjacent property owner who purchased the property and took on the responsibly to rehabilitate the dam to meet current dam safety regulations and design criteria.

breach, that the forebay is full and unable to retain flow as well as culvert replacement.

Hydrologic and hydraulic analyses were completed for the structure to determine the hazard classification of the structure. Due to the overtopping of the one local road, one county road and a residential driveway the a structure is classified as a Class II - Significant Hazard Potential. The modeling required the immediately down stream dam to be breached. Therefore, the dam and all associated structures needed to be upgraded to pass the 0.5 PMP spillway design storm.

Using the Willowstick Method to Target Remediation and Prevent Dam Failure Ryan Blanchard, Keith Wall, and David Bierman, Willowstick Technologies; Thomas Roberts, VA Department of Conservation and Recreation, P.E., CFM; and Don Sipher, Froehling & Robertson, Inc.

The proposed rehabilitation is anticipated to 2018 and in includes a replacement riser tower, raising the entire embankment, installed of a auxiliary spillway, and repairs to the existing outlet pipe through the embankment. The presentation shall focus on the hydrologic and hydraulic analyses completed for the projects as well as the sizing of the upgraded dam.

A New Look for the Westtown Dam Amy E. McNamara, and Geoffrey M. Goll, P.E., Princeton Hydro, LLC The Westtown School need to upgrade the structure for dam safety compliance and wanted to complete additional restoration of the impoundment and lake dredging. For rehabilitation, the dam was designed to be able to pass the 100-year flood event via a completely new drop spillway and outfall barrel, and the construction of an auxiliary/ emergency cast-in-place stepped spillway. As part of the rehabilitation of the dam the project also included: the dredging of approximately 68,000 cubic yards of sediment, the rehabilitation of the lake’s sedimentation forebay and spillway, and the enlargement of a culvert on Westtown Road, immediately downstream of the dam. The culvert replacement was required due to the closure of 2 secondary outlets on the dam and corresponding culverts below Westtown Road.

This project required a number of different permits, including a Chester County soil erosion and sediment control plan approval, a Dam Safety construction permit, a PADEP General Permit 11 for the road crossing, and a US Army Corps of Engineers Individual Permit in compliance with the Federal Clean Water Act. Princeton Hydro also successfully navigated concerns for two species of concern; potential bog turtle (federal and state listed) habitat and known redbelly turtle (state listed) populations.

Hydrology and Hydraulic models and calculations were completed not only for the spillway sizing but for the dam

1:30 PM – 3:00 PM Commonwealth 4 Concurrent Session Five: Instrumentation & Inspection Grab-N-Go Moderated by: Matthew Marchisello, P.E., Aqua Pennsylvania, Inc.

Magnetometric resistivity, also known as MMR, has been applied to over 160 dams all over the world including: Australia, Austria, Canada, China, Norway, South Africa, South Korea, Sri Lanka, Sweden, United Kingdom, and United States. MMR is used to identify preferential seepage flow paths through, under, or around dams. If seepage flow paths are not repaired, they can cause erosion, sink holes, and eventually dam failure. Some of the consequences of failure are: loss of life, environmental damage, and social license to operate. Finding the preferential seepage flow paths is an expensive and slow process, often characterized by drilling “trial and error” boreholes that further impair the integrity of the structure. A better alternative is to identify the exact location and depth of the seepage path(s) and then repair the dam where needed. Geophysical technologies, applied to the study area in question, along with 3D models are a cost effective and accurate way to identify the seepage flow paths. In this paper, results of a MMR investigation from Laurel Bed Dam (Virginia, USA), Bartley Dam (UK), and Durlassboden Dam (Austria) are presented. All of the dams in this paper used the MMR method to identify the exact location and depth of preferential seepage flow path(s). The results of each of these investigations have been confirmed and the necessary repairs have been performed.

Non-Destructive Testing (NDT) Inspection Tools to See What is Beyond the Surface William A Horne, NDT Corporation Cost effective design/repair strategies continue to be a top priority for all owners of our nation’s infrastructure. Dams are at the forefront of this expectation and according to frequent conditional assessment, many are in critical need of repairs. Engineers are well schooled in visual observation techniques to determine and rate the condition of dams, spillways and penstocks. Often visual observation are not sufficient to fully assess the integrity of these concrete members. Looking “inside” the concrete, determining the in-situ concrete strength, assessing the rebar condition and quantifying cracking allows for a comprehensive inspection which produces a better repair concept for dam owners.

Technological advancements using non-destructive testing

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(NDT) methods now give engineers more tools to assess infrastructure and owners gain more confidence with the planned rehabilitation.

Ground penetrating radar (GPR) is one valuable tool that can assess the entire concrete component. Different antennae frequencies allow for different depths of penetration to see “inside” the concrete to qualify the steel reinforcing spacing, depth of cover and overall thickness. However understanding the in-situ strength of the concrete can determine if surficial repairs are needed or if a more extensive concrete removal approach is warranted. GPR cannot accomplish that objective but a sonic/ultrasonic system can determine relative concrete strengths without the effort/cost of collecting concrete cores for analysis.

A Sonic/ultrasonic system acquires impact echo and pulse velocity data simultaneously. Impact echo data measures the concrete thickness (dimensions) and will determine if delamination of the rebar with the concrete exists.

Pulse velocity data is used to determine the average compressional and shear wave velocity of the concrete. The concrete dimensions and in-situ strength are calculated by measuring the energy wave’s travel time through the concrete. This presentation will focus on 2 case studies using these NDT tools to assess existing dam components and how they bolstered confidence for the owners with each unique repair approach.

Case 1- A deteriorated spillway was suspected of have voids below the concrete base allowing for water to remove fine material. GPR was used to look through the concrete and determine voided areas refining quantities for pressure grouting bid items.

Case 2- Concrete penstock flow tubes were being relined with fabricated sections of metal liners. The distance between the concrete and metal was to be pressure grouted. Sonic ultrasonic testing equipment was used as a QA/QC tool to verify the ½” space/gap was properly filled with grout.

Remote Inspection of Dams and Levee Bill Sherwood, ASI Marine Inspections of small dams can present challenges that hinder comprehensive condition assessment. These challenges and concerns can include health and safety of personnel, (difficult) access to the inspection area, and water conditions. As each project brings unique complexities, it is important to assess and consider a range of technology and equipment most beneficial to each individual project. In this paper, we will review a project where it was necessary to amend methodology upon evaluation of the dam site. We will explore this project’s site conditions, challenges, and reason for methodology changes.

Innovation, research and development (R&D), and expertise of personnel allowed for the project to be completed

successfully. The original proposed solution to complete this specific dam inspection was to utilize an inspection vessel equipped with sonar systems for data collection. However, as water levels were discovered to be too low for vessel operations, an alternative solution was required. Therefore, a comparative study of technology and equipment suitable for the project was analyzed. In the end, the project involved design and fabrication of an unmanned surface vessel (USV), which was identified as the safest and most adaptable platform for site conditions. To stabilize the USV, R&D was required for consistent data quality. The result was an inspection that provided high-resolution georeferenced bathymetry, crack detection, and spall crack size.

Deformation Monitoring of a 118-Year Old Masonry Dam Mark W. Rohde, CHA Consulting, Inc. The Holyoke Dam is a 30 ft. high, 985 ft. long granite dam that spans the Connecticut River between Holyoke and South Hadley, Massachusetts. When completed in 1900 it was one of the longest dams of its kind in the United States and was considered an engineering marvel. The dam is part of a hydroelectric project that includes the Holyoke Canal System, a three-level, 4½ mile system of canals that runs through downtown Holyoke and provides water to approximately eleven in-service generating stations.

Holyoke Gas & Electric is the current owner of the Holyoke Dam, Canal System, and associated hydroelectric facilities which it purchased from Northeast Utilities (Holyoke Water Power) in 2001. The generation capacity of the project is approximately 48 megawatts and provides nearly two-thirds of Holyoke’s annual electricity use.

Remedial work in 2001 and subsequent dam safety inspections recommended a monitoring program upgrade that could detect minimal horizontal displacements of 3 mm and vertical displacements of 1 mm at the 95% confidence level. The deformation program includes monitoring of the Holyoke Dam and ten appurtenant structures at the dam and along the canal system. The upgraded monitoring program commenced in 2004 with deformation surveys performed on an annual basis through 2011. The goal was to identify whether the observed deformations were within acceptable limits under normal operating conditions.

The new monitoring program included the installation of six vertical reference points. However, only three concrete reference pillars were installed due to constrained site topography and restricted lines of sight to approximately ninety monitoring points on the structures. Completion of the deformation survey in 2016 revealed that only two of the six vertical reference points are stable and all three of the reference pillars may be unstable. This instability affected the previous deformation patterns for both the Holyoke Dam and Canal System and required a reanalysis of the data acquired since 2004. The addition of a high precision Global Navigation Satellite System (GNSS) survey will be necessary to establish a second-tier reference network away from the project site. Performing a stable

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point analysis on the horizontal and vertical reference network points is a critical component of any deformation monitoring program.

3:00 PM – 3:30 PM Freedom Hall B Refreshment Break

Modernization and Rehabilitation of Geotechnical Instrumentation at 12 Miles of Earthen Dikes along the St. Lawrence River John G. DeLano, James P. Guarente, P.E., and William H. Hover, P.E., GZA GeoEnvironmental; and James Liang, New York Power Authority

3:30 PM – 5:00 PM Commonwealth 1-2 Concurrent Session Six: Seepage and Internal Drainage Moderated by: John Roche, P.E., MD Department of the Environment

GZANY GeoEnvironmental of New York (GZANY) was engaged by a confidential Client to evaluate the geotechnical instrumentation for the earthen dike system at their 900-Megawatt Hydroelectric Power Project in Upstate, NY. Original construction in the 1950’s included approximately 12 miles of earthen dikes constructed along the shore of the St. Lawrence river to create a head-pond for the Power Dam, spanning the US/Canada border.

GZANY conducted field evaluation and testing of select instrumentation and collected independent instrumentation readings. 140 of the 180 instruments installed during and after dike construction (including observation wells, open standpipe piezometers, vibrating wire piezometers, and relief wells) were recovered, their condition logged. Measurement of groundwater levels and physical dimensions of the instruments were also taken.

An evaluation of the functionality of the instruments was made, in addition to the threshold piezometric levels used by the site to monitor for potentially developing seepage issues. The technical need for continued monitoring, rehabilitation, replacement, and/or decommissioning of these instruments was also evaluated.

GZANY’s recommended actions fell into the following categories: 1) Decommissioning of instruments that were judged to be non-functional and/or no longer serving a purpose; 2) Decommissioning, replacement, and continued monitoring of non-functioning instruments critical to dam safety surveillance; and 3) Rehabilitation and continued monitoring of serviceable existing instruments.

GZANY completed the FERC approved design phase of the project in 2015, which involved development of plans and specifications for existing instrument decommissioning, new instrument construction, and retrofitting of selected existing open standpipe instruments with vibrating wire piezometers. Construction of the project took place in Fall through Winter of 2016, and in Spring through Fall 2017.

A FERC-approved exploration work plan was developed for the borings, which provided contingencies in the event of encountering uncontrollable artesian conditions.

In total, 53 existing instruments were rehabilitated, 12 replacement instruments were installed, 86 non-essential/ non-functions instruments were decommissioned, and 45 vibrating wire instruments were connected to 9 central monitoring stations by over 2 miles of cable.

Predicted vs. Actual Head Reduction from Bolivar Dam Seepage Barrier Seth C. Lyle, P.E., and Ronald J. Rakes, U.S. Army Corps of Engineers While there has been much attention to construction quality control and in-place verification of cutoff walls in recent years, the post construction performance of these seepage barriers, particularly with respect to design model predictions, is not often published. So, how accurate are our design seepage model predictions? This presentation will detail 1) the extensive instrumentation system at Bolivar Dam for monitoring foundation pore pressures and relief well flows, 2) the use of this data in transient seepage model development/calibration for design, and 3) a comparison of design model predictions to recorded piezometric data following recent completion of a partial-depth seepage barrier. Extensive automated instrumentation data recorded during a November 2017 pool compared well with output from transient seepage models of the event for various section locations along the dam alignment. Bolivar Dam, constructed in 1937 under the direction of the U.S. Army Corps of Engineers, is a 6,300 foot long “dry dam” spanning a deep, buried valley in northeast Ohio. Major rehabilitation of the project was completed in 2016, as a result of significant internal erosion concerns related to the pervious, glacial outwash foundation.

High Mobility Grouting – It’s Not Just for New Dams Jesse Wullenwaber, Schnabel Engineering This presentation will include a discussion of three recent Pennsylvania dam rehabilitation projects; each used grouting in conjunction with other remedial controls. The projects all utilized balanced, stable, high mobility grouts, but with different intents. The first case study presented covers the grouting of the interior of an 1880’s stone masonry gravity dam, with the primary goal of creating monolithic structure to facilitate stabilization using posttensioned rock anchors. In addition, the grouting reduced seepage through the dam. The second case study included a more traditional remedial grout curtain through an embankment dam with seepage issues. The grouting was performed to a stringent criteria to reduce foundation permeability and disconnect an existing sinkhole from downstream boils. Following grouting, a foundation filter and berm were installed to provide a filtered outlet for seepage. The third project included slurry control grouting, with the primary intent of limiting the amount of slurry

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loss into the foundation during the subsequent installation of a positive cutoff wall. The slurry control grouting and wall construction has been utilized on several major dam rehabilitation projects. The grouting design concepts, construction observations and lessons learned for each project will be discussed.

Bel Air Impoundment Do All Embankment Dams Need An Internal Drainage System?

Joanna Scrafford, P.E., and Cari Beenenga, P.E., Gannett Fleming, Inc.; John Roche, P.E., MD Department of the Environment, Division of Dam Safety; and Anthony M. Nokovich, P.E., American Water Maryland American Water is constructing an off-stream raw water storage impoundment adjacent to Winters Run, in Harford County, Maryland. The purpose of the Bel Air Impoundment is to provide a reliable raw water supply source when water from other sources in the Bel Air system is not sufficient to meet demand. When constructed, the Bel Air Impoundment will be the largest high hazard dam constructed in Maryland in approximately 30 years.

Seepage analyses assuming conservative permeability parameters were completed to evaluate seepage flows in the embankment in case a liner imperfection would be of such magnitude that steady state conditions within the embankment develop. The calculated rate of seepage was considered low enough that an internal drain was not originally recommended; however, the Dam Safety Division of Maryland Department of Environment (MDE) recommended a toe drain be constructed as a precaution.

This paper presents aspects of the geotechnical analysis and design of the impoundment facility components, which include stability of the earthen embankment and geomembrane liner, filter diaphragm, and riser structure foundation. Emphasis will be placed on the drainage details for the new dam equipped with a liner, why they were selected, and the potential failure modes that they address.

3:30 PM – 5:00 PM Commonwealth 3 Concurrent Session Seven: Hydraulic Modeling Moderated by: Valerie Hrabal, P.E., Greenman-Pedersen, Inc. CFD Modeling, a Spillway Designer’s Best Friend: Lessons from Three Case Studies Benjamin Israel-Devadason, P.E., CFM, and Paul Schweiger, P.E., CFM, Gannett Fleming, Inc. Designing new spillways or evaluating the performance of existing spillways often requires extensive analyses including determining the: • Stage-discharge relationship of the control section; • Spillway training wall heights; • Potential for cavitation • Stilling basin type and size; and, • Exit channel parameters to prevent submergence of the spillway crest and resist erosion.

For spillways with symmetrical geometry, these analyses normally rely on published empirical relationships that are extrapolated from physical model studies and often include generous factors of safety to account for physical model inaccuracies and variability in the data used to establish the relationships. For spillways with non-symmetrical geometry, published empirical relationships are not always valid, and engineers must either rely on their judgment or conduct expensive and time-consuming physical model studies to properly complete the design.

However, recent advances in computational fluid dynamics (CFD) software and computer hardware now provide engineers with an incredibly powerful means of independently confirming and refining their designs. CFD modeling provides powerful visual outputs, including video clips, which clearly show any presence of flow turbulence, standing waves, flow bulking and even cavitation. This paper and presentation discusses the use of CFD modeling for three case studies involving non-typical spillways, and demonstrates how the results of the CFD modelling aided design by exposing potential problems and facilitating development of optimal solutions. Lessons learned from each of these case studies will be shared so that others can learn from the author’s experiences.

Dam Safety and Flood Protection Challenges of Mirror Lake Dam James R. Guistina, P.E., and Josh Repp, P.E., Bergmann Mirror Lake Dam, a High hazard, Class C dam, is part of an old millrace system that began north of Herkimer and flowed through the Village to provide power for various industries through the years. The dam is owned by the state of New York and under the jurisdiction of the NYS DEC. Flow for the system is provided from the West Canada Creek and into a hydraulic channel feeding the Mirror Lake impoundment. A gated structure at the southern end of Mirror Lake would then control flow downstream into the millrace serving Herkimer Industry. Once industry no longer depended on millrace flow, the gate structure was permanently closed.

The millrace has since been filled in, resulting in a single stage spillway reservoir with a hydraulic canal outlet that originally served as an inlet from West Canada Creek.

Mirror Lake Dam is uniquely situated within a USACE flood control project for Herkimer, NY, yet was not designed as part of that project. The reservoir of the dam is linked through twin CMP culverts (under NYS Rte. 28) that reside along the hydraulic canal and continue to the West Canada Creek USACE levee project. This is the single stage outlet for the reservoir. Currently, the culverts connect the reservoir to flood waters from West Canada Creek and statistically every 5 years (20% per annum) the reservoir is inundated by flood water from West Canada Creek. This created a challenge in modeling the worst case Spillway Design Flood (SDF) and tailwater conditions for the dam.

If an SDF from the natural watershed occurs concurrently with flow entering the system from the single outlet via West Canada Creek, there is potential for two directional flow in the exit hydrograph (since the single outlet serves

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as both an inlet and outlet). Modeling of the floodplain was completed in RAS 2D with a full hydrologic analysis for the PMF storm with input from the FEMA study for the contributing flood stages for West Canada Creek.

Recommendations and design plans are being produced to design a flood gate to allow flood waters to escape the reservoir automatically (NYS DEC Dam Safety regulation) while keeping floodwaters from West Canada Creek from entering the reservoir. The project will also include modifications to the earthen dam and northern concrete spillway, and dredging of the reservoir to increase its capacity.

When is Two Better than One? Lessons Learned from Using HECRAS 2-D for Inundation Modeling Nathan Young, EIT, and Daniel Schultz, EIT, Schnabel Engineering Inundation maps are an essential and critical component of dam safety. There are challenges and uncertainty associated with developing these maps, primarily rooted in the flood modeling approach employed. This presentation will share experiences in modeling with the U.S. Army Corp of Engineers’ HEC-RAS two-dimensional (2-D) flood model software, including a comparison with more traditional one-dimensional (1-D) HEC-RAS models. Insights will be shared from the perspective of new engineers learning the technology in parallel with more experienced engineers.

Best Practices with regard to 2-D flood modeling will be presented that relate to: terrain modifications, preferred meshing techniques, calibration to reliable data, and utilization of the capabilities provided in RAS mapper.

Selected case studies will be included where accuracy has increased by as much 30% by implementing these practices (accuracy is measured in terms of flood depth compared to using historic stream gage data). Comparisons of 1-D and 2-D flood models will include discussion on differences of total time to attain results (i.e., time to develop model and computation time) and potential differences between flood model results (e.g., inundation area, flow velocity, etc.). Many of the case studies will be in flat, coastal plain areas where 2-D flood modeling is considered particularly valuable.

3:30 PM – 5:00 PM Commonwealth 4 Concurrent Session Eight: A Historical Review of Dam Safety in the Northeast Moderated by: Darin Shaffer, P.E., New Jersey Department of Environmental Protection Lessons Learned from 20 Years of Spillway Pipe Rehabilitation in Maryland Hal Van Aller, P.E., MD Department of the Environment, Dam Safety Division Over the last couple of decades Maryland Dam Safety has approved sliplining for repairs to many deteriorated spillway pipes. Methods include sliplining with welded HDPE,

SnapTite, and Hobas (with annular space grouting); UV-cured resin impregnated fabric (CIPP); and spun-cast concrete (recently approved for low hazard dam but not yet installed).

Some lessons learned: • Need to evaluate impact to hydraulic capacity, especially under full flow conditions. Don’t be misled by manufacturer’s claims based on Manning’s equation for partial flow.

• Engineer should prepare the grout procedure and estimate how much grout will be required and must monitor the grouting process. Grouting should proceed from one end of pipe until it comes out from other end (don’t grout from each end). Use multiple grout pipes (ending at 1/4, 1/2, and 3/4 of pipe length). Don’t allow inexperienced contractor to pump grout at high pressure. One case resulted in spillway pipe completed filled with grout that ultimately had to be removed by conventional excavation (photos to be presented).

• Thoroughly evaluate condition of existing pipe (by CCTV with slowly moving camera that can look at each joint).

Excessive deformation, or even unexpected changes in alignment can cause problems.

• Use cement grout, not flowable fill (CLSM).

• Need to use blocks to address flotation of liner and center it in the host pipe.

• It may be more cost effective to excavate and replace failed conduit. However, side slopes of excavation should be not steeper than 2H:1V. Trench boxes do not provide adequate support.

• Allow for longitudinal shrinkage of liner by leaving it longer to protrude through endwalls.

• Install filter drainage diaphragm to control seepage along outside of pipe. Some early sliplining projects where a filter drain was not included now have voids and seepage issues in embankment fill at downstream end.

• UV-cured resin can be used to line BCCMP. However, thermally cured resin products should not be used because the process can soften the bituminous coating and react with resin, which may prevent proper resin curing.

• Fill voids under pipe first; especially important for resin liners.

• Need to consider environmental issues with flow through pipes lined with CIPP resin liners and sprayed concrete on sensitive streams.

• Provide someone to look through the pipe while grouting so that work can be stopped immediately.

Conclusions: Sliplining can be an appropriate repair method for deteriorating spillway pipes. But care is needed to prevent making the problem worse.

20 Years of Hydrologic Modeling for Pennsylvania Dams - What Have I Learned?

Greg Paxson, P.E., D.WRE, and Nathan Young, Schnabel Engineering The development of the design flood for dams requires hydrologic methods that can introduce significant

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uncertainty in peak flow estimates. Neglecting the uncertainty in Probable Maximum Precipitation rainfall estimates (a study is ongoing to update these estimates for Pennsylvania), the primary sources of uncertainty include the duration and temporal distribution of the rainfall and the hydrologic methods to estimate runoff. While many dam evaluations and rehabilitation designs in Pennsylvania have utilized the nationally based “Standard Unit Hydrograph” develop by the Soil Conservation Service (SCS), there have been several regional studies to develop watershed parameters in Pennsylvania, notably: • USACE Baltimore District development of regionally based Snyder Unit Hydrograph parameters as part of the Phase I Dam Inspection Program • Development of calibrated unit hydrograph parameters for watersheds within the Susquehanna River Basin based upon large storm events, including Hurricane Agnes Hydrologic parameters obtained from these and other similar studies for Pennsylvania will be applied for several dam projects and compared with results obtained using standard SCS methodology, for return period storms and the PMP. Where available, the results will be compared with historical events and or statistically based flood estimates.

In addition, results of uncertainty analyses will be included to better understand the inputs of a study that have the most significant impact on peak flow estimates.

Finally, a simplified approach for comparing the different unit hydrograph methods (Snyder, Clark, SCS) will be presented. This will be beneficial to engineers and regulators in their reviews of hydrologic studies utilizing different methods.

Roundtable and panel discussion with veteran state regulators and consultants Hal Van Aller, P.E., Maryland Department of the Environment; Greg Paxson, P.E., Schnabel Engineering; John Moyle, P.E., New Jersey Department of Environmental Protection; Carl Montana, P.E., CJM Engineering, LLC; and Alon Dominitz, P.E., New York Department of Environmental Conservation 5:00 PM – 6:00 PM Freedom Hall B Reception and Poster Lightning Talks 6:00 PM - 7:00 PM Independence Room Young Professionals Reception

WEDNESDAY, JUNE 6 7:00 AM – 4:00 PM Federal Room Speaker Preview Room Open 7:30 AM – 3:30 PM Freedom Hall B Exhibit Show Open 7:30 AM – 5:00 PM Commonwealth Prefunction Registration Open 7:30 AM – 8:30 AM Freedom Hall B Continental Breakfast 7:45 am – 8:15 am Commonwealth 4 Wednesday Speakers & Moderators Meeting 8:30 AM – 10:00 PM General Session: Status of the Probable Maximum Precipitation Study for Pennsylvania Moderated by: Ryan Hall, PA Department of Environmental Protection Pennsylvania Dam Safety Perspectives on the Current PMP Study Ronald Mease, P.E., PA Department of Environmental Protection This presentation will address the past, present and future of Pennsylvania’s application of the Probable Maximum Precipitation (PMP) to spillway requirements for regulated dams. Subtopics will include the regulatory requirements for “high hazard” dams and the characteristics of dams for which the updated PMP values will determine the spillway design flood. Also, past and present PMP calculation procedures will be compared with the procedures that will be implemented when the current PMP study is completed.

The potential impact of the revised PMP rainfall depths will also be discussed.

The Reevaluation of the Smethport 1942 Storm Joseph V. Bellini, P.E., Aterra Solutions The current PMP rainfall depths for Pennsylvania, particularly along the western edge of the Allegheny Mountains, are greatly influenced by the exceptional magnitude of the 1942 Smethport storm. Available data from this storm includes numerous measurements of rainfall depths as well as downstream stream gage records. A critical component of the Probable Maximum Precipitation Study for Pennsylvania is a reevaluation of this storm using current hydrologic and hydraulic methodologies. The results of this effort will provide a basis for validating and/ or revising the current Applied Weather Associates’ analysis of the storm using the Storm Precipitation Analysis tool.

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This report will summarize the procedures and results of this component of the PMP study.

The Pennsylvania PMP Study: Technical Procedures and Project Status Bill Kappel, Applied Weather Associates This presentation will provide the status of the project scheduled to be completed by AWA by the end of 2018.

AWA will provide the background of PMP development, explain procedures used to select past extreme rainfall events for determining the PMP in various regions of Pennsylvania, and discuss the methods being used to adjust the storms to produce PMP values. In addition, information will be provided on the application of the results to produce updated PMF/IDF values, including spatial and temporal applications.

10:00 AM – 10:30 AM Freedom Hall B Refreshment Break 10:30 AM – 12:00 PM Commonwealth 1-3 Concurrent Session Nine: Dam Rehab Case Studies Moderated by: Robert Bowers, P.E., OBG Six Feet Under! The Coal Seam Casket beneath Construction of a Labyrinth Spillway Patrick J. Sullivan, Jr., Civil & Environmental Consultants, Inc.; Roger Adams, P.E., Pennsylvania Department of Environmental Protection In 2011, CONSOL Energy, Inc. acquired Dam/Reservoir No. 3 in Washington, PA, south of Pittsburgh. The 42 feet high earthen dam was constructed in the mid-1890s. In the mid-1920s, the crest height was increased 13 feet and a 50 feet wide concrete ogee weir, chute and stilling basin was constructed. The dam is currently permitted and inspected in accordance with the Pennsylvania DEP Regulations.

This high hazard dam has a population at risk of over 10,000 people; therefore, regulations require the spillway system to handle the discharge associated with a Probable Maximum Flood (PMF). To meet the greater hydrologic and hydraulic (H&H) needs and space limitations, a labyrinth weir controlled, concrete chute spillway was constructed.

This type of spillway utilizes a zig-zag geometry to create additional spillway weir length to address discharge of the PMF, while minimizing the impact of disturbance to the overall crest length of the dam.

Design of a three-cycle labyrinth spillway began in the Summer of 2011. A geotechnical investigation and report were completed in September of 2011 that recommended design parameters for concrete structures, backfill and earth slopes and provisions for protecting the structure against a 6-foot deep outcrop of the Washington coal seam. An H&H analysis developed the basic geometry for the labyrinth, spillway chute and stilling basin, followed by the structural

design of the concrete-based components. Geotechnical design included stability of existing and proposed slopes and determination of settlement after removal of the Washington coal seam. Civil design included grading of features adjacent to the labyrinth and development of a fill disposal area.

A drawing package, technical specifications and a Design Report were submitted to PADEP. After several iterations of technical comments and responses, a “Letter of Amendment” was issued to CONSOL in November 2014, which allows changes to be made to a dam if an existing permit for a dam is in good standing, and if the dam crest elevation and normal pool elevation/operating level are not being modified.

A permit to lower the pool elevation was obtained from PA Fish & Boat Commission, to allow construction of the labyrinth to be performed “in the dry” and NPDES and E&S permits for construction were obtained from the Washington County Conservation District.

Construction of the labyrinth weir spillway began in June, 2016 and was completed in May of 2017. Reservoir refilling was completed in the Summer of 2017.

Findley Lake Dam Improvements – A Seepage and Stability Solution Andrew J. Klettke, P.E., McMahon & Mann Consulting Engineers, P.C. The Findley Lake Dam needed remediation for two issues: (1) seepage was occurring along the sides of the precast concrete inlet structure of the spillway, and (2) the concrete wall supporting the upstream face was rotating towards the lake. The earthen embankment that comprises Findley Lake Dam was constructed in the early 1800’s, is 160 feet long and impounds an approximate 330 acre lake primarily used for recreation. The embankment crest serves as a segment of New York State Route 426 but the dam is privately owned.

In the late 1990’s, during the reconstruction of the roadway, alterations were made to the dam’s inlet structure and culvert pipe that included a new inlet box and slide gate, lining of the existing box culvert with a new corrugated metal pipe, and flowable fill placement between the existing box culvert and new pipe. In 2012, sink holes were observed at the ground surface above the inlet structure. Test pits and boring explorations revealed erosion of the flowable fill and the development of voids beneath the upstream concrete wall allowing water beneath the wall and along the sides of the inlet structure. Additional voids were noted beneath the length of the wall’s foundation causing the wall movement.

The owner required a cost-effective solution as well as a search for adequate funding sources. Once funding was in place, the solution included a combination of sheet piles to improve seepage control and stabilize the upstream wall,

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controlled low strength material to fill voids, and a stone buttress for added stability.

This case history will describe the subsurface explorations and findings, the seepage analyses, and the thought process behind the development of the design drawings. It will also touch on the multiple grant and funding sources used to finance the project.

Rehabilitation of the Historic Devil’s Backbone Dam, Washington County, Maryland Visty P. Dalal, MD Department of the Environment, Dam Safety Division The historic Devil’s Backbone dam is located on the Antietam Creek in Washington County, Maryland. The 8-foot tall stone masonry (gravity) dam was built in 1910 with large stones and mortar. The dam is located within the confines of the Devil’s Backbone Park, the second oldest park in Washington County that offers recreational facilities like canoeing, trout fishing (both natural and stocked), park trails, etc. to its citizens. The dam has helped in controlling the Antietam Creek during flood periods and also attenuated its erosional power. Over the 100year period that the dam had been actively controlling the flood waters, the mortar in the dam had gradually washed away leaving large voids and crevices in the dam.

Even some of the larger stones that the dam is made of

washed out on the downstream toe of the dam rendering the dam unsafe in all conditions. The Maryland Department of the Environment’s Dam Safety Division issued a ‘Notice of Violation’ (NOV) and signed a consent decree with Washington County to repair the dam or to breach it. After prolonged discussions, negotiations and deliberations, the owners of the dam – Commissioners and the Division of Public Works – Washington County, approached the State of Maryland legislators to request funding to repair the dam and to carry-out stream restoration. The dam repairs that spanned from May 2011 to May 2012 cost $1.6 million dollars and utilized 450 cubic yards of reinforced concrete to backup existing stone masonry dam. The restoration was also done along both flanks downstream of the dam.

The project won two awards for its outstanding effort in restoring a historic structure to its original design as well as completing the work in record time with limited funding: 2012 ‘Project of the Year’ by the County Engineers Association of Maryland (CEAM); and 2013 ‘Outstanding Civil Engineering Achievement - Minor Construction Project Category’ awarded by the Maryland Section of American Society of Civil Engineers (ASCE).

Geotechnics is a proud sponsor of the Northeast Regional Conference.

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10:30 AM – 12:00 PM Commonwealth 4 Concurrent Session Ten: Dam Safety Program Management and Regulatory Issues Moderated by: Chad R. Davis, P.E. - HDR Inc. Existing Dam Assessments: A Case for Better Recordkeeping and Aggressive Investigating Robert A Kline, Jr., P.E., Gannett Fleming Inc More than at any time before, engineers have the benefit of a host of readily available technical resources to aid them in increasing their knowledge base when assessing the condition of existing dams and in investigating incidents.

Many of these resources are available through the World Wide Web in the form of digital copies of current-practice design guides and manuals; out-of-print textbooks on dam engineering; and conference proceedings, as well as dam safety and dam design training courses in video. Hardcopies of some printed rare technical references may also be available for free through the nationwide inter-library system.

Even though these information sources can prove to be highly valuable in aiding a particular assessment effort, oftentimes the best resource is original design, construction, and operation records for the specific dam in question. A minimum of three case histories will be presented to illustrate the value of archive records when performing routine inspections, condition assessments, and incident investigations. These cases include Oroville Dam in California, Diascund Dam in Virginia, and Mineral Ridge Dam in Ohio. Our present digital age is ideally suited for preserving and managing old records as well as storing new records as they are acquired. This presentation is intended to demonstrate the value of better recordkeeping as dams age and the need for this information to conduct an accurate assessment of the structure.

Dam Rehabilitation Permitting in Pennsylvania: Avoiding Costly Delays Sharon Louise Krock, PWS, Schnabel Engineering; and Joshua Fair, PA Department of Environmental Protection Permitting the rehabilitation of a dam takes planning, coordination and cooperation between the owner, the designer, and regulatory agencies. Costly delays in the permitting process may occur if certain aspects of the project are overlooked or aren’t addressed in advance.

This presentation will provide a general overview of the regulations, permits, and agencies that authorize various activities associated with the rehabilitation of a dam in Pennsylvania. Owners, municipal engineers, and consultants will benefit from having a baseline knowledge of these potential permitting requirements prior to initiating a dam rehabilitation project so they know what to expect, which will help them avoid costly delays.

We will review federal regulations and the agencies that

enforce those regulations to become familiar with the terminology including; Sections 404/401 of the Clean Water Act, Chapters 51, 93 and 105 of the Pennsylvania Code and others.

The presentation will include valuable insight from the perspective of both designer and a regulatory agency, including a discussion of permitting “red flags” that could prompt further studies for a given project, including presence of wetlands, high quality or exceptional value waters, structures that are more than 50 years old, and threatened/endangered species. We will describe the importance of pre-application meetings for complex projects to get all the interested parties/agencies on board with the proposed project.

Leveraging Stormwater Retrofits for Dam Safety Improvements: A Summary of Maryland’s Experience John Roche, P.E., MD Department of the Environment, Dam Safety Division As a result of the long-term impairment of water quality in the Chesapeake Bay, the United States Environmental Protection Agency (EPA) implemented the requirement for Bay States to develop statewide plans that define a roadmap and accountability framework to meet the goal of a cleaner and healthier Bay by 2025. Among the tools that Maryland has used to meet this goal is the requirement that local jurisdictions implement a program to “restore” at least 20% of the total untreated impervious surfaces within their jurisdiction. Increasingly, this has resulted in planned retrofits of existing dams for regional stormwater management (SWM). While many of these retrofits dot not directly alter the dam itself, Maryland law requires that the Dam Safety Division review these projects to determine if a permit is necessary, or to confirm that the dam is a non-jurisdictional structure that can be reviewed and approved at a local level. Since 2011, the number of permit applications received by the Dam Safety Division has risen dramatically, from 69 in 2011 to 191 in 2017, with much of the increase directly attributed to retrofit projects.

This increase in workload is expected to continue for the near future, and strains the resources of the Dam Safety Division – but this cloud has a silver lining. As local jurisdictions exhaust the “low hanging fruit” of locally owned SWM facilities, they have begun a shift towards retrofits of privately owned dams. Given their relative size and watershed, privately held dams present an opportunity to treat runoff from many more acres of impervious surfaces. A common concern in the dam safety community is “how do we pay for this”, closely followed by the regulatory agency asking, “How can we force owners to pay for this”.

The Maryland Dam Safety Division has leveraged these retrofit projects to ensure that all dams have a current dam breach analysis, a current Emergency Action Plan, and take steps to address outstanding maintenance needs prior to the issuance of a permit to retrofit a facility. Private dam owners are seeing a benefit as well, once their dam

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is credited as providing stormwater management for the local jurisdiction, many municipalities are taking over maintenance responsibility for the dam. This presentation describes some of the dam safety benefits of these retrofit projects providing specific examples where the project has been leveraged to provide dam safety benefits.

12:00 PM – 1:30 PM Lunch On Own

eliminating a public safety risk, providing flood resiliency for the adjacent buildings and downstream road crossings and property, reconnection of the lower river reach to upstream fish habitat, removal of potential exposure of contaminated sediment to recreational river-users and wildlife, and restoration of 52 acres of upstream riverine habitat that was altered when the dam created an impoundment. Using time-lapse videography a detailed construction record was captured and will be presented.

1:30 PM – 3:00 PM Commonwealth 1-3 Concurrent Session Eleven: Dam Removals/Dam Decommissioning Moderated by: Ann Kuzyk, P.E., CT Department of Energy and Environmental Protection

This presentation will add to dam owners’ and engineering and environmental professionals’ knowledge base by presenting the obstacles, engineering requirements, constructability issues and cost implications of dam repair and removal in highly developed or historically industrialized settings.

Access, Abutments, and Anadromous Fish: Dishing Dirt on Dam Removal Ashley Stewart, CT Department of Energy and Environmental Protection; and Phil Forzley, Fuss & O’Neill, Inc.

Hogansburg Dam Removal: Repatriation of Tribal Lands, Fish Passage, and Collaboration James Woidt, P.E., Woidt Engineering and Consulting, PC on behalf of Jacobs Engineering Group, Inc.; and Tony David, Saint Regis Mohawk Tribe, Environment Division

Springborn Dam was a 25-foot tall high hazard, poor condition dam on the Scantic River, a tributary to the Connecticut River. Its 113 square mile watershed includes land in CT and MA. The US Fish and Wildlife Service awarded a grant to the dam’s owner (Connecticut Department of Energy and Environmental Protection (CTDEEP)) for removal.

To complete the project the CTDEEP had to overcome many obstacles including contaminated sediment, protection of abutting mill buildings that were still in use, protection of upstream CT Department of Transportation (CTDOT) highway and railroad (RR) crossings within the dam’s hydraulic influence and potential well field impacts, all compounded by limited construction access.

On behalf of CTDEEP, Fuss & O’Neill performed extensive HEC-RAS modeling to understand and mitigate post-removal scour potential at the highway and railroad crossings, river banks and river bottom. While numerous exploration methods attempted to identify RR pier foundation conditions, inconclusive results led to development of several design alternates and construction phase exploration since access and water control would have been prohibitively expensive during design. Ultimately, substandard foundation conditions were discovered during construction, resulting in design and replacement of the RR pier. During the pier replacement, a high volume jet fuel pipeline supported by the bridge had to be kept in service.

We assessed the impact of dam removal on an upstream municipal well field, conducted and an eco-risk assessment conducted during the investigative phase evaluated the alternative of contaminated sediment redistribution during and following dam removal. The latter resulted in a sediment management program of both select sediment removal and on site stabilization. Structural assessments determined the impacts of dam removal on abutting mill buildings and informed design of a revetment wall to protect them.

Benefits realized by removal of Springborn dam include

In 2016, the Saint Regis Mohawk Tribe (SRMT), as project colicensee with the dam owner, decommissioned and removed the 87-year old Hogansburg Hydroelectric Dam—the first impassible barrier to fish on the St. Regis River from the St. Lawrence River in northern New York. Removal of the 281foot long and 12-foot high Hogansburg Dam reconnected up to 555 river and stream miles of habitat for migratory fish including walleye, lake sturgeon, muskellunge, salmon and American eel. The presentation will focus on how the design, permitting, and construction of the project was undertaken to manage unique technical and environmental challenges including protection of an upstream DOT-owned bridge, management of sediment to protect downstream critical habitat, and stabilization of newly-exposed stream banks subject to high-velocities and ice floes using a hybrid approach of biostabilization and riprap.

With the removal of Hogansburg Dam, SRMT is credited with the first removal of a hydroelectric dam in New York and is the first Tribe to remove a Federally-licensed dam in the United States. Success was made possible with broad support from state and Federal stakeholders and serves as a possible model for future dam removal projects involving tribes and First Nations.

From Ash to Grass: A Case Study for Decommissioning Two High Hazard CCR Surface Impoundments John Wrona, E.I.T., and Cedric Ruhl, P.E., Wood Coal ash ponds contain coal combustion residuals (CCR) which can leach into groundwater and impact the environment. This case study pertains to a site that has two unlined ash ponds that have soil embankments which are classified by state regulations as large and high hazard dams. These dams must be decommissioned such that they can maintain separation of contact and non-contact water,

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remove all CCR material by a state-specified date, and adhere to state dam safety guidelines with respect to slope stability and hydraulic capacity during the decommissioning process. A unique hydraulic approach and grading sequence was developed to meet the project requirements for each stage in the decommissioning process. This case study highlights the unique challenges associated with closing CCR surface impoundments.

1:30 PM – 3:00 PM Commonwealth 4 Concurrent Session Twelve: Foundations – Rocks & Locks Moderated by: Anthony Nokovich, P.E., American Water 85 Years of Change: The Lower Guard Wall at Charleroi Locks and Dam Timothy A. Hampshire, P.E., and Michael D. Kennedy, P.E., DLZ National, Inc. The Monongahela River Locks and Dam No. 4 facility (commonly referred to as Charleroi Locks and Dam) is situated on the right (east) bank of the Monongahela River, approximately 20 miles south of Pittsburgh. Since its original construction by the US Army Corps of Engineers in the 1930’s the facility has undergone several major renovations, including the current work to increase the size of the dual lock chambers to accommodate modern barge and shipping traffic. These renovations have resulted in numerous different loading conditions that the original timber pile supported concrete structures were not designed to withstand, and which would have likely led to unsatisfactory performance or failure of the structures had they not been modified and reinforced accordingly.

This presentation will focus on a specific section of the facility’s lower guard wall, which has been subjected to significantly varying loading conditions over the past approximately 85 years. This includes the loads resulting from the lower guard wall previously functioning as a portion of a cofferdam system (for certain phases of the lock and dam renovation work) and currently acting as a portion of the dam across the Monongahela River. With limited original as-built drawings and other information to go by, complex and creative geotechnical and structural measures, including high capacity H-pile underpinning and inclined rock anchors installed underwater, were modeled, designed, and constructed in order to ensure the stability of the lower guard wall and continued operation of the lock and dam facility during the renovations.

a concrete dam retaining water from the adjacent Oswego River. Historic drawings and field records indicated that both walls were founded on rock. During anchor installation, field conditions differed from that expected.

At the lock chamber, anchor drilling exposed a soft zone at the back side of the lock wall which was thought to be either a crack in the lock wall, a gap below the wall due to movement, or a rock seam. This soft zone was found at a consistent elevation in all anchor holes roughly aligned with the floor of the lock’s filling and emptying culvert. Water and dye testing indicated excessive leakage and connectivity with the filling and emptying culvert.

Sealing of the anchor hole and filling the soft zone to prevent movement during anchor stressing was required.

The proximity of the filling and emptying culvert was problematic. The fear was that, due to the proximity of the culvert, grouting would tend to enter the filling and emptying culvert rather than seal the soft zone. A coring program was initiated to determine the nature of the soft zone – it was determined to be a weak fractured rock zone.

A grouting program was developed to address the soft zone. Monitoring with divers during grouting was deemed necessary to ensure the grout flow into the culvert was minimized.

At the lower approach wall, the drilling discovered a 5-foot zone of soil below the backside of the wall foundation. It appeared that the toe of the wall was founded on rock, and the heel of the wall was founded on soil. The presence of soil presented two problems. First, keeping the hole open due to the soft saturated soil was impossible; and second, post-tensioning the anchors against the soft soil would be impossible. To address the collapsing hole, a pea gravel concrete mix was pumped through an enlarged hole. To address the stressing against the soil, the anchor was changed to include a steel casing socketed into rock.

This case history will show the timeline of events and the decision making process used to develop the revised installation procedures and design. These revisions turned a difficult situation into a successful installation.

Stabilization of Lows Lake Dam – A Case History Mark A. Di Lullo, P.E., and D. Dreher Whetstone, P.E., OBG

Rock Anchor Installation at Lock O7 - Changed Field Conditions and the Required Adjustments Gregory Johnson, P.E., Bergmann Associates; and Michael Mann, P.E. McMahon & Mann Consulting Engineers

Lock O7, constructed circa 1911, is undergoing a complete rehabilitation. The lock chamber and approach walls required rock anchors to meet stability criteria in the dewatered condition. These lock walls function similar to a concrete dam retaining water from the adjacent Oswego River. Historic drawings and field records indicated that both walls were founded on rock. During anchor installation, field conditions differed from that expected.

Lock O7, constructed circa 1911, is undergoing a complete rehabilitation. The lock chamber and approach walls required rock anchors to meet stability criteria in the dewatered condition. These lock walls function similar to

At the lock chamber, anchor drilling exposed a soft zone at the back side of the lock wall which was thought to be either a crack in the lock wall, a gap below the wall due to movement, or a rock seam. This soft zone was

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found at a consistent elevation in all anchor holes roughly aligned with the floor of the lock’s filling and emptying culvert. Water and dye testing indicated excessive leakage and connectivity with the filling and emptying culvert.

Sealing of the anchor hole and filling the soft zone to prevent movement during anchor stressing was required.

The proximity of the filling and emptying culvert was problematic. The fear was that, due to the proximity of the culvert, grouting would tend to enter the filling and emptying culvert rather than seal the soft zone. A coring program was initiated to determine the nature of the soft zone – it was determined to be a weak fractured rock zone.

A grouting program was developed to address the soft zone. Monitoring with divers during grouting was deemed necessary to ensure the grout flow into the culvert was minimized.

At the lower approach wall, the drilling discovered a 5-foot zone of soil below the backside of the wall foundation. It appeared that the toe of the wall was founded on rock, and the heel of the wall was founded on soil. The presence of soil presented two problems. First, keeping the hole open due to the soft saturated soil was impossible; and second, post-tensioning the anchors against the soft soil would be impossible. To address the collapsing hole, a pea gravel concrete mix was pumped through an enlarged hole. To address the stressing against the soil, the anchor was changed to include a steel casing socketed into rock.

This case history will show the timeline of events and the decision making process used to develop the revised installation procedures and design. These revisions turned a difficult situation into a successful installation.

3:00 PM – 3:30 PM Freedom Hall B Refreshment Break 3:30 PM – 5:00 PM Commonwealth 1-3 Concurrent Session Thirteen: Emergency Response Moderated by: Adam N. Paul, P.E., PA Department of Environmental Protection Teetering on the Brink: How a Tragedy Averted Led to Continual Improvement of a Public Safety Program for Two High Hazard Dams Alton C. Echols IV, P.E., Loudoun Water; and Timothy W. Johnston, P.E., Gannett Fleming Loudoun Water is a water and wastewater authority located in Northern Virginia. After purchasing two high hazard dams in 2014, the utility embarked on a program of excellence in both operations and maintenance and public safety around its dams. A formal public safety program was developed and implemented. Numerous public safety upgrades were installed at the facilities and the program earned accolades from the United States Society on Dams in 2016. Despite this vigilance, a public safety incident occurred at Loudoun

Water’s run-of-the-river Goose Creek Dam in April 2017. A tragic outcome was narrowly avoided. This presentation will focus on how the incident confirmed the effectiveness of Loudoun Water’s Public Safety Plan and its process for continual improvement. The presentation will also chronicle the safety upgrade project that resulted - installation of a safety boom - from procurement through installation.

Schoellkopf Dam #2- Lake Cornelius Piping Emergency James R. Guistina, P.E., Bergmann; and Jeffery Netzband, P.E., Foundation Design Dam #2 is 23 feet high and 15 feet wide with a normal storage of 28.3 acre-feet and is comprised of an earthen embankment with a low level outlet structure and grass auxiliary spillways for high flow events. The dam is the lower part of a series of two dams along the same tributary with Dam #1 upstream from Dam #2 approximately 900 feet apart. The dam is currently classified by NYSDEC as an Intermediate Hazard (Class B) Dams due the downstream hazard potential.

On Monday September 18, the dam owner, Greater Niagara Falls Boy Scout Council (GNFC), notified Bergmann of a muddy discharge near the principal spillway (the outlet of a drop inlet riser pipe). Two engineers from Bergmann conducted an inspection that evening, and determined that the muddy discharge was a boil and piping was occurring at two locations along the dam (one boil near the spillway outlet which was carrying grey fines, and one further to the west which was carrying less fines). In response to the findings, Bergmann advised GNFC to take emergency measures including notifying emergency responders of the impending breach while trying to mitigate the situation with sand bagging around the boil at the spillway and draining the lake to a point at which the boils stop.

By approximately October 1, draining of the lake was completed by a combination of methods (pumping, siphon, spillway) to the point where the western boil completely stopped and the boil near the spillway was greatly reduced.

It was determined that at that time that there was no longer an impending hazard to life or property.

Options are currently being evaluated to determine a recommended course of action. A geotechnical investigation has been completed and consisted of borings and a detailed look at the record information and test pits.

Preliminary items of interest from the ongoing investigation include: • A layer of clay/silt that was identified from the borings that matches a distinct color of the sediment that was seen exiting the boils.

• Seismic activity within 6 months in the area of the dam.

• Construction inconsistencies with the record drawings.

Specifically, a failure to excavate to rock, lack of a cut off trench and seepage collars around the spillway pipe.

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A plan of action is expected by early Spring 2018 with one of 3 paths expected: • Rehabilitate the existing dam • Replace • Decommission Eastvale Dam Emergency Repair: A Collaborative Approach Pete Logsdon, Jared Deible, P.E., and Scott Zang, Michael Baker International; and Jonathan Conville, Pennsylvania Department of Environmental Protection The pool formed by the Eastvale Dam; near Beaver Falls, Pennsylvania; is used as a source of water for approximately 50,000 people. In April 2017 a leak developed near the eastern abutment of the dam and the upstream pool began to drain. This paper describes the emergency measures taken to isolate the leak to preserve the water supply, the investigations performed to evaluate the dam and develop repairs, the expedited design development and regulatory review of the repairs, and modifications to the original design during construction to accommodate field conditions.

Eastvale Dam is a run of river structure with an ogee crest approximately 500’ long. Immediately after the leak was discovered, a temporary diversion dike was constructed upstream of the area to maintain the upstream pool, divert flow over the remaining dam, and isolate the area for inspection. Dewatering the isolated area was not feasible due to the depth of water and flow through the area, so underwater dive inspections and sonar surveys were performed in combination with conventional surveys and inspections. These investigations revealed that approximately 130’ of the dam was extensively undermined and required complete demolition and reconstruction. Historic data in combination with information collected during the investigations was used to design a replacement section.

The dam was originally built in 1913 as a rockfill and timber crib structure. An extensive rehabilitation program was performed in the 1990s including placement of a concrete cap on top of the original timber crib structure and installation of post-tensioned anchors.

The replacement section is designed as a gravity dam which eliminates the need for post-tensioned anchors, reduces the bearing pressures at the base of the dam, and provides improved hydraulics at the toe. An expedited review process allowed work to be completed under an emergency permit.

The reconstructed section of the dam was designed to allow construction “in the dry” with dewatering or a combination of dewatering and “in the wet” construction with divers, tremie concrete placement, and other underwater construction methods. Leakage into the work area during construction made dewatering below the tailwater level impractical, so the design was modified to

perform all work below normal tailwater level “in the wet”.

These changes were made in close coordination with the permitting agencies and with the contractor for the project to complete the project on an expedited basis.

3:30 PM – 5:00 PM Commonwealth 4 Concurrent Session Fourteen: Mill Dams Moderated by: Johan Anestad, P.E., OBG Decoding the Drowning Machines: How CFD Modeling Can Predict Dangerous Rollers at Low Head Dams Benjamin Israel-Devadason, P.E., CFM, and Paul Schweiger, P.E., CFM, Gannett Fleming, Inc. Low head dams or run-of-the-river dams present a deadly threat due to their ability to generate dangerous recirculating currents, commonly referred to as “hydraulic rollers”, immediately downstream that can trap and drown victims. Hundreds of deaths have occurred at these dams across the U.S., including more than 50 in the past two years.

Conventional numerical hydraulic analysis approaches using one-dimensional or two-dimensional methods are unable to simulate these complex recirculating currents at low head dams. Even though generalized physical models and limited empirical data are present to provide a general understanding of rollers, site-specific and flow-specific information are not readily available.

Recent advances in three-dimensional (3D) Computational Fluid Dynamics (CFD) offer a powerful approach to accurately simulate the transient hydraulic rollers that occur downstream of low head dams. An understanding of the hidden submerged forces and currents can be of immense help to engineers responsible for evaluating and mitigating the hazardous conditions at these dams. A powerful feature of CFD modelling is the visual output that can display complex hydraulic data in a manner that is easily understood by non-technical stakeholders such as first responders, public officials, and the general public.

This paper presents recent advancements in CFD modeling and how CFD modeling can be used to evaluate the complex and hazardous transient hydraulic environment at low-head dams. The presentation includes CFD modelling case studies at low-head dams that have claimed lives, and will provide videos and other visuals developed from the CFD models that clearly illustrate the hazards. Proven methods to modify low-head dams to eliminate the hazardous hydraulic roller will be presented along with CFD modeling results confirming their effective hydraulic performance.

Repurposing an Old Mill Dam with a New Archimedes Screw Turbine (AST) Hydro-Electric Generator Installation Andrea C. Judge, P.E., and Philip W. Moreschi, P.E., CFM, Fuss & O’Neill, Inc.; Chris Conover, New England Hydropower Company

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The Hanover Pond Dam on the Quinnipiac River in Meriden, Connecticut was enhanced to include a small-scale hydroelectric facility featuring Archimedes Screw Turbine technology, the first such application installed within a dam in the United States. The existing 25 foot high dam, initially constructed in the 1850’s, and rebuilt in 2005 with the addition of a new fishway, consisted of an earthen embankment, and a 250 foot long concrete spillway to serve a watershed of 95 square miles. The embankment was modified to accept a cast-in-place concrete intake conduit, powerhouse, turbine channel, and tail race. Measures were designed to mitigate risks to the embankment associated with long term seepage, piping erosion and stability. Construction was completed within a 6 month period in 2016/2017 and presented several challenges that were overcome, resulting in a successful project. Difficult conditions included earthwork and concrete work during a New England winter, protection of the adjacent fishway, and poor/saturated existing soil encountered at the downstream side of the dam. During construction, modifications to the downstream embankment were quickly developed to mitigate seepage and poor soil conditions that could be easily implemented under the demanding field conditions without sacrificing the quality of the construction. Constant communication and collaboration with the contractor, owner and FERC regulatory staff allowed the project to continue with minimal delay.

This project is significant as it is the first implementation of the Archimedes screw turbine generator in the United States. The conditions at the embankment and geotechnical modifications that were implemented are particularly relevant to construction on existing small and intermediate sized dams encountered in New England.

Reinventing the Paper Mill Pond Dam Charles B. Nourse, P.E., and Peter H. Baril, GZA GeoEnvironmental, Inc. First dating back to 1867, the Amerbelle Mill utilized water power from the Hockanum River in the manufacture of textiles. Channelized within a raceway through the mill complex by stone lined walls, water was impounded and diverted to power the mill by the Paper Mill Pond Dam. Consisting of a 17-foot wide by 11-foot high concrete spillway, the dam, was contained within the raceway.

Foundations of adjacent mill buildings formed the dam abutments and their superstructures spanned over most of the raceway channel, confining the dam to a small courtyard, making access to the dam difficult. A 2012 inspection of the dam found it to be in poor to fair condition, with numerous deficiencies.

GeoEnvironmental, Inc. (GZA) was already involved with the site redevelopment, when, at the 11th hour, the Town decided the old spillway needed to be replaced and relocated. Working closely with the Town and Connecticut Department of Energy and Environmental Protection (CTDEEP), GZA proposed relocating the dam 40 feet upstream, but still in the raceway. The option was more cost-friendly for the Town and also had the benefit of reducing the dam’s hazard classification, by significantly reducing the dam height. Though the spillway width would be reduced, upstream hydraulic conditions were maintained with a more efficient ogee weir. A manually operated stop log bay was incorporated at the right side, allowing normal flow over the stop log section while maintaining the ability to draw down the impoundment.

Construction of the relocated dam began in late 2016.

Much of the work was performed by hand or with small equipment due to access limitations within the 12-foot deep raceway. The dam work was performed simultaneously with the brownfield redevelopment. Through proper planning and working closely with the CTDEEP, Town, and the Remediation Contractor, the relocated dam was successfully completed by mid-2017.

Through diligent coordination and planning, GZA was able to develop an innovative solution to create an aesthetically pleasing, low-maintenance structure, while maintaining existing hydraulic conditions and reducing the structure’s hazard. The relocated dam became integral to the site redevelopment, making the overall site more attractive for future commercial redevelopment.

3:30 PM – 5:30 PM Freedom Hall B Exhibit and Poster Dismantle 5:00 pm Conference Adjourns

The Town of Vernon, Connecticut received grant funding from the Connecticut Remedial Action and Redevelopment Municipal Grant Programs to redevelop the Amerbelle Mill brownfield site. In conjunction with the grants the Town elected to rehabilitate the dam to make the site more attractive for commercial development. GZA ASDSO Northeast Regional Conference 2018 32

Poster & Lightning Talks Coordinator: Douglas W. Caylor, P.E., Pennsylvania Department of Environmental Protection Climate and Land Use Change Effects on Future Runoff Production & Transfer Mechanisms and Failure Probability of Dams in New England Iman Hosseini-Shakib, and Kevin Gardner, University of New Hampshire Floods lead to the overtopping of dams which is the main cause of dam failures and can result in significant loss of lives and property. This study aims to investigate how the risk of dam failure in New England will change with future changes in climate and land use. Non-stationarity of future precipitation caused by the changing climate and altered watershed concentration times caused by anthropogenic manipulations such as urbanization, industrialization or deforestation can impact the mechanisms of runoff production and transfer. This can potentially change the frequency, magnitude, duration or seasonality of future floods. Therefore, due to different flood patterns and consequently different failure probability, dams in New England may have very different future risk levels. As risk indicators, the magnitude and frequency of floods exceeding dam spillway capacity are used to determine the temporal and spatial variability of risk. Spillway capacity of dams is defined as discharge at a dam site with a certain return period or probability depending on the dam’s hazard class. As the majority of dams in New England are ungauged, rainfall-runoff modeling is an essential part of this study for spillway capacity estimations and also for the simulation of future floods. Aside from the available historical land use and flow data, this study will use one high temporaland spatial-resolution, dynamically-downscaled climate change projection and four land use projections from “The New England Landscape Futures Project.” Coupling ArcGIS and HEC-HMS models, the hydrologic modeling of floods at several dam sites in New England can reveal changes in the probability of dam failure risk under future climate and land use change scenarios. This study will help dam owners and state regulators plan for future risk associated with the approximately 15,000 dams in New England.

Implications of using Precipitation from NOAA Atlas 14 Michael J. Mastroluca, P.E., HRP Associates, Inc.

National Oceanic Atmospheric Administration (NOAA) had updated Hydro-35 and TP-40 for the whole country and NOAA has indicated that Atlas 14 has replaced Hydro-35 and TP-40.

This study investigated the potential implications associated with using the rainfall intensities and total rainfall values published in NOAA Atlas 14 for the design of Water Resource and Storm Water Infrastructures in various states throughout the United States. As part of this study, rainfall values from the NWS TP-40 and NOAA Atlas 14 for 12 states were compared to each other. Of the 12 states, three states are from the Northeast, two from the Mid-Atlantic, two from the southeast, two from the Ohio River Valley, one from the Southwest, and one from Northwest. This study also investigated the implications of using NOAA Atlas 14 when evaluating a common detention pond design example using a combination of a Microsoft Office Spreadsheet developed by the Natural Resource Conservation Service (NRCS) and the Army Corps of Engineers (ACOE) Hydraulic Engineering Center (HEC) Hydrologic Modeling System (HMS) Computer model. The design example was originally evaluated using TP-40 rainfall values.

Uncertainty in Parameters Selected for Simulating the Failure of Small Earthen Dams Mark Schwartz, and Diego Rivera, RIZZO International, Inc Hazard classification and emergency action planning for the breach of earthen dams generally use numerical models to calculate impacts of dam failure. A component of that analysis is a description of the breach, in particular the width of the breach and the time it takes for breach formation. The breach descriptions for the predictive analyses historically use equations based on reported dam breaches for a wide range of dam and reservoir sizes. This reported data is analyzed using Monte Carlo simulations evaluating the impacts of parameter uncertainty on breach analysis for small dams. As a substitute for the equations describing the minimum Time of Formation and Average Breach Width, suggested minimum Time of Formation and maximum Average Breach Width for the 95% confidence interval of reported dam breaches are provided for small dams.

Regulators and Consultants currently rely on rainfall intensities and total rainfall values published in the National Weather Service (NWS) Hydro-35 (Hydro-35) and Technical Paper No. 40 (TP-40) to design and analyze Water Resource and Storm Water Infrastructures throughout the country. Hydro-35 and TP-40 were developed in the early 1960’s with a period of record from 1938 to 1957.

According to scientists, Hydro-35 and TP-40 cannot be relied upon, because the dataset does not include most current precipitation data and it may underestimate runoff. The ASDSO Northeast Regional Conference 2018 33

Boardman River Dam Removal – Success with ACB Mat Spillway Craig Seger, P.E., and Daniel J. Priest, P.E., Contech Engineered Solutions, LLC and Troy Naperala, P.E., AECOM This paper will provide a technical overview of the removal of the Boardman River Dam including hydraulic design of the auxiliary spillway, stability of the spillway protection materials, and performance during river drawdown.

The Boardman River project is the most comprehensive dam-removal and watershed-restoration effort in Michigan’s history and represents a model for how diverse organizations can collaborate effectively to work through complex issues that span multiple jurisdictional boundaries.

The project actively engages local, state, federal and tribal units of government, as well as non-profit environmental groups, educational institutions, stakeholders and the general public.

Four hydropower generation dams were constructed between 1867 and 1921. The dams have run the course of useful life and are now being removed. Issues during removal of the Brown Bridge Dam in 2012, created an increased awareness during the 2017 Boardman Dam Removal. The project design team emphasized a redundancy in safety.

One of the key features of the Boardman Dam removal was an articulating concrete block (ACB) revetment mat auxiliary spillway used to safely drain the impoundment water. The specification for the spillway was the result of an extensive collaborative review process that involved governing agencies, engineering consultants, and the ACB block mat manufacturer. Spillway specifications ultimately defined site geometry, flow data, the minimum design safety factor, and the required design method.

As removal construction began, the impoundment water depth was 22 feet. A system of siphons were used for the initial draw-down of the impoundment. The remaining water flowed over the core wall and onto the 65 foot wide 150 foot long trapezoidal ACB mat spillway. Water flowed over the spillway at depths of three to four feet with velocities consistently reaching 23 feet per second. The auxiliary dewatering lasted about three weeks.

Remote Sensing Approach to Riprap Slope Inspection Travis Shoemaker, Lafayette College Riprap, or rock fragments, armor many of the upstream and downstream slopes of dams, dikes, and levees. The riprap must withstand the forces of wind, rain, and waves.

Thus, the material must be adequately heavy and durable to protect the slope from these erosive forces. Over time, the riprap can degrade by breaking into smaller pieces.

Therefore, periodic inspection is important to confirm that the riprap remains sufficiently heavy to resist wave action.

Current procedures for inspecting riprap involve a trained dam inspector subjectively evaluating present conditions and comparing their observations to notes and photos from previous inspections. Shortcomings of the current inspection practices include the time-intensive nature of the work and the reliance on subjective evaluations, which may be inconsistent among different inspectors.

The present study presents an empirical relationship between the surface roughness of three-dimensional (3D) point cloud data captured of the riprap slopes and the median size, D50 of the riprap material, which allows for an objective assessment of rock size. The point cloud data, a dense collection of 3D position measurements, can be generated using lidar or photogrammetry. Lidar is an active remote sensing technology that maps the 3D environment by emitting laser pulses. Structure from motion photogrammetry uses sophisticated computer software to refine the structure of the 3D environment using a set of photographs collected by handheld camera or autonomous drone. Field studies are an important component of this project; however, physical sampling of the riprap at the surface of a slope only discloses an estimate of the true particle size distribution. Therefore, a simplified kinematic model of 2D disks was used to test the empirical relation between roughness and rock properties. This model randomly generates beta-distributed assemblages of disks with the following prescribed parameters: maximum, minimum, median disk diameter by disk area, and coefficient of uniformity, Cu. In addition to numerical simulations, empirical correlations have been developed for three separate case studies. For each case study, method success and lessons learned are presented.

After the impoundment was completely dewatered, it was found that the ACB mat system performed as expected. The mats were found to be tight and solid with no undermining or soil loss. The ACB mats provided a sound and safe hard armor surface for dewatering the Boardman Dam impoundment.

Ultimately, the efficient and effective installation of the ACB mats helped to keep construction costs on track. The overall cost of construction for removal of the Boardman Dam was $6.8 million.

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D

DROWNING IN DATA?

V IS I T US AT BOO T H #11 June 4 - 6, 2018

Lancaster County Convention Center, Lancaster, PA

DamSafety.org/NE18

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Exhibit Hall Map

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Exhibitor Information AECOM Booth #27 Ed Toms 6200 S. Quebec St Greenwood Village, CO 80111 (303) 204-8294 ed.toms@aecom.com www.aecom.com AECOM is built to deliver a better world. We design, build, finance and operate infrastructure assets for governments, businesses and organizations in more than 150 countries.

Across all components of the project cycle, AECOM is a leader in dam and levee services. Our dam safety activities include risk assessment, inspection, safety analysis, rehabilitation design and construction, environmental impact studies, and permitting. AECOM has supported the advancement of dam safety technology by organizing and presenting numerous ASDSO-sponsored training courses and workshops, including emergency action planning, seepage, and slope stability. See how we deliver what others can only imagine at aecom.com and @AECOM. ASI Construction, LLC Booth #26 Amy Dudley 1850 E Platteville Blvd Pueblo West, CO 81007 (719) 647-2821 adudley@asiconstructors.com www.asiconstructors.com ASI Construction LLC (ASI) is a self-performing, heavycivil contractor specializing in the construction and rehabilitation of dams, hydroelectric and renewable energy facilities, pipelines, and other major water resource projects.

ASI is a construction leader in the water resources industry, with their personnel having successfully completed more than one-hundred forty-five dam and dam rehabilitation projects, including thirty-five new dams and one-hundred and ten dam modification and remediation projects. ASI core strengths include all elements of dam construction and raw water infrastructure, including new dam construction, existing dam rehabilitation and modifications, intake structures, hydromechanical structures, valve houses, powerhouses and powerhouse modifications, penstocks, pipelines, water conveyance and underground work. ASI operates throughout the USA and internationally. ASI is a member of the SDI family.

ASI Marine Booth #28 Drew Michel 40 Centre Dr Orchard Park, NY 14127 (512) 761-0292

dmichel@asi-group.com www.asi-group.com ASI Marine provides industries and governments worldwide with leading-edge underwater services focused on the assessment and maintenance of underwater infrastructure and environments. More specifically, ASI Marine specializes in underwater remotely operated vehicle (ROV) operations, and marine geophysical and hydrographic surveys. Our underwater ROV operations take place in both contained environments (e.g., inside tunnels, pipelines, etc.) and non-contained open water environments (e.g., dock/dam inspections, pipeline/cable route inspections, intake/outfall inspections, target identification, etc.).

Axter Coletanche, Inc. Booth #42 Natalie Daly 1500 Du College #205 Montreal, Quebec H4L 5G6 Canada ndaly@axtercoletanche.com www.coletanche.com Axter Coletanche Inc. distributes the Coletanche® bituminous geomembrane. Coletanche® is a composite geomembrane, combining the advantages of a non-woven geotextile reinforced in the structure for mechanical resistance, a glass fleece for thermal stability and a specifically designed bituminous waterproof binder adapted for use on all types of terrain and environments. It is resistant to ageing, mechanical impact, and can be used under concrete and other covers. Coletanche® offers its expertise while being the optimal solution in Dam other civil engineering applications. Coletanche® is manufactured in a controlled environment that offers an integrated quality system and follows ASTM and other international norms.

Coletanche is NSF 61 certified for potable water and has a technical team to help find solutions.

Barnard Construction Company, Inc. Booth #17 Gavin Tusker 701 Gold Avenue Bozeman, MT 59715 (406) 586-1995 gavin.tusker@barnard-inc.com www.barnard-inc.com Barnard’s people are the reason for our success in tackling complex and challenging heavy-civil construction projects over the past 42 years. With a bonding capacity exceeding $2 billion, Barnard takes on complicated projects under a variety of contract types. We specialize in dam, reservoir and hydropower construction and rehabilitation. We also offer Owners expertise in power transmission, tunneling, environmental and coal ash removal/capping, and pipeline

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projects.

dam rehabilitation project.

Bergmann Booth #25 William Miles 28 East Main Street, Suite 200 Rochester, NY 14614 (585) 232-5137 ext. 357 bmiles@bergmannpc.com www.bergmannpc.com

Canary Systems, Inc. Booth #11 Greg Dutson 7151 Lee Highway, Suite 600 Chattanooga, TN 37421 (423) 661-3661 greg@canarysystems.com www.canarysystems.com

Bergmann is a 400-person firm with 11 offices in the North-east, Atlantic and Mid-west regions of the US. We offer a wide range of dam safety services, including: dam safety compliance program management, engineering assessments, hazard class evaluations, dam breaching/ inundation mapping, emergency action plans, potential failure mode analysis, safety inspections, designs to correct dam safety deficiencies, construction documents, and engineering support during construction. We provide reliable, innovative, sustainable and cost effective solutions for dam owners. Engineering for dams is one of Bergmann’s core competencies and we have provided dam engineering services for over 200 dams during our 37-year history.

We are experts in designing, integrating, maintaining and analyzing all aspects of your dam safety monitoring projects, whether automated or manual. Our off-the-shelf MultiLogger Suite software platform provides seamless integration of all your monitoring data, and our proprietary technology data acquisition systems are a cost-effective way to improve or expand your project. Enjoy complex charting and calculations, powerful alarms and notifications configuration, one-click custom reporting, georeferenced layers, field entry of data, integration with virtually every sensor and data type, and more.

Bethlehem Precast Booth #6 David Faust 835 E North St Bethlehem, PA 18017 (610) 691-1336 david@bprecast.net www.bethlehemprecast.com Precast concrete products, articulated concrete block erosion control mats, retaining walls, sea walls, dune stabilization, stair systems, stadia, balconies, perm entries, Bilco doors, light base foundations.

Brayman Construction Corporation Booth #37 Brian Hawk 1000 John Roebling Way Saxonburg, PA 16056 (724) 443-1533 estimating@brayman.com www.brayman.com While partnering with owners and teaming with the industry’s top consulting engineers, Brayman applies cutting edge technology and delivers innovative approaches to solve the most complex dam challenges. Over the past 20 years, Brayman successfully completed upgrades to meet modern standards at more than 40 lock and dam structures located throughout the United States. Brayman offers proven experience with capabilities such as directionally drilled anchors, high capacity dam anchors, mass concrete, grouting, drains, instrumentation, and testing procedures.

As a full service heavy civil and specialty geotechnical contractor, Brayman will tackle every scope of work on your

CARPI USA Booth #9 Debbie Freeman 4370 Starkey Rd Ste 4D P.O. Box 20787 Roanoke, VA 24018-0603 (540) 776-7727 debbie.freeman@carpitech.com www.carpitech.com Carpi specializes in waterproofing of hydraulic structures-including dams, canals, tunnels, reservoirs, and intake structures--with flexible impermeable geomembranes. In operation since 1963, Carpi provides turnkey services on the patented systems, including design, materials, installation, as well as a full comprehensive warranty, and has completed more than 1350 projects worldwide, including 150 dams. The maintenance-free waterproofing systems are appropriate for new construction, as well as rehabilitation, to address seepage through structures. Seepage reduction can be monitored to verify improvement. If dewatering is not feasible, Carpi is highly experienced at meeting the challenges of underwater seepage repair.

Cascade Drilling L.P. Booth #31 Steven Bratton 1010 Greene St Marietta, OH 45750 (614) 402-1808 sbratton@cascade-env.com www.cascade-env.com Cascade Drilling is a worldwide provider of drilling services specializing in the application of our Sonic drilling system for geotechnical professionals. We have applied the Sonic system for numerous dam/earthen embankment and

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geotechnical construction projects globally in support of both design and construction efforts. For more information on our Sonic system visit, our website www.cascade-env.com or contact Steve Bratton at 614.402.1808.

Center Rock Inc. Booth #48 Tonya Conn 118 Schrock Dr PO Box 307 Berlin, PA 15530-7118 (814) 267-7100 ext. 101 tconn@centerrock.com www.centerrock.com Center Rock Inc. is a USA based manufacturer located in Berlin Pennsylvania. We serve the global drilling industry with specialty drilling products including but not limited to; downhole drills & bits from 3.5 up to 36 in diameter, LP canister drills from 24 up to 144, ROTO LOC under reamer systems for casing advancement, Wassara water hammers, hole openers, and many more. Center Rock prides itself in affording its customers the best value possible. Utilizing a consultative approach, we can satisfy your drilling product needs by designing and manufacturing a product for you in a matter of days not months.

Coastal Drilling East, LLC Booth #30 Courtney Schwartz 130 Meadow Ridge Rd Ste 24 Mount Morris, PA 15349-9351 (304) 692-9838 CSchwartz@shaftdrillers.com www.coastaldrillingeast.com Coastal Drilling East offers a wide range of geotechnical capabilities and prides itself on its ability to work closely with project stakeholders and engineers in resolving some of the toughest geotechnical challenges.

Contech Engineered Solutions LLC Booth #19 Dan Priest 9025 Centre Pointe Dr Ste 400 West Chester, OH 45069-4987 (800) 338-1122 DPriest@conteches.com www.ContechES.com Contech Engineered Solutions LLC is a leading provider of site solutions for the civil engineering industry. Contechs portfolio includes bridges, drainage, erosion control, retaining wall, sanitary, and stormwater treatment products.

To contact one of Contechs 50 offices or 300 sales and product professionals nationwide, visit www.ContechES.com or telephone 800-338-1122.

Crofton Industries Booth #12 Camille Cherry 16 Harper Rd Portsmouth, VA 23707-1819 (757) 397-1131 camcrofton@crofton.com www.crofton.com For over half a century, Crofton Industries has served as a leading resource for solutions above and below the waterline. Established in 1949, as a commercial diving company, Crofton has expanded into a diverse and complimentary group of services to include commercial diving, marine construction, crane rental & rigging, barge & tug services, and engineering. Each service division accommodates customer ‘s needs independently and when advantageous, multiple divisions collaborate to pass on the benefits of Crofton’s in-house resources.

We leverage our experience to execute unique projects with safety, service, integrity, and innovation in a wide range of industries including ship building, construction, transportation, maritime shipping, and salvage & recovery.

Crofton Industries has become a leading resource for dam and water resource management professionals through years of successful project performance and partnerships.

Our team includes skilled divers, superintendents, project managers, and engineers who have years of specialized training and practical experience in underwater assessment, civil structure rehabilitation, and flow control structures. We look forward to learning more about the needs of our clients in the water resource industry.

D’Appolonia Engineering Booth #7 Melissa Sebastian 701 Rodi Road Floor 2 Pittsburgh, PA 15235 (412) 856-9440 mjsebastian@dappolonia.com www.dappolonia.com D’Appolonia is a client-focused provider of consulting engineering services. Since the founding of the firm in 1956, we have provided engineering, scientific and constructionrelated services to industrial and governmental clients in the U.S. and in many foreign countries. Our core capabilities include civil, geotechnical, geology; and hydrology and hydraulics.

DAppolonias dam and waterway experience includes more than 200 projects related to earth and concretegravity dams utilized for water supply, hydroelectric power generation, cooling and drinking water supply, pumped storage, flood control, river navigation, irrigation, recreation, and tailings and sludge disposal. Our dam engineering work includes successfully completed projects in the United States and overseas. In the U.S. we have worked for private industry and federal, state and local governments on dam projects ranging from performing safety inspections to embankment and hydraulic structure

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design and related construction monitoring. We have designed earth embankment dams and related hydraulic structures, and we have provided services for rehabilitation of existing dams.

DeWind One-Pass Trenching Booth #13 Steve McCullick 9150 96th Ave Zeeland, MI 49464-9748 (616) 485-9319 steve@dewindonepass.com www.dewindonepasstrenching.com DeWind One Pass Trenching is the Designers, Builders & Sole Operators of a fleet of the largest, most powerful Deep One-Pass Trenching Machines in the world. In the 30 years DeWind has been in the construction business they have developed an impressive list of services. Their proprietary machinery and methodology has been fine-tuned over decades, and their one-pass technology gives them unmatched precision, and speed during installations. Their largest machine, MT3500, has 3,500 horsepower, over one million ft-lbs of torque and capable of trenching 125 feet deep. All installations are executed under the static water table in one pass, eliminating the need for open excavations.

Diving Services Incorporated Booth #22 Lisa Baxter 12 Spur Rd Foster, RI 02825 (401) 392-3400 admin@divingservicesinc.com www.divingservicesinc.com Diving Services Inc.is the leader in underwater inspection of dams and hydroelectric facilities. We use only in-house staff. Our dam inspection team consists of both licensed professional engineers and experienced commercial divers.

DSI conducts a thorough, methodical, hands-on inspection of dam faces, penstocks, and other elements. DSI teams are proficient in performing underwater video, ROV and underwater sonar imaging. All inspection data is compiled and clients receive a clear, concise assessment report with video DVD. Enviroprobe Services, Inc. Booth #53 Matthew McMillen 81 Marter Ave Mount Laurel, NJ 08054 (856) 858-8584 mattm@enviroprobe.com www.enviroprobe.com Enviroprobe Service, Inc. offers surface and borehole geophysics for engineering and environmental projects. Our capabilities include borehole logging, seismic refraction, seismic reflection, MASW, SASW, 2D and 3D electrical

resistivity, ground penetrating radar (GPR), magnetics, electromagnetics, micro gravity, VLF, and marine geophysical surveys. Enviroprobe’s geophysical staff has over 100 years of combined experience in performing geophysical surveys and investigations.

Federal Energy Regulatory Commission Booth #54 Nicholas Agnoli 888 First Street NE Washington, DC 20426 (212) 273-5906 nicholas.agnoli@ferc.gov www.ferc.gov/default.asp The Federal Energy Regulatory Commission, or FERC, is an independent agency that regulates the interstate transmission of electricity, natural gas, and oil. FERC also reviews proposals to build liquefied natural gas (LNG) terminals and interstate natural gas pipelines as well as licensing hydropower projects. FERC has an office in Washington, D.C, and regional offices in New York, Georgia, Oregon, California and Illinois Gannett Fleming, Inc. Booth #3 Paul Schweiger, P.E., CFM PO Box 67100 Harrisburg, PA 17106-7100 (717) 763-7212 ext. 2504 pschweiger@gfnet.com www.gannettfleming.com Gannett Fleming has specialized in providing dam engineering services for more than 100 years. Since our founding by Farley Gannett in Pennsylvania in 1915, we have grown to be a nationally recognized firm with resources and capabilities to provide a full range of engineering services for dams and levees throughout the United States and worldwide. Our employee-owned firm is client-focused and strives to be our client’s trusted advisor by being responsive, competent, innovative, and by delivering excellence on every project. We have a long track record of partnering with our clients to make their projects successful.

Geokon, Inc. Booth #23 Christopher Brun 48 Spencer Street Lebanon, NH 03766 (603) 448-1562 chris@geokon.com www.geokon.com Geokon Incorporated, The World Leader in Vibrating Wire Technology(TM), manufactures a complete line of high-quality geotechnical instrumentation suitable for monitoring the safety and stability of earth and concrete dams, tunnels, underground powerhouses, foundations, ground water remediation schemes and the like. Our

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complete selection of Geotechnical Instrumentation includes extensometers, piezometers, strain gages, crackmeters, jointmeters, load cells, settlement sensors, pressure cells, inclinometers, and dataloggers. Geokons elegant and rugged sensor designs exhibit excellent long-term stability, accuracy and reliability even in the most adverse conditions. Geokon has been awarded ISO 9001:2008 registration from both ANSIANAB, USA and UKAS of Great Britain.

dennis@mountaingrout.com www.mountaingrout.com

Geotechnics, Inc. Booth #33 Randy O’Rourke 544 Braddock Ave East Pittsburgh, PA 15112 (412) 823-7600 rorourke@geotechnics.net www.geotechnics.net

Greenman Pedersen, Inc. Booth #35 Gary Cavill 50 Glenmaura National Blvd Suite 102 Scranton, PA 18505 (570) 342-3700 gcavill@gpinet.com www.gpinet.com

Geotechnics is an independent company that is nationally recognized for providing high quality geotechnical and geosynthetic testing services.

In addition to being NQA-1 compliant for nuclear facilities, we are accredited by The Geosynthetics Accreditation Institute (GAI-LAP), American Association of State Highway & Transportation Officials (AASHTO) and The United States Army Corps of Engineers. With offices in Pittsburgh, Raleigh, and Nashville.

GPI is a highly respected multi-disciplinary engineering firm that specializes in the design and construction management of Civil/Environmental engineering projects. GPI has inhouse expertise in dam inspections, dam breach studies, preparation of plans for dam rehabilitation and repair, environmental permitting, Emergency Action Plans, and Operation & Maintenance Manuals. Performance of such services requires a multidisciplinary approach incorporating hydrologic, hydraulic, structural, geotechnical, and environmental services. When called for, GPI also works in conjunction with our subsidiary, Underwater Engineering Services, Inc. We are at the forefront of next generation dam and bridge inspection technology including autonomous robots and divers for underwater inspections.

Gomez and Sullivan Engineers, DPC Booth #40 Jerry Gomez 288 Genesee St Utica, NY 13502 (315) 724-4860 jgomez@gomezandsullivan.com www.gomezandsullivan.com Gomez and Sullivan Engineers, DPC has been providing specialized engineering, environmental science, and data management solutions to the water resource and energy sectors since 1993. Our staff of approximately 50 individuals based in New York (Utica, Williamsville, Albany) and New Hampshire (Henniker) includes water resource, civil, structural, mechanical, geotechnical, electrical, and environmental engineers, as well as environmental scientists, regulatory specialists, ecologists, fisheries biologists, hydrogeologists, geologists, geomorphologists, land use planners, and GIS specialists. Our core services include engineering, hydropower licensing, environmental studies, hydrology and hydraulics, fisheries and fish passage, stream and habitat restoration, and information management and geographic information systems.

Green Mountain International Booth #8 Dennis Galbreath 235 Pigeon Street Waynesville, NC 28786 (302) 377-5654

Green Mountain International, LLC has been supplying chemical grouts (polyurethane, acrylate and epoxy) since 1987. We have experienced technical staff who can help you with product selection and application techniques. Our products have been used to repair small earthen dams and large concrete dams in North and South America.

GZA GeoEnvironmental Inc. Booth #36 Peter H. Baril, P.E. 249 Vanderbilt Ave Norwood, MA 02062-5033 (781) 278-3700 peter.baril@gza.com www.gza.com For over 50 years, GZA has provided single-source expertise for inspection and design of remedial measures for breaching or rehabilitation of existing dams, emergency action planning, environmental permitting, construction engineering/management, specialty foundation construction, operations/maintenance planning, instrumentation, and automated data acquisition systems for long-term monitoring. GZA is a FERC Independent Consultant for hydropower facilities and performs feasibility studies leading to retrofit designs. GZA provides safety inspection services, hydrologic/hydraulic and geotechnical evaluations, including application of Risk Based Decision Making methods for dam improvements. GZA utilizes its geospatial capabilities in developing web-based, interactive Inundation Mapping as part of emergency preparedness planning.

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Hayward Baker Booth #39 Michael Marasa 7550 Teague Rd Suite 300 Hanover, MD 21076 mjmarasa@haywardbaker.com www.haywardbaker.com Hayward Baker provides geotechnical construction for planned and existing dams and levees. Our applications provide solutions including foundation soil improvement, seepage control, liquefaction mitigation, cutoff walls, sinkhole stabilization and overturning/sliding stabilization.

Hayward Baker is North America’s leader in geotechnical solutions, annually ranked by Engineering News-Record (ENR) magazine #1 in foundation construction. With a network of local offices across North America, each with direct access to the largest geotechnical knowledge base in the industry, Hayward Baker is ready to respond with the optimal solution wherever the location, whatever the size, whenever required.

HDR Booth #44 Chad Davis 11 Stanwix Street Pittsburgh, PA 15222 (412) 497-6293 Chad.Davis@hdrinc.com www.hdrinc.com For more than a century, HDR has partnered with clients to shape communities and challenge the boundaries of what’s possible. Our expertise spans 10,000 employees, in more than 225 locations around the world—and counting. Our engineering, architecture, environmental and construction services bring an impressive breadth of knowledge to every project. Our optimistic approach to finding innovative solutions defined our past and drives our future.

Hi-Tech Soil Stabilization Booth #56 Desiree Sunday 430 Oak Ln Lititz, PA 17543-9528 (717) 629-7770 desiree.sunday@hitech-coatings.com www.hitech-coatings.com Strategic, controlled injections of expanding, structural geo-polymer used as an alternative to, or to augment traditional grout compaction methods. Using polymer material allows the material to flow more freely throughout the soil than conventional cement grout and provides a less intrusive repair. Our sinkhole repair design allows water to filter to its natural throat or as-built drain. The polymer’s hydro-insensitive nature maintains dimensional stability of injected polymer in water. Quick, clean, minimally disruptive, economical solutions to lift, realign, dampen vibration, fill voids, stabilize sinking foundations and weak

base soils. Culverts, retaining walls, outfall pipes, and other infrastructure can be stabilized and sealed without excavation.

Hydroplus Inc. Booth #21 Hasan Kocahan 500 Harbour Place Dr Suite 1211 Tampa, FL 33602-6743 (813) 252-9975 hkocahan@hydroplususa.com www.hydroplus.com Hydroplus is the developer of the Fusegate System, an ideal application that offers highly flexible and versatile solutions for both existing and new dams. Implemented over 30 countries across five continents since 1991, the Fusegate System allows for cost-efficient and safe modifications to undersized spillways bringing them up to modern standards without any loss in storage capacity and with a reliability degree equivalent to that of an uncontrolled spillway. The system can also provide additional live storage to dams without any impact on the ability of their spillways to pass the inflow design flood.

Kleinschmidt Associates Booth #55 Russ Sanford 141 Main St PO Box 650 Pittsfield, ME 04967-4364 (803) 462-5620 russ.sanford@KleinschmidtGroup.com www.kleinschmidtgroup.com Kleinschmidt Associates works primarily with energy companies and government agencies in North America to protect and enhance the environment without compromising performance. We work at the intersection of regulatory requirements, environmental science, and engineering solutions. Since 1966, Kleinschmidt has been bringing new ideas to the table, offering practical solutions to tough problems and sensitive issues in dam safety and water infrastructure, hydropower and dam engineering, fish passage, FERC licensing and compliance, and environmental studies. Our goal is to bring energy, water, and the environment into balance.

Marine Solutions Booth #10 Jeremy Pope 225 Industry Pkwy Nicholasville, KY 40356 (908) 231-0368 jpope@msimarinesolutions.com www.MSImarinesolutions.com Marine Solutions is a specialized construction and engineering firm focused on building and maintaining waterfront, hydraulic, navigation, and bridge structures.

Marine Solutions is a certified small, woman-owned,

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disadvantaged business enterprise (WBE/DBE) and are fully insured for general, marine and professional liability. Our headquarters are in Kentucky with offices in Maryland, New Jersey, New York, and Ohio. We offer our services throughout the United States and our valued clients included federal, state and municipal agencies, architectural and engineering firms, construction companies, and industrial entities.

Marion Hill Associates, Inc. Booth #38 Gretchen Chamberlain 1740 5th Ave PO Box 252 New Brighton, PA 15066 (412) 760-9054 gchambe@marionhilldivers.com wwwm.marionhilldivers.com Marine Construction - heavy and light, riprap placement, removal, dam repair Commercial Diving - underwater construction, burning, welding, inspections, concrete placement/removal, sluice gates, stem replacement, etc.

Inspection services - side and sector scan sonar, habitat evaluation, bridge, dam and river wall inspections Michael Baker International Booth #46 Jared Deible 100 Airside Dr Airside Business Park Coraopolis, PA 15108-2783 (412) 375-3062 Jared.Deible@mbakerintl.com www.mbakerintl.com Michael Baker International’s dam design and construction experts have extensive experience in dam inspection and assessment, rehabilitation design, hydrologic and hydraulic analysis, geotechnical investigation and analysis, structural analysis and design, emergency action plan development, dam break modeling and inundation mapping, and construction management. Projects involving dams require a number of different services, and that is where Michael Baker International, a full-service, national engineering firm with expertise in water resources and geotechnical, structural, and environmental engineering, can deliver cost-effective solutions by providing all of the engineering services that the client requires in-house.

Nicholson Construction Company Booth #24 Gretchen Connelly 12 McClane St Cuddy, PA 15031-9754 (412) 677-2209 gretchen.connelly@nicholsonconstruction.com www.nicholsonconstruction.com Nicholson has been both a leader and an innovator in the geotechnical construction industry for more than 50 years.

With regional offices across the country and headquarters located in Pittsburgh, Nicholson is a nationally renowned specialty contractor, offering proven expertise in the design and installation of deep foundation elements, earth retention systems and ground treatment solutions. We pride ourselves on our ability to consistently provide our clients with innovative, high-quality design-build options for projects of varying size and complexity. Nicholson is the North American subsidiary of Soletanche Bachy, one of the world’s leading geotechnical contractors, and is part of a global network of unparalleled geotechnical resources and expertise.

OBG Booth #34 Robert Bowers 301 E Germantown Pike Bentwood Campus/3rd FL East Norriton, PA 19401-6517 (484) 284-7209 Robert.Bowers@obg.com www.obg.com Advanced Manufacturing. Energy. Environment. Water. For more than 70 years, OBrien & Gere (OBG) has specialized in engineering and problem solving, but our real strength is creating comprehensive, integrated solutions for our clients. OBGs dam engineering services include inspection, investigation, design, and construction of earth fill, rock fill, concrete/masonry and RCC dams. Related services include development of EAP’s and O&M Plans, levee inspection/ design, hydropower feasibility assessments, dam removals and stream channel restoration, and heavy civil/waterfront engineering. OBG There’s a way.

Parratt-Wolff, Inc. Booth #41 William Bradfield 4650 Westbranch Highway Suite 130 Lewisburg, PA 17837 (570) 523-8913 bbradfield@pwinc.com www.pwinc.com Parratt-Wolff is an experienced environmental and geotechnical drilling company committed to collecting quality information for our clients since 1969. With offices located in East Syracuse, NY, Lewisburg, PA and Hillsborough, NC, Parratt-Wolff currently services an area which stretches from Maine to South Carolina and as far west as Michigan.

We currently have over 45 employees with over 16 years of experience with Parratt-Wolff alone. Our fleet consists of over 35 major pieces of field equipment allowing for a variety of drilling and sampling techniques over a wide range of field conditions and limited access issues.

Additionally, our management team consists of project managers that are former drillers and/or professional geologists with years of experience in the geotechnical and environment consulting industry. Our growth is the result of consistent management, dedicated field professionals and the repeat business of our many satisfied clients.

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Our management team and field staff are committed to providing safe and responsive service to our clients. All of our crews are OSHA HAZWOPER and LPS-trained at a minimum. Parratt-Wolff is an approved contractor in national safety screening programs such as ISNetworld, PICS and Browz.

Phillips & Jordan, Inc. Booth #20 Gerry Arvidson 10201 Parkside Dr Ste 300 Knoxville, TN 37922-1983 (865) 688-8342 garvidson@pandj.com www.pandj.com Since its inception, Phillips & Jordan (P&J) has completed various water resource projects involving the construction of reservoirs, dams, impoundments, canals, and conveyance structures designed for water storage, flood control, hurricane protection, transportation, power generation, and recreation. In addition to new construction, P&J has rehabilitated aging facilities, completed dam embankment seismic stability projects pursuant to federal dam safety guidelines, and worked under varying contract types including traditional competitive bid, design-build, early contractor involvement (ECI), construction manager at risk (CMAR), and privately developed water projects that have been transferred to public entities through public private partnerships (P3).

Propex GeoSolutions Booth #14 Kristina Kaldenbach 4019 Industry Drive Chattanooga, TN 37416 (423) 553-2036 kristina.kaldenbach@propexglobal.com www.propexglobal.com Propex GeoSolutions is a global leader in geosynthetic solutions for earth stabilization, located in the United States. As one of the largest Geosynthetic and Erosion Control manufacturers in the world, the Propex portfolio of solutions helps build and rebuild key infrastructure across the globe. Backed by a legacy of innovation, Propex GeoSolutions transcends traditional methods with engineered solutions that stabilize the earth and set the benchmark for long-term performance. To learn more about Propex, visit www.propexglobal.com.

Quabbin, Inc. Booth #32 Mark LeBoeuf 158 Governor Dukakis Dr Orange, MA 01364 (978) 544-3872 mark@quabbininc.com www.quabbininc.com

Quabbin, Inc. is an ISO 9001:2015-certified, veteran-owned gate and valve repair component manufacturing company, which has been making and stocking parts for Rodney Hunt and other gate OEMs for 20+ years, and now sells direct to customers.

We provide our customers with solutions: • Manufacture components to fit your existing system • Diagnose system issues • And provide field service, engineering and startup.

We are the designated Rotovalve cone valve and Streamseal butterfly valve manufacturing and repair service center for VAG USA. Our knowledgeable employees and thousands of replacement parts in stock mean excellent customer service, fair prices and short lead times.

Schnabel Engineering Booth #18 Gregory Paxson 1380 Wilmington Pike Ste 100 West Chester, PA 19382-8264 (610) 696-6066 gpaxson@schnabel-eng.com www.schnabel-eng.com Schnabel Engineering is a leading provider of dam, levee, water resources, geotechnical, environmental and tunnel engineering expertise. Thirty percent of our business is dedicated to the specialized field of dam engineering, with a team of more than 100 technical professionals providing assessment, analysis, design, risk management, and construction support services for projects domestically and abroad. An ENR Top 250 design and Top 200 environmental firm, Schnabel is an employee-owned company with more than 300 diverse professionals in 19 offices throughout the United States.

Thalle Construction Co. Inc. Booth #43 Larry Fantozzi 900 NC 86 North Hillsborough, NC 27278 (919) 245-1490 lfantozzi@thalle.com www.tullygroup.us Building America’s Infrastructure Since 1947: Environmental - Civil - Utilities - Dams – Reservoirs Vertical Access LLC Booth #5 Erin Bullard PO Box 4135 Ithaca, NY 14852-4135 (607) 257-4049 ebullard@vertical-access.com www.vertical-access.com Vertical Access LLC is a specialized inspection firm offering a suite of nondestructive testing and inspection services performed using industrial rope access techniques. Accurate

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data collection in the field is achieved using in-house software developed for AutoCad called TPAS® (Tablet PC Annotation System) which allows technicians to input graphical and numerical conditions data and photos directly into CAD drawings while working at-height. Our affiliated contracting company, Alta Access, performs fall protection and lifeline installations, cleaning and other work at heigh services to dam facilities.

Wood Booth #29 James Barbis 751 Arbor Way Blue Bell, PA 19422 (610) 877-6119 james.barbis@woodplc.com www.woodplc.com

Watershed Geo Booth #15 Brad Cooley 11400 Atlantis Place, Ste 200 Alpharetta, GA 30022-1156 (423) 605-7477 bcooley@watershedgeo.com www.watershedgeo.com

We provide dam and levee safety consulting to meet our customers’ water resource needs.

Watershed Geo provides solutions for ongoing problematic environmental issues. We continually challenge traditional solutions with systems that are sustainable, low-cost and engineered for extreme performance. HydroTurf, our advanced revetment technology is an economical, environmentally-friendly hardened erosion armoring system specifically designed to reduce construction and long-term maintenance costs in applications such as dam overtoppings, channel and streambank stabilization, levees, outfall structures and shoreline/bank protection.

It combines engineered synthetic turf with a high friction geomembrane that are locked into place with a specially designed HydroBinder high-strength infill. HydroTurf offers the best of both worlds- the environmental and aesthetic benefits of vegetation as well as the performance and maintenance benefits of hard armor. By offering superior erosion control, pointedly less turbidity, and significantly less maintenance, HydroTurf eliminates the headaches of traditional vegetative erosion control systems. HydroTurf is also a more sustainable solution than other hard armor revetment systems since it has a lower carbon footprint.

Worthington Products Inc. Booth #1 Paul Meeks 3405 Kuemerle Ct NE Canton, OH 44705-5074 (330) 452-7400 pmeeks@tuffboom.com www.tuffboom-asdso.com Worthington Products, Inc. is recognized in over 61 countries as a quality provider of Waterway Safety Barriers, Security Barriers, Fish Guidance Systems, Walking Platforms, and Log & Debris Booms. Worthington’s product specialists work directly with dam owners and owner’s engineers to design to site specific requirements from anchor point to anchor point. “It’s not about our experience, it’s how we use that experience to improve yours” 16 Years, 61 Countries, ONE COMPANY - Worthington Products

Willowstick Technologies Booth #16 Ryan Blanchard 132 E. 13065 S., Ste. 100 Draper, UT 84020-8634 (801) 984-9850 rblanchard@willowstick.com www.willowstick.com Willowstick is a technology company that maps, models and predicts groundwater paths and patterns. We provide quick and nonintrusive technologies that identify the exact location and depth of any leaks through, under or around dams. In almost 15 years, the Willowstick method has been successful in over 250 projects around the world.

Willowstick enjoys a high rate of returning customers, many of which are recognized as leaders within their respective industries. You can learn more about our groundbreaking technology at www.willowstick.com.

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Conference Evaluation

2018 ASDSO Northeast Regional Conference 1. Have you attended previous ASDSO Conferences?

YES

NO

2. If yes, how would you rate the overall quality of the 2018 Northeast Regional Conference in comparison to the previous ones? Would you say it was:

BETTER

ABOUT THE SAME

NOT AS GOOD

3. How would you rate the overall quality of this year’s technical program?

EXCELLENT

GOOD

FAIR

POOR

4. How would you rate the overall quality of the speakers?

EXCELLENT

GOOD

FAIR

POOR

5. Please list the top one or two conference sessions you feel were the most valuable, and briefly explain why.

6. What topics would you like to see addressed in future conferences?

7. Please rate the following (1 highest to 5 lowest):

REGISTRATION PROCESS

MEETING FACILITIES

EXHIBIT SHOW

HOTEL ACCOMODATIONS

Comments on any of the above:

8. Please make suggestions for the improvement of the Conference in general.

Thank you for your time and participation. Please return this evaluation form to the registration desk, or scan and email to info@damsafety.org ASDSO Northeast Regional Conference 2018 47

This page has been intentionally left blank so that you can submit your conference evaluation.

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Professional Development Hours The Association of State Dam Safety Officials is a national professional association for individuals working in the area of dam safety in the U.S. Part of ASDSO’s mission is the education of government officials, dam owners and consultants on specialized topics related to the dam safety industry.

In order to apply for credit for Professional Development Hours, please complete the form below and obtain the signature of the ASDSO staff representative before the end of the conference or seminar. Fill in the number of hours in attendance in each session, complete the participant’s information section, and retain for your records, or submit, along with a copy of the conference or seminar topical agenda, to the organization you belong to that requires such notification. Please note: ASDSO is not an approved provider for New York professional engineering license continuing education. Please do not return this form to ASDSO. Conference/Seminar Name: ASDSO 2018 Northeast Regional Conference June 4-6, 2018 Lancaster, PA Hours in Attendance Tuesday, June 5 technical sessions

Wednesday, June 6 technical sessions

TOTAL HOURS Eligible for up to 12 PDH’s.

Participant Information Name: Title: Company/Agency: Address: Phone: The above participant attended the ASDSO 2018 Northeast Regional Conference and is entitled to the number of PDH credit hours indicated:

Susan A. Sorrell, ASDSO Training Director

Date

ASDSO Northeast Regional Conference 2018 49

Susan Sorrell, ASDSO Conference Coordinator

6/6/2018

registered for and attended the ASDSO Northeast Regional Conference on June 4-6, 2018 and is entitled to professional development hour (PDH) credits for the number of contact hours indicated. The maximum hours eligible for this event is 12. __________ # of Contact Hours

(Participant Name)

Date

_________________________________

This is to confirm that

CERTIFICATE OF ATTENDANCE

The Association of State Dam Safety Officials

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Labyrinth Spillway at Leaser Lake Dam, Kempton PA

Inspections & Evaluations / Operations and Maintenance Plans & Support New Dam Design / Potential Failure Modes & Risk Analysis Construction & Contractor Support Services / Planning & Permitting Services Emergency Action Plans / Rehabilitation & Upgrades

Get in touch:

dams-levees@schnabel-eng.com

Boat Barriers

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