Chapter 16 – Deep Foundations
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Lecture Notes on CAISSONS Version
CT3330 Hydraulic Structures Caissons Lecture notes version February 2011 M.Z. Voorendt, W.F. Molenaar, K.G. Bezuyen Hydraulic Structures Caissons Department of Hydraulic Engineering 2 CT3330 Faculty of Civil Engineering Delft University of Technology Hydraulic Structures Caissons TABLE OF CONTENTS PREFACE......................................................................................................................................................5 READER TO THESE LECTURE NOTES .....................................................................................................5 1. Introduction to caissons.........................................................................................................................7 1.1 Definition ..............................................................................................................................................7 1.2 Types ...................................................................................................................................................7 1.2.1 Standard caisson...........................................................................................................................7 1.2.2 Pneumatic caisson ........................................................................................................................7 1.3 Final positions of caissons / where caissons end up ...........................................................................8 1.4 Functions..............................................................................................................................................9 -
The Evolution of Deep Foundation Quality Management Techniques in the United States
Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in (2013) - Seventh International Conference on Geotechnical Engineering Case Histories in Geotechnical Engineering 02 May 2013, 10:30 am - 10:50 am The Evolution of Deep Foundation Quality Management Techniques in the United States Bernard H. Hertlein AECOM, Vernon Hills, IL Follow this and additional works at: https://scholarsmine.mst.edu/icchge Part of the Geotechnical Engineering Commons Recommended Citation Hertlein, Bernard H., "The Evolution of Deep Foundation Quality Management Techniques in the United States" (2013). International Conference on Case Histories in Geotechnical Engineering. 2. https://scholarsmine.mst.edu/icchge/7icchge/session10/2 This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License. This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conference on Case Histories in Geotechnical Engineering by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. THE EVOLUTION OF DEEP FOUNDATION QUALITY MANAGEMENT TECHNIQUES IN THE UNITED STATES Bernard H. Hertlein, M.ASCE. Principal Scientist AECOM 750 Corporate Woods Parkway Vernon Hills, Illinois 60061 [email protected] ABSTRACT The development and acceptance of quality control and assurance techniques for deep foundations in the United States is a relatively recent phenomenon, and one whose progress can be attributed to a handful of key individuals who first recognized the early promise of these methods, and worked diligently to validate them. -
Basic Technical Rules the Nubian Vault (Nv)
PRODUCTION CENTRE INTERNATIONAL PROGRAMME BASIC TECHNICAL RULES v3 BASIC TECHNICAL RULES THE NUBIAN VAULT (NV) TECHNICAL CONCEPT THE NUBIAN VAULT ASSOCIATION (AVN) ADVICE TO MSA CLIENTS Version 3.0 SEASON 2013-2014 COUNTRY INTERNATIONAL Association « la Voûte Nubienne » - 7 rue Jean Jaurès – 34190 Ganges - France February 2015 www.lavoutenubienne.org / [email protected] / +33 (0)4 67 81 21 05 1/14 PRODUCTION CENTRE INTERNATIONAL PROGRAMME BASIC TECHNICAL RULES v3 CONTENTS CONTENTS.............................................................................................................2 1.AN ANCIENT TECHNIQUE, SIMPLIFIED, STANDARDISED & ADAPTED.........................3 2.MAIN FEATURES OF THE NV TECHNIQUE........................................................................4 3.THE MAIN STAGES OF NV CONSTRUCTION.....................................................................5 3.1.EXTRACTION, FABRICATION & TRANSPORT OF MATERIAL....................................5 3.2.CHOOSING THE SITE....................................................................................................5 3.3.MAIN STRUCTURAL WORKS........................................................................................6 3.3.1.Foundations........................................................................................................................................ 6 3.3.2.Load-bearing walls.............................................................................................................................. 7 3.3.3.Arches in load-bearing -
FEMA P-361, Safe Rooms for Tornadoes And
Safe Rooms for Tornadoes and Hurricanes Guidance for Community and Residential Safe Rooms FEMA P-361, Third Edition / March 2015 All illustrations in this document were created by FEMA or a FEMA contractor unless otherwise noted. All photographs in this document are public domain or taken by FEMA or a FEMA contractor, unless otherwise noted. Portions of this publication reproduce excerpts from the 2014 ICC/NSSA Standard for the Design and Construction of Storm Shelters (ICC 500), International Code Council, Inc., Washington, D.C. Reproduced with permission. All rights reserved. www.iccsafe.org Any opinions, findings, conclusions, or recommendations expressed in this publication do not necessarily reflect the views of FEMA. Additionally, neither FEMA nor any of its employees makes any warrantee, expressed or implied, or assumes any legal liability or responsibility for the accuracy, completeness, or usefulness of any information, product, or process included in this publication. Users of information contained in this publication assume all liability arising from such use. Safe Rooms for Tornadoes and Hurricanes Guidance for Community and Residential Safe Rooms FEMA P-361, Third Edition / March 2015 Preface ederal Emergency Management Agency (FEMA) publications presenting design and construction guidance for both residential and community safe rooms have been available since 1998. Since that time, thousands Fof safe rooms have been built, and a growing number of these safe rooms have already saved lives in actual events. There has not been a single reported failure of a safe room constructed to FEMA criteria. Nevertheless, FEMA has modified its Recommended Criteria as a result of post-disaster investigations into the performance of safe rooms and storm shelters after tornadoes and hurricanes. -
Design and Evaluation of a Pneumatic Caisson Shaft Alternative for a Proposed Subterranean Library at MIT
Design and Evaluation of a Pneumatic Caisson Shaft Alternative for a Proposed Subterranean Library at MIT by Jon Brian Isaacson B.Sc. Geological Engineering 1998 B.Sc. Economics 2000 M.Sc. Geological Engineering 2000 University of Missouri-Rolla Submitted to the Department of Civil and Environmental Engineering in Partial Fulfillment of the Requirement for the Degree of MASTER OF ENGINEERING OF TECHNOLOGY in Civil and Environmental Engineering JUN 0 4 2001 AT THE MASSACHUSETTS INSTITUTE OF TECHNOLOGY LIBRARIES JUNE 2001 ( 2001 Jon Brian Isaacson. All Rights Reserved. BARKER The author hereby grants to MIT permission to reproduce and to distributepublicly paper and electronic copies of this thesis for the purpose of publishing other works. Signature of Author___ _____ u oDepartment of Civil and Environmental Engineering May 11, 2001 Certified by Herbert H. Einstein, Ph.D. Professor, Department of Civil and Environmental Engineering Thesis Supervisor Accepted by Oral Buyukozturk, Ph.D. Chairman, Departmental Committee on Graduate Studies Room 14-0551 77 Massachusetts Avenue Cambridge, MA 02139 Ph: 617.253.2800 MITLibraries Email: [email protected] Document Services http://Iibraries.mit.eduldocs DISCLAIMER OF QUALITY Due to the condition of the original material, there are unavoidable flaws in this reproduction. We have made every effort possible to provide you with the best copy available. If you are dissatisfied with this product and find it unusable, please contact Document Services as soon as possible. Thank you. The images contained in this document are of the best quality available. 2 Design and Evaluation of a Pneumatic Caisson Shaft Alternative for a Proposed Subterranean Library at MIT by Jon Brian Isaacson Submitted to the Department of Civil and Environmental Engineering on May 11, 2001 in Partial Fulfillment of the Requirement for the Degree of Master of Engineering in Civil and Environmental Engineering. -
Prism Foundation System
TENSAR INTERNATIONAL CORPORATION Laying the Groundwork for Tomorrow The Engineered AdvantageTM With clear advantages in performance, design and installation, Tensar products and systems offer a proven technology for addressing the most challenging projects. Our entire worldwide distribution team is dedicated to providing the highest quality products and services. For more information, visit TensarCorp.com or call 800-TENSAR-1. Tensar International Corporation Tensar delivers engineered systems that combine technology, SITE SUPPORT engineering, design and products. By utilizing Tensar’s approach Tensar regional sales managers and our distribution partners to construction, you can experience the convenience of having a can advise your designers, contractors and construction crews supplier, design services and site support all through one team to ensure the proper installation of our products and prevent of qualified sales consultants and engineers. By working with unnecessary scheduling delays. Tensar you not only get our high quality products but also: EXPERIENCE YOU CAN RELY ON SITE ASSESSMENT Tensar is the industry leader in soil reinforcement. We have We can partner with any member of your team at the beginning developed products and technologies that have been at the of your project to recommend a Tensar Solution that optimizes forefront of the geotechnical industry for the past three your budget, financing and construction scheduling. decades. As a result, you know you can rely on our systems and design expertise. Our products are backed by the most thorough DESIGN ASSISTANCE/SERVICES quality assurance practices in the industry. And, we provide Experienced Tensar design engineers, regional sales managers, comprehensive design assistance for every Tensar system. -
Soils and Foundations: 2012 IBC
Soils and Foundations January 2016 State of Connecticut Department of Administrative Services Division of Construction Services Office of Education and Data Management Soils and Foundations: 2012 IBC Presented by Douglas M. Schanne, Training Program Supervisor, OEDM for the Office of Education and Data Management Spring 2016 Career Development Series Soils and Foundations • Seminar will review the International Building Code requirements for soils and foundations: – Geotechnical investigations, foundation and soils – excavation, grading and fill, – load bearing values of soils, – dampproofing and waterproofing – design and construction of foundations • Shallow Foundations • Deep Foundations Office of Education and Data Management - January 2016 Career Development 2016 OEDM Career Development 1 Soils and Foundations January 2016 Chapter 18 ‐Soils and Foundations International Building Code 2012 • 1801 General • 1802 Definitions • 1803 Geotechnical Investigations • 1804 Excavation, Grading, and Fill • 1805 Dampproofing & Waterproofing • 1806 Presumptive Load‐Bearing Values of Soils • 1807 Walls, Posts, Poles • 1808 Foundations • 1809 Shallow Foundations • 1810 Deep Foundations 2016 OEDM Career Development 2 Soils and Foundations January 2016 Section 1801 General • Scope – The provisions of IBC Chapter 18 Soils and Foundations applies to building and foundation systems Section 1801 General • Design – Allowable bearing pressure, allowable stresses and design formulas provided shall be used with the allowable stress design load combinations -
Types of Foundations
Lecture Note COSC 421 1 (M.E. Haque) TYPES OF FOUNDATIONS Foundation Systems Shallow Foundation Deep Foundation Pile Foundation Pier (Caisson) Foundation Isolated spread Wall footings Combined Cantilever or footings footings strap footings Raft or Mat foundation Lecture Note COSC 421 2 (M.E. Haque) Shallow Foundations – are usually located no more than 6 ft below the lowest finished floor. A shallow foundation system generally used when (1) the soil close the ground surface has sufficient bearing capacity, and (2) underlying weaker strata do not result in undue settlement. The shallow foundations are commonly used most economical foundation systems. Footings are structural elements, which transfer loads to the soil from columns, walls or lateral loads from earth retaining structures. In order to transfer these loads properly to the soil, footings must be design to • Prevent excessive settlement • Minimize differential settlement, and • Provide adequate safety against overturning and sliding. Types of Footings Column Footing Isolated spread footings under individual columns. These can be square, rectangular, or circular. Lecture Note COSC 421 3 (M.E. Haque) Wall Footing Wall footing is a continuous slab strip along the length of wall. Lecture Note COSC 421 4 (M.E. Haque) Columns Footing Combined Footing Property line Combined footings support two or more columns. These can be rectangular or trapezoidal plan. Lecture Note COSC 421 5 (M.E. Haque) Property line Cantilever or strap footings: These are similar to combined footings, except that the footings under columns are built independently, and are joined by strap beam. Lecture Note COSC 421 6 (M.E. Haque) Columns Footing Mat or Raft Raft or Mat foundation: This is a large continuous footing supporting all the columns of the structure. -
SOHO Design in the Near Future
Rochester Institute of Technology RIT Scholar Works Theses 12-2005 SOHO design in the near future SooJung Lee Follow this and additional works at: https://scholarworks.rit.edu/theses Recommended Citation Lee, SooJung, "SOHO design in the near future" (2005). Thesis. Rochester Institute of Technology. Accessed from This Thesis is brought to you for free and open access by RIT Scholar Works. It has been accepted for inclusion in Theses by an authorized administrator of RIT Scholar Works. For more information, please contact [email protected]. Rochester Institute of Technology A thesis Submitted to the Faculty of The College of Imaging Arts and Sciences In Candidacy for the Degree of Master of Fine Arts SOHO Design in the near future By SooJung Lee Dec. 2005 Approvals Chief Advisor: David Morgan David Morgan Date Associate Advisor: Nancy Chwiecko Nancy Chwiecko Date S z/ -tJ.b Associate Advisor: Stan Rickel Stan Rickel School Chairperson: Patti Lachance Patti Lachance Date 3 -..,2,2' Ob I, SooJung Lee, hereby grant permission to the Wallace Memorial Library of RIT to reproduce my thesis in whole or in part. Any reproduction will not be for commercial use or profit. Signature SooJung Lee Date __3....:....V_6-'-/_o_6 ____ _ Special thanks to Prof. David Morgan, Prof. Stan Rickel and Prof. Nancy Chwiecko - my amazing professors who always trust and encourage me sincerity but sometimes make me confused or surprised for leading me into better way for three years. Prof. Chan hong Min and Prof. Kwanbae Kim - who introduced me about the attractive -
Caisson Disease1
CAISSON DISEASE1 BY A. E. BOYCOTT COMPRESSED air has been used for a long time to keep out the water in making tunnels, sinking shafts and the like in watery ground. A rigid metal tube or caisson is driven into the earth and filled with air compressed to the pressure necessary to keep out the water. The mon excavate the earth, fix the lining of the tunnel or the foundations of the bridge, &c, as the case may be, from inside, working in the compressed air. They enter and leave the tube by a small chamber at one end provided with doors, which open on the one hand to outside air and on the other to the compressed air. This 'air-lock' is furnished with taps whereby the pressure within it is first brought to atmospheric pressure; the men then enter, close the door to air, open the cock which is in communication with the caisson, equalize the pressures in the caisson and the air-lock, and then open the other door and so enter the caisson. They leave by following the reverse process. 1 The important literature of caisson disease is contained in, or may bo readily found through, the following:— (1) Paul Bert, La Presslon Varomttriqiie, Paris, 1878. Full account of all the earlier literature with the classical researches of the author. (2) E. H. Snell, Compressed Air Illness, London, 1896. Besides a critical account of the theories of caisson disease, gives the author's experience as medical officer of the Blackwall Tunnel. (3) R. Heller, W. Mager, and H. -
Deep Foundations April 2021
NEWSLETTER A Deep Dive Into Deep Foundations April 2021 Most new buildings can be constructed on a typical shallow foundation system. But for the approximately 5% to 10% of buildings proposed to be located on unsuitable soils, a redevelopment site, or with extraordinary load requirements, a more complex solution is needed, such as ground improvement or deep foundations. So, let’s dig deeper into the foundation systems that support some of Ohio’s most remarkable buildings. Shallow foundations are considered first. Shallow foundations, often called footings, are used for the majority of projects and are the most economical foundation system. Shallow foundations transfer building loads to the underlying soil and are most commonly used where suitable bearing is present within a depth of 10 feet. Shallow foundations are appropriate when the characteristics of the underlying soil can support the weight of the proposed structure without risk of excessive settlement. When initial soil borings for new construction reveal that shallow foundations cannot support the proposed structure within acceptable settlement limits, engineers then look to fortify the building pad area using practices referred to as ground improvement. Successful ground improvement allows use of shallow foundations. Ground improvement practices fortify the existing ground to allow for a higher bearing capacity while reducing settlement to within a tolerable amount for the structure. Successful ground improvement allows for a shallow foundation system to be used. The three most commonly used ground improvements approaches for Ohio projects are two types of aggregate piers—rammed aggregate piers and vibratory stone columns—and deep dynamic compaction. GEOTECHNICAL CONSULTANTS INC. -
Marina Bay Sands Hotel Arch 631 Kayla Brittany Maria Michelle Overall Information
Marina Bay Sands Hotel Arch 631 Kayla Brittany Maria Michelle Overall Information Location: Singapore Date of Completion: 2010 Cost: $5.7 billion Architect: Moshe Safdie Executive Architect: Aedas, Pte Ltd. Structural Engineer: Arup Landscape Architects: Peter Walker and Partners Landscape Architects Height: 57 Stories (197 m, 640 ft) Design Concept • General parameters of the design were • EXPLORE (new living and lifestyle options) • EXCHANGE (new business ideas) • ENTERTAIN (rich cultural experiences) • 55 Stories of hotel • Garden on top of 1 hectare • 150 m (492 ft) infinity pool • Primary driving element of design was the need for a continuous atrium running along all three towers • Tapering of the building was then conceived Foundation Design • Built on reclaimed land • http://vimeo.com/18140 564 • Layers • Deepest layer is stiff-to-hard Old Alluvium (OA) • Middle layer (5m- 35m thick) is Kallang Formation made of deep soft clay marine deposits with some firm clay and medium dense sand of fluvial origin mixed in • Top layer (12m-15m thick) is sand infill Old Alluvium (OA) Layer • Used a forest of barrettes and 1m-3m diameter bored piles • Average excavation depth was 20m • 2.8 cubed Mm of fill and marine clay taken from site Cofferdams • Diaphragm walls used for minimum strutting • 5 reinforced concrete cofferdams – Circular • 2-120m diameter • 1-103 diameter – Peanut shaped (twin-celled) • 75m diameter – Semi-circular • 65m radius • Each was a dry enclosure – Construction carried out without need for conventional temporary support