BR-01 PAINT BRIDGE NO. 55 C GENERAL PLAN 720'-0" VC 605'-0" VC 1. FOR INDEX TO PLANS, QUANTITIES, AND GENERAL NOTES, SEE "INDEX TO PLANS" SHEET.
|
|
- Roxanne Shepherd
- 6 years ago
- Views:
Transcription
1
2 2'-" VC 6'-" VC BB EB TV - " TV CONDUITS (COX E 8 - " ELECTRIC CONDUITS (SDG & E T - " TELEPHONE CONDUITS 1. FOR INDEX TO PLANS, QUANTITIES, AND GENERAL NOTES, SEE "INDEX TO PLANS" SHEET. 2. FOR STRUCTURE DETAILS AND CURVE DATA, SEE "STRUCTURE PLAN NO. 1 AND NO. 2" SHEETS. FOR PILE DATA TABLE, SEE "FOUNDATION PLAN NO. 1" SHEET. GENERAL PLAN G 8" GAS INSIDE 12" CASING. FOR ADDITIONAL RAILING DETAILS, SEE "RAILING DETAILS" SHEET. F 2 - " FUTURE OPENINGS. FOR LOCATION AND OF UTILITY OPENINGS, SEE "TYPICAL SECTION" SHEET. S 1-2" SIGNAL INTERCONNECT CONDUIT 6. FOR UTILITY SUPPORT DETAILS, SEE "UTILITY PLANS." L 1-2" LIGHTING CONDUIT. FOR ELECTROLIER LOCATIONS, SEE "TYPICAL SECTION" SHEET. PAINT BRIDGE NO. C ELECTROLIER (TOTAL 9 (SEE "ELECTRICAL DETAILS" SHEETS 8. FOR ADDITIONAL GRADING DETAILS, SEE "GRADING PLANS." 9. FOR DECK DRAINAGE INFORMATION AND LOCATIONS, SEE "TYPICAL SECTION" AND "GIRDER LAYOUT" SHEETS. 1. CONDUITS IN SIDEWALK SHOWN SUPERSEDE BR-1
3 Geotechnical Legend /T so Qsw /Tso Alluvium Qsw Slopewash (Colluvium Older Alluvium Qtr Terrace Deposit Tso San Onofre Breccia Topanga Formation /Tso Topanga Formation and San Onofre Breccia, Undifferentiated Santiago Formation ( SCP 1- T -2 - Approximate Geologic Contact Fault, Dashed Where Approximate, Dotted Where Buried 1' Geotechnical Cross-Section 1' Bedding Attitude ' Joint Attitude lt au sf i to ch an Br t es DH A TS-1 ( DH ( - DH ( ( - T T T ( 29+ lt ia n ist Cr (W 1+ 6-Inch Diameter Trial Shaft - T Test Pit Cone Penetrometer Test (CPT Qafc TP-2 (-9- Bucket Auger Drill Hole Rotary Wash Drill Hole Fau Cristianitos ch (Main Bran Qtr DH-18 ( T Qafc /Tso SCALE 1" = ' 1 TP - 1 1' Bend in Section 6 16' Begin Northerly Bridge Bend in Section ' ' 8 Grade for Northerly Lanes 2' ' Sta. + Design Grade at Centerline DH-2 (-12- ' Sta. + Sta. + DH-1 (-12- (Proj. 8' Perp. Northerly Bridge End Northerly Bridge DH-A (-12- TD 61' Existing Ground Tso DH-2 (-12- (Proj. 2' Perp. DH-21 (-12- CPT-1 (-12- (Proj. 1' Perp. SMWD EASEMENT DH-18 (-12- DH-6 (-12- (Proj. ' Perp. CPT- DH-1 (-12- (-12- (Proj. 1' Perp. (Proj. 6' Perp. CPT- (-12- (Proj. 11' Perp. DH-1 (-12- Bent 8 DH-2 (-12- CPT- (-12- (Proj. ' Perp. Bent DH-8 (-12- (Proj. ' Perp. TS-1 (-12- (Proj. 1' Perp. Bent 6 CPT-6 (-12- (Proj. 6' Perp. Bent DH- (-12- (Proj. 2' Perp. Bent Abut 1 Bent DH-19 (-12- (Proj. 28' Perp. Existing TT11 Grade Bent 2 DH-22 (-12- Design Grade Abut 9 Qtr TD 8' TD 2' TD 61' /Tso TD 9' TD /Qsw TD ' (West Branch TD 91' TD 11' TD 11' TD 11' (Main Branch TD 8.' TD 86' TD 8'? Cristianitos Fault Cristianitos Fault? TD 66.' TD 8.' TD 161' TD 1' TD 11' TD 181' CHIQUITA CANYON BRIDGE Map and Cross Section (Northerly Bridge Date: Project No.: April 18, Plate
4
5
6
7 ult Fa os nit ch ran tb es (W ia ist Cr ( C - PT 1-1 ( D - H 1 - ( D H ( D H - 1 A TS-1 ( ( C - PT T ( - DH 1-6 ( -1 ( D - H T ( C - PT Sta. + Abutment 1 DH-2 (-12-28'' TOPANGA FORMATION ( 18 1 Bent Bent 2 Final Abutment 1 MATCH LINE AT STA + Original Ground Surface 112 Sta Existing TT 11 Rough Grade at Centerline DH-19 (-12- (Proj ' Perp. 28'' (SC TOPANGA FORMATION ( (SW (SC NO SOIL RECOVERY TORVANE % Passing # Sieve P2 ELECTRONIC CONE % FINER THAN # SIEVE PF JET BORING TV SIEVE ANALYSIS SA POCKET MAX. DRY DENSITY MD PP DIAMOND CORE BORING COMPRESSION DS TEST PIT AUGER BORING (DRY Existing Ground SAN ONOFRE BRECCIA (Tso GRAVEL (GW EY Y GRAVEL (GW GRAVEL (GW DH-/A (-12- (Proj. 2' Perp. OLDER ALLUVIUM ( 1 99 (SC 1 (SC 29 Note: Visual classifications of earth materials are based on field inspection and are confirmed or revised with laboratory test results as necessary. Hard > TOPANGA FORMATION ( SILT (ML TEST BORINGS LOG OF IGNEOUS > Very Stiff 16- Very Dense Y SILT SILTY METAMORPHIC 9-1 Dense 11- Firm -9 Medium Dense -1 Stiff Y EY SEDIMENTARY GRAVEL 2- Loose Soft Very Soft <2 Very loose - EY SILT SILT N-Value/ Cohesive Granular N-Value/ DIRECT SHEAR UNCONFINED UC UNCONSOLIDATED UU ROTARY SAMPLE BORING (WET SAMPLE BORING (DRY SILTY 1 8 ORGANIC MATTER AND/OR PEAT CONSOLIDATED CONSOLIDATION CU CN CHEMICAL ANALYSIS ATTEBERG LIMITS AL CA 21 " CONE According to the Standard Penetration Test (ASTM D-186 TEST DESIGNATIONS TYPES OF BORINGS LEGEND OF EARTH MATERIALS (USCS BASED ON ASTM D28, D288 CONSISTENCY CLASSIFICATION FOR SOILS IN-SITU, LAB & FIELD 11 6 Sta. +2
8 N-Value/ > CONSISTENCY CLASSIFICATION FOR SOILS According to the Standard Penetration Test (ASTM D-186 Granular Very loose Loose Medium Dense Dense Very Dense N-Value/ < > Cohesive Very Soft Soft Firm Stiff Very Stiff Hard LEGEND OF EARTH MATERIALS (USCS BASED ON ASTM D28, D DH-21 ( /" SILT GRAVEL Y EY Y SILT SILTY Note: Visual classifications of earth materials are based on field inspection and are confirmed or revised with laboratory test results as necessary. /" /." /2." /2." /1." OLDER ALLUVIUM ( (SW (SP-SM (SP-SM (SW-SM SANTIAGO FORMATION ( (SW-SM (SW (SC (SP-SM SILT (ML SILT (ML SILTY EY SILT ORGANIC MATTER AND/OR PEAT SEDIMENTARY METAMORPHIC IGNEOUS TYPES OF BORINGS 2 1 " CONE SAMPLE BORING (DRY ROTARY SAMPLE BORING (WET AUGER BORING (DRY TEST PIT DIAMOND CORE BORING JET BORING ELECTRONIC CONE IN-SITU, LAB & FIELD TEST DESIGNATIONS AL ATTEBERG LIMITS CA CHEMICAL ANALYSIS CN CONSOLIDATION CU CONSOLIDATED UU UNCONSOLIDATED UC UNCONFINED COMPRESSION DS DIRECT SHEAR MD MAX. DRY DENSITY PP POCKET SA SIEVE ANALYSIS PF % FINER THAN # SIEVE TV TORVANE P2 % Passing # Sieve NO SOIL RECOVERY MATCH LINE AT STA + Sta. +29 Bent Sta. + CPT-6 (-12- (Proj. 6' Perp Friction Ratio (% Qc (tsf Sta DH-2 (-12- (Proj ' Perp OLDER ALLUVIUM ( DH-8 (-12- (Proj. ' Perp. OLDER ALLUVIUM ( (SW 22 (SW (SC 8 (SW 1 2 (SC SILT (ML-SM 6 (SC 1 26 (SC (SM (CL (SW 12 GRAVEL (GW SANTIAGO FORMATION ( (SW 8 (SM (SC 68 (SC 16 (SW (SC SILT (ML /" 11 1 TOPANGA FORMATION ( SILT (ML /" /" (SC 1 2 (SW (SC /." 18 2 /" Sta. + Bent Sta. +8 TS-1 (-12- (Proj. 1' Perp. 6'' OLDER ALLUVIUM ( (SP-SM (SC (SC (SP-SC SILT (ML (SC (SC SILT (ML TOPANGA FORMATION ( SILT (ML SILT (ML (SC SILT (ML SANTIAGO FORMATION ( SILT (ML Sta. 9+1 DH-2 (-12- OLDER ALLUVIUM ( CPT- (-12- (Proj. ' Perp. SEE CPT DATA BELOW (SC 1 (SW (SC 1 26 (SP-SM (SW 1 (SW-SM 1 2 (SP-SM 19 2 (SC 2/6" SANTIAGO FORMATION ( (SW-SM /" 12 1 /" 11 2 (SP-SM (SC 8/1" SILT (ML /" (SW-SM /" SILT (ML-SM (SC (SC Sta. 9+1 Bent 6 Sta. 9+9 CPT-1 (-12- (Proj. 1' Perp Friction Ratio (% Qc (tsf CPT- (-12- (Proj. ' Perp Friction Ratio (% Qc (tsf Sta. 9+1 MATCH LINE AT STA +2 LOG OF TEST BORINGS
9 Sta. +1 OLDER ALLUVIUM ( 16 DH-1 (-12- (Proj. 6' Perp. SEE CPT DATA BELOW 1 1 (SP (SW 1 1 GRAVEL (GW SANTIAGO FORMATION ( (SW (SC (SC (CH (SW ' (SW-SM OLDER ALLUVIUM ( (SW-SC SILT (ML DH-1 (-12- OLDER ALLUVIUM ( 22 TERRACE DEPOSIT (Qtr 1 1 Original Ground Surface Sta. 2+9 DH-6 (-12- (Proj. ' Perp. OLDER ALLUVIUM ( Sta Sta. 2+ Sta. 1+1 Sta. 1+ DH-18 (-12- DH-22 (-12- Final Abutment 1 Bent 8 Bent CPT- (-12- (Proj. 1' Perp. 28'' (SC/CL (SM-SC (SC (SP (SW (SC SILT (ML-MH Y (SP 2 21 EY 9 (CH (SW 9 SANTIAGO FORMATION ( SILTY Y SILT (SM/ML (CH /" (SC SILTY ; 11 1 SILT (ML 11 1 (SW % FINER THAN # SIEVE TORVANE PF TV EY Y / EY (CL/SC 16 2 (SW-SC Y (SC SANTIAGO FORMATION ( (SW SANTIAGO FORMATION ( SILT (SW-SM 8 (SW-SM 98/1" /" Sta. 2+ MATCH LINE AT STA +2 SIEVE ANALYSIS SA /" (SC 1 2 SANTIAGO FORMATION ( CPT- (-12- (Proj. 1' Perp. (SC /" % Passing # Sieve NO SOIL RECOVERY P2 Y ELECTRONIC CONE JET BORING MAX. DRY DENSITY POCKET MD PP DIAMOND CORE BORING COMPRESSION DIRECT SHEAR DS (SC /" /2" (SP-SM (SW /" 12 1 (SW-SC /." LOG OF Note: Visual classifications of earth materials are based on field inspection and are confirmed or revised with laboratory test results as necessary. Hard > (SW-SC Y EY (SC Y Y (SW-SC SILTY Y /" Friction Ratio (% (SC Qc (tsf TEST BORINGS IGNEOUS > Very Stiff 16- Very Dense Y Y SILT SILTY METAMORPHIC 9-1 Dense 11- Firm -9 Medium Dense -1 Stiff Y EY SEDIMENTARY GRAVEL 2- Loose Soft /" Very loose < Very Soft TEST PIT UNCONFINED UC AUGER BORING (DRY UNCONSOLIDATED UU EY SILT SILT N-Value/ Cohesive Granular N-Value/ SILTY ORGANIC MATTER AND/OR PEAT ROTARY SAMPLE BORING (WET CONSOLIDATED CONSOLIDATION CU CN SAMPLE BORING (DRY ATTEBERG LIMITS CHEMICAL ANALYSIS AL CA 21 " CONE According to the Standard Penetration Test (ASTM D-186 TEST DESIGNATIONS 1 IN-SITU, LAB & FIELD (SP-SM /" TYPES OF BORINGS 12 LEGEND OF EARTH MATERIALS (USCS BASED ON ASTM D28, D CONSISTENCY CLASSIFICATION FOR SOILS Y 8 Y ( SC/CL EY ( SC (SW 2 (CH EY (SC (SC
Photo 1 - Southerly view across 2700 parking lot toward existing building. Multi-residential building borders western side of property in upper right of view. Photo 2 - Southerly view across 2750 parking
More informationProject: ITHACA-TOMPKINS REGIONAL AIRPORT EXPANSION Project Location: ITHACA, NY Project Number: 218-34 Key to Soil Symbols and Terms TERMS DESCRIBING CONSISTENCY OR CONDITION COARSE-GRAINED SOILS (major
More informationDATA 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,
More informationFIGURES 200 200 200 SW 175TH AVE 350 SW SCHOLLS FERRY RD SW FRIENDLY LN Area 64 SW ROY ROGERS RD 300 250 SW ONEILL CT SW LUKE LN SW LEEDING LN SW TUSCANY ST SW 164TH AVE SW BULL MOUNTAIN RD SW 164TH AVE
More informationSOIL CLASSIFICATION CHART COARSE-GRAINED SOILS MORE THAN 50% RETAINED ON NO.200 SIEVE FINE-GRAINED SOILS 50% OR MORE PASSES THE NO.200 SIEVE PRIMARY DIVISIONS GRAVELS MORE THAN 50% OF COARSE FRACTION RETAINED
More informationDepth (ft) USCS Soil Description TOPSOIL & FOREST DUFF
Test Pit No. TP-6 Location: Latitude 47.543003, Longitude -121.980441 Approximate Ground Surface Elevation: 1,132 feet Depth (ft) USCS Soil Description 0 1.5 1.5 5.0 SM 5.0 8.0 SM Loose to medium dense,
More informationAPPENDIX A. Borehole Logs Explanation of Terms and Symbols
APPENDIX A Borehole Logs Explanation of Terms and Symbols Page 153 of 168 EXPLANATION OF TERMS AND SYMBOLS The terms and symbols used on the borehole logs to summarize the results of field investigation
More informationThe 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
More informationBoreholes. 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
More informationB-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS.
N B-1 SYMBOLS: Exploratory Boring Location Project Mngr: BORE LOCATION PLAN Project No. GK EXHIBIT Drawn By: 115G1063.02 GK Scale: Checked By: 1045 Central Parkway North, Suite 103 San Antonio, Texas 78232
More informationAPPENDIX C HYDROGEOLOGIC INVESTIGATION
Figure B-5.7 Figure B-5.8 Preliminary Geotechnical and Environmental Report Appendix C Hydrogeologic Investigation APPENDIX C HYDROGEOLOGIC INVESTIGATION December 21, 2011 WESTSIDE SUBWAY EXTENSION PROJECT
More informationADDENDUM 1 FISHER SLOUGH RESTORATION PROJECT SKAGIT COUNTY, WASHINGTON
F I N A L A D D E N D U M 1 R E P O R T ADDENDUM 1 FISHER SLOUGH RESTORATION PROJECT SKAGIT COUNTY, WASHINGTON REPORT OF GEOTECHNICAL INVESTIGATION URS JOB NO. 3376186 Prepared for Tetra Tech Inc. 142
More informationSoil Mechanics Brief Review. Presented by: Gary L. Seider, P.E.
Soil Mechanics Brief Review Presented by: Gary L. Seider, P.E. 1 BASIC ROCK TYPES Igneous Rock (e.g. granite, basalt) Rock formed in place by cooling from magma Generally very stiff/strong and often abrasive
More informationChapter 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
More informationSolution:Example 1. Example 2. Solution: Example 2. clay. Textural Soil Classification System (USDA) CE353 Soil Mechanics Dr.
CE353 Soil Mechanics CE353 Lecture 5 Geotechnical Engineering Laboratory SOIL CLASSIFICATION Lecture 5 SOIL CLASSIFICATION Dr. Talat A Bader Dr. Talat Bader 2 Requirements of a soil Systems Why do we need
More informationGeotechnical Engineering Report
Geotechnical Engineering Report Turner Turnpike Widening Bridge B Bridge Crossing: South 257 th West Avenue Creek County, Oklahoma June 1, 2016 Terracon Project No. 04155197 Prepared for: Garver, LLC Tulsa,
More informationSHEAR STRENGTH OF SOIL
Soil Failure Criteria SHEAR STRENGTH OF SOIL Knowledge about the shear strength of soil important for the analysis of: Bearing capacity of foundations, Slope stability, Lateral pressure on retaining structures,
More informationDry Muliwai Sample Location Map
DMM2 DMM1 P:\AthruR\K838-Makua\GIS\Layouts\Dry Muliwai.mxd.mxd - 3/26/3 - JC DMM3 5 Dry Muliwai Sample Location Map Figure 2-4 P:\AthruR\K838-Makua\GIS\Layouts\orth Background Muliwai.mxd.mxd - 3/26/3
More informationField Exploration. March 31, J-U-B ENGINEERS, Inc. 115 Northstar Avenue Twin Falls, Idaho Attn: Mr. Tracy Ahrens, P. E. E:
March 31, 201 11 Northstar Avenue 83301 Attn: Mr. Tracy Ahrens, P. E. E: taa@jub.com Re: Geotechnical Data Report Preliminary Phase 1 Field Exploration Revision No. 1 Proposed Rapid Infiltration Basin
More informationLaboratory Testing Total & Effective Stress Analysis
SKAA 1713 SOIL MECHANICS Laboratory Testing Total & Effective Stress Analysis Prepared by: Dr. Hetty Mohr Coulomb failure criterion with Mohr circle of stress 2 ' 2 ' ' ' 3 ' 1 ' 3 ' 1 Cot Sin c ' ' 2
More informationB-1 SURFACE ELEVATION
5A 5B LOGGED BY El. S. Bhangoo DRILLING CONTRACTOR Pitcher Drilling DRILLING METHOD Rotary Wash BEGIN DATE 12-14-12 SAMPLER TYPE(S) AND SIZE(S) (ID) SPT, MC BOREHOLE BACKFILL AND COMPLETION COMPLETION
More informationAppendix G GEOLOGICAL INVESTIGATION
Appendix G GEOLOGICAL INVESTIGATION JOB NUMBER: 3268.001 DATE: 10-14-13 BY: CC SITE 0 2000 1"=2000' VICINITY MAP CARGILL PARCEL HICKORY STREET AND ENTERPRISE DRIVE NEWARK, CALIFORNIA FOR
More informationENCE 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
More informationMinnesota Department of Transportation Geotechnical Section Cone Penetration Test Index Sheet 1.0 (CPT 1.0)
This Cone Penetration Test (CPT) Sounding follows ASTM D 778 and was made by ordinary and conventional methods and with care deemed adequate for the Department's design purposes. Since this sounding was
More informationDecember 5, Junction Gateway, LLC 7551 W. Sunset Boulevard #203 Los Angeles, CA Mr. James Frost P: Dear Mr.
December 5, 2014 Junction Gateway, LLC 7551 W. Sunset Boulevard #203 90046 Attn: Re: Mr. James Frost P: 323.883.1800 Geotechnical Update Letter Sunset & Effie Mixed Use Development 4301 to 4311 Sunset
More informationGeotechnical Engineering Report
Geotechnical Engineering Report Turner Turnpike Widening Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No. 04155197 Prepared for: Garver, LLC Prepared by: Terracon Consultants, Inc. TABLE
More informationSite Investigations and Geotechnical Risk For Underground Construction Greg Raines, PE
August 14, 2017 Site Investigations and Geotechnical Risk For Underground Construction Greg Raines, PE Gregory.Raines@Stantec.com Develop Preliminary Geologic / Geotech Conceptual Model for the Project
More informationTP-1 N61E 0 DARK BROWN SANDY SILT (ML) stiff, wet with roots (Disturbed Surficial Soil) DEPTH (FEET) 5 REDDISH BROWN SANDSTONE intensely fractured, weak to friable, deeply weathered, tight (Franciscan
More informationProject S4: ITALIAN STRONG MOTION DATA BASE. Deliverable # D3. Definition of the standard format to prepare descriptive monographs of ITACA stations
Agreement INGV-DPC 2007-2009 Project S4: ITALIAN STRONG MOTION DATA BASE Responsibles: Francesca Pacor, INGV Milano Pavia and Roberto Paolucci, Politecnico Milano http://esse4.mi.ingv.it Deliverable #
More informationCE 240 Soil Mechanics & Foundations Lecture 3.2. Engineering Classification of Soil (AASHTO and USCS) (Das, Ch. 4)
CE 240 Soil Mechanics & Foundations Lecture 3.2 Engineering Classification of Soil (AASHTO and USCS) (Das, Ch. 4) Outline of this Lecture 1. Particle distribution and Atterberg Limits 2. Soil classification
More informationAPPENDIX A GEOTECHNICAL REPORT
The City of Winnipeg Bid Opportunity No. 529-2017 Template Version: C420170317 - RW APPENDIX A GEOTECHNICAL REPORT Quality Engineering Valued Relationships KGS Group 2017 Industrial Street Rehabilitation
More informationShear Strength of Soils
Shear Strength of Soils STRESSES IN A SOIL ELEMENT t s v Analyze Effective Stresses (s ) Load carried by Soil t Where: s H t t s H s = t f = s v = s H = t = s v Stresses in a Soil Element after Figure
More informationKDOT 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
More informationGEOLOGIC/GEOTECHNICAL INVESTIGATION FOR TENTATIVE MAP LAVENIDA SUBDIVISION (APN # ) ORINDA, CALIFORNIA
GEOLOGIC/GEOTECHNICAL INVESTIGATION FOR TENTATIVE MAP LAVENIDA SUBDIVISION (APN #271-120-011) ORINDA, CALIFORNIA A 580 Ts 590 HMA-1 600 HMA-2 70 Ts 610 Ts HMA-3 HLA-5 GJA-6 LD-2 23
More informationSafe bearing capacity evaluation of the bridge site along Syafrubesi-Rasuwagadhi road, Central Nepal
Bulletin of the Department of Geology Bulletin of the Department of Geology, Tribhuvan University, Kathmandu, Nepal, Vol. 12, 2009, pp. 95 100 Safe bearing capacity evaluation of the bridge site along
More informationUNIT DESCRIPTIONS: Artificial Fill, Undocumented (Afu): Locally derived sandy silt and silty sand, locally with clay and varying amounts of gravel and man-made debris. Abundant concrete rubble, in places
More informationPierce County Department of Planning and Land Services Development Engineering Section
Page 1 of 7 Pierce County Department of Planning and Land Services Development Engineering Section PROJECT NAME: DATE: APPLICATION NO.: PCDE NO.: LANDSLIDE HAZARD AREA (LHA) GEOLOGICAL ASSESSMENT REPORT
More informationpatersongroup Design for Earthquakes Consulting Engineers May 19, 2016 File: PG3733-LET.01
patersongroup May 19, 2016 File: PG3733-LET.01 Hydro Ottawa Limited c/o Cresa Toronto 170 University Avenue, Suite 1 Toronto, Ontario M5H 3B3 Attention: Ms. Barbara Wright Consulting Engineers 154 Colonnade
More informationAssistant Chief-Bureau of Structures and Geotechnical Services
MEMO DATE: 2/10//2016 Bureau of Structures and Geotechnical Services TO: John Jones, P.E. Assistant Chief-Bureau of Structures and Geotechnical Services ATTENTION: Mark Hurt, P.E. Senior Bridge Squad Leader
More informationVOLUME III GEOLOGY, HYDROGEOLOGY & GEOTECHNICAL REPORT CAPITAL REGION RESOURCE RECOVERY CENTRE
VOLUME III GEOLOGY, HYDROGEOLOGY & GEOTECHNICAL REPT CAPITAL REGION RESOURCE RECOVERY CENTRE APPENDIX A Borehole Records December Report No. //vol III LIST OF ABBREVIATIONS The abbreviations coonly employed
More informationTable 3. Empirical Coefficients for BS 8002 equation. A (degrees) Rounded Sub-angular. 2 Angular. B (degrees) Uniform Moderate grading.
Hatanaka and Uchida (1996); ' 20N 20 12N 20 ' 45 A lower bound for the above equation is given as; 12N 15 ' 45 Table 3. Empirical Coefficients for BS 8002 equation A Angularity 1) A (degrees) Rounded 0
More informationCivil Engineering, Surveying and Environmental Consulting WASP0059.ltr.JLS.Mich Ave Bridge Geotech.docx
2365 Haggerty Road South * Canton, Michigan 48188 P: 734-397-3100 * F: 734-397-3131 * www.manniksmithgroup.com August 29, 2012 Mr. Richard Kent Washtenaw County Parks and Recreation Commission 2330 Platt
More informationA. V T = 1 B. Ms = 1 C. Vs = 1 D. Vv = 1
Geology and Soil Mechanics 55401 /1A (2002-2003) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
More informationGeology and Soil Mechanics /1A ( ) Mark the best answer on the multiple choice answer sheet.
Geology and Soil Mechanics 55401 /1A (2003-2004) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
More informationSt. Croix River Crossing Preliminary Engineering Foundation Design Options Report
Prepared for: Minnesota Department of Transportation and Wisconsin Department of Transportation Prepared by: Parsons Brinckerhoff June 2010 Table of Contents 1 Introduction... 1-1 1.1 Project Description...
More informationTechnical Memorandum. Soil Borings
Technical Memorandum To: Project File and Appendix F to Sediment Remedial Investigation Report From: Sara L. Leow, PE Subject: Geotechnical Investigation and Results Summary Date: February 213 Project:
More informationGEOTECHNICAL REPORT. Matanuska-Susitna Borough. Parks Highway Connections Museum Drive. Matanuska-Susitna Borough, Alaska.
Matanuska-Susitna Borough GEOTECHNICAL REPORT Parks Highway Connections Museum Drive Matanuska-Susitna Borough, Alaska March 2, 20 Prepared By: John Thornley, PE Geotechnical Engineer 333 Arctic Blvd.,
More informationJune 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
More informationAPPENDIX C. Borehole Data
APPENDIX C Borehole Data MAJOR DIVISIONS SOIL CLASSIFICATION CHART SYMBOLS GRAPH LETTER TYPICAL DESCRIPTIONS ADDITIONAL MATERIAL
More informationGotechnical 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
More informationAPPENDIX F CORRELATION EQUATIONS. F 1 In-Situ Tests
APPENDIX F 1 APPENDIX F CORRELATION EQUATIONS F 1 In-Situ Tests 1. SPT (1) Sand (Hatanaka and Uchida, 1996), = effective vertical stress = effective friction angle = atmosphere pressure (Shmertmann, 1975)
More informationClay Robinson, PhD, CPSS, PG copyright 2009
Engineering: What's soil got to do with it? Clay Robinson, PhD, CPSS, PG crobinson@wtamu.edu, http://www.wtamu.edu/~crobinson, copyright 2009 Merriam-Webster Online Dictionary soil, noun 1 : firm land
More information(C) Global Journal of Engineering Science and Research Management
GEOTECHNCIAL ASSESSMENT OF PART OF PORT HARCOURT, NIGER DELTA FOR STRUCTURAL ANALYSIS Warmate Tamunonengiyeofori Geostrat International Services Limited, www.geostratinternational.com. *Correspondence
More informationGeotechnical Data Report
Geotechnical Data Report Emergency Bridge Package 6 Richland County, South Carolina May 12, 2016 SCDOT Project ID.: P029942, P029943, P029944 Terracon Project No. 73100L (Rev. 1) Prepared for: South Carolina
More informationGeotechnical Properties of Soil
Geotechnical Properties of Soil 1 Soil Texture Particle size, shape and size distribution Coarse-textured (Gravel, Sand) Fine-textured (Silt, Clay) Visibility by the naked eye (0.05 mm is the approximate
More informationCITY OF CAPE CORAL NORTH 2 UTILITIES EXTENSION PROJECT CONTRACT 3
GEOTECHNICAL REPORT CITY OF CAPE CORAL NORTH UTILITIES EXTENSION PROJECT CONTRACT City of Cape Coral Procurement Division Cultural Park Boulevard, nd Floor Cape Coral, FL ISSUED FOR BID VOLUME of GEOTECHNICAL
More informationSOIL FORMATION SOIL CLASSIFICATION FOR GEOTECHNICAL ENGINEERS. Soil Properties and Classification
SOIL CLASSIFICATION FOR GEOTECHNICAL ENGINEERS Soil Properties and Classification Soil Formation Soil Types Particle Size Analysis and Grading Characteristics Consistency Indices Engineering classification
More informationEarth Mechanics, Inc. Geotechnical & Earthquake Engineering
TECHNICAL MEMORANDUM EMI PROJECT NO: 13-116 DATE: October 29, 2013 PREPARED FOR: Mr. Todd W. Dudley / AECOM PREPARED BY: SUBJECT: (Raja) S. Pirathiviraj and Lino Cheang / (EMI) Preliminary Foundation Report
More informationGEOTECHNICAL SITE CHARACTERIZATION
GEOTECHNICAL SITE CHARACTERIZATION Neil Anderson, Ph.D. Professor of Geology and Geophysics Richard W. Stephenson, P.E., Ph.D. Professor of Civil, Architectural and Environmental Engineering University
More informationPRELIMINARY GEOTECHNICAL EXPLORATION Additional MeadWestvaco Ridgeville Property 331 acres Dorchester County, South Carolina S&ME Project No. 1131-09-259A Prepared For: BP Barber & Associates Post Office
More informationSITE INVESTIGATION 1
SITE INVESTIGATION 1 Definition 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 site investigation.
More informationGEOTECHNICAL ENGINEERING SERVICES REPORT
GEOTECHNICAL ENGINEERING SERVICES REPORT BRIDGE OVER BIG CREEK APPROXIMATELY.8 MILES EAST OF THE INTERSECTION OF COUNTY ROAD EW1546 AND COUNTY ROAD 193 LEFLORE COUNTY, OKLAHOMA PROJECT No. J2-8616(5),
More informationLimited Geotechnical Engineering Evaluation Classroom Additions Albany County Campus Laramie, Wyoming
Limited Geotechnical Engineering Evaluation Classroom Additions Albany County Campus 2300 Missile Drive, Cheyenne, Wyoming 82001 Phone 307-635-0222 www.stratageotech.com Limited Geotechnical Engineering
More informationR-1 Conveyor Relocation Project Legend 0 500 1000 1500 ft. This map is a user generated static output from an Internet mapping site and is for general reference only. Data layers that appear on this map
More informationDrilled 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
More informationAppendix A. Producer Statement Advisory Note
Appendix A Producer Statement Advisory Note Ref. No. 17095 26 May 2017 PRODUCER STATEMENT CONSTRUCTION REVIEW (PS4) IMPORTANT ADVISORY NOTE The Building Consent Authority (BCA) frequently requires Producer
More informationAPÉNDICE F. Evaluación Geotécnica
APÉNDICE F Evaluación Geotécnica REPORT ON GEOTECHNICAL INVESTIGATION FOR PROPOSED LAGUNA DEL MAR PLAZA PROJECT ASHFORD AVE. SAN JUAN, PUERTO RICO GUTIERREZ - LATIMER - C.S.P. MR. ROBERTO CACHO I LAGUNA
More informationHow to Interpret Mining Company Drill Reports & Announcements
How to Interpret Mining Company Drill Reports & Announcements A Simple Guide amscot Stockbroking Pty Ltd A division of State One Stockbroking Ltd (AFSL 247 100) Disclaimer: All information in this document
More informationIN SITU SPECIFIC GRAVITY VS GRAIN SIZE: A BETTER METHOD TO ESTIMATE NEW WORK DREDGING PRODUCTION
IN SITU SPECIFIC GRAVITY VS GRAIN SIZE: A BETTER METHOD TO ESTIMATE NEW WORK DREDGING PRODUCTION Nancy Case O Bourke, PE 1, Gregory L. Hartman, PE 2 and Paul Fuglevand, PE 3 ABSTRACT In-situ specific gravity
More informationAssessment of accuracy in determining Atterberg limits for four Iraqi local soil laboratories
IOP Conference Series: Materials Science and Engineering PAPER OPEN ACCESS Assessment of accuracy in determining Atterberg limits for four Iraqi local soil laboratories To cite this article: H O Abbas
More informationGEOTECHNICAL INVESTIGATION OF RAILWAYS
GEOTECHNICAL INVESTIGATION OF RAILWAYS Prof. Hannes Gräbe University of Pretoria Transnet Chair in Railway Engineering May 2011 Contents Cost considerations Objectives Phased approach to site investigation
More informationAppendix J. Geological Investigation
Appendix J Geological Investigation Appendix J Geological Environment Table of Contents Page 1 INTRODUCTION...J-1 1.1 Purpose of the Investigation...J-1 1.2 Scope of the Investigation...J-1 2 METHODO OF
More informationGeotechnical Data Report
Geotechnical Data Report ReWa Solar Farm at Durbin Creek Fountain Inn, South Carolina September 1, 2017 Terracon Project No. 86165043 Prepared for: Renewable Water Resources Greenville, South Carolina
More informationGEOTECHNICAL EXPLORATION REPORT ROPOSED COMMERCIAL/RETAIL DEVELOPMENT 7967, & 8015 BEVERLY BOULEVARD
ADDENDUM TO GEOTECHNICAL EXPLORATION REPORT PROPOSED COMMERCIAL/RETAIL DEVELOPMENT 7967, 8001-8011 & 8015 BEVERLY BOULEVARD CITY OF LOS ANGELES, CALIFORNIA Prepared for: OPT Beverly, LLC 6400 South Fiddlers
More informationShear Strength of Soils
Shear Strength of Soils Soil strength Most of problems in soil engineering (foundations, slopes, etc.) soil withstands shear stresses. Shear strength of a soil is defined as the capacity to resist shear
More information3.0 SUMMARY OF FINDINGS
AECOM 500 W Jefferson St. Suite 1600 Louisville, KY 40202 www.aecom.com 502-569-2301 tel 502-569-2304 fax October 17, 2018 Big Rivers Electric Corporation Sebree Generating Station 9000 Highway 2096 Robards,
More informationThe attitude he maintains in his relation to the engineer is very well stated in his own words:
Su bsurface Soil Exploration, 53: 139 Foundation Engineering Geotechnical companies that have a history of experience in a given region usually have extensive boring logs and maps telling where the borings
More informationHorizontal Directional Drilling: An Approach to Design and Construction. Presenter: John Briand, PE Co-Author: Danielle Neamtu, PE
Horizontal Directional Drilling: An Approach to Design and Construction Presenter: John Briand, PE Co-Author: Danielle Neamtu, PE Presentation Outline General HDD overview Conceptual-level evaluation Detailed
More informationGEOTECHNICAL EVALUATION AND GEOTECHNICAL DESIGN PARAMETERS)
-1-3_Geotechnical investigation and evaluation - Geotechnical parameters of formations (Relevant paragraph of the paper: GEOTECHNICAL EVALUATION AND GEOTECHNICAL DESIGN PARAMETERS) The soil stratigraphy
More informationGEOTECHNICAL ENGINEERING SERVICES REPORT. STATE HIGHWAY 48 BRIDGE 'A' OVER INTERSTATE 40 OKFUSKEE COUNTY, OKLAHOMA STATE JOB PIECE No.
GEOTECHNICAL ENGINEERING SERVICES REPORT STATE HIGHWAY 48 BRIDGE 'A' OVER INTERSTATE 4 OKFUSKEE COUNTY, OKLAHOMA STATE JOB PIECE No. 2755(4) Prepared For: Oklahoma Department of Transportation Prepared
More informationGeotechnical Engineering Report
Geotechnical Engineering Report Single-Span Bridge North Western Road & Hall of Fame Avenue August 25, 2015 Terracon Project No. 03155156 Prepared for: Olsson Associates Prepared by: Terracon Consultants,
More informationDashed line indicates the approximate upper limit boundary for natural soils. C L o r O L C H o r O H
SYMBOL SOURCE 8 9 1 SOIL DATA NATURAL SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY NO. CONTENT LIMIT LIMIT INDEX (%) (%) (%) (%) Client: County of Berthoud Project: Project No.: Boring B-2 S-1-5' 6.2 8
More informationNEW 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
More informationGeotechnical Recommendations for Proposed Additions to the Three Mile Creek Severe Weather Attenuation Tank Project
TECHNICAL MEMORANDUM Geotechnical Recommendations for Proposed Additions to the Three Mile Creek Severe Weather Attenuation Tank Project PREPARED FOR: PREPARED BY: DATE: June 28, 218 PROJECT NUMBER: 697482
More informationCorrelations between soil parameters and penetration testing results
1 A 1 6 Correlations between soil parameters and penetration testing results Corrélation entre paramètres du sol et résultats de sondage J. FORMAZIN, Director, VEB SBK Wasserbau, KB Baugrund Berlin, Berlin,
More informationMinnesota Department of Transportation Geotechnical Section Cone Penetration Test Index Sheet 1.0 (CPT 1.0)
This Cone Penetration Test (CPT) Sounding follows ASTM D 5778 and was made by ordinary and conventional methods and with care deemed adequate for the Department's design purposes. Since this sounding was
More informationCITY OF VALDEZ Project Title: East Pioneer Reconstruction Project No.: Contract No.: TO: All Recipients Date: April 14, 2014
CITY OF VALDEZ Project Title: East Pioneer Reconstruction Project No.: 13-3-1.32 Contract No.: 11 TO: All Recipients Date: April 14, 214 SUBJECT: Addendum No.1 This seventeen (17) page Addendum forms a
More informationWARM SPRINGS GRADE SEPARATION AT I-15
GEOTECHNICAL REPORT WARM SPRINGS GRADE SEPARATION AT I-15 CLARK COUNTY, NEVADA JULY 2006 MATERIALS DIVISION STATE OF NEVADA DEPARTMENT OF TRANSPORTATION MATERIALS DIVISION GEOTECHNICAL SECTION GEOTECHNICAL
More information10. 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
More informationGEOLOGICAL PROCESSES AND MATERIALS SGM210
University of Pretoria GEOLOGICAL PROCESSES AND MATERIALS SGM210 23 April 2014 1 SOIL PROFILING According to Jennings, Brink & Williams (1973) Very important part of a geotechnical site investigation.
More informationDYREGROV ROBINSON INC.
DYREGROV ROBINSON INC. Consulting Geotechnical Engineers 101-1555 St. James Street Winnipeg, MB R3H 1B5 TEL (204) 632-7252 FAX (204) 632-1442 June 14, 2013 File No. 133583 Accutech Engineering Inc. 605-287
More informationLEGEND ODOT CLASS A-3. A-3a. A-4a. A-6a. A-6b TOTAL VISUAL VISUAL VISUAL BORING LOCATION - PLAN VIEW
PROJECT THE PROJECT CONSISTS IN PART OF CONSTRUCTING A SINGLE-SPAN BRIDGE ON RELOCATED SHUMWAY HOOW ROAD OVER THE CSXT RAILROAD. THE STRUCTURE AS ANNED, IS A SINGLE-SPAN STRUCTURE WITH MSE WAS AT THE ABUTMENTS.
More informationUnderground Risk Management Course Marina Del Rey, California November, Geotechnical Data Reports. Greg Raines, PE
Underground Risk Management Course Marina Del Rey, California November, 2018 Geotechnical Data Reports Greg Raines, PE Gregory.Raines@Stantec.com Introduction What is a Geotechnical Data Report? The GDR
More informationH.1 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE)
DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.1 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE) Parsons P:\Honeywell -SYR\444576 2008 Capping\09
More informationGeotechnical Data Report
Geotechnical Data Report Downtown Greenville Future Conveyance Study December 1, 2015 Terracon Project No. 86155032 Prepared for: Prepared by: Terracon Consultants, Inc. December 1, 2015 561 Mauldin Road
More informationManual on Subsurface Investigations National Highway Institute Publication No. FHWA NHI Federal Highway Administration Washington, DC
Manual on Subsurface Investigations National Highway Institute Publication No. FHWA NHI-01-031 Federal Highway Administration Washington, DC Geotechnical Site Characterization July 2001 by Paul W. Mayne,
More informationChapter (12) Instructor : Dr. Jehad Hamad
Chapter (12) Instructor : Dr. Jehad Hamad 2017-2016 Chapter Outlines Shear strength in soils Direct shear test Unconfined Compression Test Tri-axial Test Shear Strength The strength of a material is the
More informationCE 240 Soil Mechanics & Foundations Lecture 5.2. Permeability III (Das, Ch. 6) Summary Soil Index Properties (Das, Ch. 2-6)
CE 40 Soil Mechanics & Foundations Lecture 5. Permeability III (Das, Ch. 6) Summary Soil Index Properties (Das, Ch. -6) Outline of this Lecture 1. Getting the in situ hydraulic conductivity 1.1 pumping
More informationSOIL MECHANICS Assignment #7: Shear Strength Solution.
14.330 SOIL MECHANICS Assignment #7: Shear Strength Solution. PROBLEM #1: GIVEN: Direct Shear test results from a SP soil shown in Figure A (from 14.330_2012_Assignment_#8_P1.csv on the course website).
More informationAN EMPLOYEE OWNED COMPANY
CTL Engineering, Inc. 2860 Fisher Road, P.O. Box 4448, Columbus, Ohio 43204338 Phone: 614/2768123 Fax: 614/2766377 Email: ctl@ctleng.com AN EMPLOYEE OWNED COMPANY Consulting Engineers Testing Inspection
More information