Design of Deep Foundations for Slope Stabilization
|
|
- Terence Miller
- 6 years ago
- Views:
Transcription
1 Design of Deep Foundations for Slope Stabilization J. Erik Loehr, Ph.D., P.E. University of Missouri Annual Kansas City Geotechnical Conference Overland Park, Kansas April 23, 215
2 Stability analysis for reinforced slopes Potential Sliding Surface R R axial R lat Reinforcing Member 2
3 Application drilled shafts drilled shafts Fill Observed sliding surface Stiff Clay 3 after Bruce and Jewell, 1986
4 Application drilled shafts 4 Photo courtesy of Alabama Electric Cooperative
5 Application driven piles 5 Graphic courtesy of Hayward Baker
6 Application driven piles 6 Photo courtesy of Hayward Baker
7 Application - micropiles micropiles anchor 7
8 Application - micropiles Photo courtesy of Schnabel Engineering Photo courtesy of Hayward Baker 8
9 Application soil nails shotcrete facing soil nails Railway sliding surface soil nails 9 after Bruce and Jewell, 1986
10 Application soil nails 1 Photo courtesy of Schnabel Foundation
11 Excluded techniques Deep mix columns Jet grout columns Aggregate columns 11
12 12 Application ground anchors
13 Application ground anchors 13 Photos courtesy of Schnabel Foundation
14 Challenges for predicting resistance Load transfer is complex Deformation required to mobilize resistance Numerous limit states Soil provides both load and resistance Axial and lateral resistance may be incompatible 14
15 Soil movement components Slope Surface Slope Surface axial lat. lat. soil axial Sliding Surface soil lat. axial soil Sliding Surface 15
16 Depth (ft) Lateral load transfer long pile Pile Deflection (in) Lateral Soil Reaction (kip/in) sliding surface sliding surface limit soil pressure l l l l =.1 in =.1 in =.3 in =1. in
17 Depth (ft) Lateral load transfer long pile mode Pile Deflection (in) Bending Moment (kip-in) Shear Force (kip) Lateral Soil Reaction (kip/in) Sliding surface 5 1 sliding surface l l l l =.1 in =.1 in =.3 in =1. in limit soil pressure 17
18 Depth (ft) Lateral load transfer short pile mode Pile Deflection (in) limit soil pressure Lateral Soil Reaction (kip/in) l l l l =.1 in =.5 in =1. in =1.6 in sliding surface
19 Depth (ft) Lateral load transfer short pile mode Pile Deflection (in) Bending Moment (kip-in) Shear Force (kip) Lateral Soil Reaction (kip/in) l l l l =.1 in =.5 in =1. in =1.6 in limit soil pressure sliding surface
20 Depth (ft) Lat. load transfer intermediate mode sliding surface Pile Deflection (in) Lateral Soil Reaction (kip/in) l =.1 in 5 l =.5 in 1 l =1 in limit soil l =3 in pressure 2 4 4
21 Depth (ft) Lat. load transfer intermediate mode Pile Deflection (in) Bending Moment (kip-in) Shear Force (kip) Lateral Soil Reaction (kip/in) l =.1 in 5 l =.5 in 5 l =1 in l =3 in limit soil 5 pressure sliding surface
22 Depth (ft) Axial load transfer Mobilized Axial Load (kip) sliding surface a a a a =.5 in =.1 in =.3 in =.5 in 22
23 Limit states for deep foundations in slopes Soil failure passive (lateral) failure above/below sliding surface pullout (axial) failure above/below sliding surface Structural failure flexural failure shear failure axial failure - compression - tension Serviceability limits Failure of member in bending Slope Surface Relative Movement Reinforcing Member Failed Soil Initial Location Relative Movement Sliding Surface Location after Sliding Sliding Surface Failed Soil Failure of member in Shear Sliding Surface Relative Movement Initial Location Initial Location Sliding Surface Relative Movement 23
24 Lessons Load transfer is complex depends on Soil and pile stiffness Sliding depth Orientation of reinforcement Structural and geotechnical limit states It is dangerous to assume load distribution!! 24
25 Prediction of reinforcement resistance 1. Estimate profile of soil movement 2. Resolve soil movement into axial and lateral components 3. Independently predict mobilization of axial and lateral resistance a. Using p-y analyses for lateral load transfer b. Using t-z analyses for axial load transfer 4. Select appropriate axial and lateral resistance Axial and shear force at sliding depth when first limit state is reached taken to be available resistance for that sliding depth 25
26 Depth (ft) Mobilization of lateral resistance Pile Deformation (in) Mobilized Bending Moment (kip-in) Mobilized Shear Force (kip) clay 1 1 =.1 in =1. in =3. in slide rock
27 Mobilized Shear Force (kip) Mobilization of lateral resistance Total Slope Movement (in)
28 Depth (ft) Mobilization of axial resistance Mobilized Axial Load (kip) =.1 in =.3 in =.42 in =.5 in clay 3 4 slide rock 5 28
29 Mobilized Axial Force (kip) Mobilization of axial resistance Total Slope Movement (in) 29
30 Sliding Depth (ft) Sliding Depth (ft) Resistance functions (per member) Axial Resisting Force (kip) Lateral Resisting Force (kip) Ultimate < 1. in clay rock Member resistance for individual member
31 Sliding Depth (ft) Sliding Depth (ft) Resistance functions (per lineal foot) Axial Resisting Force (kip/ft) Lateral Resisting Force (kip/ft) spacing = 6-ft clay rock 5 31 Member resistance divided by member spacing
32 4-ft 2-ft -ft -2-ft -4-ft -6-ft -8-ft AEC-Lowman Power Plant Leroy, AEC-Lowman Alabama Power Plant Leroy, 1' 1' 2' Alabama AEC Lowman Power Plant B-11 B-14 B-4 I. Fill IV. dense sand 54-inch diameter shafts B-5 B-6 II. soft to stiff clay III. mixed III. mixed sands sands & clays & clays V. stiff clay VI. stiff VI. to stiff hard to clay hard clay VII. weathered limestone VII. weathered limestone Observed Sliding Surface Reinforcement: 54 #1 bars; 18 #18 bars Permanent steel casing through mixed sands 12-ft length 15-ft c-c staggered spacing MB-9?? 32
33 33 AEC Lowman Power Plant
34 Depth (ft) AEC Design Analyses Pile Deformation (in) Mobilized Bending Moment (kip-ft) Mobilized Shear Force (kip) CL 1 1 SM 2 2 d=.1 in d=.5 in d=1. in d=2. in d=3. in CH LS
35 Mobilized Shear Resistance at Sliding Surface (kips) AEC Design Analyses sliding depth 8-ft 16-ft 24-ft 29-ft 4-ft 47-ft 56-ft Soil Movement (in)
36 Sliding Depth (ft) Sliding Depth (ft) Design resistance AEC Lowman PP Lateral Shaft Resistance (kips) Lateral Resisting Force (kips/ft) soil movement 1 CL 2 moment capacity 2 SM shear capacity 4 CH LS 8 8 shaft spacing = 15-ft 36
37 AEC Lowman PP Completed Shafts 37 Photos courtesy of A.H. Beck Foundation Co.
38 Elevation (ft) Elevation (ft) AEC Lowman PP Observations Bending Moment (kip-ft) Bending Moment (kip-ft) /25/26 9/14/26 11/27/26 CL L-pile L-pile (mod) 1/25/ /27/27 6/28/27 SM /25/ CH installed 7/19/26 LS
39 39 Brown and Chancellor, 1997
40 Depth (ft) Depth (ft) Bending moments Littleville Bending Moment (in-kips) Bending Moment (in-kips) predicted measured (2+7U) measured (1+7U) upslope p mod = predicted measured (2+7U) measured (1+7U) downslope p mod = tot =.39-in 5 tot =.31-in 4
41 Depth, z (ft.) Depth, z (ft.) Axial resistance Littleville Axial Load T, kip (+=tension) Axial Load T, kip (+=tension) upslope =.3 z ult =.6-in predicted downslope =.3 z ult =.6-in measured (2+7U) 5 measured (1+7U) tot =.34-in 5 tot =.24-in predicted measured (2+7U) measured (1+7U) 41
42 42 Large-scale model tests
43 43 Reinforced slope (s/d 2) w/ capping beam
44 p-multiplier Influence of Pile Batter Kubo (1965) Awoshika & Reese (1971) Model Tests 1.5 Reese et al. (26) Recommended for Slopes Batter Angle (degrees) 44
45 p-multiplier p-multiplier Influence of Pile Spacing Upslope Piles = Downslope Piles 1.6 = = = Pile Spacing Ratio, S/d Pile Spacing Ratio, S/d 45
46 Conclusions Predicting resistance for deep foundations used for slope stabilization is complex Current tools provide reasonably practical means to accurately predict resistance Predictions of lateral resistance are generally consistent with field and lab measurements Predictions of axial resistance are sometimes inconsistent with field and lab measurements 46
47 Things to remember It is dangerous to assume load distribution Should not wish resisting forces Should not compute resistance from structural capacity alone Improvement limited by controlling limit state YOU SHOULD NOT PREDICT RESISTANCE BASED SOLELY ON STRUCTURAL CAPACITY!!! Improving one limit state may only make another most critical Improving non-critical limit state provides no benefit 47
Design of Micropiles for Slope Stabilization
Design of Micropiles for Slope Stabilization J. Erik Loehr, Ph.D., P.E. University it of Missourii ADSC Micropile Design and Construction Seminar Las Vegas, Nevada April 3-4, 8 Outline Background Typical
More informationCase History: Value Engineering of Driven H-Piles for Slope Stability on the Missouri River
DEEP FOUNDATIONS 207 Case History: Value Engineering of Driven H-Piles for Slope Stability on the Missouri River W. Robert Thompson, III, 1 M.ASCE, P.E., Jeffrey R. Hill, 2 M.ASCE, P.E., and J. Erik Loehr,
More informationLateral Loads on Micropiles. Thomas Richards Nicholson Construction Company
Lateral Loads on Micropiles Thomas Richards Nicholson Construction Company Micropile Names Micropile ( DFI & FHWA) = Pin Pile SM ( Nicholson) = Minipile (previously used by Hayward Baker and used in UK)
More informationUpon speaking with the representatives with Technical Foundations as well as Walder Foundations, it was determined that:
As part of our analyses, we have considered the design and construction of the cantilever retaining wall that will be located along the north side of Lucks Lane, between Falling Creek and Gladstone Glen
More informationPage 1 of 46 Exam 1. Exam 1 Past Exam Problems without Solutions NAME: Given Formulae: Law of Cosines: C. Law of Sines:
NAME: EXAM 1 PAST PROBLEMS WITHOUT SOLUTIONS 100 points Tuesday, September 26, 2017, 7pm to 9:30 You are allowed to use a calculator and drawing equipment, only. Formulae provided 2.5 hour time limit This
More informationEarth Retention Systems
haywardbaker.com Earth Retention Systems Mark W. Goodsell, P.E., D.GE Senior Engineer 2 Earth Retention Systems Focus of Presentation Different Types and Purposes of Earth Retention Systems Design Considerations/Geotechnical
More informationOutline of Presentation. Behavior of Laterally Loaded Piles in A Mechanically Stabilized Earth (MSE) Wall
Behavior of Laterally Loaded Piles in A Mechanically Stabilized Earth (MSE) Wall Jie Han, Ph.D., PE, F.ASCE Glenn L. Parker Professor of Geotechnical Engineering The University of Kansas, USA Outline of
More informationpenetrometer test (CPT) soundings were done to supplement the SPT data. Construction recommendations were made for most of the new buildings.
2016 ASCE Ridge Branch Florida Section Project of the Year Grouted Pulldown Micropile foundation design for Four-story Building at Southeastern University, Lakeland, Florida Introduction and Project Description
More informationSlope Stabilization using Drilled Shafts: Design and Long-Term Monitoring
Slope Stabilization using Drilled Shafts: Design and Long-Term Monitoring Jamal Nusairat, Ph.D., P.E. E.L. Robinson Engineering of Ohio Co. & Izzaldin Almohd, Ph.D., P.E. Huesker Synthetic GmbH 8/4/2010
More informationBasic quantities of earthquake engineering. Strength Stiffness - Ductility
Basic quantities of earthquake engineering Strength Stiffness - Ductility 1 Stength is the ability to withstand applied forces. For example a concrete element is weak in tension but strong in compression.
More informationFB-MULTIPIER: P-Y MODEL VALIDATION
FB-MULTIPIER: P-Y MODEL VALIDATION FB-MultiPier V4.19 vs. LPILE V6.0.15 July 2014 Jae Chung, Ph.D. Anand Patil, E.I. Henry Bollmann, P.E. Bridge Software Institute 1 EXECUTIVE SUMMARY This report summarizes
More informationHURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX B-2 FLOODWALL PILE ANALYSES EAST WALLS
HURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX B-2 FLOODWALL PILE ANALYSES EAST WALLS Revised March 2015 Preliminary Flood Wall Pile Analysis
More informationInvestigation and Remediation for Existing 300 foot Tall Communication Towers. Presented at Annual Kansas City Geotechnical Conference April 25, 2013
Investigation and Remediation for Existing 300 foot Tall Communication Towers Presented at Annual Kansas City Geotechnical Conference April 25, 2013 Presentation Topics Objective of Investigation Methodology
More informationSteven Dapp, Ph.D., P.E. Steven Dapp, Ph.D., P.E. Dan Brown and Associates
LA Transportation Conference: 10 Jan 2011 Drilled Shaft Foundations For Two Mississippi River Bridges in Louisiana Dan Brown and Associates Projects John James Audubon Bridge, St. Francisville New Construction
More informationThe design of soil nailed structures to AS4678
The design of soil nailed structures to AS4678 Chris Bridges Technical Principal - Geotechnics chris.bridges@smec.com 7 December 2016 1 Presentation Layout Introduction Soil Nailing in AS4678 Design Process
More informationThe Updated Drilled Shaft Manual: Potential Impacts on AASHTO Specifications. J. Turner & D. Brown May 24, 2010 AASHTO T-15 Sacramento, CA
The Updated Drilled Shaft Manual: Potential Impacts on AASHTO Specifications J. Turner & D. Brown May 24, 2010 AASHTO T-15 Sacramento, CA Drilled Shafts: Construction Procedures and LRFD Design Methods
More informationOverview of Structural Design and Detailing. (Caltrans Practice) Amir M. Malek, PE, PhD. Senior Bridge Engineer (Technical Specialist)
Overview of Structural Design and Detailing of Large Diameter Drilled Shafts (Caltrans Practice) Amir M. Malek, PE, PhD Senior Bridge Engineer (Technical Specialist) Office of Bridge Design Services California
More informationSlope Stabilization with High Tensile Wire Mesh
Slope Stabilization with High Tensile Wire Mesh Geohazards In Transportation In The Appalachian Region Conference Asheville, North Carolina Frank Amend, PE Geobrugg North America, LLC. Rocky Mount, North
More informationSEISMIC RETROFIT OF AN UNDERGROUND RESERVOIR. Robert Small 1, Rob Jameson 2
ABSTRACT SEISMIC RETROFIT OF AN UNDERGROUND RESERVOIR Robert Small 1, Rob Jameson 2 Seismic Upgrade of the University Mound Reservoir North Basin included 542 micropiles with 1335 KN (300 kip) design capacity
More informationTemporary Structures. Excavations and Excavation Supports
UNIVERSITY OF WASHINGTON DEPARTMENT OF CONSTRUCTION MANAGEMENT CM 420 TEMPORARY STRUCTURES Winter Quarter 2007 Professor Kamran M. Nemati Temporary Structures Excavations and Excavation Supports CM 420
More informationDESIGN-BUILD-TEST PROCESS FOR HIGH CAPACITY MICROPILES: CONSTRUCTION CASE STUDY ON DUTCHESS RAIL TRAIL BRIDGE FOUNDATIONS, POUGHKEEPSIE, NEW YORK
ABSTRACT DESIGN-BUILD-TEST PROCESS FOR HIGH CAPACITY MICROPILES: CONSTRUCTION CASE STUDY ON DUTCHESS RAIL TRAIL BRIDGE FOUNDATIONS, POUGHKEEPSIE, NEW YORK James Barron 1, P.E., Thomas Hattala 2, P.E.,
More informationtwenty six concrete construction: foundation design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2013
ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2013 lecture twenty six concrete construction: www.tamu.edu foundation design Foundations 1 Foundation the engineered
More informationHIGH CAPACITY MICROPILES IN WEAK DOLOMITIC LIMESTONE FOR CRANE FOUNDATION SUPPORT
HIGH CAPACITY MICROPILES IN WEAK DOLOMITIC LIMESTONE FOR CRANE FOUNDATION SUPPORT A Case History in Temporary Foundations 12 th International Workshop on Micropiles Krakow, Poland June 14, 2014 Terence
More informationGround Improvement Prof. G. L. Sivakumar Babu Department of Civil Engineering Indian Institute of Science, Bangalore
Ground Improvement Prof. G. L. Sivakumar Babu Department of Civil Engineering Indian Institute of Science, Bangalore Module No. # 07 Lecture No. # 22 Micropiles (Refer Slide Time: 00:30) So, we would be
More information- Use of Drilled MicroPile Walls in Scandinavia Håkan Bredenberg
- Use of Drilled MicroPile Walls in Scandinavia Håkan Bredenberg www.bredenbergteknik.se 1 Scandinavia? www.bredenbergteknik.se 2 Drilled MicroPile Walls www.bredenbergteknik.se 3 i c Index s applications
More informationLearning Outcomes. Background Definitions. Lesson 2 & 3. Definitions, Background, Classification, Applications and Costs
Lesson 2 & 3 Definitions, Background, Classification, Applications and Costs schnabel-eng.com Learning Outcomes Define a micropile Describe the characteristics, advantages and limitations of micropiles
More informationgeopier Lateral resistance
technical bulletin No. 4 geopier Lateral resistance This Technical Bulletin discusses the behavior of Geopier supported shallow foundation systems when subjected to lateral loads. Lateral loads are applied
More informationNPTEL Course GROUND IMPROVEMENT USING MICROPILES
Lecture 22 NPTEL Course GROUND IMPROVEMENT USING MICROPILES Prof. G L Sivakumar Babu Department of Civil Engineering Indian Institute of Science Bangalore 560012 Email: gls@civil.iisc.ernet.in Contents
More informationtwenty seven concrete construction: foundation design Foundation Structural vs. Foundation Design Structural vs. Foundation Design
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SRING 2017 lecture twenty seven Foundation the engineered interface between the earth and the structure it supports that transmits
More informationFoundation Design. π = pi ( radians or 180 ) ρ = reinforcement ratio in concrete beam design = A s /bd µ = coefficient of static friction
Foundation Design Notation: a = name for width dimension A = name for area b = width of retaining wall stem at base = width resisting shear stress b o = perimeter length for two-way shear in concrete footing
More informationU.S. ARMY CORPS OF ENGINEERS NEW ORLEANS DISTRICT
U.S. ARMY CORPS OF ENGINEERS NEW ORLEANS DISTRICT Lock Replacement Project Cellular Cofferdam Feasibility Study GEOTECHNICAL ADDENDUM DESIGN REPORT 18 November 16 (Intentionally left blank) i TABLE OF
More informationCOVER FEATURE. Micropile. Design Minimizes. California Edison Project
COVER FEATURE Micropile Foundation Design Minimizes Environmental Impact for Southern California Edison Project by Chih-Hung Chen, P.E., Burns & McDonnell, and Nick Salisbury, Crux Subsurface, Inc. Micropiles
More informationHelical Design. Theory, Applications & Seismic Testing 5/2/2017. Helical System. Helical System. Common Helical Piles/Anchors Components
Helical Design Theory, Applications & Seismic Testing Darin Willis, P.E. Version: 3.01.2017 Helical System Common Helical Piles/Anchors Components Helical System Installation Machines 1 Helical Applications
More informationEvaluation of PDA Data to Identify Pile Issues Presented at Annual KC Specialty Seminar January 9, 2015
Evaluation of PDA Data to Identify Pile Issues Presented at Annual KC Specialty Seminar January 9, 2015 Presentation Topics Overview of PDA data collection Case histories for how PDA testing reduced the
More informationWELCOME TO THE PILE DRIVING INSPECTOR COURSE
Lesson 1 WELCOME TO THE PILE DRIVING INSPECTOR COURSE 1-1 Welcome to the Pile Driving Inspector Course. This is a course designed to assist students to understand the specifications and inspection practices
More informationtwenty four foundations and retaining walls Foundation Structural vs. Foundation Design Structural vs. Foundation Design
ALIED ARCHITECTURAL STRUCTURES: STRUCTURAL ANALYSIS AND SYSTEMS DR. ANNE NICHOLS SRING 2018 lecture twenty four Foundation the engineered interface between the earth and the structure it supports that
More informationSeismic Design & Retrofit of Bridges- Geotechnical Considerations
Seismic Design & Retrofit of Bridges Part 4: Geotechnical Presented by Dr. Ken Fishman,P.E. McMahon & Mann Consulting Engineers, P.C. 1 MULTIDISCIPLINARY CENTER FOR EARTHQUAKE ENGINEERING RESEARCH MCEER
More informationOver the last decade, drilled and postgrouted micropile foundations have
Seismic Design of Micropile Foundation Systems Leo Panian, S.E., and Mike Korolyk, S.E. Over the last decade, drilled and postgrouted micropile foundations have come to be increasingly relied on for resisting
More informationSchnabel Foundation Company
Micropiles for Roadway Support, Bridge Abutments and Metal Signal Poles on US-158 from US-17B to East of Pasquotank River, in Elizabeth City, NC Schnabel Foundation Company Presenter: Stephen Dimino, P.E.
More informationPHASING CONSIDERATIONS FOR BRIDGES
PHASING CONSIDERATIONS FOR BRIDGES Christopher Miller, P.E. 6/11/18 Table of contents 1 What Not to Do 3 2 Span Arrangement 4-9 3 4 5 6 Superstructure Geometric Considerations Superstructure Structural
More informationRIGID INCLUSIONS. Rigid Inclusions offer an economical approach for building on sites underlain by soft soil.
H A Y W A R D B A K E R I N C. RIGID INCLUSIONS Rigid Inclusions offer an economical approach for building on sites underlain by soft soil. Above: HBI installed Rigid Inclusions on a congested downtown
More informationRecent Advances in the Selection and Use of Drilled Foundations
Recent Advances in the Selection and Use of Drilled Foundations Dan Brown, P.E., Ph.D. Dan Brown and Associates Overview Micropiles Continuous Flight Auger Piles Drilled Displacement Piles Drilled Shafts
More informationMasonry and Cold-Formed Steel Requirements
PC UFC Briefing September 21-22, 2004 Masonry and Cold-Formed Steel Requirements David Stevens, ARA Masonry Requirements Composite Construction Masonry is often used in composite construction, such as
More informationBORED MICROPILES. I.S.M 2009 London (10 th to 13 th may) 9 th International worksop on micropiles - by A. Jaubertou -
BORED MICROPILES FRENCH PRACTICE MICROPILES Definition Construction principles (type of micropile) Grouting effect Capacity ( structural and geotechnical ) Load test Connection considerations Mauritius
More informationField Static Load Testing of Concrete Free Reticulated Micropiles System
Field Static Load Testing of Concrete Free Reticulated Micropiles System A. Mehdizadeh 1, M. Disfani 2, R. Evans 3, E. Gad 4, A. Escobar 5 and W. Jennings 6 1 Research Assistant in Geotechnical Engineering,
More informationInnovative Slide Repair Techniques
Innovative Slide Repair Techniques A Guidebook for Missouri and Beyond Michael Lambert, P.E. Shannon & Wilson, Inc August 6, 2014 Credit & Disclaimer Original research funded by Missouri Department of
More informationCantilever Sheet Pile Wall (English units)
Cantilever Sheet Pile Wall (English units) Deep Excavation LLC Software program: DeepEX 2018 Document version: 1.0 August 14, 2018 www.deepexcavation.com www.deepex.com DEEP EXCAVATION 1 A. Project description
More informationREINFORCED ENGINEERING HANDBOOK CLAY AND CONCRETE MASONRY SEVENTH EDITION. John M. Hochwalt, PE, SE KPFF Consulting Engineers
REINFORCED MASONRY ENGINEERING HANDBOOK CLAY AND CONCRETE MASONRY SEVENTH EDITION John M. Hochwalt, PE, SE KPFF Consulting Engineers James E. Amrhein Original Author Published by MASONRY INSTITUTE OF AMERICA
More informationTECHNICAL REPORT 1. Structural Concepts / Structural Existing Conditions. Penn State Hershey Medical Center Children s Hospital. Hershey, Pennsylvania
TECHNICAL REPORT 1 Structural Concepts / Structural Existing Conditions Penn State Hershey Medical Center Children s Hospital Matthew V Vandersall The Pennsylvania State University Architectural Engineering
More informationNonlinear Modeling of Dynamic Soil-Structure Interaction: A Practitioner s Viewpoint
Nonlinear Modeling of Dynamic Soil-Structure Interaction: A Practitioner s Viewpoint By (Arul) K. Arulmoli Earth Mechanics, Inc. Fountain Valley, California Workshop on Nonlinear Modeling of Geotechnical
More informationSTRUCTURE. Copyright. Figure 1: Too Frequently Occurring Raked Pile Configuration. needs improvement.
Raked Piles Battered and Misunderstood By Mark A. Moore Raked-pile systems have fallen into disfavor in areas of high seismic activity. One possible reason could be the observed performance in past earthquakes,
More informationClient Project Job # Wall Loc. SBWall Report deg 120 pcf 950 psf deg 0.0 ft. 6.0 ft 6.0 ft 2.0 ft. W16x50.
SBWall Report Soils Data Soil Friction Angle, phi Soil Unit Weight, gamma Soil Surcharge (uniform), qs Passive Resistance, FSp Passive Wedge Width, PW*B Backfill Slope Angle, beta Ignore Passive Resistance,
More informationDEVELOPMENT ON THE MICROPILE FOR APPLYING TO ARTIFICIAL GROUND ABOVE RAILROAD SITE
DEVELOPMENT ON THE MICROPILE FOR APPLYING TO ARTIFICIAL GROUND ABOVE RAILROAD SITE ABSTRACT Young-Eun Jang 1, Jin-tae Han 2, Changho Choi 3 The Korean government recently launched a new policy supplying
More informationBS EN :2004 EN :2004 (E)
Contents List 1. General 1.1 Scope 1.1.1 Scope of Eurocode 2 1.1.2 Scope of Part 1-1 of Eurocode 2 1.2 Normative references 1.2.1 General reference standards 1.2.2 Other reference standards 1.3 Assumptions
More informationINNOVATIVE SLOPE STABILISATION BY USING ISCHEBECK TITAN SOIL NAILS
Dipl.-Wirt.Ing. Oliver Freudenreich Friedr. Ischebeck GmbH phone: ++49 2333 8305-0 Loher Str. 31 79 fax: ++49 2333 8305-55 e-mail: freudenreich@ischebeck.de D-58256 Ennepetal www.ischebeck.com INNOVATIVE
More informationSTAAD.pro 2007 Design of Wind Turbine Foundations
STAAD.pro 2007 Design of Wind Turbine Foundations By RAM/STAAD Solution Center 2nd November 2007 1.0 INTRODUCTION The interest in renewable energy production systems is growing with the increase in demand
More informationMicropile Lateral Load Testing in the Charleston, SC Area
Micropile Lateral Load Testing in the Charleston, SC Area A special thanks to: William B. Wright, PE, Bryan T. Shiver, PE, Kenneth J. Zur, PE, Jackson C. Gosnell, PE, Theodore G. Padgett, PE, and William
More informationUNDERPINNING A CRANE FOUNDATION
UNDERPINNING A CRANE FOUNDATION Donald R. McMahon, P.E., McMahon & Mann Consulting Engineers, P.C., Buffalo, New York, USA Andrew J. Nichols, P.E., McMahon & Mann Consulting Engineers, P.C., Buffalo, New
More informationMICROPILE LATERAL LOAD TESTING IN CHARLESTON, SOUTH CAROLINA, USA
MICROPILE LATERAL LOAD TESTING IN CHARLESTON, SOUTH CAROLINA, USA William B. Wright, et. al. 1 ABSTRACT With increasing frequency, micropiles are being used as a foundation solution within the Charleston,
More informationGeotechnical Engineering Software GEO5
Geotechnical Engineering Software GEO5 GEO5 software suite is designed to solve various geotechnical problems. The easy -to -use suite consists of individual programs with an unified and user-friendly
More informationExperimental Load Transfer of Piles Subject to Lateral Soil Movement
Thompson, M. J. 1 Experimental Load Transfer of Piles Subject to Lateral Soil Movement By Mark J. Thompson Graduate Research Assistant, Iowa State University, 405 Town Engineering Building Ames, IA 50011-3232
More informationMarina Bay Sands Hotel Arch 631 Kayla Brittany Maria Michelle
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
More information560 IN SITU TESTING, ANALYSIS, AND RELIABILITY OF FOUNDATIONS. Lateral Load Capacity of Cast-in-Place Shafts behind an MSE Wall. *corresponding author
56 IN SITU TESTING, ANALYSIS, AND RELIABILITY OF FOUNDATIONS Lateral Load Capacity of Cast-in-Place Shafts behind an MSE Wall Robert L. Parsons, M.ASCE, P.E. 1*, Matthew Pierson 2, Jie Han, M.ASCE, P.E.
More informationI-74 over the Mississippi River
I-74 over the Mississippi River Design and Construction of Arch Foundations 104 th Transportation and Highway Engineering Conference Presented by: Andrew J. Keaschall, PE, SE, Alfred Benesch & Company
More information4/12/2011. Outline. Introduction. Introduction. Introduction. Introduction
Evaluation of the Orientation of 9 and 18 Reinforcing Bar Hooks in Wide Members By: Nichole Podhorsky, M.S. Student Lesley Sneed, Ph.D., P.E., Missouri S&T Outline I. Introduction II. Objective III. 1.
More informationDesign Specifications- Micropile Foundation System. Geopier Calculations
Design Specifications- Micropile Foundation System Zone Total Piles Average Length (ft) Total Length 1- Primary Area 233 65 15145 2-Radiotherapy Area (Linac Valuts) 70 65 4550 3-Shell Space & ED Canopy
More informationContents. Foreword 1 Introduction 1
Contents Notation x Foreword xiii 1 Introduction 1 1.1 Aims of the Manual 1 1.2 Eurocode system 1 1.3 Scope of the Manual 3 1.4 Contents of the Manual 4 1.5 Notation and terminology 4 2 General principles
More informationPerformance Objectives and the AASHTO Guide Specifications for LRFD Seismic Bridge Design
Performance Objectives and the AASHTO Guide Specifications for LRFD Seismic Bridge Design Elmer E. Marx, PE, SE State of Alaska DOT&PF Bridge Section Juneau, Alaska Performance Objectives AASHTO Guide
More informationSettlement Control in Soft Soils. Jonathan Bennett, PE, D.GE Chief Engineer Earth Support Division Saturday, September 25, 2010
Hollow Bar Micropilesil for Settlement Control in Soft Soils Jonathan Bennett, PE, D.GE Chief Engineer Earth Support Division Saturday, September 25, 2010 PRESENTATION OVERVIEW Hollow bar micropiles exhibit
More informationMisan University - College of Engineering Civil Engineering Department
CHAPTER 2 Soil and Excavations Soil investigation including two phases: surface investigation and subsurface investigation Surface investigation involves making a preliminary judgment about the site s
More informationFRP Composite Piles Applications & Durability Considerations
FRP Composite Piles Applications & Durability Considerations by Miguel A. Pando, Felipe J. Acosta, P.E. UPRM mpando@uprm.edu, facosta@uprm.edu Jack Lesko Virginia Tech Virginia Fiber-Reinforced Composites
More informationThe problems in this guide are from past exams, 2011 to 2016.
CE 311 Exam 1 Past Exam Problems, 2011 to 2016 Exam 1 (14% of the grade) THURSDY, 9/21 7 TO 9:30PM. OPTIONL Q& SESSION WED. 9/20, 8PM. COVERGE: LESSONS 1 TO 9 Exam is designed for 2 hours, but a maximum
More informationDirect Drilled New Micropile TITAN 127/111 for Underpinning Roman Bullring in Barcelona, Spain
Folie 1 ISM 2007, 8 th International Workshop on Micropiles September 26-30, 2007, Toronto, Canada Direct Drilled New Micropile TITAN 127/111 for Underpinning Roman Bullring in Barcelona, Spain Dipl.-Ing.
More informationmortarless masonry Design Manual Part 1 (IS 456:2000) Section 1 Page 1 IS 456:2000 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE
SECTION 1. mortarless masonry Design Manual Part 1 (IS 456:2000) Section 1 Page 1 1.1 Overview of IS 456:2000 IS 456:2000 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE IS 456:2000 is the current Indian
More informationINTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL OFFICIALS UNIFORM EVALUATION SERVICE EVALUATION CRITERIA FOR
INTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL OFFICIALS UNIFORM EVALUATION SERVICE EVALUATION CRITERIA FOR HELICAL PILES FOR USE UNDER THE INTERNATIONAL RESIDENTIAL CODE EC027-2017 (Adopted November
More informationModjeski and Masters, Inc. Consulting Engineers 04/18/06 St. Croix River Bridge 3D Analysis Report Introduction
Introduction This memo presents a summary of a three dimensional (3D) analysis of the Organic concept for the proposed St. Croix River bridge project. The Organic concept has several attributes that are
More informationCase Studies on Soil Nailed Retaining Systems for Deep Excavations
Indian Geotechnical Conference 2010, GEOtrendz December 16 18, 2010 IGS Mumbai Chapter & IIT Bombay Case Studies on Soil Nailed Retaining Systems for Deep Excavations Murthy, B.R. Srinivasa Professor e-mail:
More informationTorque correlation for solid steel square shaft helical piles
Torque correlation for solid steel square shaft helical piles Joe Heinisch, P.Eng. & Tayler Cook, University of Waterloo EBS Engineering and Construction Limited, Breslau, Ontario, Canada ABSTRACT Several
More informationTorque correlation for solid steel square shaft helical piles
Torque correlation for solid steel square shaft helical piles Joe Heinisch, P.Eng., Tayler Cook, University of Waterloo EBS Engineering and Construction Limited, Breslau, Ontario, Canada ABSTRACT Several
More informationEffectiveness of Compacted Fill and Rammed Aggregate Piers for Increasing Lateral Resistance of Pile Foundations
Brigham Young University BYU ScholarsArchive All Theses and Dissertations 2010-11-09 Effectiveness of Compacted Fill and Rammed Aggregate Piers for Increasing Lateral Resistance of Pile Foundations Nathan
More informationaggregate piers / vscs
aggregate piers / vscs 1 2 HT1.0 1-1 1-2 1' - 1" 34' - 0" 16' - 11" 1' - 1" 13' - 10" BOF 817' - 6" (TYPICAL WITHIN HATCHED REGION) 1-17 1-32 1-47 1-62 1-3 1-18 1-33 1-48 1-63 1-4 1-19 1-34 1-49 1-64 1-5
More informationUPDATE ON ISU DRILLED SHAFT LRFD CALIBRATION STUDY. Jeramy C. Ashlock, Ph.D. Richard L. Handy Associate Professor
UPDATE ON ISU DRILLED SHAFT LRFD CALIBRATION STUDY Jeramy C. Ashlock, Ph.D. Richard L. Handy Associate Professor jashlock@iastate.edu Ongoing Drilled Shaft Research Projects 2 1.Verification of LRFD Resistance
More information1. background: design & construction options
technical bulletin No. 10 structural design considerations for uniformly-loaded floor slabs supported by rammed aggregate Pier elements This Technical Bulletin discusses the structural analysis of uniformly
More information(Refer Slide Time: 00:31)
Port and Harbour Structures By Professor R. Sundaravadivelu Department Of Ocean Engineering, Indian Institute of Technology Madras Module 11 Lecture 47 Empirical Relationship between Spt And Several Soil
More informationDUCTILE IRON PILES ARE HIGHLY EFFECTIVE, FAST AND VERSATILE MODULAR DRIVEN MICROPILE SYSTEMS
DUCTILE IRON PILES DUCTILE IRON PILES ARE HIGHLY EFFECTIVE, FAST AND VERSATILE MODULAR DRIVEN MICROPILE SYSTEMS Designed to resist both compression and tension loads in either end-bearing or friction,
More informationUSING ENERGY AND HYBRID ENERGY MICROPILES IN UNDERPINNING PROJECTS THROUGH HOLES IN LOAD TRANSFER STRUCTURES
USING ENERGY AND HYBRID ENERGY MICROPILES IN UNDERPINNING PROJECTS THROUGH HOLES IN LOAD TRANSFER STRUCTURES Rauli Lautkankare, Heli Kanerva-Lehto & Vesa Sarola (also Jukka Rantala in hybrid energypile
More informationPDPI 2015 STATIC ANALYSIS LATERALLY LOADED PILE DESIGN. Chapter 9
PDPI 2015 STATIC ANALYSIS LATERALLY LOADED PILE DESIGN Chapter 9 Lateral Capacity of Single Piles Potential sources of lateral loads include vehicle acceleration & braking, wind loads, wave loading, debris
More informationBond Strength of Hollow-Core Bar Micropiles
Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in Geotechnical Engineering (28) - Sixth International Conference on Case Histories in Geotechnical
More informationNumerical Modeling of Dynamic Soil-Structure Interaction in Bridges with HP Driven Piles
Numerical Modeling of Dynamic Soil-Structure Interaction in Bridges with HP Driven Piles Yu Bao, Andrew Rietz and Steven Halewski, Rochester Institute of Technology, Rochester, NY, USA HP-Pile foundations
More informationIF SECOND-ORDER EFFECTS NEED TO BE CONSIDERED ON THIS EXAM, ASSUME A B1 MOMENT-MAGNIFIER OF 1.05.
Name: Cack Zoleman CE311 FINAL EXAM Tuesday, December 12, 2017, 8am to Noon, Room 200 You may use the Steel Manual, Calculator, Drawing Supplies, only 100 points Given Steel Properties: E = 29000 ksi,
More informationSEISMIC SOIL-PILE GROUP INTERACTION ANALYSIS OF A BATTERED PILE GROUP
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 27 Paper No. 1733 SEISMIC SOIL-PILE GROUP INTERACTION ANALYSIS OF A BATTERED PILE GROUP Nan DENG 1, Richard KULESZA 2 and
More informationRehabilitation of Masonry Piers at Nipigon, Ontario
Rehabilitation of Masonry Piers at Nipigon, Ontario Daniel E. J. Adamson, P. Eng. Canadian Pacific Railway 2881 Alyth Road SE Calgary, AB Canada, T2G 5S3 Phone (403) 303-8835 Fax (403) 303-8830 ABSTRACT
More informationEffective Stress Design For Floodwalls on Deep Foundations
Effective Stress Design For Floodwalls on Deep Foundations Glen Bellew, PE Geotechnical Engineer USACE-Kansas City 23 April 2015 Contributors James Mehnert, PE USACE-Kansas City Paul Axtell, PE, D.GE Dan
More informationRecent Developments in the Axial, Lateral and Torsional Response of Drilled Shaft Foundations
Recent Developments in the Axial, Lateral and Torsional Response of Drilled Shaft Foundations Armin W. Stuedlein, PhD P.E. Associate Professor Geotechnical Engineering Presentation Outline Motivation and
More informationCHAPTER 11 Bar Cutoff
page 188 CHAPTER 11 11.1. Anchorage of Tension Bars by Hooks In the event that the desired tensile stress in a bar cannot be developed by bond alone, it is necessary to provide special anchorage at the
More informationOverview of Plant and Slope Stabilization Project.
COVER FEATURE CREATIVE USE OF DRILLED SHAFTS FOR SLOPE STABILIZATION at the Lowman Power Plant, Leroy, Alabama by Steven Keith Anderson Vice President of Operations A.H. Beck Foundation Co., Inc., and
More informationSoldier Pile Walls Soil Nail Systems Secant Piling Soil Mix Walls Underpinning Slope Stabilization
Soldier Pile Walls Soil Nail Systems Secant Piling Soil Mix Walls Underpinning Slope Stabilization www.malcolmdrilling.com Soldier Pile Walls Soil Nail Systems Secant Piling Soil Mix Walls Underpinning
More informationUNIFIED FACILITIES GUIDE SPECIFICATIONS
USACE / NAVFAC / AFCEC / NASA UFGS-31 62 13.26 (April 2006) ----------------------------- Preparing Activity: NAVFAC Replacing without change UFGS-02466 (August 2004) UNIFIED FACILITIES GUIDE SPECIFICATIONS
More informationTip-Grouted Drilled Shaft Foundations for the Audubon Bridge. Acknowledgements
Tip-Grouted Drilled Shaft Foundations for the Audubon Bridge Steven Dapp, Ph.D., P.E. Dan Brown, Ph.D., P.E. www.danbrownandassociates.com Acknowledgements Tip grouting used worldwide for more than 3 decades.
More informationBACKGROUND: SUBSURFACE CONDITIONS:
2 BACKGROUND: The planned project consists of a prefabricated modular apartment building with underground parking, located on the site bounded by Dexter Avenue N. to the east, multi-story residential/commercial
More information