Geotechnical Challenges New Orleans USACE
|
|
|
- Ambrose Booth
- 6 years ago
- Views:
Transcription
1 35 th Southwest Geotechnical Engineering Conference Geotechnical Challenges New Orleans USACE Mark Woodward, PE Jehu Johnson, EI Geotechnical Branch New Orleans District 28 April 2010 Slide 1
2 New Orleans District LAKE CHARLES LAFAYETTE New Orleans District Boundary Gulf Intracoastal Waterway Mississippi River and Tributaries Levee Hurricane Protection Levee BATON ROUGE NEW ORLEANS Bank Protection Deep Draft Waterway Beneficial Use of Dredged Material Acquisitions Freshwater Diversion Structure Saltwater Barrier Lock Control Structure Pumping Station MORGAN CITY HOUMA VENICE Slide 2
3 New Orleans Area Hurricane & Storm Damage Risk Reduction System East Bank Polder West Bank Polder Slide 3
4 Slide 4
5 Slide 5
6 Slide 6
7 Typical Levee Section & Geotechnical Field Investigation C L Levee 5 Diameter Soil Boring 5 Diameter Undisturbed Soil Borings & CPT (Cone Penetrometer Tests) alternating at 500 o.c. C L Boring 4 th Quadrant retained for future use 1 Toe Boring Berm Toe Boring 3 2 Typical Levee Section Circular Soil Sample cut into 4 Quadrants with 3 samples tested (trimmed circular) Slide 7
8 Subsurface Explorations 500 OC Slide 8
9 Slide 9
10 Slide 10
11 Current Geotechnical Levee Criteria Protected Side Method of Failure: Global Stability Method of Analysis: Spencer F.O.S.= 1.5 HSDRRS Criteria Failure Plane Design Still Water Elevation (90% assurance) for Hurricane Condition Slide 11
12 2057 1% DESIGN EL. F.S. P.S. 90% (2057) SWL EL EXIST. LEVEE EL. T-WALL LEVEE SHEET PILE CONCRETE or Steel H- PILE (TYP) Slide 12
13 Seepage Concerns on Mississippi River Levees Slide 13
14 US Army Corps of Engineers HIGH WATER EFFECTS ON FLOOD CONTROL PROJECTS Overtopping Sand Boils Seepage Sloughing Wave Wash Erosion Slide 14
15 Slide 15
16 RIVERWARD LEVEE CENTERLINE LANDWARD STABILITY BERM RIVERSIDE ENLG T IMPERVIOUS ZONE Original Levee of Impervious Clays & Silts NATURAL BLANKET STABILITY BERM FOUNDATION SAND Underlying Clays and Silts Slide 16
17 RIVERWARD LEVEE CENTERLINE LANDWARD IMPERVIOUS ZONE RANDOM ZONE SAND BOIL NATURAL BLANKET FOUNDATION SAND UNDERLYING CLAY AND SILT Slide 17
18 US Army Corps of Engineers EFFECTS OF SANDBOILS Development of pipe under the levee The pipe develops from the landside toward the flood side. Material is ejected in a cone shape around a spring head. The levee crest may be noticed to sag. Sloughing of landside levee slope near the toe Development of a landside shear or slide Slide 18
19 RIVERSIDE LANDSIDE SUBSIDENCE OF CROWN EFFECTS OF SAND BOILS ON LEVEE SEEPAGE PATH PIPE UNDER LEVEE DEVELOPMEMENT OF PIPE UNDER LEVEE FIG. 1 RIVERSIDE LANDSIDE SLOUGHING OF SLOPE SEEPAGE PATH SLOUGHING OF LANDSLIDE SLOPE DUE TO RAVELLING AND UNDERCUTTING OF TOE FIG. 2 RIVERSIDE LANDSIDE SLIDING SURFACE DEVELOPMENT OF SHEAR SLIDE FIG. 3 SEEPAGE PATH REDUCTION IN SHEARING STRENGTH IN THIS ZONE Slide 19
20 RIVERWARD LEVEE CENTERLINE LANDWARD UNDER SEEPAGE BERM NATURAL BLANKET FOUNDATION SAND Underlying Clays and Silts Slide 20
21 LEVEE CENTERLINE RIVERWARD LANDWARD Piezometric Head PONDED SEEPAGE Look for Sand Boils NATURAL BLANKET FOUNDATION SAND Underlying Clays & Silts Under Seepage Event with Leakage at Levee Toe Slide 21
22 Slide 22
23 Open System Piezometers Slide 23
24 Slide 24
25 Slide 25
26 For K=1.0x 10-2 cm/sec, a drop of water can travel 235 in 8.5 days 10 RIVERWARD LANDWARD 25 1 on 4 1 on 5 IMPERVIOUS ZONE 235 RANDOM ZONE SAND BOIL NATURAL BLANKET FOUNDATION SAND IMPERVIOUS CLAY AND SILT Slide 26
27 Slide 27
28 Slide 28
29 Slide 29
30 Slide 30
31 Slide 31
32 Slide 32
33 Slide 33
34 Slide 34
35 Slide 35
36 Slide 36
37 Slide 37
38 Slide 38
39 RIVERWARD LEVEE CENTERLINE LANDWARD LINE OF RELIEF WELLS Riverside Enlargement Original Levee of Impervious Clays and Silts NATURAL BLANKET FOUNDATION SAND Underlying Clays and Silts Slide 39
40 RIVERWARD LEVEE CENTERLINE RIVERSIDE ENLG T> IMPERVIOUS Original Levee of ZONE Impervious Clays & Silts LANDWARD Piezometric Head PONDED SEEPAGE Look for Sand Boils NATURAL BLANKET FOUNDATION SAND Underlying Clays & Silts Under Seepage Event with Leakage at Levee Slide 40
41 Slide 41
42 Slide 42
43 Slide 43
44 Slide 44
45 Slide 45
46 Open barrel used to control sandboils Slide 46
47 Slide 47
48 Slide 48
49 Slide 49
50 Slide 50
51 Slide 51
52 Slide 52
53 Slide 53
54 Deep Soil Mixing Slide 54
55 Deep Soil Mixing Inject lime, cement, slag, fly ash, etc. into soil Mix thoroughly Creates a pozzolanic reaction in the soil/cement mass Slide 55
56 Deep Mixing Design Parameters WET MIXING Water/binder ratio Binder load Number of shafts to suit application Spoil disposal WET METHOD Excellent overlap Adaptable to multiple augers High strength Spoil disposal DRY MIXING Binder load Mixing energy Rate of penetration Soil moisture DRY METHOD No spoil No water needed Medium to high strength Slide 56
57 Design for the purpose Stability and support strength, array, length, uniformity Seepage cutoff continuity, overlap, length, permeability Seismic retrofit All of the above Slide 57
58 Three DM Applications Resist deflection of major structures Buttress existing floodwalls Reinforce new embankments Slide 58
59 Major Structures - 17 th Street & Orleans Avenue Canals Interim Closure Structures (2006) Slide 59
60 17 th Street Canal Interim Closure Structure (2006) Slide 60
61 17 th Street Canal Interim Closure Structure (2006) Slide 61
62 17 th Street Canal Interim Closure Structure (2006) Slide 62
63 Slide 63
64 Orleans Avenue Canal Interim Closure Structure (2006) Slide 64
65 Orleans Avenue Canal Slide 65
66 Orleans Avenue Canal Interim Closure Structure (2006) Slide 66
67 Orleans Avenue Canal Interim Closure Structure (2006) Slide 67
68 Gainard Woods Pump Station Plaquemines Parish Gainard Woods Pump Station Slide 68
69 Floodwalls Gainard Woods Pump Station (2006) Slide 69
70 Gainard Woods T-Wall (2006) Slide 70
71 Elevation (ft) Elevation (ft) Floodwalls Gainard Woods Pump Station (2006) w Distance (ft) w Distance (ft) Slide 71
72 Floodwalls Inner Harbor Navigation Canal (2009) Slide 72
73 IHNC Floodwall Reinforcement (May 2009) Slide 73
74 IHNC Floodwall Reinforcement (May 2009) Slide 74
75 Homeplace Levee Enlargement Plaquemines Parish Homeplace Levee Enlargement Slide 75
76 Levees Homeplace Levee Enlargement (P24) (2006) Slide 76
77 Berm needed to achieve safety factor of Slide 77
78 To achieve SF = 1.30; Foundation improved from 270 psf to 2300 psf ,300 psf Slide 78
79 Homeplace Levee Enlargement (P24) (2006) Slide 79
80 Homeplace Levee Enlargement (P24) (2006) FIG 4a. Shallow Surface (FS=1.33) 100% Efficiency of Joints FIG 4b. Deep Surface (FS=1.51) 100% Efficiency of Joints FIG 4c. Shallow Surface (FS=1.29) 0% Efficiency, 5 Vertical Joints FIG 4d. Deep Surface (FS=1.37) 0% Efficiency, 5 Vertical Joints Slide 80
81 Construction of DMM Shear Walls Slide 81
82 Unconfined Compressive Strength Test Results for P24 DMM Cores Number of Tests: 2081 Mean UCS: 2145 kn/m 2 (311 psi) Standard Deviation: 1259 kn/m 2 (183 psi) Coefficient of Variation: 0.59 UCS = 690 kn/m 2 (100 psi) was used for design Slide 82
83 P-24 Final Section Slide 83
84 Design Guide for Levees and Floodwall Stability Using DM Shear Walls Limit equilibrium analysis Combines sliding, overturning and internal shear analyses Uses reliability factors for material and stability safety factors Uses CDIT 2002 as basis for analysis DESIGN GUIDE FOR LEVEE AND FLOODWALL STABILITY USING DEEP- MIXED WALLS by George Filz and Eddie Templeton February 10, 2009 Slide 84
85 QA/QC Testing Reverse Column Pentetration Testing Pressuremeter Cone Penetrometer Testing Borehole Camera Exhumation (Exposure, Excavation) Sonic Drilling Coring and Compressive Strength Testing Slide 85
86 Slide 86
87 Slide 87
88 Pressuremeter Use to great success during 2003 Test Section Utilized for Q/A and Q/C in 2008 Can be used to determine limit pressure, which can be obtain shear strength Limit pressure is assumed to occur when volume is doubled Poisson s ratio assumed to be 0.33 Column Modulus can also be determined Slide 88
89 Depth (ft.) IHNC CPT Data Shear Strength (psi) t = 30 min. t = 3 hrs. t = 6 hrs. Slide 89
90 Slide 90
91 Slide 91
92 Slide 92
93 Column Exhumation Slide 93
94 Slide 94
95 Slide 95
96 Slide 96
97 Sonic Drilling Rig Slide 97
98 Sonic Drilling Cores Slide 98
99 Wet Grab Sampling Slide 99
100 LPV 111 Slide 100
101 LPV Largest Deep Soil Mixing Project in the World 1.7 million cubic yards of soil will be treated. 5.3 miles of Levee will be raised from 17 feet to 28 feet Soil mixing extends to -67 ft deep and varies in width from 54 ft to 98 ft Slide 101
102 Slide 102
103 Slide 103
104 Slide 104
105 Slide 105
106 Slide 106
107 Slide 107
108 Slide 108
109 Slide 109
110 Slide 110
111 Slide 111
112 Large Hurricane Risk Reduction Structures Slide 112
113 IHNC SURGE BARRIER MRGO GIWW 20 March 2010 Slide 113
114 Lake Borgne Project Alignment North Access Bridge GIWW & Barge Gates Floodwall Bayou Bienvenue Gate Transition T-Walls MRGO Closure Slide 114
115 Slide 115
116 Barrier Flood Wall Slide 116
117 GIWW Barge / Sector Gate (Conceptual) Slide 117
118 Bayou Bienvenue Vertical Lift Gate (Conceptual) Slide 118
119 Boring Locations Slide 119
120 Geologic Profile MRGO BB GIWW Slide 120
121 Design Investigations Pile Load Test Lateral Load Test Non-linear Incremental Structural Analysis (NISA) Physical Model GIWW Sector Gate Physical Model Barrier Wall Navigation Simulation Gate Width Study Approach Wall Vessel Impact Analysis Navigation Physical Guidewall Model USCG Navigation Risk Assessment Long-term Instrumentation Plan Slide 121
122 Soldier Pile Placement Complete! 144 Feet Long 66 Diameter, 94 tons Weeks 526 Rig 1271 piles Completed October 21, 2009 Slide 122
123 MRGO Section Slide 123
124 GIWW Sand Fill at MRGO Slide 124
125 protected side EL concrete cap flood side 36 steel batter pile EL -15 mud line 18 concrete closure piles 66 spun cast pile JET GROUT EL -55 TIP OF JET GROUT COLUMN EL -130 EL -190 Slide 125
126 Spin Casting Slide 126
127 Spun Cast Piles Slide 127
128 Soldier Piles Slide 128
129 Post Tensioning Slide 129
130 Slide 130
131 Pile Load Test Slide 131
132 18 Closure Piles & Jet Grouting 2504 piles Completed February 11, 2010 Slide 132
133 Soldier, Closure, Batter Piles Temporary Trestle Interstitial Space Closure Piles 36 Batter Piles Soldier Piles Slide 133
134 66 Concrete Pile Clean Out Drill bit removes the mud from inside the pile Slide 134
135 Grout Bag Placement Grout bag infill Slide 135
136 Batter Piles Slide 136
137 Precast Caps 17 Feet Long, 96 Tons Slide 137
138 Parapet Slide 138
139 Interesting Quantity Facts The IHNC Project Involves: 160 miles of piles- approx. 20 miles more than from Cleveland to Columbus The weight of 8 Eiffel Towers of Steel Enough Concrete to fill a football field 94 feet deep Slide 139
140 Slide 140
141 GIWW Western Closure Complex (WCC) Slide 141
142 WCC Slide 142
143 Project Features: 19,140 cfs Drainage Pumping Station (11 x 1740 cfs vertical Flower Pot pumps) 225-foot primary navigation gate Sluice gates (5 16 x 16 ) T-wall along edge of Bayou aux Carpes CWA 404(c) wetlands (4200 X 100 construction corridor) Water Control Structure Levee and East Bayou Road Realignment Environmental Mitigation and Augmentations Foreshore Protection Algiers Canal dredging GIWW - West Closure Complex Bayou aux Carpes 404(c) area T-Wall with berm Combi-wall 225 Navigation gate Water control structure Levee and Road Realignment cfs Pump Station Sluice gates Slide 143
144 WCC Cofferdam Piles Slide 144
145 Dewatered Cofferdam Slide 145
146 Dewatered Cofferdam Slide 146
147 Pump Station Piles Slide 147
148 Pile Load Test Slide 148
149 Pile Load Test Slide 149
150 Pile Load Test Slide 150
151 Heave Test Section Slide 151
152 WCC Earthen Material Processing Slide 152
153 New Levee Construction Slide 153
154 New Levee Construction Slide 154
155 East T-wall Slide 155
156 East T-wall Preload Slide 156
157 Questions? Slide 157
Greater New Orleans Hurricane and Storm Damage Risk Reduction System 101
Greater New Orleans Hurricane and Storm Damage Risk Reduction System 101 René Poché New Orleans District U.S. Army Corps of Engineers US Army Corps of Engineers BUILDING STRONG 1878 Gentilly Ridge Metairie
US Army Corps of Engineers BUILDING STRONG
Greater New Orleans Hurricane and Storm Damage Risk Reduction System Robert Rowlette Senior Senior Program Manager Task Force Hope U.S. Army Corps of Engineers April 19, 2012 US Army Corps of Engineers
CHAPTER SEVEN: THE NEW ORLEANS EAST PROTECTED AREA
7.1 Introduction CHAPTER SEVEN: THE NEW ORLEANS EAST PROTECTED AREA The New Orleans East (NEO) protected area includes some of the lowest ground in the metropolitan region. Therefore, it is not surprising
CHAPTER FIVE: THE LOWER MISSISSIPPI REGION AND PLAQUEMINES PARISH
CHAPTER FIVE: THE LOWER MISSISSIPPI REGION AND PLAQUEMINES PARISH 5.1 Overview Plaquemines Parish is the area where the last portion of the Mississippi River flows out into the Gulf of Mexico (see Figures
Improvements to Southeast Louisiana s floodwalls and pump stations since Katrina: the Hurricane and Storm Damage Risk Reduction System (HSDRRS)
Improvements to Southeast Louisiana s floodwalls and pump stations since Katrina: the Hurricane and Storm Damage Risk Reduction System (HSDRRS) Pat Fitzpatrick Mississippi State University Review of levee
Hurricane KATRINA Lessons Learned for Managing Risk
Hurricane KATRINA Lessons Learned for Managing Risk Steven L. Stockton, P.E. Deputy Director of Civil Works U.S. Army Corps of Engineers What Happened? Storm Path from August 23 to 31, 2005 Mon. August
Three-Dimensional Seepage Effects at Three New Orleans Levee Breaches During Hurricane Katrina
Three-Dimensional Seepage Effects at Three New Orleans Levee Breaches During Hurricane Katrina Diego Cobos-Roa Graduate Student Department of Civil & Environmental Engineering University of California
PART 4 HURRICANE KATRINA STRIKES NEW ORLEANS AUGUST 2005
PART 4 HURRICANE KATRINA STRIKES NEW ORLEANS AUGUST 2005 Hurricane Katrina Hurricane Katrina swept across southern Florida and lost momentum, then gained speed and water, showing the second lowest barometric
Expert Report. Robert Glenn Bea, Ph.D., P.E.
Expert Report of Robert Glenn Bea, Ph.D., P.E. Prepared for Plaintiffs in: Katrina Canal Breaches Consolidated Litigation [Civil Action Number: 05-4182 K (2)] United States District Court Eastern District
HORIZONTAL TRANSLATIONAL FAILURES OF LEVEES DUE TO WATER FILLED GAPS
HORIZONTAL TRANSLATIONAL FAILURES OF LEVEES DUE TO WATER FILLED GAPS Dr. Meindert A. Van Dr. Cor Zwanenburg John M. van Esch Deltares Deltares Deltares and Delft University of Delft, The Netherlands Delft,
KDOT Geotechnical Manual Edition. Table of Contents
KDOT Geotechnical Manual 2007 Edition The KDOT Geotechnical Manual is available two volumes. Both volumes are very large electronic (pdf) files which may take several minutes to download. The table of
Construction complete on all HSDRRS projects across storm evacuation routes
Task Force Hope Status Report August 29, 2013 Construction complete on all HSDRRS projects across storm evacuation routes Eastern Tie-In Swing Gates positioned across Hwy. 23 By Susan Spaht If a tropical
GEOLOGY, SOILS, AND SEISMICITY
4.9 GEOLOGY, SOILS, AND SEISMICITY 4.9.1 Introduction Information about the geological conditions and seismic hazards in the study area was summarized in the FEIR, and was based on the Geotechnical Exploration
HURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX A PRELIMINARY FLOODWALL DESIGN
HURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX A PRELIMINARY FLOODWALL DESIGN March 2014Revised March 2015 UNITED STATES ARMY CORPS OF ENGINEERS
Calibration of Seepage and Stability Models for analysis of Dams and Levees. Francke C Walberg Consulting Geotechnical Engineer, AECOM
Calibration of Seepage and Stability Models for analysis of Dams and Levees Francke C Walberg Consulting Geotechnical Engineer, AECOM Focus Use of models for; Evaluation of existing dams and levees Rehabilitation
Remediation of Soft Clay Utilizing the Dry Mix Method. of Batavia, New York to its discharge into the Niagara River at Tonawanda, New York.
Introduction Tonawanda Creek meanders as it flows in a generally westerly direction from its headwaters east of Batavia, New York to its discharge into the Niagara River at Tonawanda, New York. The geologic
LANDSLIDES IN THE WHITE MOUNTAIN (GEOTECHNICAL STUDIES AND ENGINEERING TESTS)
J. Al Azhar University Gaza 2004, Vol. 7, NO. 2 P 15-26 LANDSLIDES IN THE WHITE MOUNTAIN (GEOTECHNICAL STUDIES AND ENGINEERING TESTS) Isam G. Jardaneh (1), Jalal Al-Dabeek (2), Abdel hakeem Al-Jawhari
SAN JACINTO RIVER / BAUTISTA CREEK LEVEE SYSTEM RIVERSIDE COUNTY, CALIFORNIA NLD ID #
SAN JACINTO RIVER / BAUTISTA CREEK LEVEE SYSTEM RIVERSIDE COUNTY, CALIFORNIA NLD ID # 3805010019 PERIODIC INSPECTION REPORT NO 1 GENERALIZED EXECUTIVE SUMMARY FEBRUARY 2013 FINAL RATING: MINIMALLY ACCEPTABLE
The Stability of Flood Defenses on Permeable Soils: The London Avenue Canal Failures in New Orleans
Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in Geotechnical Engineering (2008) - Sixth International Conference on Case Histories in Geotechnical
Boreholes. Implementation. Boring. Boreholes may be excavated by one of these methods: 1. Auger Boring 2. Wash Boring 3.
Implementation Boreholes 1. Auger Boring 2. Wash Boring 3. Rotary Drilling Boring Boreholes may be excavated by one of these methods: 4. Percussion Drilling The right choice of method depends on: Ground
NEEDLES S STREET LEVEE SYSTEM SAN BERNARDINO COUNTY, CALIFORNIA NLD SYSTEM ID #
SAN BERNARDINO COUNTY, CALIFORNIA NLD SYSTEM ID # 3805030008 PERIODIC INSPECTION REPORT NO. 1 GENERALIZED EXECUTIVE SUMMARY FINAL SYSTEM RATING: MINIMALLY ACCEPTABLE FINAL RATING DATE: AUGUST 2014 PERIODIC
Marine Analysis. LA 23 New. Louisiana. Prepared by:
Gulf Intracoastal Waterway (GIWW) Marine Vessel Trafficc Analysis LA 23 New Orleans Gulf Coastt Railway Relocation PE/NEPA Project Jefferson and Plaquemines Parishes, Louisiana RPC Task LA23RR1 RPC/FRA
HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR (c)(1)(i) (xii)
HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR 257.73(c)(1)(i) (xii) (i) Site Name and Ownership Information: Site Name: E.C. Gaston Steam Plant Site Location:
Appendix A STORM SURGE AND WAVE HEIGHT ANALYSIS
Appendix A STORM SURGE AND WAVE HEIGHT ANALYSIS Memo To: Jeff Robinson, P.E., GEC, Inc. From: Silong Lu, Ph.D., P.E., D.WRE, Dynamic Solutions, LLC. Date: 1/9/2014 CC: Re: Chris Wallen, Vice President,
Slope Stability Evaluation Ground Anchor Construction Area White Point Landslide San Pedro District Los Angeles, California.
Slope Stability Evaluation Ground Anchor Construction Area White Point Landslide San Pedro District Los Angeles, California Submitted To: Mr. Gene Edwards City of Los Angeles Department of Public Works
Red River Levee Panel
Red River Levee Panel Mississippi River Commission Monday, August 9, 2017 Red River Levees in LA & AR NONE along TX & OK Boarder Red River Levee Issues Caddo Levee Cherokee Park Authorization Bossier Levee
New Orleans Levee System Performance during Hurricane Katrina: London Avenue and Orleans Canal South
New Orleans Levee System Performance during Hurricane Katrina: London Avenue and Orleans Canal South Javier Ubilla, M.ASCE 1 ; Tarek Abdoun, M.ASCE 2 ; Inthuorn Sasanakul, M.ASCE 3 ; Michael Sharp, M.ASCE
Gotechnical Investigations and Sampling
Gotechnical Investigations and Sampling Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Geotechnical Investigations for Structural Engineering 12 14 October, 2017 1 Purpose of
CCR Rule Annual Inspection Report (cont.) 2
The inspection findings consisted of maintenance items and items that were not observed to be signs or potential signs of significant structural weakness. No deficiencies or disrupting conditions that
SHORELINE PROTECTION & RESTORATION PROGRAM
City of Mandeville, LA SHORELINE PROTECTION & RESTORATION PROGRAM June 8, 2017 Pre-Budget Background Presentation Prepared by: Overview Background Context: RSLR, Rigolets Closure City Program & Project
Department of National Defence B-Jetty Reconstruction
Department of National Defence B-Jetty Reconstruction CFB Esquimalt, BC Presented by: Stantec & Golder Associates February 2, 2016 Agenda 1 B-Jetty Project Background 2 Distinguishing Project Features
Background. Valley fills Sites in the Area. Construction over Mine Spoil Fills
Construction over Mine Spoil Fills Wayne A. Karem, PhD, PE, PG, D.GE 2014 KSPE Annual Conference Background Strip mining; mountaintop and contour mining Creates huge quantities of mine spoil The mine spoil
SCOUR CHARACTERIZATION DUE TO WATER FREE FALL
SCOUR CHARACTERIZATION DUE TO WATER FREE FALL Abdolreza Osouli, Corresponding Author, Ph.D., P.E. Assistant Professor of Civil Engineering, Southern Illinois University at Edwardsville, Engineering Building,
Geotechnical Reconnaissance of the Mississippi River Delta Flood-protection System After Hurricane Katrina
Geotechnical Reconnaissance of the Mississippi River Delta Flood-protection System fter Hurricane Katrina y Ronaldo Luna, David Summers, David Hoffman, J. David Rogers, dam Sevi, and Emitt C. Witt This
Report on the Damage Survey Caused by Hurricane Katrina (Tentative Report)
Report on the Damage Survey Caused by Hurricane Katrina (Tentative Report) November 1, 2005 Coastal Disaster Prevention Technology Survey Team 1. Introduction Hurricane Katrina struck the United States
R.M.HARW & ASSOCIATES LTD. GEOTECHNICAL INVESTIGATION PROPOSED BRIDGE SITE. HELAVA CREEKl MILE MACKENZIE HIGHWAY E-2510 OCTOBER 16, 1973
El R.M.HARW & ASSOCIATES LTD. GEOTECHNICAL INVESTIGATION PROPOSED BRIDGE SITE HELAVA CREEKl MILE 616.4 MACKENZIE HIGHWAY E-2510 OCTOBER 16, 1973 R,M,HARDV & ASSOCIATES LTD. CONSULTING ENGINEERING & TESTING
June 9, R. D. Cook, P.Eng. Soils Engineer Special Services Western Region PUBLIC WORKS CANADA WESTERN REGION REPORT ON
PUBLIC WORKS CANADA WESTERN REGION REPORT ON GEOTECHNICAL INVESTIGATION PROPOSED MARTIN RIVER BRIDGE MILE 306.7 MACKENZIE HIGHWAY Submitted by : R. D. Cook, P.Eng. Soils Engineer Special Services Western
CHAPTER SIX: THE ST. BERNARD AND LOWER NINTH WARD PROTECTED AREA
CHAPTER SIX: THE ST. BERNARD AND LOWER NINTH WARD PROTECTED AREA 6.1 Introduction As described previously in Chapter 2, St. Bernard Parish and the Lower Ninth Ward are protected by a single continuous
Appendix 10 Reliability Modeling
Appendix 10 Reliability Modeling Reliability analysis is that part of the risk study that leads to an evaluation of the conditional probability of failure (i.e., reliability or fragility) of structures,
Geosynthetics Applications and Performance Reviews Select Case Histories
Geosynthetics Applications and Performance Reviews Select Case Histories Debora J. Miller, Ph.D., P.E.; Dean B. Durkee,, Ph.D., P.E.; Michael A. Morrison, P.E., David B. Wilson, P.E., and Kevin Smith,
Hurricane Tracks. Isaac versus previous storms Impacts and solutions. ( Continue by clicking on the slide bar to the right)
Hurricane Tracks Isaac versus previous storms Impacts and solutions ( Continue by clicking on the slide bar to the right) 1 Hurricane Tracks 2 Sample Hurricanes The sample hurricanes selected were chosen
Red River Flooding June 2015 Caddo and Bossier Parishes Presented by: Flood Technical Committee Where the Rain Falls Matters I-30 versus I-20 I-20 Backwater and Tributary Floods (Localized) 2016 Flood
*** ***! " " ) * % )!( & ' % # $. 0 1 %./ +, - 7 : %8% 9 ) 7 / ( * 7 : %8% 9 < ;14. " > /' ;-,=. / ١
١ ******!" #$ % & '!( ) % * ") +,-./ % 01. 3 ( 4 56 7/4 ) 8%9 % : 7 ;14 < 8%9 % : *7./ = ;-, >/'." Soil Permeability & Seepage ٢ Soil Permeability- Definition ٣ What is Permeability? Permeability is the
Attachment 3: Fragility Curve Determinations DRAFT
Attachment 3: Fragility Curve Determinations DRAFT CELRC-TS-DG 4 October 2017 MEMORANDUM FOR PM-PL SUBJECT: Fragility Curve Determination for McCook Levee North and South of 47 th Street Introduction 1.
Chapter 12 Subsurface Exploration
Page 12 1 Chapter 12 Subsurface Exploration 1. The process of identifying the layers of deposits that underlie a proposed structure and their physical characteristics is generally referred to as (a) subsurface
Lessons Learned from Analysis of the New Orleans Hurricane Protection System
Lessons Learned from Analysis of the New Orleans Hurricane Protection System By Interagency Performance Evaluation Task Force Reported by Michael K. Sharp ABSTRACT This report, Performance Evaluation of
10. GEOTECHNICAL EXPLORATION PROGRAM
Geotechnical site investigations should be conducted in multiple phases to obtain data for use during the planning and design of the tunnel system. Geotechnical investigations typically are performed in
Bedrock Dewatering for Construction of Marmet and Soo Lock Projects
Bedrock Dewatering for Construction of Marmet and Soo Lock Projects Michael Nield Engineering Geologist Dam Safety Production Center, Huntington, WV August 2012 US Army Corps of Engineers BEDROCK DEWATERING
TAKING THE MYSTERY OUT OF USACE S ER DRILLING IN EARTH EMBANKMENT DAMS AND LEVEES
TAKING THE MYSTERY OUT OF USACE S ER 1110-1-1807 DRILLING IN EARTH EMBANKMENT DAMS AND LEVEES 237 237 237 217 217 217 200 200 200 80 119 27 252 174.59 1 255 255 255 0 0 0 163 163 163 131 132 122 239 65
Amistad Dam Investigation and Oversight: Karst- Founded Dam on the USA-Mexico Border
Amistad Dam Investigation and Oversight: Karst- Founded Dam on the USA-Mexico Border Brook Brosi, CPG, PG USACE Lisa Nowicki Perks, PG USACE Kimberly Heenan, PE AECOM US Army Corps of Engineers BUILDING
PECivilExam.com. Copyright 2015 Pecivilexam.com all rights reserved- E-Book Geotechnical Depth Exam: 80 problems
PECivilExam.com PE Civil Exam 80- Geotechnical Questions & Answers (pdf Format) For Depth Exam (Evening Session) PE Civil Depth Exam (Evening Session): This practice exam contains 80- Geotechnical questions,
A COMPARISON OF PREDICTED BRACE LOADS IN TEMPORARY RETAINING STRUCTURES AND OBSERVED BRACE LOADS IN TWO FULL SCALE TEST SECTIONS.
A COMPARISON OF PREDICTED BRACE LOADS IN TEMPORARY RETAINING STRUCTURES AND OBSERVED BRACE LOADS IN TWO FULL SCALE TEST SECTIONS A Thesis Submitted to the Graduate Faculty of the University of New Orleans
Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
19 Module 5: Lecture -1 on Stability of Slopes Contents Stability analysis of a slope and finding critical slip surface; Sudden Draw down condition, effective stress and total stress analysis; Seismic
Appendix D2: Geotechnical Engineering
Project and Reach 5 Appendix D2: Geotechnical Engineering and Geology Appendix D2: Geotechnical Engineering and Geology Fargo Moorhead Metropolitan Area Project Reach 5 Engineering and Design Phase P2#370365
Geotechnical Investigation Juneau Seawalk - Taku Fisheries to Miner s Wharf Juneau, Alaska DM&A Job No
Duane Miller & Associates 5821 Arctic Boulevard, Suite A Anchorage, AK 99518-1654 (907) 644-3200 Fax 644-0507 Arctic & Geotechnical Engineering May 4, 2006 Tetra Tech/KCM, Inc. 1971 First Avenue Seattle,
Use of CPT in Geotechnical Earthquake Engineering
Use of CPT in Geotechnical Earthquake Engineering Prof. Scott M. Olson, PhD, PE Use of Cone Penetration Test for Foundation Analysis and Design 2006 Annual Meeting Transportation Research Board Geotechnical
3.18 GEOLOGY AND SOILS
3.18 GEOLOGY AND SOILS This section discusses geologic resource concerns as they relate to the environment, public safety, and project design both during construction and after completion of the project.
ENCE 3610 Soil Mechanics. Site Exploration and Characterisation Field Exploration Methods
ENCE 3610 Soil Mechanics Site Exploration and Characterisation Field Exploration Methods Geotechnical Involvement in Project Phases Planning Design Alternatives Preparation of Detailed Plans Final Design
A design Model for Pile Walls Used to Stabilize Landslides
WV DOH RP #121 Experimental and Analytical Behavior of Slide Suppressors Embedded in Bedrock A design Model for Pile Walls Used to Stabilize Landslides By: Tia Maria Richardson, P.E. Principal Investigator
DRAFT. PRELIMINARY LANDSLIDE MODELING for KRAMER AVENUE LANDSLIDE SITKA, ALASKA. Prepared for: Andrew Friske 210 Kramer Ave. Sitka, Alaska 99835
PRELIMINARY LANDSLIDE MODELING for KRAMER AVENUE LANDSLIDE SITKA, ALASKA Prepared for: Andrew Friske 210 Kramer Ave. Sitka, Alaska 99835 Prepared by: Northern Geotechnical Engineering, Inc. d.b.a. Terra
March 13, 2015 Presented at the Western Dredging Association, Midwest Chapter Meeting March 11 13, 2015, Milwaukee, Wisconsin
In Situ Stabilization/Solidification (ISS), Another Tool for Remediation of Contaminated Sediments Christopher A. Robb, PE Thomas J. degrood Richard H. Weber, PE Natural Resource Technology, Inc. March
Fil Failure Analysis of fthe Breached Levee System at the 17th Street Canal, New Orleans
Fil Failure Analysis of fthe Breached hd Levee System at the 17th Street Canal, New Orleans Jay Wang, Ph.D., P.E. Department of Civil Engineering and Construction Engineering Technology Louisiana Tech
Drilled Shaft Foundations in Limestone. Dan Brown, P.E., Ph.D. Dan Brown and Associates
Drilled Shaft Foundations in Limestone Dan Brown, P.E., Ph.D. Dan Brown and Associates Foundation Engineering How we teach our students Fundamental understanding of soil and rock behavior (good!) Focus
MISSISSIPPI COASTAL IMPROVEMENTS
MISSISSIPPI COASTAL IMPROVEMENTS PROGRAM (MsCIP) Comprehensive Barrier 237 27 200 237 27 200 Island 237 Restoration 27 200 Plan 80 9 27 252 74.59 255 255 255 0 0 0 63 63 63 3 32 22 239 65 53 0 35 20 2
HURRICANE ISAAC WITH AND WITHOUT YEAR HSDRRS EVALUATION
HURRICANE ISAAC WITH AND WITHOUT 2012 100-YEAR HSDRRS EVALUATION FINAL REPORT FEBRUARY 2013 Executive Summary EXECUTIVE SUMMARY SIGNIFICANT FINDINGS According to the Saffir-Simpson Hurricane Wind Scale,
Engineer. Engineering. Engineering. (in-ja-neer ) A person trained and skilled in any of the various branches of engineering: a civil engineer
Engineer (in-ja-neer ) A person trained and skilled in any of the various branches of engineering: a civil engineer (Random House Webster s College Dictionary, 1991) CE100 Introduction to Civil Geotechnical
IAEA SAFETY STANDARDS Geotechnical Aspects of Site Evaluation and Foundations in NPPs, NS-G-3.6
IAEA SAFETY STANDARDS Geotechnical Aspects of Site Evaluation and Foundations in NPPs, NS-G-3.6 Regional Workshop on Volcanic, Seismic, and Tsunami Hazard Assessment Related to NPP Siting Activities and
September 7, 2017 (Revised November 1, 2017)
September 7, 2017 (Revised November 1, 2017) Project No. 10113.002 Environmental Advisors 2400 East Katella Avenue, Suite 800 Anaheim, California 92806 Attention: Subject: Mr. Greg McCafferty Response
IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING. Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc.
IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc. Portland, Oregon In situ testing of soil, which essentially consists of evaluating
THE IMPORTANCE OF SCIENCE IN COASTAL RESTORATION IN LOUISIANA
THE IMPORTANCE OF SCIENCE IN COASTAL RESTORATION IN LOUISIANA Barb Kleiss USACE, Mississippi Valley Division August 3, 2011 LCA S&T Office Authorized under WRDA 2007 Designed to address technical issues
L-31N Seepage Management Field Test
Miami-Dade Limestone Products Association 13292 N.W. 118 th Avenue Miami, FL 33178 L-31N Seepage Management Field Test The Performance of a Partially Penetrating Seepage Barrier along the L-31N Canal July
1 PROJECT BACKGROUND. August 14, Alberta Transportation Central Region #401, Street Red Deer, Alberta T4N 6K8
August 14, 2013 Alberta Transportation Central Region #401, 4902 51 Street Red Deer, Alberta T4N 6K8 Mr. Dennis Grace, P.Eng. Construction Engineer Dear Mr. Grace: Central Region Geohazard Assessment 2013
14 Geotechnical Hazards
Volume 2: Assessment of Environmental Effects 296 14 Geotechnical Hazards Overview This Chapter provides an assessment of the underlying geotechnical conditions to identify: any potential liquefaction
Wetland attenuation of Hurricane Rita s storm surge
Wetland attenuation of Hurricane Rita s storm surge Pat Fitzpatrick, Yee Lau, Yongzuo Li, Nam Tran, Chris Hill, and Suzanne Shean Geosystems Research Institute, Mississippi State University Sponsors: NOAA
Internal C Unit Dilatanc y
2 Grimsby Sub was not at any time definitively established. The preliminary analysis provided by Thurber Engineering Ltd indicates the slope should be stable with a factor of safety of 1.23 for a deep
DATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS
DATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS SUBMITTED TO PORT OF GALVESTON 123 ROSENBERG AVENUE, 8TH FLOOR GALVESTON, TEXAS 77553 BY HVJ ASSOCIATES, INC. HOUSTON,
The process of determining the layers of natural soil deposits that will underlie a proposed structure and their physical properties is generally
The process of determining the layers of natural soil deposits that will underlie a proposed structure and their physical properties is generally referred to as sub surface investigation 2 1 For proper
design, construction, operation, and maintenance of the BAP is consistent with recognized and generally accepted good engineering standards.
design, construction, operation, and maintenance of the BAP is consistent with recognized and generally accepted good engineering standards. In addition to the field inspection, Associated Engineers, Inc.
NEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS
NEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS 1 2 C. Vipulanandan 1, Ph.D., M. ASCE and Omer F. Usluogullari 2 Chairman, Professor, Director of Center for Innovative Grouting Materials
CE 4780 Hurricane Engineering II. Section on Flooding Protection: Earth Retaining Structures and Slope Stability. Table of Content
CE 4780 Hurricane Engineering II Section on Flooding Protection: Earth Retaining Structures and Slope Stability Dante Fratta Fall 00 Table of Content Introduction Shear Strength of Soils Seepage nalysis
CENTRAL REGION GEOHAZARDS RISK ASSESSMENT SITE INSPECTION FORM
SITE NUMBER AND NAME C55 H861:02 Slide LEGAL DESCRIPTION NW 14-40-14-W4 CENTRAL REGION GEOHAZARDS RISK ASSESSMENT SITE INSPECTION FORM HIGHWAY & KM NAD 83 COORDINATES N 5811217 E 437291 PREVIOUS INSPECTION
UPDATED 04 JUN 12. Memorandum
Memorandum To: From: Chris Behling Shung Chiu Kent Hokens Mike Navin Neil Schwanz Mike McGuire George Filz Date: December 26, 2010 Subject: Interim Guidance, Revised "LPILE Method" to Calculate Bending
Central Queensland Coal Project Appendix 4b Geotechnical Assessment. Environmental Impact Statement
Central Queensland Coal Project Appendix 4b Geotechnical Assessment Environmental Impact Statement GEOTECHNICAL ASSESSMENT OF OPEN CUT MINING ADJACENT TO THE BRUCE HIGHWAY, CENTRAL QUEENSLAND COAL PROJECT
Hurricane Surge Hazard Analysis for Southeast Louisiana
Hurricane Surge Hazard Analysis for Southeast Louisiana SLFPA-E Coastal Advisory Committee and Invitees February 21, 2013 Presented by Bob Jacobsen PE, LLC Consulting Coastal Hydrologist Objective Review
APPENDIX B WORKSHEETS & EXHIBITS
APPENDIX B WORKSHEETS & EXHIBITS A worksheet provides the designer a representation of a measure that allows for input of specific design criteria. The plan designer will be required to assess field conditions
International Journal of Scientific & Engineering Research, Volume 8, Issue 2, February ISSN
P P International Journal of Scientific & Engineering Research, Volume 8, Issue 2, February-2017 1053 Effect of Impervious Core on Seepage through Zoned Earth Dam (Case Study: Khassa Chai Dam) Abstract
This report was prepared by Klohn Crippen Consultants Ltd. for Alberta Transportation Central Region under Contract No. CE053/2000.
Alberta Transportation Central Region #401, 4902 51 Street Red Deer, Alberta T4N 6K8 June 7, 2002 Mr. Melvin Mayfield, P.Eng. Project Engineer Dear Mr. Mayfield: Central Region Landslide Assessment Site
Peak and Post-Peak Shear Strength of Cement-Bentonite
Peak and Post-Peak Shear Strength of Cement-Bentonite Paul J. Axtell, P.E., Dan Brown and Associates, Overland Park, Kansas; paxtell@danbrownandassociates.com Timothy D. Stark, Ph.D., P.E., University
DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.4 SEISMIC SLOPE STABILITY ANALYSES
DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.4 SEISMIC SLOPE STABILITY ANALYSES Parsons P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and
LIQUEFACTION OF EARTH EMBANKMENT DAMS TWO CASE HISTORIES: (1) LIQUEFACTION OF THE EMBANKMENT SOILS, AND (2) LIQUEFACTION OF THE FOUNDATIONS SOILS
LIQUEFACTION OF EARTH EMBANKMENT DAMS TWO CASE HISTORIES: (1) LIQUEFACTION OF THE EMBANKMENT SOILS, AND (2) LIQUEFACTION OF THE FOUNDATIONS SOILS Antonio Fernandez, Ph.D. 1 ABSTRACT Paul C. Rizzo Associates,
Modified Dry Mixing (MDM) a new possibility in Deep Mixing
Modified Dry Mixing (MDM) a new possibility in Deep Mixing Hercules Geo-Trans 2004 1 Structure of presentation 1. The MDM process 2. The MDM system new possibilities 3. Major advantages 4. Field tests
GEOTECHNICAL POLICIES AND PROCEDURES MANUAL CHAPTER 5 GEOTECHNICAL INVESTIGATION PLANNING GUIDELINES
GEOTECHNICAL POLICIES AND PROCEDURES MANUAL CHAPTER 5 GEOTECHNICAL INVESTIGATION PLANNING GUIDELINES GEOTECHNICAL INVESTIGATION PLANNING GUIDELINES 5-i TABLE OF CONTENTS 1. PURPOSE... 1 2. INTRODUCTION...
STRUCTURAL STABILITY ASSESSMENT
STRUCTURAL STABILITY ASSESSMENT CFR 257.73(d) Bottom Ash Pond Complex Cardinal Plant Brilliant, Ohio October, 2016 Prepared for: Cardinal Operating Company Cardinal Plant Brilliant, Ohio Prepared by: Geotechnical
Introduction to Soil Mechanics Geotechnical Engineering
Introduction to Soil Mechanics Geotechnical Engineering Dr. Attaullah Shah ground SIVA 1 Soil Mechanics= Soil+Mechanics Branch of Science dealing with the structure, Engineering properties and reactions
January 17, 2008 File:
January 17, 2008 File: 15-85-73 Alberta Infrastructure and Transportation Room 301, Provincial Building 9621-96 Avenue Peace River, Alberta T8S 1T4 Attention: Mr. Ed Szmata PEACE REGION (SWAN HILLS AREA)
PART 4 GEOLOGIC SETTING AND FOUNDATION CONDITIONS IN NEW ORLEANS
PART 4 GEOLOGIC SETTING AND FOUNDATION CONDITIONS IN NEW ORLEANS The modern Mississippi Delta has been deposited during the past 6000 years, in four major areas. Current interpretation of the modern delta.
WHITE POINT LANDSLIDE GEOTECHNICAL INVESTIGATION November 29, 2012 Status Report
Gary Lee Moore, P.E., City Engineer Vince Jones, P.E., Deputy City Engineer WHITE POINT LANDSLIDE GEOTECHNICAL INVESTIGATION November 29, 2012 Status Report White Point Landslide Geotechnical Investigation
Sonic Drilling Offers Quality Control and Non-destructive Advantages to Geotechnical and Construction Drilling on Sensitive Infrastructure Sites
Sonic Drilling Offers Quality Control and Non-destructive Advantages to Geotechnical and Construction Drilling on Sensitive Infrastructure Sites John P. Davis Manager, Construction Drilling Services Boart
Use of Instrumented Test Fill to Assess Static Liquefaction of Impounded Fly Ash
2013 World of Coal Ash (WOCA) Conference - April 22-25, 2013 in Lexington, KY http://www.flyash.info/ Use of Instrumented Test Fill to Assess Static Liquefaction of Impounded Fly Ash Omer Bozok 1, Paul
PROBABILISTIC DESIGN METHOD OF LEVEE AND FLOODWALL HEIGHTS FOR THE HURRICANE PROTECTION SYSTEM IN THE NEW ORLEANS AREA
PROBABILISTIC DESIGN METHOD OF LEVEE AND FLOODWALL HEIGHTS FOR THE HURRICANE PROTECTION SYSTEM IN THE NEW ORLEANS AREA Mathijs van Ledden Haskoning Inc., 1 Galleria Blvd., Metairie, LA70001, United States,