DOCSLIB.ORG

Best Practices for Airport Portland Cement Concrete Pavement Construction (Rigid Airport Pavement)

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Best Practices for Airport Portland Cement Concrete Pavement Construction (Rigid Airport Pavement) An IPRF Research Report Innovative Pavement Research Foundation Airport Concrete Pavement Technology Program Report IPRF-01-G-002-1 Best Practices for Airport Portland Cement Concrete Pavement Construction (Rigid Airport Pavement) Programs Management Office 1010 Massachusetts Avenue, N.W. Suite 200 Washington, DC 20001 April 2003 ACPA Document No. JP007P An IPRF Research Report Innovative Pavement Research Foundation Airport Concrete Pavement Technology Program Report IPRF-01-G-002-1 Best Practices for Airport Portland Cement Concrete Pavement Construction (Rigid Airport Pavement) Principal Investigators Dr. Starr D. Kohn, P.E., Soil and Materials Engineers, Inc. Dr. Shiraz Tayabji, P.E., Construction Technology Laboratories, Inc. Contributing Authors Mr. Paul Okamoto, P.E. Dr. Ray Rollings, P.E. Dr. Rachel Detwiller, P.E. Dr. Rohan Perera, P.E. Dr. Ernest Barenberg, P.E. Dr. John Anderson, P.E. Ms. Marie Torres Mr. Hassan Barzegar, P.E. Dr. Marshall Thompson, P.E. Mr. John Naughton, P.E. Programs Management Office 1010 Massachusetts Avenue, N.W. Suite 200 Washington, DC 20001 April 2003 This report has been prepared by the Innovative Pavement Research Foundation (IPRF) under the Airport Concrete Pavement Technology Program. Funding is provided by the Federal Aviation Administration (FAA) under Cooperative Agreement Number 01-G-002. Dr. Satish Agrawal is the Manager of the FAA Airport Technology R&D Branch and the Technical Manager of the Cooperative Agreement. Mr. Jim Lafrenz is the IPRF Cooperative Agreement Program Manager. The IPRF and the FAA thank the Technical Panel that willingly gave of their expertise and time for the development of this report. They were responsible for the oversight and the technical direction. The names of those individuals on the Technical Panel follow. Mr. Terry Ruhl, P.E. CH2M Hill Mr. Gary Fuselier Metropolitan Washington Airports Authority Mr. Gary Fick Duit Construction Company, Inc. Mr. Jeffrey Rapol FAA Project Technical Advisor The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented within. The contents do not necessarily reflect the official views and policies of the Federal Aviation Administration. This report does not constitute a standard, specification, or regulation. i ACKNOWLEDGEMENTS The manual was prepared by the following project team members: Principal Investigators Dr. Starr D. Kohn, P.E., Soil and Materials Engineers, Inc. Dr. Shiraz Tayabji, P.E., Construction Technology Laboratories, Inc. Contributing Authors Mr. Paul Okamoto, P.E. Dr. Ray Rollings, P.E. Dr. Rachel Detwiller, P.E. Dr. Rohan Perera, P.E. Dr. Ernest Barenberg, P.E. Dr. John Anderson, P.E. Ms. Marie Torres Mr. Hassan Barzegar, P.E. Dr. Marshall Thompson, P.E. Mr. John Naughton, P.E. The project team would like to acknowledge the contributions of the following: • Mr. Terry Sherman, Mr. Gene Gutierrez and Mr. Richard Donovan, U.S. Army Corps of Engineers, who provided valuable feedback at various stages in the development of the manual. • The staff of the Port Authority of New York and New Jersey, Memphis-Shelby County Airport Authority and Wayne County Department of Public Services who provided their time and arranged site visits and meetings with contractors, material suppliers and testing personnel. • The staff of the following paving contractors and equipment suppliers: o Interstate Highway Construction, Inc., Englewood, Colorado o Ajax Paving Industries, Inc., Madison Heights, Michigan o Gunthert & Zimmerman Construction Division, Inc., Ripon, California o Gomaco Corporation, Ida Grove, Iowa. The project team would also like to acknowledge that the manual incorporates the collective experience of a broad range of experts who have, over the years, contributed so much to the developments in airport concrete pavement construction technology. As a result of their contributions, which have produced long lasting concrete pavements, the United States enjoys one of the best aviation systems in the world. ii TABLE OF CONTENTS Page IPRF/FAA PREFACE .................................................................................................................... i ACKNOWLEDGEMENTS ........................................................................................................... ii NOTES FOR THE READER ........................................................................................................ ix EXECUTIVE SUMMARY ............................................................................................................x 1. INTRODUCTION ..............................................................................................................1 1.1 Purpose.....................................................................................................................1 1.2 Scope ......................................................................................................................2 1.3 Disclaimer................................................................................................................2 1.4 Quality in Constructed Projects ...............................................................................2 2. CONSIDERATION OF DESIGN ISSUES.........................................................................4 2.1 Introduction..............................................................................................................4 2.2 Construction Variability...........................................................................................7 2.3 Summary..................................................................................................................7 3. PRE-CONSTRUCTION ACTIVITIES...............................................................................9 3.1 Construction Specification Issues............................................................................9 3.1.1 Civil (Private Sector) Construction Specifications......................................9 3.1.2 Military Construction Specifications .........................................................10 3.2 Planning Construction Logistics............................................................................10 3.3 Fast Track Construction and Opening Pavement to Traffic ..................................11 3.3.1 Opening Pavement to Traffic.....................................................................11 3.4 Pre-Bid Meetings...................................................................................................13 3.5 Pre-Award Meetings..............................................................................................14 3.6 Pre-Construction Meetings....................................................................................14 3.7 Qualifying Construction Materials........................................................................15 3.7.1 Evaluation of Local Aggregates.................................................................15 3.7.2 Availability and Certification of Cementitious Materials..........................18 3.7.3 Availability and Certification of Admixtures & Curing Compounds........21 3.8 Specifying Project QMP/CQC Requirements........................................................23 iii 3.8.1 Basic QMP/CQC Definitions.....................................................................24 3.8.2 General Issues............................................................................................24 3.8.3 Quality Management Plan..........................................................................25 3.8.4 Contractor QC versus Agency QA (or Acceptance) Testing Responsibilities..........................................................................................26 3.9 Test Strip Construction ..........................................................................................26 3.9.1 Test Strip Details........................................................................................27 3.9.2 Test Strip Acceptance ................................................................................31 3.9.3 Consideration of Changes in Contractor and QMP/CQC Operations .......31 4. GRADE PREPARATION.................................................................................................32 4.1 Introduction............................................................................................................32 4.2 Grading and Compacting Subgrade.......................................................................32 4.2.1 Pre-Grading Activities...............................................................................32 4.2.2 Removal of Unsuitable Subgrade..............................................................33 4.2.3 Protection of Grade....................................................................................33 4.2.4 Grading Operations....................................................................................33 4.2.5 Compaction Requirements.........................................................................34 4.3 Subgrade Stabilization...........................................................................................36 4.3.1 Lime Stabilization......................................................................................36 4.3.2 Cement Stabilization..................................................................................38 4.3.3 Contingencies for Localized Areas............................................................38 4.4 Proof-Rolling
Load more

Recommended publications
  • 111, Pp 7-13, December 2005
    Concrete Beton, Volume 111, pp 7-13, December 2005 Variation in Cover to Reinforcement: Local and International Trends Author: P D Ronné Senior Structural and Forensic Engineer, BKS (Pty) Ltd., Cape Town ABSTRACT: Concrete cover to reinforcement is a critical parameter for durability. Despite a common perception that cover is a relatively simple subject, the terminology for cover suggests the converse. A brief review of cover meter devices, their operating principles and their appropriate use is presented. In particular, the lack of guidance in taking reliable cover surveys is identified and a suitable survey method is suggested. The variability of cover is further defined. Analyses of both international and local cover survey data are used to quantify the relationship of the relative variability measure using the coefficient of variation with the mean cover. The absolute variability measured using the standard deviation, is presented for the trend. An investigation has shown that the relative variability of cover increases significantly at low covers, and decreases at increased covers. South African construction exhibited higher absolute variability regarding the achievement of cover, as measured using the standard deviation. In building construction, the achievement of specified cover is quantitively shown to be more variable than that achieved on bridge construction projects in South Africa. Recommended tolerance margins for South African construction practice are proposed at 10mm, 15mm and 20mm for precision, normal in-situ and heavy civil works respectively. Note that full copyright of this publication belongs to the Concrete Society of Southern Africa NPC. Journal Contact Details: PO Box 75364 Lynnwood Ridge Pretoria, 0040 South Africa +27 12 348 5305 [email protected] www.concretesociety.co.za Oecember 2005 - NUM BER 111 Concrete Beton I!X __ i 4 .« u Cczz:ar 2& :z:&I&L 2 L&!li iL!!£J&i4j Technical Paper ".......
    [Show full text]
  • Cathodic Protection of Concrete Bridges: a Manual of Practice
    SHRP-S-372 Cathodic Protection of Concrete Bridges: A Manual of Practice J. E. Bennett John J. Bartholomew ELTECH Research Corporation Fairport Harbor, Ohio James B. Bushman Bushman & Associates Medina, Ohio Kenneth C. Clear K. C. Clear, Inc. Boston, Virginia Robert N. Kamp Consulting Engineer Albany, New York Wayne J. Swiat Corrpro Companies, Inc. Medina, Ohio Strategic Highway Research Program National Research Council Washington, DC 1993 SHRP-S-372 ISBN 0-309-05750-7 Contract C-102D Product No. 2034 Program Manager: Don M. Harriott Project Manager: It. Martin (Marty) Laylor Consultant: John P. Broomfield Production Editor: Cara J. Tate Program Area Secretary: Carina S. Hreib December 1993 key words: bridges bridge maintenance bridge rehabilitation cathodic protection chlorides corrosion corrosion prevention corrosion rate CP electrochemical methods reinforced concrete Strategic Highway Research Program National Academy of Sciences 2101 Constitution Avenue N.W. Washington, DC 20418 (202) 334-3774 The publication of this report does not necessarily indicate approval or endorsement of the findings, opinions, conclusions, or recommendations either inferred or specifically expressed herein by the National Academy of Sciences, the United States Government, or the American Association of State Highway and Transportation Officials or its member states. © 1993 National A_zademy of Sciences I.SM/NAP/1293 Acknowledgments The research described herein was supported by the Strategic Highway Research Program (SHRP). SHRP is a unit of the National Research Council that was authorized by section 128 of the Surface Transportation and Uniform Relocation Assistance Act of 1987. This report is a compilation of work by ELTECH Research Corporation, Corrpro Companies, Inc., and Kenneth C.
    [Show full text]
  • Pedestrian and Light Traffic Applications Introduction Brick Pavers Are Arranged Cost Savings That Upon the Bedding Sand in Supplement the Savings the Desired Pattern
    Flexible Brick Industry Brick Paving Association Pedestrian and Light Traffic Applications Traffic Light and Pedestrian Introduction brick pavers are arranged cost savings that upon the bedding sand in supplement the savings the desired pattern. Sand afforded by the brick is then spread into the itself. In addition, spaces between the pavers replacement of pavers as jointing material. after repair of utilities beneath a flexible brick As the whole paving pavement is easily system compacts with time achieved. and use, the bricks interact with the jointing sand and base materials to achieve the unique quality of “interlock.” Interlock holds the pavers in place Brick paving has been used for thousands and distributes the load of years. The Romans laid brick in roads through the layers down crisscrossing their vast empire, some of to the subgrade, enabling which still exist. Americans have employed the surface to contribute the material since the earliest Colonial days, to the strength of the and brick pathways and sidewalks thread whole system. When through the landmark sites and properly installed, brick As an architect’s medium, historic areas across the country. interlocking pavements are brick is equally flexible. highly stable and durable. Its basic aesthetic appeal is legendary as a material Today, as many property the flexible nature of its This basic advantage begets that exudes warmth and owners and architects foundation and the action others. Because flexible elegance through the attest, brick paving is of the pavers themselves. brick paving provides permanent color of fired timeless, especially for In such flexible pavements, interlock, no rigid concrete clay or shale.
    [Show full text]
  • Pavements and Surface Materials
    N O N P O I N T E D U C A T I O N F O R M U N I C I P A L O F F I C I A L S TECHNICAL PAPER NUMBER 8 Pavements and Surface Materials By Jim Gibbons, UConn Extension Land Use Educator, 1999 Introduction Traffic Class Type of Road Pavements are composite materials that bear the weight of 1 Parking Lots, Driveways, Rural pedestrian and vehicular loads. Pavement thickness, width and Roads type should vary based on the intended function of the paved area. 2 Residential Streets 3 Collector Roads Pavement Thickness 4 Arterial roads 5 Freeways, Expressways, Interstates Pavement thickness is determined by four factors: environment, traffic, base characteristics and the pavement material used. Based on the above classes, pavement thickness ranges from 3" for a Class 1 parking lot, to 10" or more for Class 5 freeways. Environmental factors such as moisture and temperature significantly affect pavement. For example, as soil moisture Sub grade strength has the greatest effect in determining increases the load bearing capacity of the soil decreases and the pavement thickness. As a general rule, weaker sub grades require soil can heave and swell. Temperature also effects the load thicker asphalt layers to adequately bear different loads associated bearing capacity of pavements. When the moisture in pavement with different uses. The bearing capacity and permeability of the freezes and thaws, it creates stress leading to pavement heaving. sub grade influences total pavement thickness. There are actually The detrimental effects of moisture can be reduced or eliminated two or three separate layers or courses below the paved wearing by: keeping it from entering the pavement base, removing it before surface including: the sub grade, sub base and base.
    [Show full text]
  • PASER Manual Asphalt Roads
    Pavement Surface Evaluation and Rating PASER ManualAsphalt Roads RATING 10 RATING 7 RATING 4 RATING PASERAsphalt Roads 1 Contents Transportation Pavement Surface Evaluation and Rating (PASER) Manuals Asphalt PASER Manual, 2002, 28 pp. Introduction 2 Information Center Brick and Block PASER Manual, 2001, 8 pp. Asphalt pavement distress 3 Concrete PASER Manual, 2002, 28 pp. Publications Evaluation 4 Gravel PASER Manual, 2002, 20 pp. Surface defects 4 Sealcoat PASER Manual, 2000, 16 pp. Surface deformation 5 Unimproved Roads PASER Manual, 2001, 12 pp. Cracking 7 Drainage Manual Patches and potholes 12 Local Road Assessment and Improvement, 2000, 16 pp. Rating pavement surface condition 14 SAFER Manual Rating system 15 Safety Evaluation for Roadways, 1996, 40 pp. Rating 10 & 9 – Excellent 16 Flagger’s Handbook (pocket-sized guide), 1998, 22 pp. Rating 8 – Very Good 17 Work Zone Safety, Guidelines for Construction, Maintenance, Rating 7 – Good 18 and Utility Operations, (pocket-sized guide), 1999, 55 pp. Rating 6 – Good 19 Wisconsin Transportation Bulletins Rating 5 – Fair 20 #1 Understanding and Using Asphalt Rating 4 – Fair 21 #2 How Vehicle Loads Affect Pavement Performance Rating 3 – Poor 22 #3 LCC—Life Cycle Cost Analysis Rating 2 – Very Poor 23 #4 Road Drainage Rating 1 – Failed 25 #5 Gravel Roads Practical advice on rating roads 26 #6 Using Salt and Sand for Winter Road Maintenance #7 Signing for Local Roads #8 Using Weight Limits to Protect Local Roads #9 Pavement Markings #10 Seal Coating and Other Asphalt Surface Treatments #11 Compaction Improves Pavement Performance #12 Roadway Safety and Guardrail #13 Dust Control on Unpaved Roads #14 Mailbox Safety #15 Culverts-Proper Use and Installation This manual is intended to assist local officials in understanding and #16 Geotextiles in Road Construction/Maintenance and Erosion Control rating the surface condition of asphalt pavement.
    [Show full text]
  • Guideline for the Preparation of Road Structure Durability Plans
    Guideline for the Preparation of Road Structure Durability Plans Bridge Asset Management, Structures Division Guideline for the Preparation of Road Structure Durability Plans Engineering & Technology Table of Contents Executive Summary.......................................................................................................................................iii Glossary..........................................................................................................................................................iv 1 Introduction............................................................................................................................................1-1 1.1 General..........................................................................................................................................1-1 1.2 Asset Performance........................................................................................................................1-1 1.3 Guideline Structure .......................................................................................................................1-1 1.4 Scope ............................................................................................................................................1-3 1.5 Submission of Durability Plans .....................................................................................................1-3 2 Content of Durability Plan Report .......................................................................................................2-1
    [Show full text]
  • Simultaneous Estimation of Rebar Diameter and Cover Thickness by a GPR-EMI Dual Sensor
    sensors Article Simultaneous Estimation of Rebar Diameter and Cover Thickness by a GPR-EMI Dual Sensor Feng Zhou 1, Zhongchang Chen 1, Hai Liu 2,*, Jie Cui 2, Billie F. Spencer 3 and Guangyou Fang 4 1 School of Mechanical Engineering and Electronic Information, China University of Geosciences (Wuhan), Wuhan 430074, China; [email protected] (F.Z.); [email protected] (Z.C.) 2 School of Civil Engineering, Guangzhou University, Guangzhou 510006, China; [email protected] 3 Department of Civil and Environmental Engineering, University of Illinois at Urbana-Champaign, Urbana, IL 61801, USA; [email protected] 4 Institute of Electronics, Chinese Academy of Sciences, Beijing 100190, China; [email protected] * Correspondence: [email protected]; Tel.: +86-20-39366-955 Received: 2 August 2018; Accepted: 31 August 2018; Published: 6 September 2018 Abstract: Precise characterization of reinforcing bars (rebars) in a concrete structure is of significant importance for construction quality control and post-disaster safety evaluation. This paper integrates ground-penetrating radar (GPR) and electromagnetic induction (EMI) methods for simultaneous estimation of rebar diameter and cover thickness. A prototype of GPR-EMI dual sensor is developed, and a calibration experiment is conducted to collect a standard EMI dataset corresponding to various rebar diameters and cover thicknesses. The handheld testing cart can synchronously collect both GPR and EMI data when moving on the concrete surface, from which a data processing algorithm is proposed to simultaneously estimate the rebar diameter and cover thickness. Firstly, by extracting the apex of the hyperbolic reflection from the rebar in the preprocessed GPR profile, the rebar position is determined and further used to extract the effective EMI curve.
    [Show full text]
  • Profometer Sales Flyer
    Solutions since 1954 ® The all-in-one solution for rebar assessment and corrosion analysis New Feature 2-Layer Neighboring Rebar AI Correction Artificial Intelligence ASTM DIN BS SN DGZFP SIA UNI JGJ/T JSCE Interactive Full flexibility High productivity User friendliness Upgrade anytime Easy and immediate Profometer between cover data interpretation touchscreen with meter and corrosion with 2D grid and illustrative display analysis instruments statistical views and assisted Easily switch the Dual-core processor workflow probes of the for fast data On-site post combined instrument acquisition processing of the New technologies will Dedicated software measured data be added to further for efficient custom Rugged housing for increase application reporting harsh environments range Profometer Corrosion interface box Ready to connect half- cell electrodes to your Profometer unit ® Speed-up your measuring and reporting! Profometer 6 Cover Meters Profometer Corrosion Advanced cover meters Most versatile half-cell and rebar locators based potential solution on the eddy current pulse Proceq’s unique wheel induction principle electrodes allow the Assisted scan of any fastest and most efficient surface regardless of its on site testing size and geometry Compatible with existing Universal probe and Canin and most third detachable ruggedized party electrodes cart with wireless path Complies with measuring system international standards Complies with international ASTM, RILEM, DGZfP, standards BS, DIN, DGZfP, SIA, UNI, JGJ/T, JSCE SN, SS, DBV Find out more Find out more Profometer® Touchscreen Universal Proceq – History of Innovation since 1954 In its current version the Profometer brand extends its features to cover additional methodologies related to the testing of Proceq SA of Switzerland, founded in 1954, is a leading reinforcement steel, incorporating both rebar assessment and manufacturer of the highest quality portable instruments for corrosion analysis functionalities, thus replacing the world non-destructive testing of materials.
    [Show full text]
  • “Stone Pavements” (On Broadway in New York City, New York)
    “Stone Pavements” (on Broadway in New York City, New York) In The Manufacturer and Builder, Vol. 1, No. 7 July 1869, pp. 194 This article, which begins on the next page, is presented on the Stone Quarries and Beyond web site. http://quarriesandbeyond.org/ Peggy B. Perazzo Email: [email protected] July 2013 “Stone Pavements” (on Broadway in New York City, New York) In The Manufacturer and Builder, Vol. 1, No. 7, July 1869, pp. 194 “A pavement answering all possible requirements being a total impossibility, the main consideration comes to be, the sort of travel on the road. The Romans, looking only to durability, used heavy granite or basalt blocks, and many such pavements, constructed two thousand years ago, are still in good condition, though they are not what is wanted now. Durability may, to a certain extent, be sacrificed for more desirable qualities. It was a great mistake to lay the Russ pavement in Broadway; it is nothing but an imitation of the ancient Roman streets, and heavy, uninterrupted travel makes such pavements so smooth that it is cruelty to drive a horse over them. Where the travel is not so heavy, as is the case in the streets of Rome, the atmospheric influences prevent this polishing of the surface, and the pavement is not so objectionable. The common cobble-stone pavement, when the stones are not too large, gives a better foot-hold to the horses, and is, when well laid, very durable for light travel; but as the stones all lie with the most pointed part downward, they have a tendency to sink under heavy pressure; and the points being unequal in length and differing in degree of tapering, they will sink unequally.
    [Show full text]
  • Surface Pavement Materials Used Ion Urban Areas
    Session 4 - Specific techniques and innovation Paper : Pavement surface materials used in urban areas Authors : Egbert BEUVING (EAPA) - Netherlands Jean-Paul MICHAUT (COLAS) - France Pavement surface materials used in urban areas -The range of urban materials- Egbert Beuving (EAPA) and Jean-Paul Michaut (COLAS) Summary A wide variety of pavement surface materials have been used in urban areas. The choice of the surface material depends on a range of rational and irrational arguments. In former days the availability of the materials was a dominant factor. Nowadays a broad scale of materials is available and functional requirements play an important role in the decision for a certain pavement type and surface layer now. The materials available are: • Bituminous bound materials (asphalt concrete, mastic asphalt) • Cement bound materials (concrete, concrete elements) • (Small) paving elements (block pavers, modular materials, stone, terracotta) • Composite pavements (a combination of the above mentioned ones) In urban areas there is a wide variety of pavement users, as there are: pedestrians, wheelchair- users, parents with prams, roller-skates, bicyclists, scoot-mobiles, motorists, passenger cars and trucks. The choice of the surface material depends on the (functional) requirements. Some of these requirements are the same as for highways; other ones might depend on the local situation. Additional requirements for urban areas might be a certain surface texture or colour for a certain image, easy to repair to guarantee the accessibility of houses, shops and other buildings, noise reducing, open for water infiltration, smooth to avoid vibrations and easy to open for accessing sewerage, gas and water systems. There might also be a need for flexible materials for creating ramps, roundabouts, cables and wiring.
    [Show full text]
  • On-Site Pavement Section Sidewalk Detail Sign Post On
    WIDTH PER PLAN CURB TRANSITION ORANGE CONSTRUCTION FACE OF SIGN TOP OF CONCRETE (CONCRETE TYP) FENCING (WHERE NOTED ON PLAN) PER PLAN FINISHED 6"x6" 10/10 W.W.M. CL STABILIZE ENTIRE PILE GRADE CURB CONCRETE 2% SLOPE 1:12 WITH VEGETATION OR COVER SIDEWALK NYSDOT APPROVED 2 SLOPE OR LESS 2" @ 2% PITCH 4" X X X X X X GALVANIZED STEEL 1 (SIGN POST) ±6'-0" FENCE POST @ 8'-0" OC 4" SLOPE = 1:12 SLOPE 1:12 5' MIN. CRUSHED STONE SUBGRADE ITEM NO 304.03 NOTES: DETECTABLE WARNING ±6'-0" 4'-0" MIN. 1 1. SIDEWALK EXPANSION JOINTS SHALL BE SPACED AT 5' INTERVALS WITH 2" X 4" PRE-MOLDED JOINTS AT 15' O.C. 5'-0" OR EDGE OF BREAKAWAY 2. ALL CONCRETE FOR SIDEWALKS SHALL BE 4000 PSI AT 28 DAYS WITH TRANSVERSE BROOM FINISH PAVEMENT HINGE AND CROSS SLOPE. CONCRETE MIN. SLOPE MIN. SLOPE SIDEWALK 3. SIDEWALKS GREATER THAN 8% IN GRADE SHALL BE STEPPED IN ACCORDANCE WITH THE NEW STRAWBALES OR SILTFENCE YORK STATE BUILDING CODE REQUIREMENTS. FINISH GRADE GRADE SIDEWALK DETAIL NOTES: 1. AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL BE DRY AND STABLE. SCALE: N.T.S. SLOPE 1:12 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 1:2. GRASS AREA NATIVE SOIL VARIES CURB TRANSITION 1/4"X8"X24" STEEL (CONCRETE TYP) 3. UPON COMPLETION OF SOIL STOCKPILING, EACH PILE SHALL BE SURROUNDED A WITH 4'-0" MIN PLATE (WELDED) EITHER SILT FENCING OR STRAWBALES, THEN STABILIZED WITH VEGETATION OR COVERED. 1'-6" MIN 5'-0" MIN 4. SEE SPECIFICATIONS (THIS MANUAL) FOR INSTALLATION OF SILTFENCE.
    [Show full text]
  • GLOSSARY of TERMS1 Aggregate Base (AB) - a Base Course Consisting of Compacted Mineral Aggregates
    ACKNOWLEDGMENT OF SPONSORSHIP This work was sponsored by the American Association of State Highway and Transportation Officials, in cooperation with the Federal Highway Administration, and was conducted in the National Cooperative Highway Research Program, which is administered by the Transportation Research Board of the National Research Council. DISCLAIMER This is the final draft as submitted by the research agency. The opinions and conclusions expressed or implied in the report are those of the research agency. They are not necessarily those of the Transportation Research Board, the National Research Council, the Federal Highway Administration, the American Association of State Highway and Transportation Officials, or the individual states participating in the National Cooperative Highway Research Program. APPENDIX A — GLOSSARY OF TERMS1 aggregate base (AB) - A base course consisting of compacted mineral aggregates. Also, granular base (GB), unbound granular base. aggregate interlock - A load transfer mechanism whereby the shear is carried by the aggregate-cement paste interface. aggregate subbase (ASB) - A subbase course consisting of compacted mineral aggregates. Also, granular subbase, unbound granular subbase. alligator cracking - Interconnected or interlaced cracks forming a pattern that resembles an alligator's hide. Also, map cracking. alternatives - Differing paving or rehabilitation courses of action that will satisfy established pavement design and management objectives. analysis period - The time period used for comparing design alternatives. An analysis period may contain several maintenance and rehabilitation activities during the life cycle of the pavement being evaluated. annual average daily truck traffic (AADTT) - The estimate of typical truck traffic on a road segment for all days of the week over the period of a year.
    [Show full text]