Geosynthetics
Total Page:16
File Type:pdf, Size:1020Kb
Load more
Recommended publications
-
Heavy Equipment
Heavy Equipment Code: 5913 Version: 01 Copyright © 2007. All Rights Reserved. Heavy Equipment General Assessment Information Blueprint Contents General Assessment Information Sample Written Items Written Assessment Information Performance Assessment Information Specic Competencies Covered in the Test Sample Performance Job Test Type: The Heavy Equipment assessment is included in NOCTI’s Teacher assessment battery. Teacher assessments measure an individual’s technical knowledge and skills in a proctored prociency examination format. These assessments are used in a large number of states as part of the teacher licensing and/or certication process, assessing competency in all aspects of a particular industry. NOCTI Teacher tests typically oer both a written and performance component that must be administered at a NOCTI-approved Area Test Center. Teacher assessments can be delivered in an online or paper/pencil format. Revision Team: The assessment content is based on input from subject matter experts representing the state of Pennsylvania. CIP Code 49.0202- Construction/Heavy Career Cluster 2- 47-2073.00- Operating Engineers Equipment/Earthmoving Architecture and Construction and Other Construction Equipment Operation Equipment Operators NOCTI Teacher Assessment Page 2 of 12 Heavy Equipment Wrien Assessment NOCTI written assessments consist of questions to measure an individual’s factual theoretical knowledge. Administration Time: 3 hours Number of Questions: 232 Number of Sessions: This assessment may be administered in one, two, or three -
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. -
Technical Supplement 14D--Geosynthetics in Stream Restoration
Technical Geosynthetics in Stream Restoration Supplement 14D (210–VI–NEH, August 2007) Technical Supplement 14D Geosynthetics in Stream Restoration Part 654 National Engineering Handbook Issued August 2007 Cover photo: Inert or manmade materials can be used in restoration de- signs where immediate stability is required and can be used in concert with vegetation. Advisory Note Techniques and approaches contained in this handbook are not all-inclusive, nor universally applicable. Designing stream restorations requires appropriate training and experience, especially to identify conditions where various approaches, tools, and techniques are most applicable, as well as their limitations for design. Note also that prod- uct names are included only to show type and availability and do not constitute endorsement for their specific use. (210–VI–NEH, August 2007) Technical Geosynthetics in Stream Restoration Supplement 14D Contents Purpose TS14D–1 Introduction TS14D–1 Materials TS14D–1 Geotextile ....................................................................................................... TS14D–1 Geogrid ........................................................................................................... TS14D–1 Geonet ............................................................................................................ TS14D–2 Geocell ........................................................................................................... TS14D–2 Rolled erosion control products ................................................................ -
Montlake Cut Tunnel Expert Review Panel Report
SR 520 Project Montlake Cut Tunnel Expert Review Panel Report EXPERT REVIEW PANEL MEMBERS: John Reilly, P.E., C.P.Eng. John Reilly Associates International Brenda Böhlke, Ph.D., P.G.. Myers Böhlke Enterprise Vojtech Gall, Ph.D., P.E. Gall Zeidler Consultants Lars Christian Ingerslev, P.E. PB Red Robinson, C.E.G., R.G. Shannon and Wilson Gregg Korbin, Ph.D. Geotechnical Consultant John Townsend, C.Eng. Hatch-Mott MacDonald José Carrasquero-Verde, Principal Scientist Herrera Environmental Consultants Submitted to the Washington State Department of Transportation July 17, 2008 SR520, Montlake Cut, Tunnel Alternatives, Expert Review Panel Report July 17h, 2008 Page 2 TABLE OF CONTENTS 1. EXECUTIVE SUMMARY......................................................................................................................5 1.1. INTRODUCTION .......................................................................................................................................5 1.2. ENVIRONMENTAL CONSIDERATIONS ......................................................................................................5 1.3. TUNNELING METHODS CONSIDERED......................................................................................................5 Figure 1 - Immersed Tunnel Construction (General) ......................................................................................6 Figure 2 - Tunnel Boring Machine (Elbe River, Hamburg) ............................................................................6 Figure 3 – Sequential Excavation -
Use of GEOGRID for Strengthening and Reducing the Roadway Structural Sections
NDOT Research Report Report No. 327-12-803 Use of GEOGRID for Strengthening and Reducing the Roadway Structural Sections January 2016 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. USE OF GEOGRID FOR STRENGTHENING AND REDUCING THE ROADWAY STRUCTURAL SECTIONS Final Report Submitted to Nevada Department of Transportation Nader Ghafoori, Ph.D., P.E. Professor of Civil Engineering AND MohammadReza Sharbaf Graduate Research Assistant Department of Civil and Environmental Engineering and Construction University of Nevada Las Vegas 4505 Maryland Parkway Box 454015 Las Vegas, NV 89154-4015 Tel: (702) 895-2531 Fax: (702)895-3936 Email: [email protected] January 2016 ABSTRACT An experimental laboratory program to assess the effectiveness of biaxial and triaxial geogrid-reinforced flexible pavements to reduce roadway section was carried out. Six laboratory tests were conducted using a steel cylindrical mold with dimensions of 1.8 m (6 ft) in diameter and 2.1 m (7 ft) in height. The studied reinforced and unreinforced (without geogrid) sections consisted of a locally-obtained subgrade with a minimum thickness of 1.5 m (5 ft) and an asphaltic surface course of 7.6 cm (3 in). -
Stiffness and Strength Improvement of Geosynthetic-Reinforced Pavement
infrastructures Article Stiffness and Strength Improvement of Geosynthetic-Reinforced Pavement Foundation Using Large-Scale Wheel Test Jason Wright 1, S. Sonny Kim 2,* and Bumjoo Kim 3 1 Aviation Engineer II, Pond and Company, Peachtree Corners, GA 30092, USA; [email protected] 2 Civil Engineering, College of Engineering, University of Georgia, Athens, GA 30602, USA 3 Department of Civil and Environment Engineering, Dongguk University, Seoul 04620, Korea; [email protected] * Correspondence: [email protected] Received: 2 March 2020; Accepted: 1 April 2020; Published: 3 April 2020 Abstract: Laboratory cyclic plate load tests are commonly used in the assessment of geosynthetic performance in pavement applications due to the repeatability of testing results and the smaller required testing areas than traditional Accelerated Pavement Testing facilities. While the objective of traditional plate load testing procedure is to closely replicate traffic conditions, the reality is that rolling wheel loads produce different stresses in pavement layers than traditional cyclic plate load tests. This two-fold study investigates the differences between the stress response of subgrade soil from a rolling wheel load (replicating rolling traffic conditions) and a unidirectional dynamic load (replicating traditional plate load test procedures) in order to obtain a more realistic stress response of pavement layers from rolling wheel traffic. Ultimately, results show that the testing specimens that experienced rolling wheel loading had an average of 17% higher pressure measurements in the top of the subgrade than vertically loaded (unidirectional dynamic load) specimens. The second segment of this study is used in conjunction with the first to analyze aggregate base material behavior when using a geosynthetic for reinforcement. -
Performance of Nonwoven Geotextiles on Soil Drainage and Filtration Nour-Eddine Sabiri, Adeline Caylet, Agnès Montillet, Laurence Le Coq, Yves Durkheim
Performance of nonwoven geotextiles on soil drainage and filtration Nour-Eddine Sabiri, Adeline Caylet, Agnès Montillet, Laurence Le Coq, Yves Durkheim To cite this version: Nour-Eddine Sabiri, Adeline Caylet, Agnès Montillet, Laurence Le Coq, Yves Durkheim. Performance of nonwoven geotextiles on soil drainage and filtration. European Journal of Environmental and Civil Engineering, Taylor & Francis, 2017, 10.1080/19648189.2017.1415982. hal-01741182 HAL Id: hal-01741182 https://hal.archives-ouvertes.fr/hal-01741182 Submitted on 21 Aug 2019 HAL is a multi-disciplinary open access L’archive ouverte pluridisciplinaire HAL, est archive for the deposit and dissemination of sci- destinée au dépôt et à la diffusion de documents entific research documents, whether they are pub- scientifiques de niveau recherche, publiés ou non, lished or not. The documents may come from émanant des établissements d’enseignement et de teaching and research institutions in France or recherche français ou étrangers, des laboratoires abroad, or from public or private research centers. publics ou privés. Performance of nonwoven geotextiles on soil drainage and filtration Nour-Eddine Sabiria, Adeline Cayleta,b, Agnès Montilleta, Laurence Le Coqa and Yves Durkheimc auniversité de nantes, gEpEa, umr-CnrS 6144, nantes, france; buniversité de Bretagne Sud, frE CnrS 3744, irdl, pontivy, france; cafitEX, Champhol, france ABSTRACT The selection of a geotextile to prevent the soil suffusion in a civil engineering ARTICLE HISTORY work is a classical problem. The internal erosion is a key factor as the migration received 8 march 2017 of fine particles damages the integrity of the soil structure. This work deals accepted 6 december 2017 with the problem of using a draining system consisting of a layer of soil and a KEYWORDS geotextile sheet in order to prevent soil suffusion. -
Downloaded from the Online Library of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE)
INTERNATIONAL SOCIETY FOR SOIL MECHANICS AND GEOTECHNICAL ENGINEERING This paper was downloaded from the Online Library of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE). The library is available here: https://www.issmge.org/publications/online-library This is an open-access database that archives thousands of papers published under the Auspices of the ISSMGE and maintained by the Innovation and Development Committee of ISSMGE. Localized mobilization of geotextile reinforcement force at failure surface Mobilisation localisee de la force de renforcement du geotextile en surface de rupture P.V. Long, D.T. Bergado & A. S. Balasubramaniam - School o i C ivil Engineering, Asian Institute of Technology (AIT), Bangkok, Thailand P. Delmas - Bidim, France ABSTRACT: The orientation and magnitude of geotextile reinforcement force associated with slip failure are the key parameters affecting on the stability analyses of reinforced embankments. Presently, these parameters have been selected arbitrarily and even independently. The large direct shear tests with inclined geotextile reinforcements as well as the finite element modelling for reinforced- soil mass that simulate the actual conditions of slip failure in the field have been conducted for investigating the relationship between the inclination factor, the reinforcement stiffness, and the localized mobilization of reinforcement strain during shear. The orientation and magnitude of reinforcement force can then be estimated from this relation. 1 INTRODUCTION inside dimensions of 930 mm in length by 580 mm in width and Limit equilibrium analyses with circular slip surfaces have 560 mm in height. The compaction was done with 150 mm lift been commonly used in conventional design of geotextile at moisture content of 13 % and dry density of 17 kN/m3 reinforced embankments on soft ground. -
Green Terramesh Rock Fall Protection Bund
Double Twist Mesh Project: 112 Bridle Path Road Date: May 2016 Client: Private Residence, Heathcote Valley Designer: Engeo Consulting Ltd Contractor: Higgins Contractors Location: Christchurch Green Terramesh Rock Fall Protection Bund The 22 February 2010 Christchurch earthquake triggered numerous rock falls causing damage to homes built close to cliffs. Many of those that survived were red zoned by the Government due of the risk of further rock fall or cliff collapse. The area around Heathcote Valley and in particular Bridle Path road was identified as an area of high risk requiring some form of rock fall protection structure to be constructed in order to protect dwellings from rock fall in the event of any further earthquakes. Geofabrics offers a range of solutions that includes certified catch fences and Green Terramesh rockfall embankments. A rockfall embankment was the preferred solution for this site which has the potential to experience multiple rock fall events. The use of Green Site Preparation Terramesh allows the embankment slopes to be steepened and the footprint reduced to form a stable and robust bund having high energy absorption characteristics. The structure is typically filled with compacted granular material or engineered soil fill with horizontal soil reinforcement (geogrid or DT mesh) inclusions. The front face can either be vegetated or finished with a rock veneer. Rockfall embankments have undergone extensive full scale testing in Europe. Actual rock impacts in excess of 5000kJ into Green Terramesh rockfall embankments located in Northern Italy have been back-analysed and the design methodology verified using numerical modelling (FEM) techniques. This research has resulted in the development of design charts to provide designers with a Bund Design simplified design method based on rock penetration depth. -
Geosynthetic Reinforced Steep Slopes: Current Technology in the United States
applied sciences Review Geosynthetic Reinforced Steep Slopes: Current Technology in the United States Yoo-Jae Kim 1,*, Ashley Russell Kotwal 1, Bum-Yean Cho 2, James Wilde 1 and Byung Hee You 1 1 Department of Engineering Technology, Materials Science, Engineering, and Commercialization Program, Texas State University, 601 University Drive, San Marcos, TX 78666, USA; [email protected] (A.R.K.); [email protected] (J.W.); [email protected] (B.H.Y.) 2 Department of Fire Safety Research, Korea Institute of Civil Engineering and Building Technology, 64 Ma-doro 182beon-gil, Mado-myeon, Hwaseong-si, Gyeonggi-do 18544, Korea; [email protected] * Correspondence: [email protected]; Tel.: +1-512-245-6309 Received: 5 April 2019; Accepted: 13 May 2019; Published: 16 May 2019 Abstract: Geosynthetics is a crucial mechanism in which the earth structures can be mechanically stabilized through strength enforcing tensile reinforcement. Moreover, geosynthetic reinforcement stabilizes steep slopes through incorporating the polymeric materials, becoming one of the most cost-effective methods in not only accommodating budgetary restrictions but also alleviating space constraints. In order to explicate on the applicability and widen the understanding of geosynthetic reinforcement technology, a synthesis study was conducted on geosynthetic reinforced steep slope. This study is very important because in not only highlighting the advantages and limitations of using geosynthetic reinforcement but also in investigating the current construction and design methods with a view to determining which best practices can be employed. Furthermore, this study also identified and assessed the optimal condition of the soil, performance measures, construction specifications, design criteria, and geometry of the slope. -
Slope Stability
Slope stability Causes of instability Mechanics of slopes Analysis of translational slip Analysis of rotational slip Site investigation Remedial measures Soil or rock masses with sloping surfaces, either natural or constructed, are subject to forces associated with gravity and seepage which cause instability. Resistance to failure is derived mainly from a combination of slope geometry and the shear strength of the soil or rock itself. The different types of instability can be characterised by spatial considerations, particle size and speed of movement. One of the simplest methods of classification is that proposed by Varnes in 1978: I. Falls II. Topples III. Slides rotational and translational IV. Lateral spreads V. Flows in Bedrock and in Soils VI. Complex Falls In which the mass in motion travels most of the distance through the air. Falls include: free fall, movement by leaps and bounds, and rolling of fragments of bedrock or soil. Topples Toppling occurs as movement due to forces that cause an over-turning moment about a pivot point below the centre of gravity of the unit. If unchecked it will result in a fall or slide. The potential for toppling can be identified using the graphical construction on a stereonet. The stereonet allows the spatial distribution of discontinuities to be presented alongside the slope surface. On a stereoplot toppling is indicated by a concentration of poles "in front" of the slope's great circle and within ± 30º of the direction of true dip. Lateral Spreads Lateral spreads are disturbed lateral extension movements in a fractured mass. Two subgroups are identified: A. -
Mechanically Stabilized Earth (MSE)
Mechanically Stabilized Earth Mechanically Stabilized Earth (MSE) • Mechanically stabilized earth walls and slopes are constructed with “reinforced soil” and consist of horizontal soil reinforcing elements including such things as steel strips, steel or polymeric grids, and geotextile sheets and a facing to prevent erosion. Mechanically Stabilized Earth (MSE) • Placement of horizontal reinforcing elements of this type significantly strengthens the soil and allows construction of very steep slopes. Even vertical walls can be constructed without support from a massive structural system at the face. CONCEPT OF REINFORCED SOIL without soil reinforcement with soil reinforcement TYPES OF SOIL REINFORCEMENTS Steel strip Geostrip Various types Geogrids (extruded, bonded, woven etc) Woven geotextiles Major applications of Soil Reinforcement as per design codes – Retaining Walls & Bridge Abutments – Retaining Slopes – Soil Nailing – Embankments • On soft soil (like Sabkha in gulf countries) • Over piles • Over areas prone to subsidence TYPICAL CROSS-SECTION OF A HIGHWAY RETAINING WALL Crashbarrier FrictionSlab Pavement Drainage Pipe Facing Panel Structural Fill Backfill Soil Reinforcement Embedment Depth Transverse Drainage Pipe Levelling Pad Geotextile Foundation Soil Mechanically Stabilized Slope Abutment Center for Potential Surcharge Geosynthetic Rotational Failure Plane Reinforcement Failure xH Plane 1V Reinforced Zone 4’vertical spacing Movement and Tension Develop Along Plane of Failure Miragrid Geogrid • Laguna Beach Area, CA How Steep Can a MSE Slope Go? • > 70 deg. is a retaining wall Design of Soil Reinforced Retaining Wall Stability Checks : 1. External Stability is addressed to check against over-turning, sliding and foundation failure 2. Internal Stability is addressed to determine soil reinforcement spacing, strength & length External Stability checks PET / HS Woven Polyester •Low creep behavior for long term structural stability and more economical design.