Pulaski County Erosion and Sediment Control Field Guide
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The Role of Geosynthetics in Erosion and Sediment Control: an Overview
Geotextiles and Geomembranes I I (1992) 535-550 The Role of Geosynthetics in Erosion and Sediment Control: An Overview M. S. Theisen Erosion Control Materials, Synthetic Industries, Construction Products Division, 4019 Industry Drive, Chattanooga, Tennessee 37416, USA ABSTRACT The use ofgeosynthetic erosion and sediment materials continues to expand at a rapid pace. From their early beginnings in the late 1950s, geosynthetic materials today are the backbone of the erosion and sediment control industry. Geosynthetic components are an integral part of erosion and sediment materials ranging from temporary products such as hydraulic mulch geofibers, plastic erosion control meshes and nettings, erosion control blankets and silt fences to high performance turf reinforcement mats, geocellular confinement systems, erosion control geotextiles andfabric formed revetments. This paper provides a brief overview of these materials and concepts. INTRODUCTION Hopefully we are entering a new environmental era where concern for the protection of our planet's natural resources will reach global proportions. Continued technological advances have led to improved monitoring of Earth's vital signs. As such, prior theoretical modeling of environmental concerns such as the greenhouse effect, ozone depletion, rising sea levels, deforestation, drought, accelerated erosion, sediment loading of waterways, species extinction and the eventual downfall of mankind appear chillingly realistic. 535 536 M. S. Theisen Slogans such as 'Think globally, act locally', 'Love your mother' and 'Someone always lives downstream' are spearheading the efforts of numerous preservation groups. With the continued demise of oppressive governments, optimism for world peace and an unprecedented feeling of global unity, a spirit of environmental cooperation is beginning to prevail. -
Mechanically Stabilized Embankments
Part 8 MECHANICALLY STABILIZED EMBANKMENTS First Reinforced Earth wall in USA -1969 Mechanically Stabilized Embankments (MSEs) utilize tensile reinforcement in many different forms: from galvanized metal strips or ribbons, to HDPE geotextile mats, like that shown above. This reinforcement increases the shear strength and bearing capacity of the backfill. Reinforced Earth wall on US 50 Geotextiles can be layered in compacted fill embankments to engender additional shear strength. Face wrapping allows slopes steeper than 1:1 to be constructed with relative ease A variety of facing elements may be used with MSEs. The above photo illustrates the use of hay bales while that at left uses galvanized welded wire mesh HDPE geotextiles can be used as wrapping elements, as shown at left above, or attached to conventional gravity retention elements, such as rock-filled gabion baskets, sketched at right. Welded wire mesh walls are constructed using the same design methodology for MSE structures, but use galvanized wire mesh as the geotextile 45 degree embankment slope along San Pedro Boulevard in San Rafael, CA Geotextile soil reinforcement allows almost unlimited latitude in designing earth support systems with minimal corridor disturbance and right-of-way impact MSEs also allow roads to be constructed in steep terrain with a minimal corridor of disturbance as compared to using conventional 2:1 cut and fill slopes • Geotextile grids can be combined with low strength soils to engender additional shear strength; greatly enhancing repair options when space is tight Geotextile tensile soil reinforcement can also be applied to landslide repairs, allowing selective reinforcement of limited zones, as sketch below left • Short strips, or “false layers” of geotextiles can be incorporated between reinforcement layers of mechanically stabilized embankments (MSE) to restrict slope raveling and erosion • Section through a MSE embankment with a 1:1 (45 degree) finish face inclination. -
Audubon Bend Gravel Road Repair Gavins Point Dam, SD
SPECIFICATIONS & DRAWINGS (Purchase Order - For Construction Contract) Solicitation Number W9128F21Q0018 ____________________________________________________________ Audubon Bend Gravel Road Repair Gavins Point Dam, SD March 2021 US Army Corps of Engineers Omaha District This page was intentionally left blank for duplex printing. AUDUBON BEND GRAVEL ROAD REPAIR GAVINS POINT DAM, SD PROJECT TABLE OF CONTENTS DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS 00 10 00-3 PRICING SCHEDULE STATEMENT OF WORK 00 73 00 SUPPLEMENTARY CONDITIONS (SPECIAL CONTRACT REQUIREMENTS)FOR PURCHASE ORDERS DIVISION 01 - GENERAL REQUIREMENTS 01 22 00 MEASUREMENT AND PAYMENT 01 33 00 SUBMITTAL PROCEDURES 01 41 26.02 24 (NEBRASKA) NPDES PERMIT REQUIREMENTS FOR STORM WATER DISCHARGES FROM CONSTRUCTION SITES 01 57 20.00 10 ENVIRONMENTAL PROTECTION 01 57 23 TEMPORARY STORM WATER POLLUTION CONTROL DRAWINGS -- End of Project Table of Contents -- Page 1 This page was intentionally left blank for duplex printing. Audubon Bend Gravel Road Repairs, Gavins Point Dam, NE GP82 SECTION 00 10 00 PRICING SCHEDULE CLIN DESCRIPTION QTY UNIT UNIT PRICE AMOUNT BASE ITEMS 0001 Mobilization and Demobilization 1 JOB XXX $_______________ Blade entire length of road surface prior to placing gravel to smooth out 0002 1 JOB XXX $_______________ scour holes, rebuild crown. Includes areas over culverts. – 4,750 FEET Reset existing 24’’ CMP with flared 0003 ends to properly drain to North East – 1 JOB XXX $_______________ 1 EACH. Install new USACE provided 48’’ 0004 culvert with flared end (includes trees’ 1 JOB XXX $_______________ removal as necessary) – 1 EACH. Reconstruct approximately 270’ of 0005 eroded road at the existing culvert 720 CY $_______________ $_______________ (includes sodding and seeding). -
The Evolution of Geosynthetics in Erosion and Sediment Control
Presented at GRI-25, Geosynthetics Research Institute, Long Beach, CA, 2013 THE EVOLUTION OF GEOSYNTHETICS IN EROSION AND SEDIMENT CONTROL C. Joel Sprague TRI/Environmental, Inc., Greenville, SC ABSTRACT Much of the development of geosynthetics technology in environmental applications has been in response to government regulations. This is certainly true for geosynthetics used in erosion and sediment control. Geosynthetics continue to replace traditional materials such as soil and stone in performing important engineering functions in erosion and sediment control applications while simultaneously introducing greater versatility and cost-effectiveness. Geosynthetics are widely used as a “carrier” for degradable materials to the enhancement of vegetative establishment; as nondegradable materials to extend the erosion control limits of vegetation or soil; as primary slope or channel linings; as components in silt fences and turbidity curtains; and as a component in an ever growing array of sediment retention devices. Along with the introduction of geosynthetics into this wide range of applications has come the need for industry-wide initiatives to promote their correct use and new test methods to characterize them. All of which, are a “work in progress”. THE NEED FOR EROSION AND SEDIMENT CONTROLS Much of the development of geosynthetics technology related to erosion and sediment control applications has been in response to government regulations. A progression of regulatory actions has brought a national focus on erosion and sediment control, including: Amendments to the Federal Water Pollution Control Act (1985) - eliminating discharge of any pollutant to navigable waters. The Clean Water Act (1987) - requiring National Pollution Discharge Elimination System (NPDES) Permits for large construction sites. -
Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin
NDOT Research Report Report No. 493-12-803 Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin December 2014 Nevada Department of Transportation 1263 South Stewart Street Carson City, NV 89712 Disclaimer This work was sponsored by the Nevada Department of Transportation. The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the State of Nevada at the time of publication. This report does not constitute a standard, specification, or regulation. University of Nevada, Reno Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science in Hydrologic Sciences By Daniel L. Stucky Dr. Keith E. Dennett/Thesis Advisor December 2014 THE GRADUATE SCHOOL We recommend that the thesis prepared under our supervision by DANIEL L. STUCKY entitled Estimating Sediment Losses Generated from Highway Cut And Fill Slopes in the Lake Tahoe Basin be accepted in partial fulfillment of the requirements for the degree of MASTER OF SCIENCE Dr. Keith Dennett, Advisor Dr. Eric Marchand, Committee Member Dr. Paul Verburg, Graduate School Representative Marsha H. Read, Ph. D., Dean, Graduate School December, 2014 i ABSTRACT Lake Tahoe’s famed water clarity has gradually declined over the last 50 years, partially as a result of fine sediment particle (FSP, < 16 micrometers in diameter) contributions from urban stormwater. Of these urban sources, highway cut and fill slopes often generate large amounts of sediment due to their steep, highly-disturbed nature. -
Erosion and Sediment Control Plan Checklist
Erosion Prevention and Sediment Control Plan Checklist Page 1 of 4 What is an Erosion Prevention and Sediment Control Plan? Erosion and sediment control is much more than silt fence and hay bales. Prior to developing an Erosion Prevention and Sediment Control Plan (EPSCP), it is important to have minimized the areas of disturbed soils and the duration of exposure. It is also imperative to control water at up- slope site perimeters, control water on-site, control sediment on-site, and control sediment at the downslope site perimeters. An EPSCP is the final element in the erosion and sediment control planning process and a necessary component of an Act 250 permit application. The EPSCP ensures that sediment transport is addressed in one of the most crucial stages of the project: the planning stage. A good erosion prevention and sediment control plan first minimizes the extent of disturbance by focusing on erosion control (minimizing disturbed areas, seeding, mulching, matting) by controlling the amount of soil that can run off and by stabilizing exposed soil. Sediment control measures (i.e. stabilized construction entrances) then focus on any sediment that has escaped your erosion control measures. Erosion prevention measures are far more effective than sediment control measures (such as silt fence) and should be the primary focus of any EPSCP. An EPSCP has five primary components: 1. Location map (USGS and other) 2. Existing conditions site plan 3. Grading plan and construction timetable 4. Erosion prevention and sediment control site plan and timetable 5. Narrative briefly describing the four plans The location map shows the proximity of the site to any surface water bodies, roads, etc. -
Wisconsin's Nonpoint Source Program Management Plan FFY 2016-2020
WISCONSIN’S Wisconsin’s NONPOINT SOURCE approach to addressing water quality impacts from PROGRAM nonpoint source MANAGEMENT PLAN pollution. FFY 2016-2020 Approved by EPA on September 18, 2015 Wisconsin’s Nonpoint Source Program Management Plan – FFY 2016-2020 Table of Contents Acronyms & Abbreviations ............................................................................................................................ 3 Chapter 1 The State of Nonpoint Source Pollution Control in Wisconsin ..................................................... 4 Chapter 2 Monitoring and Assessment ....................................................................................................... 16 Chapter 3 Watershed Planning for Nonpoint Source Pollution Control ...................................................... 30 Chapter 4 Statewide Implementation Program for Protection & Improvement of NPS Impacted Waters .. 57 Chapter 5 Tracking, Evaluation & Reporting............................................................................................... 84 Chapter 6 Future Directions - Through FFY 2020 .................................................................................... 106 2 Wisconsin’s Nonpoint Source Program Management Plan – FFY 2016-2020 Acronyms & Abbreviations Agencies, Departments and Organizations EPA United States Environmental Protection Agency FSA Farm Service Agency (part of USDA) FWS United States Fish and Wildlife Service LCD County Land Conservation Department LWCD County Land and Water Conservation Department -
Engineering Evaluation of Hesco Barriers Performance at Fargo, ND 2009," May 2009 Engineering Evaluation of Hesco Barriers Performance at Fargo,ND 2009
ENCLOSURE 2 Wenck Associates, Inc., "Engineering Evaluation of Hesco Barriers Performance at Fargo, ND 2009," May 2009 Engineering Evaluation of Hesco Barriers Performance at Fargo,ND 2009 Wenck File #2283-01 Prepared for: Hesco Bastion, LLC 47152 Conrad E. Anderson Drive Hammond, LA 70401 Prepared by: WENCK ASSOCIATES, INC. 3310 Fiechtner Drive; Suite 110 May 2009 Fargo, North Dakota (701) 297-9600 SWenck Table of Contents 1.0 INTRODUCTION ........................................................................................................... 1-1 1.1 Purpose of Evaluation......................................................................................... 1-3 1.2 Background Information ...................................................................................... 1-3 2.0 CITY OF FARGO USES OF HESCO BARRIERS ......................... 2-1 2.1 Number of Miles Used Versus Total ................................................................... 2-1 2 .2 S izes ........................................................................................................ ............. 2 -1 2.3 Installation Rates .................................................................................................. 2-1 2.4 Complicating Factors .......................................................................................... 2-1 3.0 INTERVIEWS WITH CITY AND CITY REPRESENTATIVES ............................. 3-1 3.1 Issues Raised and Areas of Concern .................................................................... 3-1 3.2 Comments -
Preliminary Quantitative Risk Assessment of Earthquake-Induced Landslides at Man-Made Slopes in Hong Kong
PRELIMINARY QUANTITATIVE RISK ASSESSMENT OF EARTHQUAKE-INDUCED LANDSLIDES AT MAN-MADE SLOPES IN HONG KONG GEO REPORT No. 98 H.N. Wong & K.K.S. Ho GEOTECHNICAL ENGINEERING OFFICE CIVIL ENGINEERING DEPARTMENT THE GOVERNMENT OF THE HONG KONG SPECIAL ADMINISTRATIVE REGION PRELIMINARY QUANTITATIVE RISK ASSESSMENT OF EARTHQUAKE-INDUCED LANDSLIDES AT MAN-MADE SLOPES IN HONG KONG GEO REPORT No. 98 H.N. Wong & K.K.S. Ho This report was originally produced in July 1998 as GEO Discussion Note No. DN 1/98 - 2 © The Government of the Hong Kong Special Administrative Region First published, February 2000 Prepared by: Geotechnical Engineering Office, Civil Engineering Department, Civil Engineering Building, 101 Princess Margaret Road, Homantin, Kowloon, Hong Kong. This publication is available from: Government Publications Centre, Ground Floor, Low Block, Queensway Government Offices, 66 Queensway, Hong Kong. Overseas orders should be placed with: Publications Sales Section, Information Services Department, Room 402, 4th Floor, Murray Building, Garden Road, Central, Hong Kong. Price in Hong Kong: HK$42 Price overseas: US$8.5 (including surface postage) An additional bank charge of HK$50 or US$6.50 is required per cheque made in currencies other than Hong Kong dollars. Cheques, bank drafts or money orders must be made payable to The Government of the Hong Kong Special Administrative Region. - 5 ABSTRACT In this pilot study, standard quantitative risk assessment (QRA) techniques involving the use of fault trees and event trees have been used to evaluate the risk of failures of engineered man-made slopes due to earthquake loading. The risk of failure of pre-1977 slopes which had not been checked or upgraded to current standards is outside the scope of this Report. -
Chapter 3 Earthwork
Topic #625-000-007 Plans Preparation Manual, Volume 1 January 1, 2016 Chapter 3 Earthwork 3.1 General ...................................................................................... 3-1 3.2 Classification of Soils ................................................................. 3-3 3.3 Cross Sections - A Design Tool .................................................. 3-3 3.4 Earthwork Quantities .................................................................. 3-4 3.4.1 Method of Calculating ................................................. 3-4 3.4.2 Earthwork Tabulation ................................................. 3-4 3.4.3 Earthwork Accuracy ................................................... 3-5 3.4.3.1 Projects with Horizontal and Vertical Controlled Cross Sections .......................... 3-5 3.4.3.2 Projects without Horizontal and Vertical Controlled Cross Sections .......................... 3-6 3.4.4 Variation in Quantities ................................................ 3-6 3.5 Earthwork Items of Payment ...................................................... 3-7 3.5.1 Guidelines for Selecting Earthwork Pay Items ............ 3-7 3.5.2 Regular Excavation .................................................... 3-8 3.5.3 Embankment .............................................................. 3-9 3.5.4 Subsoil Excavation ..................................................... 3-9 3.5.5 Lateral Ditch Excavation ............................................. 3-9 3.5.6 Channel Excavation ................................................ -
GBE CPD Waste-Designtoreduce A02 BRM 011219.Pptx
Design to Reduce Waste 01/12/19 This Presentation on GBE: Design generates waste • Find this file on GBE website at: • Waste reduction is not a site issue Design to help • https://GreenBuildingEcyclopaedia.uk/?P=412 – It is a Design Issue • Go there for: • It becomes a site issue – the latest update Reduce Waste – versions presented to different audiences – if is was not seen as a Design issue – the whole presentation all of the hidden slides • Join in now or Easy steps to reduce your share – other file formats: of the 120 m tonnes of construction and – D&B takes another % of UK procurement • Handout, Show, PDF, PPTX demolition and excavation waste each year – Links to other related GBE CPD and related GBE content © GBE NGS 2002-2019 DesignToReduceWaste 1 01/12/19 2 © GBE NGS 2002-2019 DesignToReduceWaste 3 Investing in Opportunities www.GreenBuildingEncyclopaedia.uk Chinese Jigsaw Puzzles British Sugar • Arup Associates (Multi discipline • Q How do we get into ceiling void practice) • A For us to know and for you to find out • Peterborough Sugar Beet Factory • Fist through the first and rip the rest out • Office Pavilion • Vowed never to commission Arup again • Suspended ceiling: Bespoke – Quite right. • Designed to take out and reinstall like a – And now use Technicians Chinese jigsaw puzzle © GBE NGS 2002-2019 DesignToReduceWaste 4 © GBE NGS 2002-2019 DesignToReduceWaste 5 © GBE NGS 2002-2019 DesignToReduceWaste 6 SITEwise II Waste Campaign Some easy wins • Environment Agency (Anglian) • Design to standard sizes • Breakfast meetings -
Chapter 11 Slope Stabilization And
Chapter 11 Chapter Chapter 11 Slope Stabilization and Stability of Cuts and Fills Slope Sta Slope Sta Slope Sta Slope Sta Slope Sta “Construct cut and fill slopes that are flat enough to be stable over time and that can be revegetated.” biliza biliza biliza biliza biliza HE OBJECTIVES OF ROUTINE ROAD CUTS AND FILLS cult to stabilize, and are subject to sliver fill fail- are 1) to create space for the road template ures (Photo 11.4). A rock fill can be stable with a tion and Sta tion and Sta tion and Sta tion and Sta tion and Sta Tand driving surface; 2) to balance material between 1 1/3:1 slope. Ideally, fills should be constructed the cut and fill; 3) to remain stable over time; 4) to not be with a 2:1 or flatter slope to promote growth of a source of sediment; and 5) to minimize long-term costs. vegetation and slope stability (Photo 11.5). Ter- Landslides and failed road cuts and fills can be a major races or benches are desirable on large fill slopes source of sediment, they can close the road or require to break up the flow of surface water. major repairs, and they can greatly increase road maintenance costs (Photo 11.1). Vertical cut slopes should not be used unless the cut is in rock or very well cemented soil. Long-term stable cut slopes bility of bility of bility of in most soils and geographic bility of bility of areas are typically made with about a 1:1 or ¾:1 (horizontal: vertical) slope (Photo 11.2).