Managing Our Water Retention Systems

Size: px
Start display at page:

Download "Managing Our Water Retention Systems"

Transcription

1 Managing Our Water Retention Systems 29th Annual USSD Conference Nashville, Tennessee, April 20-24, 2009 Hosted by Corps of Engineers

2 On the Cover Wolf Creek Dam is on the Cumberland River in South Central Kentucky near Jamestown, Kentucky. It provides flood control, hydropower, recreation, water supply, and water quality benefits for the Cumberland River system. Construction began in 1941 and was interrupted by WWII from 1943 to The reservoir was impounded in December The 5,736 foot-long dam is a combination earthfill and concrete gravity section. U.S. Highway 127 crosses the top of the dam. Vision U.S. Society on Dams To be the nation's leading organization of professionals dedicated to advancing the role of dams for the benefit of society. Mission USSD is dedicated to: Advancing the knowledge of dam engineering, construction, planning, operation, performance, rehabilitation, decommissioning, maintenance, security and safety; Fostering dam technology for socially, environmentally and financially sustainable water resources systems; Providing public awareness of the role of dams in the management of the nation's water resources; Enhancing practices to meet current and future challenges on dams; and Representing the United States as an active member of the International Commission on Large Dams (ICOLD). The information contained in this publication regarding commercial projects or firms may not be used for advertising or promotional purposes and may not be construed as an endorsement of any product or from by the United States Society on Dams. USSD accepts no responsibility for the statements made or the opinions expressed in this publication. Copyright 2009 U.S. Society on Dams Printed in the United States of America Library of Congress Control Number: ISBN U.S. Society on Dams 1616 Seventeenth Street, #483 Denver, CO Telephone: Fax: Internet:

3 SCOUR UPSTREAM OF DAM PIERS Amanda Sutter, PE 1 Edward Demsky, PE 2 Kenneth Koller 3 Michael Navin, PE, PhD 4 ABSTRACT Scour has occurred immediately upstream of several dam piers of Lock and Dam 24, Lock and Dam 25, and Melvin Price Locks and Dam on the Mississippi River. The scour has eroded the upstream protection and shortened the seepage path which could lead to piping of the sand foundation of the pile founded structures. Voids were found under the dam piers upstream of the cutoff wall at Lock and Dam 24 and Lock and Dam 25, which have a portion of the foundation piles upstream of the cutoff wall. At Melvin Price Locks and Dam, the scour was below the bottom of the concrete. Rock was placed at Melvin Price Locks and Dam to fill the holes. A Phase 1 Dam Safety Modification Report has been written for Lock and Dam 25 to address the scour problem. The results show those piers which have voids to have a low reliability of satisfactory performance. Consequences of unsatisfactory behavior were determined and alternatives were developed. The alternatives were analyzed to determine the economic impacts of doing nothing and taking corrective measures. Complete and immediate correction by placement of additional stone for the upstream scour protection is economically justified and is necessary to provide a reliably operating dam. A similar study is planned to be conducted for Lock and Dam 24. INTRODUCTION Scour has occurred immediately upstream of several dam piers of Lock and Dam 24, Lock and Dam 25, and Melvin Price Locks and Dam on the Mississippi River. This type of scour is typical of the scour patterns seen upstream of bridge piers. This problem was first detected at Melvin Price Locks and Dam. The other two dams were then surveyed to determine whether or not this was a systemic problem. All three dams showed similar results. The scour has eroded the upstream protection and shortened the seepage path which could lead to piping of the sand foundation of the pile founded structures. Voids were found under the dam piers upstream of the cutoff wall at Lock and Dam 24 and Lock and Dam 25, which have a portion of the foundation piles upstream of the cutoff wall. At Melvin Price Locks and Dam, the scour was below the bottom of the concrete. Sheet pile was exposed at all three dams. Rock was placed at Melvin Price Locks and 1 Civil Engineer, St. Louis District, United States Army Corps of Engineers, 1222 Spruce Street, St. Louis, MO 63103, 2 Civil Engineer, St. Louis District, United States Army Corps of Engineers, 1222 Spruce Street, St. Louis, MO 63103, 3 Civil Engineer, St. Louis District, United States Army Corps of Engineers, 1222 Spruce Street, St. Louis, MO 63103, 4 Civil Engineer, St. Louis District, United States Army Corps of Engineers, 1222 Spruce Street, St. Louis, MO 63103, Scour Upstream of Dam Piers 227

4 Dam to fill the scour holes and provide protection. A Phase 1 Dam Safety Modification Report has been written for Lock and Dam 25 to address the scour problem. A similar study is planned to be conducted for Lock and Dam 24. MELVIN PRICE LOCKS AND DAM The scour problems were initially discovered based upon a routine hydrographic survey of Melvin Price Locks and Dam. The surveys were performed by Corps of Engineers personnel using multi-beam sonar equipment: a RTK (Real Time Kinematic) GPS-aided Inertial Positioning and Orientation System. The survey equipment had accuracy within 2 inches in the horizontal direction and 6 inches or less in the vertical direction. The primary purpose of the investigation was to determine if any erosion had occurred to the concrete stilling basin and baffle blocks. No erosion of the paving downstream of the stilling basin was detected. Since the project was at an open-river condition, the survey boat was able to maneuver through the open gate bays. This combined with the use of multi-beam sonar (as opposed to the single beam sonar previously employed) allowed data to be collected closer to the upstream face of the dam than was ever collected previously. Melvin Price dam originally had upstream scour protection consisting of 20 inches of 400 pound top size riprap over 6 inches of bedding material for a distance 64 feet upstream of the dam. Large scour holes varying in depth from 7 to 23 feet were detected upstream, immediately against the dam structure at Piers 2, 5, 6, 7, 9, 10 and 11. The results of the survey were plotted and show elevation color contours of the area downstream of the dam gates. See Figure 1. Scour Upstream Baffle Blocks Stilling Basin Figure 1. Overview of hydrographic survey results for Melvin Price Locks and Dam. The deepest scour hole, 23-feet deep, exposed seven feet of the sheet pile cutoff wall under the dam to the river water. Any holes in the sheet piling or separated interlock joints would allow water pressures and flows to directly enter the protected sand foundation. This is an unacceptable condition. If upstream pool water were to get through the steel sheet piling wall it would increase the uplift pressure under the dam and potentially erode away the foundation sand beneath the dam piers, causing loss of lateral support to the foundation piling and excessive movement of the dam piers. In a worst Pier L o c k Downstream 228 Managing Our Water Retention Systems

5 case scenario, this would ultimately lead to failure of the dam. All instrumentation (piezometers, inclinometers, trilateration surveys, and sounding holes) continue to read within the expected range. This indicates that the sheet pile cutoff walls appear to be intact and functioning properly and that no voids exist beneath the dam. Divers from the Corps Engineering Research and Development Center (ERDC) were contacted to take acoustic pictures of the exposed sheet piling of Piers 2 and 5 to further verify sheet pile integrity. The camera inspection showed the sheet pile interlocks to be intact (Figure 2), which was also confirmed by the diver touching the interlocks. Upstream Face of Concrete Pier Sheet Pile Cutoff Figure 2. Acoustic photograph of sheet pile cutoff wall upstream of Pier 5. The maximum scour was 7 feet below the top of the sheet piling. If the scour reaches 20 feet below the base of the pier, the internal soil pressures would rupture the sheet piling causing a cascading failure of the dam monolith. If scour were allowed to continue to develop, dam failure would result under all scenarios. Therefore, the area upstream of the piers was repaired to restore the original cross-sections upstream of the dam. The bottom portion of the deep scour holes were filled with Illinois State Highway specification CA7 course aggregate or crushed stone bedding material. This is to fill the lower part of the scour hole to minimize the potential for damage to the steel sheet piling. The next four feet of the scour holes were filled with graded stone C, with 400 pound top size stone. The upper ten feet of the scour holes shall be filled with graded stone A, with 5000 pound top size stone. Proper placement techniques were used so as not to damage the steel sheet piling and the dam piers. All scour holes had at least 12 inches of CA7 course aggregate or crushed stone bedding material and 36 inches of graded stone C under the larger size stone. This is to keep the sand from being sucked up through the large stone which would then collapse into the hole. Another survey was taken in July 2008 to verify that the repair was intact. Instead, the survey reported that some of the scour reappeared, but not to the original extent. No sheet pile was exposed. The new scour was repaired in November 2008 using a new rock gradation, consisting of 5,000 pound rip rap placed on top of the scour. No smaller stone Scour Upstream of Dam Piers 229

6 was required due to the shallower scour depths and the quantity and gradation of stone from the first repair still remaining in the hole. One of the stilling basins was unwatered around this time. The stilling basins at this project do not have end sills to trap any rock which passes through the gates. However, a manhole cover was missing within the stilling basin and some of the larger stone was found within the manhole. This gives some clues as to the failure mechanism. A model of Mel Price will be constructed and tested by the Corps Engineering, Research, and Design Center (ERDC) to determine the mode of failure. LOCK AND DAM 25 Lock and Dam 25 was surveyed during open river conditions using the multi-beam sonar equipment to determine if scour had also occurred upstream of that dam. Original construction of Dam 25 upstream scour protection consisted of 33 inches of derrick stone (5000 pound top size) over 12 inches of riprap on top of 6 inches of stone or gravel on a lumber mattress for a distance of 20 to 24 feet upstream of the dam. Large upstream scour was found, which was much larger than that found at the Melvin Price Dam. See Figure 3. The deepest scour found immediately upstream of Dam No. 25 was 11 feet beneath the bottom of the dam pier/sill base near Pier 16 at Gatebay 15 exposing 11 feet of the sheet pile cutoff wall. However the deepest scour found directly adjacent to pier base 16 would expose 7 feet of the upstream sheet pile cutoff wall beneath and adjacent to dam pier 16. Figure 3. Close up view of hydrographic survey results near Pier 13 at Lock and Dam 25. The dam piers are founded on timber friction piles 30 feet in length. Unfortunately, approximately 15 percent of the timber piles are located upstream of the sheet pile cutoff wall. See Figure 4. Some of the 30 feet long timber piles therefore have as much as 7 feet of the supporting foundation material removed by the upstream scour. 230 Managing Our Water Retention Systems

7 Flow Figure 4. Construction photo of pile foundation May Inspection and acoustic photos performed by a diver of some of the piers confirmed that the timber piles were intact with no apparent damage and that no openings were found in the sheet pile cutoff. See Figure 5 for one of the acoustic photos and Figure 6 for a sketch to clarify the condition. Nearly all piers have one piezometer and two piers have multiple piezometers. All of the piezometers show levels close to tailwater, indicating no piping under the dam. Timber Pile Sheet Piles El 409 El 403 Timber Piles Flow Timber piles not shown. El 392 Debris Figures 5. Acoustic photo of timber piles. Sheet pile cutoff EL 373 Figure 6. Sketch of timber piles. A reliability model was created to determine the probability that the sheet pile wall could be overstressed due to scour upstream of the dam. Reliability analysis was performed in the model using the Taylor Series Method as described in USACE ETL , Introduction to Probability and Reliability Methods for Use in Geotechnical Engineering. Low, medium and high levels of consequences have been developed for the without project condition and include the physical damage, the emergency repair cost El 359 Scour Upstream of Dam Piers 231

8 to restore performance, and the duration of any repairs that affect lock closure. Scour is generally progressive and becomes worse over time, but is highly random as sand is alternatively removed and redeposited upstream of the dam. The reliability model showed that for four feet of scour the probability of unsatisfactory performance is 6.8%. This unsatisfactory performance would consist of movement of at least one pier. The mean value of four feet used in this analysis is based on a diver inspection where the diver was able to crawl beneath the dam and physically measure scour at the sheet pile. The probability of unsatisfactory performance would be much larger than the calculated 6.8% if the deeper scour measured elsewhere along the face of the dam would extend under the dam to the sheet pile at one of the other pier locations. There was eleven feet of scour recorded at Gatebay 15. The scour condition is critical. In addition to the scour immediately upstream of the dam, more general scour conditions have developed further upstream in the vicinity of the dam on each side of the river. See Figure 7. The color plot of the survey shows the large areas further upstream of the dam that have also scoured. Figure 7. Note the blue areas on both sides of the river channel which indicate scour. Low, medium and high levels of consequences have been developed, with loss of piers or dam due to foundation scour being the primary failure concern. The results show those piers which have voids to have a low reliability of satisfactory performance. Consequences of unsatisfactory behavior were determined and alternatives were developed. The alternatives were analyzed to determine the economic impacts of doing nothing and taking corrective measures. Complete and immediate correction by placement of additional stone for the upstream scour protection is economically justified 232 Managing Our Water Retention Systems

9 and is necessary to provide a reliably operating dam. Efforts are currently underway to secure funding to correct the scour problems at Lock and Dam 25. LOCK AND DAM 24 Similar to Lock and Dam 25, Lock and Dam 24 upstream scour protection originally consisted of 33 inches of derrick stone (5000 pound top size) over 12 inches of riprap on top of 6 inches of stone or gravel on a lumber mattress for a distance of 20 to 24 feet upstream of the dam. A similar scour condition exists at Dam No. 24 with the maximum depth of scour directly adjacent to Pier 4 being at Elevation 414 feet NGVD, four feet beneath the bottom of the pier base exposing 4 feet of the upstream sheet pile cutoff wall and the timber piling upstream of the cutoff wall. Since 12 of the 72 piles under the tainter gate piers (equal to 17 percent) are upstream of the sheet pile cutoff, it is likely that some of these 30-foot long friction piles could have 4 feet of the support foundation material removed by the upstream scour. Exposed timber friction piles reduce the ability of the pile foundation to carry the loading on the dam piers and will result in excess pier movement and settlement. For Pier 4, the loss of 4 feet of foundation material would affect the lateral movement of the piles more than the vertical bearing capacity since the piles under this pier are end-bearing on rock. Scour occurred immediately upstream of the dam structure to a lesser degree at Piers 5 through 11. A study similar to the one conducted at Dam 25 is planned for Dam 24 as soon as funding is available. This study will determine the best course of action for repairs. CONCLUSION None of the dams had adequate upstream scour protection to prevent severe scour from occurring at these structures. The protective rock was not of an adequate size and thickness and did not extend the proper distance from the dam to protect the dam from the serious scour that has occurred. Exposed unprotected upstream sheet pile cutoff walls can lead to serious underseepage conditions developing that can cause foundation piping. Exposed timber friction piles reduce the ability of the pile foundation to carry the loading on the dam piers potentially resulting in excess pier movement and settlement. When piles are exposed over time, they can be damaged by forces developed when passing ice through the dam. Any of these conditions can cause the dam to become inoperable or lead to dam failure resulting in hundreds of millions of dollars of navigation loss and associated repair costs. The scour problem developed because the designers of these navigation dams did not realize that the constriction they placed in the river (locks, dam piers, sills, and overflow dikes) would greatly increase the river velocities upstream of the dam resulting in large scour forces acting on unprotected areas and undersized scour protection. The Corps of Engineers St. Louis District is concerned that inadequate upstream scour protection for navigation dams on the upper Mississippi River is a systematic dam safety problem since Scour Upstream of Dam Piers 233

10 most of the navigation dams were designed during the same time period and were of similar design. Inadequate upstream scour protection could exist on other navigation systems throughout the country. 234 Managing Our Water Retention Systems

Lockport Pool Chicago Sanitary & Ship Canal Illinois Waterway

Lockport Pool Chicago Sanitary & Ship Canal Illinois Waterway Presentation to the Inland Waterways Users Board Lockport Pool Chicago Sanitary & Ship Canal Illinois Waterway by Gary Loss, P.E. Rock Island District July 13, 2006 Chicago Sanitary and Ship Canal A

More information

STRUCTURES. 1.1. Excavation and backfill for structures should conform to the topic EXCAVATION AND BACKFILL.

STRUCTURES. 1.1. Excavation and backfill for structures should conform to the topic EXCAVATION AND BACKFILL. STRUCTURES 1. General. Critical structures may impact the integrity of a flood control project in several manners such as the excavation for construction of the structure, the type of foundation, backfill

More information

Case Studies Bridge Scour Inspection and Repair Edward P. Foltyn, P.E. Senior Hydraulic Engineer ODOT Bridge Unit

Case Studies Bridge Scour Inspection and Repair Edward P. Foltyn, P.E. Senior Hydraulic Engineer ODOT Bridge Unit Case Studies Bridge Scour Inspection and Repair Edward P. Foltyn, P.E. Senior Hydraulic Engineer ODOT Bridge Unit 2013 PNW Bridge Inspectors Conference April 2013 REFERENCES Stream Stability at Highway

More information

US Army Corps of Engineers BUILDING STRONG

US Army Corps of Engineers BUILDING STRONG Fort Worth District Public Meeting 20 August 2013 US Army Corps of Engineers Lewisville Dam - Authorization Authorized by the River and Harbor Act, approved 2 March 1945 (Public Law 14, 79th Congress,

More information

BRIDGES ARE relatively expensive but often are

BRIDGES ARE relatively expensive but often are Chapter 10 Bridges Chapter 10 Bridges Bridg Bridges -- usually the best, but most expensive drainage crossing structure. Protect bridges against scour. BRIDGES ARE relatively expensive but often are the

More information

USACE Dam Safety Program Current Approach & Methodology

USACE Dam Safety Program Current Approach & Methodology USACE Dam Safety Program Current Approach & Methodology Siamac Vaghar, PE, MASCE Chief, Geotechnical Engineering Section Dam Safety Program Manager US Army Corps of Engineers New England District Corps

More information

Outlet stabilization structure

Outlet stabilization structure Overview of Sedimentation and Erosion Control Practices Practice no. 6.41 Outlet stabilization structure Erosion at the outlet of channels, culverts, and other structures is common, and can cause structural

More information

Evaluating the Condition of Seawalls/Bulkheads

Evaluating the Condition of Seawalls/Bulkheads Volume 2 Evaluating the Condition of Seawalls/Bulkheads By: Coastal Systems International, Inc. Typical bulkhead under construction Seawalls and bulkheads (walls) provide shoreline stabilization for many

More information

Emergency Spillways (Sediment basins)

Emergency Spillways (Sediment basins) Emergency Spillways (Sediment basins) DRAINAGE CONTROL TECHNIQUE Low Gradient Velocity Control Short-Term Steep Gradient Channel Lining Medium-Long Term Outlet Control Soil Treatment Permanent [1] [1]

More information

CLARK COUNTY REGIONAL FLOOD CONTROL DISTRICT HYDROLOGIC CRITERIA AND DRAINAGE DESIGN MANUAL SECTION 1100 ADDITIONAL HYDRAULIC STRUCTURES

CLARK COUNTY REGIONAL FLOOD CONTROL DISTRICT HYDROLOGIC CRITERIA AND DRAINAGE DESIGN MANUAL SECTION 1100 ADDITIONAL HYDRAULIC STRUCTURES CLARK COUNTY REGIONAL FLOOD CONTROL DISTRICT HYDROLOGIC CRITERIA AND DRAINAGE DESIGN MANUAL SECTION 1100 ADDITIONAL HYDRAULIC STRUCTURES TABLE OF CONTENTS Page 1101 INTRODUCTION 1102 1102 CHANNEL DROPS

More information

PILE FOUNDATIONS FM 5-134

PILE FOUNDATIONS FM 5-134 C H A P T E R 6 PILE FOUNDATIONS Section I. GROUP BEHAVIOR 6-1. Group action. Piles are most effective when combined in groups or clusters. Combining piles in a group complicates analysis since the characteristics

More information

Safe & Sound Bridge Terminology

Safe & Sound Bridge Terminology Safe & Sound Bridge Terminology Abutment A retaining wall supporting the ends of a bridge, and, in general, retaining or supporting the approach embankment. Approach The part of the bridge that carries

More information

BMP-7. A sediment filter or an excavated impounding area around a storm drain drop inlet or curb inlet.

BMP-7. A sediment filter or an excavated impounding area around a storm drain drop inlet or curb inlet. BMP-7 BMP: STORM DRAIN INLET PROTECTION Definition A sediment filter or an excavated impounding area around a storm drain drop inlet or curb inlet. To prevent sediment from entering storm drainage systems

More information

Rehabilitation of Locks on the Kentucky River

Rehabilitation of Locks on the Kentucky River Rehabilitation of Locks on the Kentucky River Joshua M. Repp, PE Bergmann Associates Presentation Overview River System History Evolution of Lock and Dams Structures Existing Condition of Structures Lock

More information

San Antonio Water System Standard Specifications for Construction ITEM NO. 1103 POINT REPAIRS AND OBSTRUCTION REMOVALS

San Antonio Water System Standard Specifications for Construction ITEM NO. 1103 POINT REPAIRS AND OBSTRUCTION REMOVALS ITEM NO. 1103 POINT REPAIRS AND OBSTRUCTION REMOVALS 1103.1 DESCRIPTION: 1. Repair of sanitary sewer lines by replacing short lengths of failed pipe with new pipe. 2. Repair of service laterals located

More information

Moving Small Mountains Vesuvius Dam Rehab

Moving Small Mountains Vesuvius Dam Rehab Moving Small Mountains Vesuvius Dam Rehab Susan L. Peterson, P.E., regional dams engineer, Eastern Region, Bedford, IN Note: The following article, Moving Small Mountains Vesuvius Dam Rehab, by Sue Peterson,

More information

Scour and Scour Protection

Scour and Scour Protection Design of Maritime Structures Scour and Scour Protection Steven A. Hughes, PhD, PE Coastal and Hydraulics Laboratory US Army Engineer Research and Development Center Waterways Experiment Station 3909 Halls

More information

Small Dam Hazard Assessment Inventory

Small Dam Hazard Assessment Inventory Small Dam Hazard Assessment Inventory What would happen if your dam were to fail? This is a question that most dam owners hope they will never have to answer. However it is a question you, as a responsible

More information

Index. protection. excavated drop inlet protection (Temporary) 6.50.1 6.51.1. Block and gravel inlet Protection (Temporary) 6.52.1

Index. protection. excavated drop inlet protection (Temporary) 6.50.1 6.51.1. Block and gravel inlet Protection (Temporary) 6.52.1 6 Index inlet protection excavated drop inlet protection (Temporary) 6.50.1 HARDWARE CLOTH AND GRAVEL INLET PROTECTION Block and gravel inlet Protection (Temporary) sod drop inlet protection ROCK DOUGHNUT

More information

Jackson Gulch Outlet Canal Rehabilitation Project

Jackson Gulch Outlet Canal Rehabilitation Project Jackson Gulch Outlet Canal Rehabilitation Project Preliminary Budgetary Estimate for Rehabilitation February 2004 Prepared for the Mancos Water Conservancy District Jackson Gulch Reservoir 42888 County

More information

Residential Foundations and Basements

Residential Foundations and Basements Residential Foundations and Basements Disclaimer All of the following information is based on the 2006 International Residential Code with Kentucky Amendments. As some information is paraphrased, article

More information

EMERGENCY HOME PROTECTION. Homeowner's Guide for Emergency Flood Control. Contents INTRODUCTION

EMERGENCY HOME PROTECTION. Homeowner's Guide for Emergency Flood Control. Contents INTRODUCTION EMERGENCY HOME PROTECTION Homeowner's Guide for Emergency Flood Control Contents Discussion or Section Page Number Introduction 3 Potential Flooding Periods 4 General Rules and Control Aids 5,6 Sandbags

More information

Remote Monitoring of Bridge Scour Using Echo Sounding Technology

Remote Monitoring of Bridge Scour Using Echo Sounding Technology Remote Monitoring of Bridge Scour Using Echo Sounding Technology IVAN R. LASA Florida Department of Transportation GEORGE H. HAYES Environmental Data Systems, Inc. EDWARD T. PARKER Federal Highway Administration

More information

CITY UTILITIES DESIGN STANDARDS MANUAL

CITY UTILITIES DESIGN STANDARDS MANUAL CITY UTILITIES DESIGN STANDARDS MANUAL Book 2 (SW) SW9 June 2015 SW9.01 Purpose This Chapter provides information for the design of open channels for the conveyance of stormwater in the City of Fort Wayne.

More information

This is a digital document from the collections of the Wyoming Water Resources Data System (WRDS) Library.

This is a digital document from the collections of the Wyoming Water Resources Data System (WRDS) Library. This is a digital document from the collections of the Wyoming Water Resources Data System (WRDS) Library. For additional information about this document and the document conversion process, please contact

More information

Lower Breton Sound Sediment Diversion Conceptual Engineering Design Presentation

Lower Breton Sound Sediment Diversion Conceptual Engineering Design Presentation EXPERT PANEL ON DIVERSION PLANNING AND IMPLEMENTATION Lower Breton Sound Sediment Diversion Conceptual Engineering Design Presentation February 12, 2015 Topics I. Introduction II. Geotechnical Study III.

More information

Micropiles Reduce Costs and Schedule for Merchant RR Bridge Rehabilitation

Micropiles Reduce Costs and Schedule for Merchant RR Bridge Rehabilitation Micropiles Reduce Costs and Schedule for Merchant RR Bridge Rehabilitation Jeff R. Hill, P.E. Hayward Baker Inc. 111 W. Port Plaza Drive Suite 600 St. Louis, MO 63146 314-542-3040 JRHill@HaywardBaker.com

More information

Why Include Instrumentation in Dam Monitoring Programs?

Why Include Instrumentation in Dam Monitoring Programs? United States Society on Dams Why Include Instrumentation in Dam Monitoring Programs? November 2008 Version 1.00 United States Society on Dams Why Include Instrumentation in Dam Monitoring Programs? November

More information

Local Road Assessment and Improvement Drainage Manual

Local Road Assessment and Improvement Drainage Manual Local Road Assessment and Improvement Drainage Manual Donald Walker, T.I.C. Director, author Lynn Entine, Entine & Associates, editor Susan Kummer, Artifax, design Transportation Information Center University

More information

Suggested Stormwater Management Practices For Private Driveways and Roads

Suggested Stormwater Management Practices For Private Driveways and Roads Suggested Stormwater Management Practices For Private Driveways and Roads These practices are necessary to satisfy the water quantity and water quality criteria of the Rappahannock Stormwater Ordinance.

More information

CLIFTY CREEK PLANT MADISON, INDIANA

CLIFTY CREEK PLANT MADISON, INDIANA 2015 DAM AND DIKE INSPECTION REPORT GERS-15-018 CLIFTY CREEK PLANT MADISON, INDIANA PREPARED BY GEOTECHNICAL ENGINEERING AEP SERVICE CORPORATION 1 RIVERSIDE PLAZA COLUMBUS, OHIO Annual Dam and Dike Inspection

More information

Table 4.9 Storm Drain Inlet Protetion Applicable for

Table 4.9 Storm Drain Inlet Protetion Applicable for BMP C220: Storm Drain Inlet Protection Purpose To prevent coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Conditions of Use Type of Inlet Protection

More information

Lighthouse Engineering, L.L.C.

Lighthouse Engineering, L.L.C. Registered Engineering Firm (F: 9334) Phone: 214-577-1077 Fax: 214-224-0549 Website: www.lighthouseeng.com Email: Office@LighthouseEng.com Thursday, September 04, 2014 TO: Our Client RE: Initial Engineering

More information

Storm Drain Inlet Protection - IP

Storm Drain Inlet Protection - IP Storm Drain Inlet Protection - IP DEFINITION A temporary protective device formed around a storm drain drop inlet to trap sediment. PURPOSE To prevent sediment from entering storm drainage systems, prior

More information

ENERGY DISSIPATION CHAPTER 7

ENERGY DISSIPATION CHAPTER 7 CHAPTER 7 ENERGY DISSIPATION 7.1 Overview... 7-1 7.2 Design Criteria... 7-1 7.2.1 General Criteria... 7-1 7.2.2 Erosion Hazards... 7-1 7.2.3 Recommended Dissipators... 7-1 7.3 Riprap Aprons... 7-2 7.3.1

More information

SIMULATION OF SEDIMENT TRANSPORT AND CHANNEL MORPHOLOGY CHANGE IN LARGE RIVER SYSTEMS. Stephen H. Scott 1 and Yafei Jia 2

SIMULATION OF SEDIMENT TRANSPORT AND CHANNEL MORPHOLOGY CHANGE IN LARGE RIVER SYSTEMS. Stephen H. Scott 1 and Yafei Jia 2 US-CHINA WORKSHOP ON ADVANCED COMPUTATIONAL MODELLING IN HYDROSCIENCE & ENGINEERING September 19-21, Oxford, Mississippi, USA SIMULATION OF SEDIMENT TRANSPORT AND CHANNEL MORPHOLOGY CHANGE IN LARGE RIVER

More information

Chapter 11 Outfall Systems

Chapter 11 Outfall Systems Chapter 11 Outfall Systems This section presents the methods, criteria and details for analysis and design of outfall systems. Properly designed outfalls are critical to reducing the chance of adverse

More information

CHAPTER 9. Outlet Protection

CHAPTER 9. Outlet Protection CHAPTER 9 Outlet Protection General Considerations Not an ABACT, but should be used in all watersheds to prevent erosion due to concentrated discharges For channel or swale, use guidance for pipe with

More information

Property Care White Papers. Site Drainage: Monitor and Maintain

Property Care White Papers. Site Drainage: Monitor and Maintain Monitor and Maintain Site Drainage Good site drainage is an important part of keeping water issues from affecting the building. The upkeep of existing systems should be an important part of any maintenance

More information

ICOLD POSITION PAPER ON DAM SAFETY AND EARTHQUAKES

ICOLD POSITION PAPER ON DAM SAFETY AND EARTHQUAKES ICOLD POSITION PAPER ON DAM SAFETY AND EARTHQUAKES August 2012 Dam Safety and Earthquakes Position Paper of International Commission on Large Dams (ICOLD) Prepared by ICOLD Committee on Seismic Aspects

More information

June 2007 CHAPTER 7 - CULVERTS 7.0 CHAPTER 7 - CULVERTS 7.1 GENERAL

June 2007 CHAPTER 7 - CULVERTS 7.0 CHAPTER 7 - CULVERTS 7.1 GENERAL 7.0 7.1 GENERAL For the purpose of this manual, culverts are defined as structures that are completely surrounded by soil and located below the surface of the roadway parallel to the general direction

More information

ANTERO DAM REHABILITATION PHASE III

ANTERO DAM REHABILITATION PHASE III Introduction and Background ANTERO DAM REHABILITATION PHASE III Denver Water s Antero Dam is a high hazard dam located near the headwaters of the South Fork of the South Platte River near Hartsel, Park

More information

RIPRAP From Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas http://www.mass.gov/dep/water/laws/policies.

RIPRAP From Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas http://www.mass.gov/dep/water/laws/policies. RIPRAP From Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas http://www.mass.gov/dep/water/laws/policies.htm#storm Definition: A permanent, erosion-resistant ground cover

More information

Mission Creek Flood Control & Restoration Project. City of Fremont, Alameda County

Mission Creek Flood Control & Restoration Project. City of Fremont, Alameda County Mission Creek Flood Control & Restoration Project City of Fremont, Alameda County Agenda Background Why are proposed improvements necessary? Proposed project components Challenges Construction schedule/phasing

More information

Department of Planning and Land Services Development Engineering

Department of Planning and Land Services Development Engineering Pierce County Department of Planning and Land Services Development Engineering SINGLE FAMILY RESIDENTIAL PERMEABLE PAVEMENT DRIVEWAY DESIGN GUIDE 2015 Pierce County Stormwater Management and Site Development

More information

City of Shelbyville Site Inspection Checklist

City of Shelbyville Site Inspection Checklist City of Shelbyville Site Inspection Checklist General Information Project Name: KYR10 Permit Number: Date: Project Location: Contractor: Conractor Representative: Inspector's Name: Title: Signature : Weather

More information

Final. Contact person: Colin Whittemore Aurecon Centre 1 Century City Drive Waterford Precinct, Century City Cape Town, South Africa

Final. Contact person: Colin Whittemore Aurecon Centre 1 Century City Drive Waterford Precinct, Century City Cape Town, South Africa Review Report and Recommendations for the Remediation of Flood Damage at the Berg River Causeway and the Dam Bypass Channel on Portion of Farms 1646 and 1014, Franschhoek Contact person: Colin Whittemore

More information

Homeowner s Guide to Drainage

Homeowner s Guide to Drainage Homeowner s Guide to Drainage a scottsdale homeowner s guide to drainage produced by the city of scottsdale s stormwater management division Transportation Department TABLE OF CONTENTS Introduction 2 Drainage

More information

Orifices may be constructed on a pipe, tee riser, baffle, or other structure intended for conveyance.

Orifices may be constructed on a pipe, tee riser, baffle, or other structure intended for conveyance. APPENDIX F CONTROL STRUCTURES FOR DETENTION SYSTEMS This appendix presents the methods and equations for the design of flow control structures. It includes illustrations and equations for the design of

More information

RESUME Lee A. Knuppel, P.E.

RESUME Lee A. Knuppel, P.E. RESUME Lee A. Knuppel, P.E. OFFICE: EDUCATION: LEE A. KNUPPEL AND ASSOCIATES, Inc. 7770 Cooper Road, Suite 7 Montgomery, Ohio 45242 (513) 793-4222 Graduate: UCLA, Los Angeles, CA M.S. in Civil Engineering,

More information

Analysis of the Interstate 10 Twin Bridge s Collapse During Hurricane Katrina

Analysis of the Interstate 10 Twin Bridge s Collapse During Hurricane Katrina Analysis of the Interstate 0 Twin Bridge s Collapse During Hurricane Katrina By Genda Chen, Emitt C. Witt III, David Hoffman, Ronaldo Luna, and Adam Sevi The Interstate 0 Twin Span Bridge over Lake Pontchartrain

More information

Riprap-lined Swale (RS)

Riprap-lined Swale (RS) Riprap-lined Swale (RS) Practice Description A riprap-lined swale is a natural or constructed channel with an erosion-resistant rock lining designed to carry concentrated runoff to a stable outlet. This

More information

Foundations 65 5 FOUNDATIONS. by Richard Chylinski, FAIA and Timothy P. McCormick, P.E. Seismic Retrofit Training

Foundations 65 5 FOUNDATIONS. by Richard Chylinski, FAIA and Timothy P. McCormick, P.E. Seismic Retrofit Training Foundations 65 5 FOUNDATIONS by Richard Chylinski, FAIA and Timothy P. McCormick, P.E. 66 Foundations Foundations 67 FOUNDATIONS Let's assume that the retrofit has been done correctly from the roofline

More information

Estabrook Dam A Discussion of Alternatives. Public Scoping Meeting June 5, 2014

Estabrook Dam A Discussion of Alternatives. Public Scoping Meeting June 5, 2014 Estabrook Dam A Discussion of Alternatives Public Scoping Meeting June 5, 2014 Presenters Kevin Haley, PLA, Milwaukee County Don Pirrung, P.E., PH, AECOM Mike Hahn, P.E., PH, Southeastern Wisconsin Regional

More information

a '3 m. . Washout of guardrails and mad surface. . Upper Darby, Peizxylvania 19062

a '3 m. . Washout of guardrails and mad surface. . Upper Darby, Peizxylvania 19062 UNITED STATES DEPART-!E?n OF AGRICULTUXE Soil Conservztior Service Regional Technical Service Center Upper Darby, Peizxylvania 19062 June 30, 1969 TSC TECHNICAL NOTE - WATERSHEDS UD-22 SUBJECT: Economics

More information

APPLICATION PROCEDURES FOR PLACEMENT OF UNDERGROUND TELECOMMUNICATION CABLES IN THE VICINITY OF TRANSPORTATION FACILITIES

APPLICATION PROCEDURES FOR PLACEMENT OF UNDERGROUND TELECOMMUNICATION CABLES IN THE VICINITY OF TRANSPORTATION FACILITIES APPLICATION PROCEDURES FOR PLACEMENT OF UNDERGROUND TELECOMMUNICATION CABLES IN THE VICINITY OF TRANSPORTATION FACILITIES UNDER THE JURISDICTION OF ALBERTA TRANSPORTATION 1.0 Application Procedures 2.0

More information

SECTION TRENCHING, BACKFILLING AND COMPACTING

SECTION TRENCHING, BACKFILLING AND COMPACTING SECTION 02221 TRENCHING, BACKFILLING AND COMPACTING PART 1 GENERAL 1.01 SUMMARY A. This section addresses excavation and trenching; including subsurface drainage, dewatering, preparation of subgrade, pipe

More information

Given informations about construction on foundation plan:

Given informations about construction on foundation plan: FOUNDATIONS Foundations are structure members having different types of design that carry and transmit the dead, live and earthquake loads of structure. Foundation plans are drawn with 1/50 or 1/100 scale

More information

Guidelines for the Construction of Low Flow Bypass Devices

Guidelines for the Construction of Low Flow Bypass Devices TECHNICAL FACT SHEETS IN THIS SERIES Sheet 3a On-Stream Dams Sheet 3b Off-Stream Diversions Sheet 3c Off-Stream Diversion with a 50:50 Flow Split Small Weir to Divert Low Flows caption to go here Guidelines

More information

CHICAGO SANITARY AND SHIP CANAL AT LOCKPORT REHABILITATION CASE STUDY. Brant Jones, P.E. 1 Thomas Mack, P.E. 2 Amy Moore, P.E.

CHICAGO SANITARY AND SHIP CANAL AT LOCKPORT REHABILITATION CASE STUDY. Brant Jones, P.E. 1 Thomas Mack, P.E. 2 Amy Moore, P.E. CHICAGO SANITARY AND SHIP CANAL AT LOCKPORT REHABILITATION CASE STUDY Brant Jones, P.E. 1 Thomas Mack, P.E. 2 Amy Moore, P.E. 3 ABSTRACT This paper will discuss the unique history and techniques for restoring

More information

Stormwater/Wetland Pond Construction Inspection Checklist

Stormwater/Wetland Pond Construction Inspection Checklist : Construction Inspection ChecklistsTools Stormwater/Wetland Pond Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: SATISFACTORY/ UNSATISFACTORY COMMENTS Pre-Construction/Materials

More information

EMERGENCY ACTION PLAN UPDATE OF LAKE GENEVA DAM ID #617. Prepared for: LAKE GENEVA ASSOCIATION 1114 E. Geneva Drive City of DeWitt, MI

EMERGENCY ACTION PLAN UPDATE OF LAKE GENEVA DAM ID #617. Prepared for: LAKE GENEVA ASSOCIATION 1114 E. Geneva Drive City of DeWitt, MI EMERGENCY ACTION PLAN UPDATE OF LAKE GENEVA DAM ID #617 Prepared for: LAKE GENEVA ASSOCIATION 1114 E. Geneva Drive City of DeWitt, MI Modified by: WILCOX PROFESSIONAL SERVICES, LLC 111 W. Edgewood Blvd.,

More information

Block and Gravel Inlet Protection (BIP)

Block and Gravel Inlet Protection (BIP) Block and Gravel Inlet Protection (BIP) Practice Description Block and gravel inlet protection is a sediment control barrier formed around a storm drain inlet by the use of standard concrete block and

More information

DEPARTMENT OF THE ARMY ETL 1110-2-569 U.S. Army Corps of Engineers CECW-EG Washington, DC 20314-1000

DEPARTMENT OF THE ARMY ETL 1110-2-569 U.S. Army Corps of Engineers CECW-EG Washington, DC 20314-1000 DEPARTMENT OF THE ARMY ETL 1110-2-569 U.S. Army Corps of Engineers CECW-EG Washington, DC 20314-1000 Technical Letter No. 1110-2-569 1 May 2005 Engineering and Design DESIGN GUIDANCE FOR LEVEE UNDERSEEPAGE

More information

Settlement of Foundations on Expansive Clays Due to Moisture Demand of Trees CIGMAT 2008

Settlement of Foundations on Expansive Clays Due to Moisture Demand of Trees CIGMAT 2008 Settlement of Foundations on Expansive Clays Due to Moisture Demand of Trees CIGMAT 2008 Kenneth E. Tand, P.E. Practicing Geotechnical Engineer FRIEND OR FOE Trees are our friends. They extract carbon

More information

Failing Coastal Wood Infrastructure on the Great Lakes

Failing Coastal Wood Infrastructure on the Great Lakes University of Wisconsin Sea Grant Institute Contact Gene Clark grclark@aqua.wisc.edu 715-392-3246 Failing Coastal Wood Infrastructure on the Great Lakes Gene Clark/UW Sea Grant Institute Introduction Many

More information

Section 2100-Trenching and Tunneling

Section 2100-Trenching and Tunneling SECTION 5200 - STORM SEWER PART 1 - GENERAL 1.01 SCOPE: This Section covers installation of storm sewer mains and culverts. Topics include permits and fees, trench widths, pipe laying, bedding, initial

More information

GLOSSARY OF TERMINOLOGY

GLOSSARY OF TERMINOLOGY GLOSSARY OF TERMINOLOGY AUTHORIZED PILE LENGTHS - (a.k.a. Authorized Pile Lengths letter) Official letter stating Engineer's recommended length of concrete piles to be cast for construction of foundation.

More information

Chapter 3 CULVERTS. Description. Importance to Maintenance & Water Quality. Culvert Profile

Chapter 3 CULVERTS. Description. Importance to Maintenance & Water Quality. Culvert Profile Chapter 3 CULVERTS Description A culvert is a closed conduit used to convey water from one area to another, usually from one side of a road to the other side. Importance to Maintenance & Water Quality

More information

5.0 OVERVIEW OF FLOOD DAMAGE REDUCTION MEASURES

5.0 OVERVIEW OF FLOOD DAMAGE REDUCTION MEASURES 5.0 OVERVIEW OF FLOOD DAMAGE REDUCTION MEASURES Flood damage reduction consists of two basic techniques structural and non-structural. Structural methods modify the flood and take the flood away from people

More information

Sewer Rehabilitation Design Requirements

Sewer Rehabilitation Design Requirements Sanitary Sewer Overflow (SSO) Control and Wastewater Facilities Program Sewer Rehabilitation Design Requirements City of Baton Rouge/Parish of East Baton Rouge Department of Public Works Submitted by Prepared

More information

Specifications for Residential Property Owners Connection to New Public Sewer

Specifications for Residential Property Owners Connection to New Public Sewer Specifications for Residential Property Owners Connection to New Public Sewer Spalding Tract property owners are required to connect to the community sewer system when construction is complete and the

More information

Retaining Wall Stability and Maintenance

Retaining Wall Stability and Maintenance Retaining Wall Stability and Maintenance Heavy rains have contributed to landslides and other unfortunate occurrences in various jurisdictions. Although the SCRD has been spared any serious mishap, it

More information

Subsurface Sewage Treatment System (SSTS) Self-Install Guide

Subsurface Sewage Treatment System (SSTS) Self-Install Guide Subsurface Sewage Treatment System (SSTS) Self-Install Guide Hubbard County Environmental Services Updated: February 2010 Introduction The purpose of this guide is to familiarize the homeowner with some

More information

Nashville District Workload for Nashville SAME Professional Development Workshop

Nashville District Workload for Nashville SAME Professional Development Workshop Nashville District Workload for Nashville SAME Professional Development Workshop Thomas Cayce, PE Chief, Programs and Project Delivery Branch Nashville District 17 August 2011 US Army Corps of Engineers

More information

The checklist utilized by the Authority will be similar to that which is shown below. Project Name: Location: Consulting Engineering Firm:

The checklist utilized by the Authority will be similar to that which is shown below. Project Name: Location: Consulting Engineering Firm: Page 1 of 6 Section 1. PURPOSE This policy is an Engineering checklist of the Local Review Program for sanitary sewer improvement projects by the Bedford Regional Water Authority ( Authority ). Section

More information

ROSE CREEK WATERSHED HYDROLOGIC, HYDRAULIC, SEDIMENT TRANSPORT, AND GEOMORPHIC ANALYSES TASK 1 EXISTING DATA AND INFORMATION SUMMARY REPORT BACKGROUND

ROSE CREEK WATERSHED HYDROLOGIC, HYDRAULIC, SEDIMENT TRANSPORT, AND GEOMORPHIC ANALYSES TASK 1 EXISTING DATA AND INFORMATION SUMMARY REPORT BACKGROUND ROSE CREEK WATERSHED HYDROLOGIC, HYDRAULIC, SEDIMENT TRANSPORT, AND GEOMORPHIC ANALYSES TASK 1 EXISTING DATA AND INFORMATION SUMMARY REPORT BACKGROUND The Rose Creek Watershed (RCW) consists of three planning

More information

Small Dam Repair The Stone Lake Dam Story. Joe Barron, P.E. SynTerra formerly the Fletcher Group, Inc. 148 River St. Suite 220 Greenville, S.C.

Small Dam Repair The Stone Lake Dam Story. Joe Barron, P.E. SynTerra formerly the Fletcher Group, Inc. 148 River St. Suite 220 Greenville, S.C. Small Dam Repair The Stone Lake Dam Story Joe Barron, P.E. SynTerra formerly the Fletcher Group, Inc. 148 River St. Suite 220 Greenville, S.C. 29601 1 Historical background of Stone Lake A series of three

More information

Travel Time. Computation of travel time and time of concentration. Factors affecting time of concentration. Surface roughness

Travel Time. Computation of travel time and time of concentration. Factors affecting time of concentration. Surface roughness 3 Chapter 3 of Concentration and Travel Time Time of Concentration and Travel Time Travel time ( T t ) is the time it takes water to travel from one location to another in a watershed. T t is a component

More information

Texas Commission on Environmental Quality Organized Sewage Collection System General Construction Notes

Texas Commission on Environmental Quality Organized Sewage Collection System General Construction Notes Texas Commission on Environmental Quality Organized Sewage Collection System General Construction Notes 1. This Organized Sewage Collection System must be designed and constructed in accordance with the

More information

SECTION 02401 SHEETING, SHORING AND BRACING

SECTION 02401 SHEETING, SHORING AND BRACING SECTION 02401 SHEETING, SHORING AND BRACING This section should be edited to reflect soil conditions specific to the project site and the recommendations of a Geotechnical Engineer licensed in the State

More information

Flood mitigation program for Gatun lake. Programa de mitigación de inundaciones del lago Gatún

Flood mitigation program for Gatun lake. Programa de mitigación de inundaciones del lago Gatún Flood mitigation program for Gatun lake Programa de mitigación de inundaciones del lago Gatún Moffatt & Nichol Engineers 10 de febrero de 2005 Contrato No. 126161 Introducción y Recomendaciones 1 INTRODUCTION

More information

Section 402. STORM SEWERS

Section 402. STORM SEWERS 402.02 Section 402. STORM SEWERS 402.01. Description. This work consists of constructing storm sewers of the size and class required, including excavation, bedding, and backfill. 402.02. Materials. Provide

More information

STANDARD AND SPECIFICATIONS FOR STORM DRAIN INLET PROTECTION

STANDARD AND SPECIFICATIONS FOR STORM DRAIN INLET PROTECTION STANDARD AND SPECIFICATIONS FOR STORM DRAIN INLET PROTECTION Design Criteria Drainage Area The drainage area for storm drain inlets shall not exceed one acre. The crest elevations of these practices shall

More information

Nantasket Beach, Hull, MA Seawall Impacts on Beach Erosion. February 9, 2012

Nantasket Beach, Hull, MA Seawall Impacts on Beach Erosion. February 9, 2012 Slide 1 Nantasket Beach, Hull, MA Seawall Impacts on Beach Erosion February 9, 2012 John H. Winkelman U.S. Army Corps of Engineers - New England District 696 Virginia Road, Concord, MA 01742 PH: (978)

More information

Engineering Geological Asset Management for Large Dams. Yasuhito SASAKI (1)

Engineering Geological Asset Management for Large Dams. Yasuhito SASAKI (1) Engineering Geological Asset Management for Large Dams Yasuhito SASAKI (1) (1) Geology Research Team, Public Works Research Institute, Japan E-mail:ya-sasa@pwri.go.jp Abstract Comprehensive inspection

More information

SIERRA LAKES COUNTY WATER DISTRICT P.O. Box 1039, Soda Springs, CA 95728-1039 (7300 Short Road, Serene Lakes)

SIERRA LAKES COUNTY WATER DISTRICT P.O. Box 1039, Soda Springs, CA 95728-1039 (7300 Short Road, Serene Lakes) SIERRA LAKES COUNTY WATER DISTRICT P.O. Box 1039, Soda Springs, CA 95728-1039 (7300 Short Road, Serene Lakes) Maintenance Office Administrative Office Billing Office 530-426-7802 530-426-7800 916-332-4872

More information

Chapter 3 Pre-Installation, Foundations and Piers

Chapter 3 Pre-Installation, Foundations and Piers Chapter 3 Pre-Installation, Foundations and Piers 3-1 Pre-Installation Establishes the minimum requirements for the siting, design, materials, access, and installation of manufactured dwellings, accessory

More information

Valhalla Wilderness Society

Valhalla Wilderness Society Valhalla Wilderness Society Box 329, New Denver, British Columbia, Canada V0G 1S0 Phone: (250) 358-2333, Fax: (250) 358-7950, E-mail: vws@vws.org, Web: http://www.vws.org Robyn Roome Regional Director,

More information

SECTION 4 EXCAVATION, TRENCHING AND BACKFILLING 4.01 SCOPE OF WORK

SECTION 4 EXCAVATION, TRENCHING AND BACKFILLING 4.01 SCOPE OF WORK 4.01 SCOPE OF WORK The work covered by this section shall consist of furnishing all materials, equipment and labor for the excavating, trenching, backfilling, and bore and jack required to install or repair

More information

SPECIFICATION FOR SEGMENTAL RETAINING WALL SYSTEMS

SPECIFICATION FOR SEGMENTAL RETAINING WALL SYSTEMS SPECIFICATION FOR SEGMENTAL RETAINING WALL SYSTEMS PART 1: GENERAL 1.01 Description A. Work includes furnishing and installing segmental retaining wall (SRW) units to the lines and grades designated on

More information

FY14 LRD Lock Maintenance Meeting 11-13 February 2014. Rehabilitation of the Bird Island Pier Black Rock Lock, Buffalo, NY

FY14 LRD Lock Maintenance Meeting 11-13 February 2014. Rehabilitation of the Bird Island Pier Black Rock Lock, Buffalo, NY FY14 LRD Lock Maintenance Meeting 11-13 February 2014 Rehabilitation of the Bird Island Pier Black Rock Lock, Buffalo, NY Paul Bijhouwer, PE, PMP Keith Jones, PE Buffalo District, Operations Branch US

More information

SECTION TRENCHING AND BACKFILLING. 1. Section , Temporary Environmental Controls. 2. Section , Excavation and Fill.

SECTION TRENCHING AND BACKFILLING. 1. Section , Temporary Environmental Controls. 2. Section , Excavation and Fill. SECTION 31 23 33 TRENCHING AND BACKFILLING PART 1 GENERAL 1.01 SECTION INCLUDES A. This WORK shall consist of all labor, equipment, and materials necessary for excavation, trenching, and backfilling for

More information

Presentation to Associated General Contractors

Presentation to Associated General Contractors Presentation to Associated General Contractors COL Mark Deschenes Commander US Army Corps of Engineers Rock Island District February 2014 US Army Corps of Engineers Rock Island District 78,000 Square Miles

More information

Sanitary Sewer Design Standards

Sanitary Sewer Design Standards Sanitary Sewer Design Standards Rogue Valley Sewer Services Revised 8/29/2012 Contents 1. Plan Review Procedures and Submittal Requirements 3 1.1 Pre-Design Meeting: 3 1.2 Initial Design Submittal: 3 1.3

More information

SECTION 300 STORM SEWER AND SUMP PUMP DRAIN SYSTEMS

SECTION 300 STORM SEWER AND SUMP PUMP DRAIN SYSTEMS SECTION 300 STORM SEWER AND SUMP PUMP DRAIN SYSTEMS Section Title Page 301 General................................... 18 302 Materials.................................. 18 303 Design Requirements........................

More information

State of Illinois Department Of Transportation CONSTRUCTION INSPECTOR S CHECKLIST FOR STORM SEWERS

State of Illinois Department Of Transportation CONSTRUCTION INSPECTOR S CHECKLIST FOR STORM SEWERS State of Illinois Department Of Transportation CONSTRUCTION INSPECTOR S CHECKLIST FOR STORM SEWERS While its use is not required, this checklist has been prepared to provide the field inspector a summary

More information

By Chris Gorman, PE M.ASCE PROBLEM:

By Chris Gorman, PE M.ASCE PROBLEM: Improving Bridge Inspection, Scour Monitoring and Infrastructure Management for DOTs using the Echoscope - A true 3D, High-Definition and Real-Time imaging tool. PROBLEM: By Chris Gorman, PE M.ASCE Preserving

More information

Sanitary Sewer Overflow (SSO) Incident Report Form

Sanitary Sewer Overflow (SSO) Incident Report Form Submit completed form to EHS. Date of SSO spill: Sanitary Sewer Overflow (SSO) Incident Report Form Identify the SSO category (check one): Category 1 SSO Spills of any volume that reach surface water Category

More information

National Transportation Safety Board Washington, D.C. 20594

National Transportation Safety Board Washington, D.C. 20594 &J National Transportation Safety Board Washington, D.C. 20594 Safety Recommendation Mr. Robert C. Farris Acting Administrator Federal Highway Administration Washington, D.C. 20590 Date: May 10, 1988 In

More information