SECTION 3 Erosion Control Measures
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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 -
Freezing in Naples Underground
THE ARTIFICIAL GROUND FREEZING TECHNIQUE APPLICATION FOR THE NAPLES UNDERGROUND Giuseppe Colombo a Construction Supervisor of Naples underground, MM c Technicalb Director MM S.p.A., via del Vecchio Polit Abstract e Technicald DirectorStudio Icotekne, di progettazione Vico II S. Nicola Lunardi, all piazza S. Marco 1, The extension of the Naples Technical underground Director between Rocksoil Pia S.p.A., piazza S. Marc Direzionale by using bored tunnelling methods through the Neapo Cassania to unusually high heads of water for projects of th , Pietro Lunardi natural water table. Given the extreme difficulty of injecting the mater problem of waterproofing it during construction was by employing artificial ground freezing (office (AGF) district) metho on Line 1 includes 5 stations. T The main characteristics of this ground treatment a d with the main problems and solutions adopted during , Vittorio Manassero aspects of this experience which constitutes one of Italy, of the application of AGF technology. b , Bruno Cavagna e c S.p.A., Naples, Giovanna e a Dogana 9,ecnico Naples 8, Milan ion azi Sta o led To is type due to the presence of the Milan zza Dante and the o 1, Milan ial surrounding thelitan excavation, yellow tuff, the were subject he stations, driven partly St taz Stazione M zio solved for four of the stations un n Università ic e ds. ip Sta io zione Du e omo re presented in the text along the major the project examples, and theat leastsignificant in S t G ta a z r io iibb n a e Centro lldd i - 1 - 1. -
Report 2008/05 Pacific Earthquake Engineering Research Center College of Engineering University of California, Berkeley August 2008
PACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER Performance-Based Earthquake Engineering Design Evaluation Procedure for Bridge Foundations Undergoing Liquefaction-Induced Lateral Ground Displacement Christian A. Ledezma and Jonathan D. Bray University of California, Berkeley PEER 2008/05 AUGUST 2008 Performance-Based Earthquake Engineering Design Evaluation Procedure for Bridge Foundations Undergoing Liquefaction-Induced Lateral Ground Displacement Christian A. Ledezma and Jonathan D. Bray, Ph.D., P.E. Department of Civil and Environmental Engineering University of California, Berkeley PEER Report 2008/05 Pacific Earthquake Engineering Research Center College of Engineering University of California, Berkeley August 2008 ABSTRACT Liquefaction-induced lateral ground displacement has caused significant damage to pile foundations during past earthquakes. Ground displacements due to liquefaction can impose large forces on the overlying structure and large bending moments in the laterally displaced piles. Pile foundations, however, can be designed to withstand the displacement and forces induced by lateral ground displacement. Piles may actually “pin” the upper layer of soil that would normally spread atop the liquefied layer below it into the stronger soils below the liquefiable soil layer. This phenomenon is known as the “pile-pinning” effect. Piles have been designed as “pins” across liquefiable layers in a number of projects, and this design methodology was standardized in the U.S. bridge design guidance document MCEER/ATC-49-1. A number of simplifying assumptions were made in developing this design procedure, and several of these assumptions warrant re-evaluation. In this report, some of the key assumptions involved in evaluating the pile-pinning effect are critiqued, and a simplified probabilistic design framework is proposed for evaluating the effects of liquefaction-induced displacement on pile foundations of bridge structures. -
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. -
JBT Lecture Paper
JACKED BOX TUNNELLING Using the Ropkins System TM , a non-intrusive tunnelling technique for constructing new underbridges beneath existing traffic arteries DR DOUGLAS ALLENBY, Chief Tunnelling Engineer, Edmund Nuttall Limited JOHN W T ROPKINS, Managing Director, John Ropkins Limited Lecture presented at the Institution of Mechanical Engineers Held at 1 Birdcage Walk, London On Wednesday 17 October 2007 © Institution of Mechanical Engineers 2007 This publication is copyright under the Berne Convention and the International Copyright Convention. All rights reserved. Apart from any fair dealing for the purpose of private study, research, criticism or review, as permitted under the Copyright, Designs and Patent Act, 1988, no part of this publication may be reproduced, stored in a retrieval system or transmitted in any form or by any means without the prior permission of the copyright owners. Reprographic reproduction is permitted only in accordance with the terms of licenses issued by the Copyright Licensing Agency, 90 Tottenham Court Road, London W1P 9HE. Unlicensed multiple copying of the contents of the publication without permission is illegal. Jacked Box Tunnelling using the Ropkins System TM , a non-intrusive tunnelling technique for constructing new underbridges beneath existing traffic arteries Dr Douglas Allenby BSc(Hons) PhD CEng FICE FIMechE FGS, Chief Tunnelling Engineer, Edmund Nuttall Limited John W T Ropkins BSc CEng MICE, Managing Director, John Ropkins Limited The Ropkins System TM is a non-intrusive tunnelling technique that enables engineers to construct underbridges beneath existing traffic arteries in a manner that avoids the cost and inconvenience of traffic disruption associated with traditional construction techniques. The paper outlines a tunnelling system designed to install large open ended rectangular reinforced concrete box structures at shallow depth beneath existing railway and highway infrastructure. -
Combined Ground Freezing Application for the Excavation of Connection Tunnels for Centrum Nauki Kopernik Station - Warsaw Underground Line II
Combined ground freezing application for the excavation of connection tunnels for Centrum Nauki Kopernik Station - Warsaw Underground Line II Achille Balossi Restelli, Elena Rovetto Studio ingegneria Balossi Restelli e Associati Andrea Pettinaroli Studio Andrea Pettinaroli s.r.l. ABSTRACT The Station “C13” of Warsaw Underground Line II, with tunnel crown 10m below the water table, required the excavation of three connection tunnels, underpassing a six-lane in service road tunnel, working from two lateral shafts. After the collapse occurred while digging the first tunnel, the use of artificial ground freezing was chosen to ensure the excavation under safe conditions. A complex freezing pipe geometry and excavation sequencing was necessary because of the interferences of the overlying road tunnel diaphragm wall foundations, shaft internal structures and previous grouting activities. A combined freezing method was used: nitrogen for freezing the tunnel arches, brine for freezing the intermediate wall and for maintenance stages. Sandy and silty sandy layers were frozen around the crowns and sides. No treatment was necessary for the inverts, lying in clay. A monitoring system of ground temperatures and structure movements allowed for successful completion of work in 8 months. INTRODUCTION The C13 Station of the Warsaw Underground-Line II is located on the West bank of the Vistula River. It consists of two shafts and three connecting tunnels, passing under the Wislostrada (WS) Road tunnel. According to the initial geotechnical investigation, tunnels should have been excavated in high- plasticity clay, but during the first borings non cohesive soil was encountered. Additional investigations were performed on both shafts and a more detailed stratigraphy was reconstructed (Lombardi et al. -
Selection of Shaft Sinking Method for Underground Mining in Khalashpir Coal Field, Khalashpir, Rangpur, Bangladesh
IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) ISSN: 2278-1684 Volume 3, Issue 5 (Sep-Oct. 2012), PP 15-20 www.iosrjournals.org Selection of Shaft Sinking Method for Underground Mining in Khalashpir Coal Field, Khalashpir, Rangpur, Bangladesh Atikul Haque Farazi1, Chowdhury Quamruzzaman2, Nasim Ferdous3, Md. Abdul Mumin4, Fansab Mustahid5, A.K.M Fayazul Kabir6 1,2,3,4, 5, 6 (Department of Geology, University of Dhaka, Bangladesh) Abstract : Khalashpir coal field is the 3rd largest coal field in Bangladesh, where coal occurs at depths of 257m to 483m below the surface. Considering the Geological, Geo-environment and other related geo- engineering information, underground mining have been selected there to extract the deposit. In this paper, our concern is about shaft sinking method for underground mining. Depths of the coal seams reveal the necessity of a vertical shaft underground which again needs deep excavation. The problem arises with the excavation because of nearly 138m thick Dupitila Sandstone Formation just 6m below the surface in the area. It is loose, water bearing, containing dominantly porous and permeable sandstone and experiences massive water flow. So, the major concern is that any excavation through this will readily collapse and suffer massive water inrush. This will totally disturb the whole mining work progression and cause economic loss as well. By analyzing the ground condition of the Khalashpir cola field, artificial ground freezing has been identified most appropriate as shaft sinking method to control the ground water and to stabilize the loose soil during excavation. Lawfulness of the method and reason of neglecting other two common shaft sinking methods has been pointed out in this paper. -
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. -
New Tunnel Construction Starts Across the City
The offi cial publication of the Tunnelling NORTH AMERICAN EDITION Association of Canada October ~ November 2017 MONTREAL AT WORK New tunnel construction starts across the city 001tunNA1017_cover.indd 1 20/09/2017 11:44 TECHNICAL / GEOTECHNICAL ENGINEERING GROUND CONTROL Joseph Sopko, director of ground freezing for Moretrench, discusses the design of frozen Earth structure for cross passage excavation structure, thermal analysis and design, and frost heave and thaw consolidation evaluation. Quite often the geometry of the cross passage relative to the main tunnels requires complex drilling angles, specialised equipment and quality assurance procedures to ensure accurate placement and continuity of the refrigeration Joseph Sopko pipes (Figure 2). Joseph is the director of ground freezing The first component of the design of a frozen cross passage for Moretrench is the evaluation of the material properties of the soil, both in the natural and frozen state. Ground freezing is most applicable in coarse-grained water bearing soils. Other methods such as the sequential excavation method (SEM) are typically well suited HE USE OF GROUND freezing for fine grained clayey or silty clayey soils. The preliminary to provide excavation support evaluation is typically driven by the permeability of soils. If and groundwater control groundwater cannot be controlled by dewatering or grouting for the construction of cross techniques from the surface, freezing becomes an attractive passagesT between two tunnels has option. been used extensively in Europe, Asia The permeability of the soils in the excavation zone is and most recently in North America best evaluated by groundwater pumping tests. However, such on the Port of Miami Tunnel and the tests are rarely available requiring evaluation of the grain Northgate Link Extension in Seattle. -
Case Study of Heat Transfer During Artificial Ground Freezing With
water Article Case Study of Heat Transfer during Artificial Ground Freezing with Groundwater Flow Rui Hu 1,†, Quan Liu 2,*,† and Yixuan Xing 2 1 School of Earth Science and Engineering, Hohai University, Nanjing 211100, China; [email protected] 2 Geoscience Centre, University of Göttingen, 37077 Göttingen, Germany; [email protected] * Correspondence: [email protected]; Tel.: +49-157-835-53628 † These authors contributed equally to this work. Received: 13 August 2018; Accepted: 21 September 2018; Published: 25 September 2018 Abstract: For the artificial ground freezing (AGF) projects in highly permeable formations, the effect of groundwater flow cannot be neglected. Based on the heat transfer and seepage theory in porous media with the finite element method, a fully coupled numerical model was established to simulate the changes of temperature field and groundwater flow field. Firstly, based on the classic analytical solution for the frozen temperature field, the model’s ability to solve phase change problems has been validated. In order to analyze the influences of different parameters on the closure time of the freezing wall, we performed the sensitivity analysis for three parameters of this numerical model. The analysis showed that, besides the head difference, the thermal conductivity of soil grain and pipe spacing are also the key factors that control the closure time of the frozen wall. Finally, a strengthening project of a metro tunnel with AGF method in South China was chosen as a field example. With the finite element software COMSOL Multiphysics® (Stockholm, Sweden), a three-dimensional (3D) numerical model was set up to simulate the change of frozen temperature field and groundwater flow field in the project area as well as the freezing process within 50 days. -
Forensics-By-Freezing.Pdf
Forensics by Freezing Joseph A. Sopko, Ph.D., P.E., M.ASCE Moretrench American Corporation, 100 Stickle Avenue, Rockaway, NJ 07866, e-mail: [email protected] ABSTRACT Subsurface conditions in water bearing unconsolidated soils can often produce difficult construction situations for the installation of secant piles, slurry diaphragm walls and jet grouted impermeable zones. In certain isolated cases, ground freezing has been used to provide temporary earth support and/or groundwater control where these varying unpredicted conditions retard or even prevent construction. The concept of freezing these soils to the state of a strong, impermeable medium not only facilitates excavation, but also permits visual observation of the conditions that created the initial difficulties. This paper presents case histories where ground freezing was used as a remedial technique for slurry diaphragm walls, jet grouted base seals and secant pile excavation support. The paper evaluates the soil conditions and provides a forensic analysis of the cause of the complications that lead to the need to implement ground freezing. INTRODUCTION Artificial ground freezing is a method used to provide temporary earth support and ground water control for deep excavations, typically in water bearing unconsolidated soils, but occasionally in highly fractured rock. Freezing is accomplished by drilling and installing a series of subsurface refrigeration pipes along the perimeter of the proposed excavation. A refrigerated coolant is circulated through the frozen pipes, forming a frozen earth barrier. (see Figure 1). There are different methods of drilling and installing the freeze pipes, as well as two primary methods of refrigeration. One of these methods is referred to as the direct expansion where a cryogenic liquid, such as liquid nitrogen, is pumped into the pipes to vaporize. -
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