Summary Memorandum: Tunnel Constructability Study Update to the 2010 Deir for the Red Line/Blue Line Connector
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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 -
Directions to the State Transportation Building City Place Parking Garage
Directions to the State Transportation Building By Public Transit | By Automobile Photo ID required for building entry. City Place Parking Garage is next to the entrance GPS address is 8 Park Plaza Boston MA By Automobile: FROM THE NORTH: Take 93 South to the Leverett Connector (immediately before the Lower Deck). Follow all the way into Leverett Circle, and get onto Storrow Drive West. Pass the government center exit on the left, and take the 2nd exit (Copley Square), which will also be on the left side. Get in the left lane, and at the lights, take a left onto Beacon Street. Take an immediate right onto Arlington Street. Follow Arlington past the Public Garden and crossing Boylston and St. James Streets. After passing the Boston Park Plaza Hotel on the left, take a left onto Stuart Street. The Motor Mart garage will be on the left and the Radisson garage will be on the right. The State Transportation Building is located at the intersection of Stuart and Charles Streets. FROM THE SOUTH: Take 93 North to the South Station exit (#20). Bear left and follow the frontage road towards South Station. The frontage road ends at Kneeland Street, and a prominent sign says to go left to Chinatown. Turn left and follow Kneeland Street (which becomes Stuart Street after a few blocks). Within a mile of South Station, the State Transportation Building will be on your right. After a mandatory right turn, the entrance to the garage is first driveway on the right. FROM THE WEST: Take the Masspike (90) East to the Prudential Center/Copley Square exit (#22); follow tunnel signs (right lane) to Copley Square. -
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 -
Feb. 18, 1998 AMENDED and RESTATED DEVELOPMENT PLAN
BRA Approval: January J!_, 1998 ZC Approval: Feb J.:2, 1998 Effective: Feb. 18, 1998 AMENDED AND RESTATED DEVELOPMENT PLAN and DEVELOPMENT IMPACT PROJECT PLAN for PLANNED DEVELOPMENT AREA NO. 33 MILLENNIUM PLACE Dated November 5, 1997 As Revised = Developer: New Commonwealth Center Limited Partnership, a limited partnership formed under the laws of the Commonwealth of Massachusetts (the "Developer") by New Commonwealth Center Corp., a Massachusetts corporation, as a general partner, proposes to develop the Millennium Place Project (the "Project"). The business address, telephone number and designated contact for the Developer is: New Commonwealth Center Limited Partnership, c/o MDA Associates, Inc., 75 Arlington Street, Boston, Massachusetts 02116, Telephone: 617/451-0300, Designated Contact: Anthony Pangaro. The former approved project for this Planned Development Area was known as "Commonwealth Center" and was to be developed by Commonwealth Center Limited Partnership, a limited partnership formed under the laws of the State of Delaware whose general partner was F.D. Rich Company of Boston, Inc., a Connecticut corporation, and by 1 Casa Development, Inc., a Massachusetts corporation which was a wholly owned subsidiary of A. W. Perry, Inc. Subsequent to the receipt of the approvals needed for construction of Commonwealth Center, the original developers defaulted under mortgage loans held by Citicorp Real Estate, Inc., a Delaware company. On behalf of Citicorp Real Estate, Inc., the Developer, New Commonwealth Center Limited Partnership, became the owner of the Property following the mortgage foreclosure. Since the date of the foreclosure, the Developer has been and continues to be the sole legal owner of the Property. -
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. -
Traffic Impact Study Proposed GA 53 at New Cut Road Mixed-Use Development Town of Braselton, Jackson County, Georgia
Traffic Impact Study Proposed GA 53 at New Cut Road Mixed-Use Development Town of Braselton, Jackson County, Georgia May 7, 2020 MARC R. ACAMPORA, PE, LLC TRAFFIC ENGINEERING Traffic Impact Study Proposed GA 53 at New Cut Road Mixed-Use Development Town of Braselton, Jackson County, Georgia study prepared for: Mahaffey Pickens Tucker, LLP 1550 North Brown Road, Suite 125 Lawrenceville, Georgia 30043 May 7, 2020 MARC R. ACAMPORA, PE, LLC TRAFFIC ENGINEERING 858 Myrtle Street, NE Atlanta, Georgia 30308 phone: (678) 637-1763 e-mail: [email protected] Contents INTRODUCTION ................................................................................................................................................................... 1 EXISTING TRAFFIC CONDITIONS ........................................................................................................................................... 2 DESCRIPTION OF EXISTING ROADWAYS ............................................................................................................................................. 2 PEDESTRIAN, BICYCLE, AND TRANSIT ACCESSIBILITY ............................................................................................................................. 2 EXISTING TRAFFIC VOLUMES ........................................................................................................................................................... 5 EXISTING INTERSECTION OPERATIONS .............................................................................................................................................. -
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 ................................................ -
Fundamentals of Site Grading Design
188.pdf A SunCam online continuing education course Fundamentals of Site Grading Design by Joshua A. Tiner, P.E. 188.pdf Fundamentals of Site Grading A SunCam online continuing education course Table of Contents A. Introduction B. Basics • Background: • Existing Conditions: • Contour Lines: • Spot Elevations / Spot Grades: • Other Standard Annotations: • Slope • Plan Setup • Limit of Disturbance / Transition between Existing and New Grades • The Inverse Slope/Contour Calculation Method C. Design Parameters and Other Limitations • Design Parameters • Positive Drainage • Rules of Thumb o Maximum Access Drive Slope: 8% o Maximum Parking Lot Slope: 5% o Maximum Slope in Maintainable Grassed Landscaped Areas 3:1 o Maximum Slope in Stabilized Landscaped Areas 2:1 o Slopes exceeding 2:1 o Minimum Slope of Asphalt: 1.5% o Minimum Slope of Concrete: 0.75% o Minimum Slope of Concrete Curb: 0.75% o Loading Dock grading: 2.0% for 60’ • ADA Requirements • Cut-Fill Analysis • Rock Ledge walls D. Other Grading Features • Berms • Swales • Ridge Lines • Retaining Walls E. Problem Areas and Other Locations of Importance • Landscaped Islands and Peninsulas • ADA Parking Spaces • Longitudinal Islands with Sidewalks • Flush Ramps • Drainage Outfall Location • Setting the Finished Floor • Property Line grading F. Summary and Conclusion www.SunCam.com Copyright 2014 Joshua A. Tiner, P.E. Page 2 of 24 188.pdf Fundamentals of Site Grading A SunCam online continuing education course A. Introduction This course is developed to identify the fundamentals of site grading design to those who are not experienced with site grading design, as well as a refresher to anyone who has worked in Civil Engineering and/or Land Development. -
LIVING WELL by DESIGN® LLC
LIVING WELL by DESIGN Quincy Tower 5 Oak Street West Boston, MA Project Noti ication Form October 17, 2016 Submitted to Boston Planning and Development Agency Ownership Entity BC Quincy Tower LLC Developer Quincy Tower Developer LLC Sponsor Beacon Communities Development LLC ® Quincy Tower Project Notification Form Table of Contents 1. Project Notification Form 2. Project Narrative 1.0 Introduction/ Project Description 2.0 Transportation Component 3.0 Environmental Review Component 4.0 Sustainable Design 5.0 Urban Design 6.0 Historic and Archaeological Resources 7.0 Infrastructure Exhibit 1 – Site Location Map Exhibit 2 – List of Approvals and Permits Exhibit 3 – LEED Checklist Resiliency Checklist Exhibit 4 – Accessibility Checklist Accessibility Compliance Plan 1. Project Notification Form Project Notification Form/Application for Small Project Review Required Information for Document Preparation For projects undergoing review and consideration under Article 80 of the Boston Zoning Code, applicants are requested to ensure that the following information is included in its Project Notification Form or Application for Small Project review, as the case may be: Applicant/Project Proponent BC Quincy Tower LLC Developer _Quincy Tower Developer LLC Contact Pamela Goodman Mailing Address c/o Beacon Communities Development LLC, Two Center Plaza, Suite 700 Boston MA 02108 Phone No. 617-574-1142 Fax No. _none [email protected] Brief Project Description: _Rehabilitation of a 162-unit elderly housing community in Chinatown. The proposed project includes accessibility improvements and improvements to the building envelope, common area, mechanical systems and replacement of kitchen and bathroom cabinets, fixtures and finishes. There will be no change to the building footprint or number of parking spaces. -
BOSTON Planner’S Guide
BOSTON Planner’s Guide Prepared by the Massachusetts Chapter of the American Planning Association for the APA National Planning Conference Boston, Massachusetts April 9-12, 2011 WELCOME TO BOSTON THE HOMETOWN OF PLANNING Bostonwasfoundedin60ontheShawmutPeninsula,juttingoutintothe BostonHarborandconnectedtothemainlandbytoday’sWashingtonStreet. OnbehalfoftheBostonLocalHostCommitteewewouldliketowelcomeyoutothe Throughplannedfillingand“wharfing-in”,thepeninsulaevolvedtoitspresent 0AmericanPlanningAssociationNationalPlanningConference. shape.In878,thefillingofmarshesintheBackBaybegan(todaytheBackBay neighborhood).Underaplanbyfamedlandscapearchitect,FrederickLawOlmsted, Boston’sapproachtoplanning&developmentistopreserveitshistoriccharacter today’s“EmeraldNecklace”alsowasformed.Theseearlyactionssetthestagefor whileembracingthefuture.Frombeingthefirstcitytorequiredevelopmentsto themodernpublicworksthatcontinuetoshapeBoston. followLEEDstandardstotheestablishmentofanInnovationDistrictforcreative jobs,Bostonisbuildingonboththestrengthofitshistoryanditsyoungand Inthelate800s,thefirstsubwayinthenationwasbuiltunderTremontand educatedworkforce.Over80areacollegesanduniversitieseducatemorethan BoylstonStreets(nowpartoftheMBTAGreenLine).Largehighwayprojects 0,000studentseveryyear.Diversityenrichesthiscitywhereminoritiesnow alsohadimpacts.Inthe950s,theelevatedCentralArterywasbuiltbythe makeuphalfoftheCity’spopulation. MassachusettsDepartmentofPublicWorks(MDPW).Inthe980stoearly000s, MDPW’s(nowMassDOT)massiveCentralArtery/TunnelProject(knownastheBig BostonisoneofAmerica’sgreatwalkingcitiesandyouarelocatedinanexemplary -
SR 99 Deep Bored Tunnel Vs. the Waterfront Tunnel
Alaskan Way Viaduct & Seawall Replacement Program Central Waterfront 02.09 All tunnels are not the same: SR 99 deep bored tunnel vs. the waterfront tunnel WSDOT, King County and the City of Seattle plan to replace the central waterfront portion of the Alaskan Way Viaduct and Seawall with an approximately 2 mile-long deep bored tunnel beneath downtown, a new waterfront surface street, transit investments, and downtown and waterfront city street improvements. While this bored tunnel and the cut-and-cover tunnel considered by Seattle voters in March 2007 are both tunnels, they are vastly different in their construction methods, length and degree of public disruption, and environmental effects. The bored tunnel will be two lanes in each direction with shoulders on each side. Location and depth Construction method The bored tunnel will be located several and timeline blocks inshore under First Avenue, The bored tunnel will be drilled by a large bypassing the Battery Street Tunnel. tunnel boring machine, and most of the The cut-and-cover tunnel would have construction operations will occur from roughly followed the path of the existing one location near the stadiums. The tunnel viaduct. boring machine will be a new machine built specifically for this tunnel. Constructing Other central waterfront The bored tunnel will be at depths of 100- the cut-and-cover tunnel would have fact sheets include: 200 feet, while the cut-and-cover tunnel meant digging up the entire street along would have required excavation of 30-50 Alaskan Way, temporarily rebuilding • Comparison of the Big Dig and feet of soil. -
A Field Method of Determining Soil Permeability
THE BICE INSTITUTE A FIELD METHOD OF DETERMINING / SOIL PERMEABILITY BY WALTER DEWITT MURPHY A THESIS f-/7-*ro SUBMITTED TO THE FACULTY i2-i^( IN PARTIAL FULFILLMENT OF THE <(3 REQUIREMENTS FOR THE DEGREE OF ix! U MASTER OF SCIENCE IN CIVIL ENGINEERING HOUSTON, TEXAS MAY, 1950 ABSTRACT The permeability of soil—its capacity to transmit water under pressure—may be determined by indirect or direct laboratory methods or by field methods. Most field methods are useful only below the water table, but in this study a procedure for use above the water table was investigated. The method consists of inserting into the ground a pipe which has on its end a perforated cy¬ linder. Y/ater is allowed to flow into the soil and the time for the head to drop a given distance is measured. In ad¬ dition, the natural water content and porosity of the soil is required. A correlation is made between field tests and direct laboratory tests in order to obtain an empirical equation for permeability involving time and percentage of air voids. In addition, another expression for permeability is found by making use of Darcy's law as applied to a flow net for the apparatus. The use of a model study on dry sands is found very useful in determining the shape of the flow pattern. Although some additional studies should be made on certain aspects of the method, it is felt that it may be recommended for use as a field method of determining per¬ meability. ACKNOWLEDGEMENTS The writer wishes to express his sincere gratitude to Mr.