DOCSLIB.ORG

Failing Culverts – the Geotechnical Perspective

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Failing Culverts – the Geotechnical Perspective Failing Culverts – The Geotechnical Perspective Al Tenbusch, President, Tenbusch, Inc. Brian Dorwart, Senior Associate, Brierley Associates Al F. Tenbusch, Engineer, Tenbusch, Inc. August 2009 Tenbusch, Inc. [email protected] 972-221-2304 – Brierley Assoc. [email protected] 603-206-5775 1 Introduction The economic stimulus program has brought significant attention to the need to maintain and improve our nation’s infrastructure. Noteworthy is the high failure rate of flexible pipe culverts, most of which are corrugated metal, under our federal, state, and local highways. Some recent failures have been catastrophic as highways collapse without warning, and most occur in high traffic volume areas. With today’s economic realities, it is more important than ever to closely scrutinize these failures and develop long term, cost effective, site appropriate, solutions. To do this it is necessary to consider the fundamental modes of culvert failure and possible solution options from a geotechnical perspective. Three important events that shaped the use of flexible corrugated metal pipes since the beginning when James Watson and Stanley Simpson were granted a U.S. Patent for corrugated metal pipe (CMP) around the turn of the century (late 1890s): 1. Starting in the 1930s, Merlin Spangler, the father of buried flexible pipe design provided a standardized method for installing buried pipe and showed that structural pipe bedding could provide structural support for flexible pipes such as CMP and the overlying pavement. 2. June 29, 1956, America began in earnest to build highways (and culverts) when President Eisenhower signed the Federal-Aid Highway Act of 1956. Corrugated pipe, and in particular, CMP, was generally the material of choice on these low bid projects because of relative low cost for a given strength of the pipe. The corrugation added strength while permitting a reduction in wall metal thickness resulting in lower pipe material cost per foot of pipe. 3. In 1976 the introduction of the Federal High-Way Administration (FHWA) sponsored CANDE (Culvert ANalysis and DEsign) program provided a rational design method for culverts that acknowledged the significant effects of soil to structure interaction in the stability of buried culverts and the overlying pavement. Results showed that for CMP applications, the structural soil fill surrounding the pipe and the pipe form a co-dependent composite structure. Unfortunately, elevated failure rates should be expected as many of the 50s vintage culverts age and highway maintenance funds have been redirected to tasks other than maintenance of culverts. Like other highway structures, flexible culverts have a given lifespan starting at their time of installation depending on design and installed conditions. Initially, the life cycle can be economically extended by relatively low cost routine maintenance such as headwall and pavement maintenance and by cleaning. As the culvert ages, the components start corroding or deteriorate by abrasion and structural fill properties can deteriorate. Pipe damage that has not compromised the soil support system can still be cost effectively maintained and rehabilitated. Rehabilitation options include invert paving and slip lining with an array of different pipe products along with grouting the annular space. In areas where fire is not a possibility, these liners can include different plastic products such as cured in place epoxy composites or a fold and form liner. However, once the culvert and soil structure have both been compromised or a failure has occurred, the structure has reached the end of its service life and must be replaced. Tenbusch, Inc. [email protected] 972-221-2304 – Brierley Assoc. [email protected] 603-206-5775 2 What many see as simply a flexible pipe failure is much more – it is the failure of the soil/pipe structure. This paper will examine fundamental elements associated with failure of flexible buried culverts. It is expected that those who are facing the challenges of replacing or repairing the failing culverts will readily recognize the realities of the failure mode explanations laid out here and the need for addressing both the pipe and the supporting soil to both restore the failed culvert and maintain the integrity of the overlying pavement. Let us start by examining the work of those who went before us in the construction of the culvert system. Installation specifications called for over excavation under the pipe and placement of a sound layer of bedding material that would serve to support the pipe and provide drainage for the surrounding soil to reduce the potential corrosion from groundwater. The pipe was then laid on the sound bedding. Free draining structural fill was then installed along the haunches and compacted in a manner so as to not heave the pipe by forcing material under the haunches. When the well drained structural fill was installed and compacted in lifts to a level near the top of the pipe, the final backfill lift over the crown was placed, and the final compaction effort finished the job. The remaining trench was then backfilled to final grade and in some areas where there was to be an embankment – work began to build the embankment to the final grade. These are the conditions under which most culverts start their life and where aging begins. Culvert aging is a function of the impact of environmental factors on the culvert and soil composite system. These impact factors change the structural properties of the pipe and/or the surrounding supporting soil that make the composite system stable. Deterioration of the properties of these structural elements leads to mechanical failure such as seam separation, buckling failure of the invert or crown as pipe material or supporting soil structure weakens, or catastrophic removal of structure components by erosion or physical damage such as by fire. Buckling is probably the most common of the failure modes and bares additional explanation regarding the soil and pipe system interaction to understand the meaning of why the flexible pipe and soil are considered to be a composite structure. Spangler discovered the effectiveness of soil support at the sides of flexible pipe. Failure of pipes with applied external loads is typically by unconstrained buckling of the pipe. Providing external support to the pipe enhances the pipe resistance to buckling. The installed corrugated pipe strength is significantly enhanced by external support provided by the structural fill bedding. Research has indicated that this well placed structural fill can enhance the buckling resistance of the composite system by up to 7 times resulting is significant reduction in pipe material cost relative to plate pipes. Newer engineering models and research strongly supports the concept that the soil structure interaction is the main component of the flexible culvert system’s strength and stability. Thus damage to the structurally supporting soil can reduce the buckling capacity of the culvert system to that of an unsupported pipe. Tenbusch, Inc. [email protected] 972-221-2304 – Brierley Assoc. [email protected] 603-206-5775 3 Fundamental Geotechnical Factors Affecting Culvert Aging The following geotechnical factors can adversely impact the flexible pipe/soil composite system over time and accelerate the culvert aging process. 1. Corrosion – Pipe metal corrodes from reactions with water and soil, which removes the metal from the pipe. The result is reduction in pipe material strength and eventual loss of the soil protection provided by the pipe material for the structural fill. Corrugated pipe strength is a product of pipe material, wall thickness, and the geometry of the Fig #1 corrugations. The basic design premise for corrugated pipe is to use geometry to reduce metal thickness while maintaining design strength. Maintaining the strength is done with corrugation geometry by applying higher stresses in the metal at the peaks of the corrugations. However, higher stresses can accelerate corrosion and reduce the amount of additional stress that the metal can tolerate before failure of the structural shape, the corrugation. This means that it takes less corrosion to result in failure of a corrugated structure than for a metal plate pipe of the same strength. Corrosion was recognized early on as one of the major factors in determination of a CMP service life. Early corrosion protection was provided by galvanized or asphalt coatings applied to the metal and more recently by aluminum coatings. The coatings deteriorate at a slower rate than the pipe metal and thus extend the life of the metal pipe. Presently, most states design major highway culverts for a 50 to 75 year lifespan and require corrosion protection. However, a Missouri Department of Transportation study indicates that a coated corrugated metal pipe lifespan can be less than 20 years because of invert corrosion damage. Coating and pipe chemical corrosion occurs on the outside of the pipe from ground reaction and on both the inside and outside of the pipe by road salt contaminated surface water and chemically active groundwater. Physical damage to coating that leads to pipe corrosion occurs from bed load abrasion and by traffic or environmentally induced mechanical abrasion between soil and the culvert (see Fig #1 above). 2. Mechanical instability of the local ground – Local ground instability may be caused by unanticipated or unaccounted for increased traffic loads, increased loads from increasing the height of embankment, increased water pressure from fluctuations in the water table, or changes in the underlying soil. The instability can result in unanticipated relatively slow movement or dynamic ground movements. Slow movements result when the bearing strength of the soil is exceeded causing compaction of granular soils, consolidation of cohesive soils, or internal soil shear failure. Slow movements increase loads applied to the flexible pipe system. Relatively fast movements can apply dynamic loads to the system such as from a landslide or can mechanically abrade the pipe coating or pipe material due to a sanding effect caused by the dynamic movements within the Tenbusch, Inc.
Load more

Recommended publications
  • SECTION 3 Erosion Control Measures
    SECTION 3 Erosion Control Measures 1. SEEDING When • Bare soil is exposed to erosive forces from wind and or water. Why • A cost effective way to prevent erosion by protecting the soil from raindrop impact, flowing water and wind. • Vegetation binds soil particles together with a dense root system, increasing infiltration thereby reducing runoff volume and velocity. Where • On all disturbed areas except where non-vegetative stabilization measures are being used or where seeding would interfere with agricultural activity. Scheduling • During the recommended temporary and permanent seeding dates outlined below. • Dormant seeding is acceptable. How 1. Site Assessment. Determine site physical characteristics including available sunlight, slope, adjacent topography, local climate, proximity to sensitive areas or natural plant communities, and soil characteristics such as natural drainage class, texture, fertility and pH. 2. Seed Selection. Use seed with acceptable purity and germination tests that are viable for the planned seeding date. Seed that has become wet, moldy or otherwise damaged is unacceptable. Select seed depending on, location and intended purpose. A mixture of native species for permanent cover may provide some advantages because they have coevolved with native wildlife and other plants and typically play an important function in the ecosystem. They are also adapted to the local climate and soil if properly selected for site conditions; can dramatically reduce fertilizer, lime and maintenance requirements; and provide a deeper root structure. When re- vegetating natural areas, introduced species may spread into adjacent natural areas, native species should be used. Noxious or aquatic nuisance species shall not be used (see list below). If seeding is a temporary soil erosion control measure select annual, non-aggressive species such as annual rye, wheat, or oats.
    [Show full text]
  • Chapter 8 Drainage & Wastewater Infrastructure
    Chapter 8 Drainage & Wastewater Infrastructure Chapter 8 Drainage and Wastewater Infrastructure .................................. 8-1 8.1 Key Terms ...................................................................................................................... 8-2 8.1.1 Abbreviations .................................................................................................................................... 8-2 8.1.2 Definitions ......................................................................................................................................... 8-3 8.2 General Information ..................................................................................................... 8-6 8.2.1 Comprehensive Plans, Codes, and Policies ................................................................................ 8-7 8.2.2 System Maps ...................................................................................................................................... 8-8 8.3 General Requirements .................................................................................................. 8-8 8.3.1 Standard Specifications and Plans ................................................................................................. 8-8 8.3.2 Regulations ........................................................................................................................................ 8-9 8.3.3 Industry Standards and other Agency Standards ..................................................................... 8-10
    [Show full text]
  • Draft District of Columbia Stormwater Management Guidebook Page 10 Chapter 2
    STORMWATER MANAGEMENT GUIDEBOOK Prepared for: District Department of the Environment Watershed Protection Division District of Columbia Prepared by: Center for Watershed Protection 8390 Main Street Ellicott City, MD 21043 August 2012 i ii #!&,'!* ',$-0+2'-, 0#%0"',% $3230# 3."2#1 2- 2&# '120'!2 -$ -*3+ ' 2-0+52#0 ,%#+#,2 3'"# --) 5'** # 4'* *# 2 Q &22.S ""-#T"!T%-4 .3 *'!2'-, 12-0+52#0V%3'"# --) #-2'!#1 0#%0"',% $3230# 4#01'-,1 -$ 2&# +,3* 5'** # .-12#" 2 2&'1 5# 1'2#T $3230# 4#01'-,1 0# #6.#!2#" 2- -!!30Q 2 +-12Q -,!# 7#0T Acknowledgements A major undertaking such as this requires the dedication and cooperative efforts of many individuals. Dr. Hamid Karimi, Director of Natural Resources, Sheila Besse, Associate Director of Watershed Protection, Jeff Seltzer, Associate Director of Stormwater Management, and Timothy Karikari, Branch Chief of Technical Services each deserve credit for their overall leadership and support for this project. Their willingness to allow staff to pursue ideas to their fullest and provide necessary time, resources and managerial support, laid the foundation for much innovation. Project Manger Rebecca C. Stack, DDOE-technical services Lead Authors Greg Hoffmann, P.E., Center for Watershed Protection Rebecca C. Stack, DDOE-technical services Brian Van Wye, DDOE-stormwater Contributors and Peer Reviewers Joseph Battiata, P.E., Center for Watershed Protection Gerald Brock, Ph.D., George Washington University Josh Burch, DDOE-planning & restoration Collin R. Burrell, DDOE-water quality Walter Caldwell, DDOE-inspection enforcement Jonathan Champion, DDOE-stormwater Reid Christianson P.E., Ph.D., Center for Watershed Protection Laine Cidlowski, Office of Planning Richard DeGrandchamp, Ph.D., University of Colorado/Scientia Veritas Elias Demessie, DDOE-technical services Diane Douglas, DDOE-water quality Alex Foraste, Williamsburg Environmental Group, Inc.
    [Show full text]
  • Stormwater Treatment: ST-10
    ACTIVITY: Detention Computations ST – 10 Δ volum (I1+I2) Description This stormwater treatment BMP will describe the purpose, basic formulas, minimum criteria, computational methods, and types of structures that are needed for stormwater detention calculations. Stormwater detention is a necessary component of most stormwater treatment BMPs, and is required for most types of site development and redevelopment by the Knoxville Stormwater and Street Ordinance. Approach The Stormwater and Street Ordinance of the City of Knoxville is posted at the City Engineering website and must be read carefully by anyone who attempts to perform stormwater calculations within the City of Knoxville. It contains provisions for fees, bonds, necessary permits, right-of-entry, definitions, easements and penalties that will not be addressed here. A major purpose of the Stormwater and Street Ordinance is to improve water quality (erosion control, illicit storm drain connections, illegal dumping) as well as control stormwater quantity and flooding. Major Points of Stormwater Detention The following list summarizes the major points from the Stormwater and Street Ordinance that relate particularly to stormwater detention: Stormwater detention is required for any property containing one or more of the following conditions (according to Section 22.5-23): 1. Road construction containing one-half acre or more of impervious surface. 2. Commercial, industrial, educational, institutional or recreational developments containing one acre or more of disturbed area. 3. Single-family or duplex residential development containing at least five acres of disturbed area or at least five lots. 4. Any development containing one-half acre or more of additional impervious area. 5. Any redevelopment that causes the improvement of 50% of the assessed value of the lot, building, or lot use.
    [Show full text]
  • Storm Drainage Design & Technical Criteria
    DESIGN & TECHNICAL CRITERIA STORM DRAINAGE JEFFERSON COUNTY, COLORADO PLANNING & ZONING DIVISION Jefferson County Storm Drainage Design & Technical Criteria JEFFERSON COUNTY, COLORADO PLANNING AND ZONING DIVISION Revision Dates The Storm Drainage Design and Technical Criteria was prepared by WRC Engineering, Inc. in May 1987 and was adopted by the Board of County Commissioners of Jefferson County, Colorado, and has since been amended on the following dates: March 19, 1996 May 12, 1998 May 27, 2003 November 25, 2003 October 13, 2009 October 1, 2013 (Temporary Regulation Amendment) April 1, 2014 November 24, 2015 July 17, 2018 June 1, 2019 December 17, 2019 Jefferson County Planning and Zoning Division 100 Jefferson County Parkway, Suite 3550, Golden, Colorado 80419 303-271-8700 • http://planning.jeffco.us Storm Drainage Design and Technical Criteria – Amended 12-17-19 page 1 Table of Contents Chapter 1 General Provisions 1.1 Short Title 1.2 Jurisdiction 1.3 Purpose and Effect 1.4 Enactment Authority 1.5 Amendment and Revisions 1.6 Enforcement Responsibility 1.7 Review and Approval 1.8 Alternative Standard Requests & Minor Variation Requests 1.9 Interpretation 1.10 Relationship to Other Standards 1.11 Abbreviations Chapter 2 Drainage Planning Submittal Requirements 2.1 Introduction 2.2 Phase I Drainage Report 2.3 Phase II Drainage Report 2.4 Phase III Drainage Report 2.5 Abridged Drainage Report 2.6 Exception to The Requirement for a Drainage Report 2.7 Construction Plans 2.8 As-Built Drawings and Final Acceptance Certificate Chapter 3
    [Show full text]
  • Chapter 6 Sewer System Design Standards
    CHAPTER 6 SEWER SYSTEM DESIGN STANDARDS TABLE OF CONTENTS CHAPTER 6 SEWER SYSTEM DESIGN STANDARDS 6.00 Objective Page 1 6.01 Additional Referenced Standards Page 2 6.02 Special Design Problems Page 2 6.03 General Design Requirements Page 2 6.04 Sanitary Sewer System Capacity Page 3 6.05 Sanitary Sewer Construction Plans Page 4 6.06 Sanitary Sewer Design Page 6 6.07 Sanitary Sewer Location Page 9 6.08 Sanitary Sewer Alignment Page 11 6.09 Sanitary Sewer Appurtenances Page 11 6.10 Manholes and Cleanouts Page 11 6.11 Sewer Services Lines and Private Collection Systems Page 14 6.12 Sanitary Sewers for Floating Structures Page 16 6.13 Special Plan Review Page 16 CHAPTER 6 SEWER SYSTEM DESIGN STANDARDS 6.00 Objective These Design Standards are intended to assist, but not to substitute for competent work by design professionals. It is expected Engineers will bring to each project the best of skills from their respective disciplines. These Design Standards are also not intended to limit unreasonably any innovative or creative effort that could result in better quality, better cost savings, or both. Any proposed departure from the Standards will be judged, however, on the likelihood such variance will produce a compensating or comparable result, in every way adequate for the user and City of Keizer resident. Permanent sanitary sewer facilities shall be provided to all property (legal lots of record) created by partitioning or subdivision of land within the City per these Standards. These Design Standards have the Objective of developing a sanitary sewer system that will: a.
    [Show full text]
  • Receiving Water Modeling of Upper Mystic River/Alewife Brook
    Receiving Water Modeling of Upper Mystic River/Alewife Brook and Charles River Basin: Work Plan for Stormwater and Combined Sewer Overflow Monitoring, 2019-2020 (“Sampling Work Plan”) June 6, 2019 Revised August 27, 2019 1. Introduction The Massachusetts Water Resources Authority (MWRA) is in the final phase of its Combined Sewer Overflow (CSO) Long-Term Control Plan (LTCP), the Assessment phase. MWRA, in consultation with the Massachusetts Department of Environmental Protection (DEP) and the U.S. Environmental Protection Agency (EPA) will be updating receiving water quality models for the two regions with CSO Variances, the Charles River Basin and the Upper Mystic River/Alewife Brook. To update these models, MWRA and the CSO communities of Cambridge and Somerville will gather current information. In particular, stormwater and CSO outfall quality data that reflect current conditions were identified as important components in development of an updated receiving water model. MWRA’s receiving water model work plan with consultant AECOM (AECOM Receiving Water Model Work Plan), was submitted to DEP/EPA on May 24 2019, and updated based on EPA and DEP comments on July 18, 2019. The AECOM Receiving Water Model Work Plan addresses other model inputs available from recent modeling work or existing data collection efforts completed by MWRA and the communities that are also important for model development. This Work Plan for Stormwater and Combined Sewer Overflow Monitoring (the Sampling Work Plan) was submitted to EPA and DEP on June 6, 2019 and finalized on August 27, 2019 based on comments from EPA and DEP. This Sampling Work Plan describes how and where samples will be collected to support model development.
    [Show full text]
  • Deep Corrugated Structural Plate for Bridge, Culvert and Tunnel Applications
    A division of WGI Westman Group Inc. Deep corrugated structural plate for bridge, culvert and tunnel applications. Bridge Plate Bridge Plate is one of the strongest and deepest corrugated TYPICAL APPLICATIONS structural plate products on the market today, providing for the • Bridges economical construction of long span soil-steel structures. Available • Stockpile Tunnels in arch, ellipse, round and box-culvert shapes, structures are • Stream Crossing Enclosures pre-engineered to make the selection process quick and easy. • Road or Rail Grade Separations Standard spans range from 4m to 18m, with larger custom designs • Pipeline Crossings available. Bridge Plate is available with the Strata-CAT polymer • Structure Relines coating system for added corrosion and abrasion protection. • Mine Portals and Haul Roads • Wildlife Crossings Segmental Plate Construction Bridge Plate Deep Corrugated Structural Plate Structures (DCSP) are assembled in the field using sectional pre-curved plates bolted together and backfilled with compacted, well graded granular material. The engineered backfill provides structural stability and completes the installation of the Bridge Plate steel shell. The interaction of a well compacted engineered backfill with the superior sectional properties of Bridge Plate ensures a structure capable of supporting high loads with the most economical use of steel. With installation time measured in weeks rather than months, road closure periods are shortened and disruption to environmentally sensitive locations is minimized. Choosing
    [Show full text]
  • Design for Fish Passage at Roadway-Stream Crossings: Synthesis Report
    U.S. Department Publication No. FHWA-HIF-07-033 of Transportation June 2007 Federal Highway Administration DESIGN FOR FISH PASSAGE AT ROADWAY-STREAM CROSSINGS: SYNTHESIS REPORT Federal Highway Administration Office of Infrastructure Research and Development Turner-Fairbank Highway Research Center 6300 Georgetown Pike McLean, Virginia 22101 Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient’s Catalog No. FHWA-HIF-07-033 June 2007 4. Title and Subtitle 5. Report Date June 2007 DESIGN FOR FISH PASSAGE AT ROADWAY-STREAM CROSSINGS: 6. Performing Organization Code SYNTHESIS REPORT 7. Author(s) Rollin H. Hotchkiss and Christopher M. Frei 8. Performing Organization Report No. 9. Performance Organization Name and Address 10. Work Unit No. (TRAIS) Washington State University Pullman, WA 11. Contract or Grant No. Brigham Young University Provo, UT 13. Type of Report and Period Covered 12. Sponsoring Agency and Address Final Report September 2004 – June 2007 Office of Infrastructure Research and Development Federal Highway Administration 14. Sponsoring Agency Code 6300 Georgetown Pike McLean, VA 22101 15. Supplementary Notes Contracting Officer’s Technical Representative: Bart Bergendahl 16. Abstract Cataloging and synthesizing existing methods for the design of roadway-stream crossings for fish passage began in January 2005 with an extensive literature review covering the topics of culvert design and assessment to facilitate fish passage. A survey was posted online to gather input from design professionals across the country, and a Culvert Summit Meeting was held in Denver Colorado from February 15-16, 2006, to allow presentation and discussion of state-of-practice design and assessment techniques. Following the Summit meeting, a Technical Advisory Committee was developed with individuals specifically knowledgeable in the topics of interest.
    [Show full text]
  • Stormwater Feature and Attribute Definitions
    Washington State Department of Transportation Stormwater Features Inventory Database: Feature and Attribute Definitions Version 1.0 Author: Tim Hall, Stormwater & Watersheds Program, Stormwater Features Inventory Field Lead/ Data Steward Cory Simon, Stormwater & Watersheds Program, Stormwater Features Inventory Coordinator Kathy Prosser, Environmental Information Program, Environmental GIS/GPS Data Steward Date: July 16, 2012 Coordinator/Reviewer: Sarah Burdick, Stormwater & Watersheds Program, Quality Assurance Date: August 21, 2012 Reviewers: Elizabeth Lanzer, Environmental Information Program, Program Manager Cory Simon, Stormwater & Watersheds Program, Stormwater Features Inventory Coordinator Kathy Prosser, Environmental Information Program, Environmental GIS/GPS Data Steward Date: December 4, 2012 QA Approval: Sarah Burdick, Stormwater & Watersheds Program, Quality Assurance Date: December 4, 2012 The Washington State Department of Transportation (WSDOT) Stormwater Features Inventory Database: Feature and Attribute Definitions is an independent publication and is not affiliated with, nor has it been authorized, sponsored, or otherwise approved by, a referenced product’s parent company or manufacturer. The feature and attribute definitions presented herein are adapted from WSDOT’s NPDES Municipal Stormwater Permit (Ecology, 2009) or were developed by in-house technical experts. Their primary purpose is for internal use by WSDOT’s Stormwater and Watersheds Program, Stormwater Features Inventory Group, although procedures may have a wider utility. The Stormwater Features Inventory Database (SFID) feature and attribute definitions may vary from those used by other WSDOT groups. They do not supplant official published definitions. Distribution of this document does not constitute an endorsement of a particular procedure or method. Any reference to specific equipment, software, manufacturers, or suppliers is for descriptive purposes only and does not constitute an endorsement of a particular product or service by the authors or WSDOT.
    [Show full text]
  • Geomorphologic Impacts of Culvert Replacement and Removal: Avoiding Channel Incision Photo Courtesy of Jane Kelly by Janine Castro, Geomorphologist, U.S
    Geomorphologic Impacts of Culvert Replacement and Removal: Avoiding Channel Incision Photo Courtesy of Jane Kelly By Janine Castro, Geomorphologist, U.S. Fish and Wildlife Service, Portland, OR These guidelines are used by Oregon Fish and Wildlife Office when implementing culvert replacement and removal projects, and are recommended practices for entities involved in stream crossing activities. These guidelines should serve to assist with any culvert-related endangered species consultation requirements. Compliance with these guidelines should assist in minimizing or avoiding impacts during project construction activities, and are intended to help culvert projects result in long-term benefits to listed species recovery. However, consistency with these guidelines does not negate the need for Endangered Species Act (ESA) consultation on culvert removal and replacement projects, where listed ESA species may be present. For additional information on ESA compliance requirements for culvert replacement and removal projects, please contact the U.S. Fish and Wildlife Service’s Oregon Fish and Wildlife Office at (503) 231-6179 (Rollie White), or any of the following field offices: LaGrande (541- 962-8509), Bend (541- 383-7146), Newport (541-867-4558), or Roseburg (541-957-3474). OVERVIEW This technical note describes a specific methodology for determining the vertical stability of stream channels in the vicinity of existing road crossings (primarily culverts), although the methodology is applicable along any reach of a stream. Vertical stability refers to the relative constancy over time of streambed elevation through a given stream reach. A streambed that deepens over time is referred to as “incising,” while a rising bed elevation is indicative of an “aggrading” stream channel.
    [Show full text]
  • Culvert Installation
    Installation Manual for ➤ Corrugated Steel Pipe ➤ Pipe Arches ➤ Structural Plate NATIONAL C ORRUGATED S TEEL P IPE A SSOCIATION INSTALLATION MANUAL — NCSPA The NCSPA Installation Manual is not a copyrighted publication. If excerpted or copied, credit to the source would be appreciated. * * * The information contained in this Installation Manual is the product of industry experience and practice. The methods used to install corrugated steel pipe can affect both its effectiveness and useful life. The situations described in this publication and the suggested techniques for installation are general sugges- tions and guidelines intended to alert installers to the need for careful review of on-site conditions. Each installation will require its own individual evaluation. The statements or descriptions provided herein are for general information only. The National Corrugated Steel Pipe Association assumes no responsibility for their use. * * * NATIONAL CORRUGATED STEEL PIPE ASSOCIATION 1255 Twenty-Third Street, NW, Suite 200 Washington, DC 20037-1174 Phone: 202/452-1700 • Fax: 202/833-3636 E-mail: [email protected] • Web: www.ncspa.org 08 InstallMan00 CSP Installation Manual 1 TABLE OF CONTENTS FOREWORD .............................................................................................. 3 BASIC PRINCIPLES FOR PROPER CONSTRUCTION AND INSTALLATION ............................................. 4 LOCATION ................................................................................................. 5 EXCAVATION............................................................................................
    [Show full text]