DOCSLIB.ORG

Geotech Rport

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Geotech Rport Office Locations ALASKA Anchorage Juneau Fairbanks Ketchikan Kodiak Palmer GEOTECHNICAL REPORT CITY OF MONTROSE ARIZONA SOUTH HILLCREST EXTENSION Tempe Tucson E. NIAGARA TO E. OAK GROVE MONTROSE, COLORADO COLORADO Denver Montrose Grand Junction MONTANA Billings Bozeman Butte Great Falls Helena Miles City March 10, 2017 NORTH DAKOTA Dickinson OREGON Bend Portland WASHINGTON Redmond Seattle WYOMING Gillette Lander Laramie Sheridan Prepared for: Scott Murphy City of Montrose 433 South 1st Street Montrose, CO 81401 TABLE OF CONTENTS 1.0 Introduction ............................................................................................................. 1 2.0 Construction Plans .................................................................................................... 1 3.0 Site Conditions ......................................................................................................... 1 4.0 Geologic Setting ....................................................................................................... 3 5.0 Geologic Hazards ..................................................................................................... 3 5.1 Runoff & Erosion ................................................................................................... 3 5.2 Flooding ............................................................................................................... 3 5.3 Shallow Groundwater ............................................................................................ 4 5.4 Expansive and Compressible Soil ............................................................................ 5 6.0 Soil Characteristics ................................................................................................... 5 6.1 Field Evaluation .................................................................................................... 5 6.2 Laboratory testing ................................................................................................. 6 7.0 Pavement Design ..................................................................................................... 7 7.1 Traffic Analysis ..................................................................................................... 7 7.2 Equivalent Single Axle Loading (ESAL) Calculation ................................................... 8 7.3 Soil Sample Classification ....................................................................................... 8 7.4 Subgrade Support Characteristics ........................................................................... 8 7.5 Road Section Selection .........................................................................................10 8.0 Recommendations ...................................................................................................11 8.1 General Design Criteria .........................................................................................11 8.2 Site Preparation and Grading ................................................................................11 8.3 Concrete .............................................................................................................12 8.4 Pavement Section ................................................................................................13 8.5 Concrete Flatwork ................................................................................................13 8.6 Excavation and Shoring ........................................................................................13 9.0 Closing Considerations .............................................................................................15 9.1 Standard of Care and Interpretation of Subsurface Data ..........................................15 9.2 Use of This Report ...............................................................................................15 9.3 Retention of Samples ...........................................................................................16 10.0 Additional Services ..................................................................................................16 APPENDIX A - Project Maps ................................................................................................ A APPENDIX B – Test Pit Logs ................................................................................................ B APPENDIX C - Laboratory Results ........................................................................................ C City of Montrose South Hillcrest Extension geotech report.docx Project #7122.74681.01 Page i 1.0 INTRODUCTION DOWL conducted an evaluation of shallow subsurface and site conditions on February 1, 2017 along the general alignment of the southerly extension of Hillcrest Drive from E. Niagara Road to E. Oak Grove Road (hereafter referred to as the “Hillcrest Extension”) for the City of Montrose to provide an evaluation and design of a roadway. The evaluation consisted of a site reconnaissance, excavating five test pits, logging and testing of materials found, and analysis of available data. This report presents the findings of our evaluation and our geotechnical engineering recommendations for site preparation, management of drainage, and pavement design. 2.0 CONSTRUCTION PLANS The proposed Hillcrest Extension will be roughly 2,800 feet long (0.5 miles) and will be designed and constructed in accordance with the City’s Standards and Specifications (May 2012), the American Association of State Highway and Transportation Official’s Geometric Design of Highways and Streets (2011), and the Federal Highway Administration’s Manual on Uniform Traffic Control Devices (2012). For the “northern reach” portion of the alignment (e.g. north of the undeveloped agricultural fields where a road already exists), the City has requested four (4) alternatives to be presented in the 30% design phase of this project that include (1.) leave as-is; (2.) limited pedestrian improvements (i.e., 8-foot wide sidewalks); (3.) addition of bike lanes; and (4.) full corridor re-build (i.e., City’s 80-foot wide template). The “southern reach” will use an 80-foot template (back of walk to back of walk) containing a center turn lane, two through lanes, detached sidewalks, curb, gutter and bike lanes on each side of the road. The roadway will be designed with a design speed of 40 mph unless approved otherwise. 3.0 SITE CONDITIONS The Hillcrest Extension is located in the southeast portion of the City of Montrose, east of Highway 550 (South Townsend St), between E. Niagara Road and E. Oak Grove Road, as seen on the Vicinity Map (Map 1, Appendix A). The Site Plan (Map 2, Appendix A) is a Google Earth image with the approximate locations of the test pits indicated. The following photographs were taken of the site on January 25, 2017 to show the general site conditions. Photo 1. View south along the existing Hillcrest Drive which accesses the Sunrise Creek development. The white painted line at the bottom of the image is located at the stop sign for the intersection with E. Niagara Road. City of Montrose South Hillcrest Extension geotech report.docx Project #7122.74681.01 Page 1 of 16 Photo 2. View south along the east side of the bridge that crosses the Montrose Arroyo. Note the three drain pipes that allow water to drain under the primitive dirt road. A house is located to the left of the wall on the left side of the photograph. Photo 3. View south from the northern end of the irrigated field near the middle of the project area. Note the manhole for the stormwater drain system that extends south to E. Oak Grove Road. Note the linear depression in the field where snow is collecting, which is caused by settlement of the fill over the stormwater line. Photo 4. View north from the southern end of the general alignment, immediately north of E. Oak Grove Road. An irrigated field is to the left (west) and an undeveloped and unirrigated parcel of land is located to the right of the fence seen in the upper right portion of the photograph. City of Montrose South Hillcrest Extension geotech report.docx Project #7122.74681.01 Page 2 of 16 According to the USGS Montrose East topographic quadrangle, the site is at an average elevation of 5,860 feet. As seen in the above photographs, the terrain is generally flat-lying with a very gentle slope (<2%) down to the northwest. The Montrose Arroyo flows to the northwest across the northern portion of the project area, as seen on the Site Plan (Map 2). The southern two-thirds of the alignment contains irrigated agricultural fields and undeveloped land, while the northern one-third contains the existing Hillcrest Drive, residences, and a bridge that crosses the Montrose Arroyo. 4.0 GEOLOGIC SETTING According to the Geologic Map of the Montrose East Quadrangle (CGS Open-File Report 07-02 by Noe et al, 2007), the Hillcrest Extension is located on Quaternary alluvial mudflow (Qamf) deposits. These are fine-grained alluvial slopewash deposits that eroded off of the outcrops of Mancos Shale (“Adobes”) located at the valley margin to the east. These soils are extensive valley fill deposits found east of the Uncompahgre River throughout the Montrose area. They are typically composed of clay, silt and fine sand, with variable amounts of salts such as gypsum and calcite. When saturated, they are typically weak and compressible (hydro- compactive) and when dry or moist they can be moderately expansive. Underlying this valley fill is Mancos Shale at variable depths. The Mancos Shale
Load more

Recommended publications
  • UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION
    UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION SPONSORED and DISTRIBUTED by the 1998 ARIZONA (Includes revisions through 2010) FOREWORD Publication of these Uniform Standard Specifications and Details for Public Works Construction fulfills the goal of a group of agencies who joined forces in 1966 to produce such a set of documents. Subsequently, in the interest of promoting county-wide acceptance and use of these standards and details, the Maricopa Association of Governments accepted their sponsorship and the responsibility of keeping them current and viable. These specifications and details, representing the best professional thinking of representatives of several Public Works Departments, reviewed and refined by members of the construction industry, were written to fulfill the need for uniform rules governing public works construction performed for Maricopa County and the various cities and public agencies in the county. It further fulfills the need for adequate standards by the smaller communities and agencies who could not afford to promulgate such standards for themselves. A uniform set of specifications and details, updated and embracing the most modern materials and construction techniques will redound to the benefit of the public and the private contracting industry. Uniform specifications and details will eliminate conflicts and confusion, lower construction costs, and encourage more competitive bidding by private contractors. The Uniform Standard Specifications and Details for Public Works Construction will be revised periodically and reprinted to reflect advanced thinking and the changing technology of the construction industry. To this end a Specifications and Details Committee has been established as a permanent organization to continually study and recommend changes to the Specifications and Details.
    [Show full text]
  • City of Laredo Engineering Department
    ADDENDUM No.1 Page 1 of 46 CITY OF LAREDO ENGINEERING DEPARTMENT lARED�, T�Xp.$ 1755 ADDENDUM No.1 November 30, 2017 PROJECT: Riverbank Drive Extension All contractors, holders of plans and specifications, plan rooms and all interested parties on the above identified project are hereby notified of the following revisions taking precedence over all previous declarations and notes made on this project. This addendum is to clarify comments brought up during the pre-bid meeting held on November 29, 2017. 1. Street Lights (2) are by others. A $12,500.00 "Street Lights System" allowance was added through Item 42 in attached Bid Schedule ( 4 pages) which shall be submitted with the bid documents properly signed and showing the total base bid amount written with numbers and words. 2. Attached is the Geotechnical Report and its Addendum #1 (32 and 7 pages respectively). 3. There is a $750,000.00 total budget for this project. 4. Regarding the availability of Type "A" HMAC, if this material cannot be found, the Contractor may submit an alternate similar material for approval. 5. About "Partial Monthly Payments" please read section C-9.06 for information on this subject and the retainage. 6. Pavement striping and markings by others. This addendum is being submitted to all contractors, holders of plans and/or specifications, plan rooms, and all interested parties to the project and acknowledgement of same is required by inserting its number and date in the proposal form. --''o''''' City of La edo Engineering D art.m��1J.... f..tf-t''• , * ..• t ,, *.. •.v·\ I , ...
    [Show full text]
  • Alhaji Alhassan Adejumo Umar Geomate 17 63
    Articles (2019 / volume 17 / issue 63) (Pages 297-385) APPLICATION OF DIGITAL IMAGE TECHNOLOGY FOR DETERMINING GEOMETRY, STRATIGRAPHY, AND POSITION OF CRACKS INSIDE EARTH SLOPE Pages (297-306) Dewi Amalia, Indrasurya Budisatria Mochtar and Noor Endah Mochtar FLOOD ROUTING ANALYSIS OF THE WAY SEPUTIH RIVER, CENTRAL LAMPUNG, INDONESIA Pages (307-314) Andojo Wurjanto, Trika Agnestasia Tarigan and Julfikhsan Ahmad Mukhti SOIL TREATMENT BY BENTONITE AND FLY ASH FOR LINERS OF WASTE LANDFILL: A CASE STUDY IN VIETNAM Lan Chau Nguyen, Hai Long Chu and Lanh Si Ho Pages (323-330) SEEPAGE FAILURE IN FOUNDATION OF WEIR WITH CUT-OFF WALLS BY MODEL EXPERIMENTS AND ELASTO-PLASTIC FEMKenji Okajima Pages (331-339) DETERMINE THE VULNERABILITY OF URBAN SURFACE WATER RESOURCES IN RACH GIA CITY, VIETNAM USING GEOGRAPHIC INFORMATION SYSTEM Pages (340-346) Dinh Tuan Hai and Trinh Thi Phin COMPARATIVE ANALYSIS OF CONVENTIONAL SEISMIC SURVEY WITH PASSIVE SEISMOELECTRIC EXPLORATION AT GAS CONDENSATE FIELD Pages (347-352) V. S. Potylitsyn, G. Y. Shaydurov, D. S. Kudinov, E. A Kokhonkova and P. V. Balandin STRENGTH OF SOFT CLAY REINFORCED WITH 10 MM SINGLE CRUSHED COCONUT SHELL (CCS) COLUMN Muzamir Hasan, Ieszaliana Ali and Masayuki Hyodo Pages (353-359) LABORATORY AND FIELD EVALUATION OF A-6 LATERITIC SOIL TREATED WITH RECLAIMED ASPHALT PAVEMENT AND ORDINARY PORTLAND CEMENT Pages (360-370) Mustapha Mohammed Alhaji, Musa Alhassan, Taiye Waheed Adejumo and Awwal Tanko Umar ANALYSIS OF EROSION USING HYDROSEEDING ON POST COAL MINING IN MELAK SITE Pages (371-377) Waterman Sulistyana Bargawa and Arisdiansyah Putra, M. Nurcholis MEASUREMENT OF ANTI-STRIPPING AGENT CONTENT IN ASPHALT MIXTURE WITH COLORIMETRIC TEST Zulkarnain Abdul Muis, Meriani Batubara, Adina Sari Lubis and Renita Manurung Pages (378-385) Introduction The "International Journal of GEOMATE" is a Scientific Journal of the GEOMATE International Society that encompasses a broad area in Geotechnique, Construction Materials and Environment.
    [Show full text]
  • Calculation Sheet 5010.65
    Private Fuel Storage, L.L.C. "P.O.Box C4010, La Crosse, WI 54602-4010 Phone 303-741-7009 Fax: 303-741-7806 John L. Donnell, P.E., Project Director U.S. Nuclear Regulatory Commission June 19, 2000 ATTN: Document Control Desk Washington, D.C. 20555-0001 SUBMITTAL OF COMMITMENT RESOLUTION LETTER #34 INFORMATION DOCKET NO. 72-22 / TAC NO. L22462 PRIVATE FUEL STORAGE FACILITY PRIVATE FUEL STORAGE L.L.C. Reference: PFS Letter, Donnell to U.S. Nuclear Regulatory Commission, Commitment Resolution Letter # 34, dated June 2, 2000 In the referenced letter, Private Fuel Storage (PFS) committed to provide the NRC with information on tipover of a cask transporter, propane vapor cloud dispersion, and a revised calculation package associated with bearing capacity and sliding stability of the cask storage pads and the Canister Transfer Building. This letter provides the informational commitments and the calculation package. Attachment 1 contains the calculation package that addresses bearing capacity and sliding stability analyses of the cask storage pads and the Canister Transfer Building. The package consists of the following three calculations which have been revised to address issues discussed in the referenced letter: PFSF Calculation No. 05996.02-G(B)-4, Stability Analysis of Storage Pad, Rev. 6, Stone & Webster. PFSF Calculation No. 05996.02-G(B)-5, Bases for Geotechnical Parameters Provided in Geotechnical Design Criteria, Rev. 2, Stone & Webster. PFSF Calculation No. 05996.02-G(B)-1 3, Stability Analyses of the Canister Transfer Building Supported on a Mat Foundation, Rev. 3, Stone & Webster. IQ rPL~s)jCb U.S. NRC 2 June 19, 2000 Attachment 2 provides the results of an evaluation of the stability of the cask transporter when carrying a storage cask, assuming it is subjected to the PFSF design basis ground motion, or to the design tornado-driven missile.
    [Show full text]
  • An Improved California Bearing Ratio Test Procedure
    TRANSPORTATION RESEARCH RECORD 1119 91 An Improved California Bearing Ratio Test Procedure COLIN A. FRANCO AND K. WAYNE LEE The California bearing ratio (CBR) test is one of the most BACKGROUND common strength tests conducted to evaluate subgrade quality of soils and the suitability of soils for sub base and base courses A statewide investigation at the California Division of High­ in pavements. Yet there are variations in the procedures used ways was conducted to determine local drainage conditions and by various transportation agencies; this results in confusion among highway engineers. To Improve the existing CBR pro­ other factors that affect the stability of pavement during 1928 cedures, an alternative method has been employed successfully and 1929. The study indicated that pavement failures could be to obtain CBR-values of soil and to evaluate the moisture ·. traced directly to poor compaction during construction or was susceptibility of soils. This method is not only easier to perform brought about by insufficient thickness of pavement and by the but also requires less effort because only four samples need be existence of a base course over soils inherently weak in shear compacted and tested. There are also fewer sources of error in strength. Therefore a static field load test was first tried for that obtaining the "correct" optimum moisture content for compaction is not required because the test Is considered an establishing the density that should be used in the construction extension of the compaction tests (i.e., AASHTO T99 and of subgrades and the shear strength that was required. Tl80). This method has been used successfully on various soil However, it was practically impossible to moisten the soil types as well as on soil-cement mixtures.
    [Show full text]
  • 1607251122141St Prah
    P: ISSN No. 0976-8602 RNI No.UPENG/2012/42622 VOL.-V, ISSUE-II, April-2016 E: ISSN No. 2349 - 9443 Asian Resonance Effect of Petroleum Sludge on Shear Strength of an Acidic Clay Soil Abstract Many infrastructure projects such as highways, railways, water reservoirs, reclamation etc. require huge earth material. Various techniques of soil stabilization are widely used for the construction of road Barnapratim Sarma pavement and foundation construction to enhance engineering properties Student, such as strength, volume, stability and durability. In this context, shear Deptt.of Civil Engineering, strength of soil deserves importance. Soil is a peculiar material. Some Royal School of Engineering & waste materials such as fly ash, rice husk ash, pond ash may be used to Technology, improve the stability of soil. Addition of such materials increases the Guwahati, Assam physical properties of it. With a view to utilise another waste material (petroleum sludge) in this work, effect of petroleum sludge on shear strength of soil is examined in a limited time period of ten weeks. It has been found that shear strength of a slightly acidic clay soil Banakshi Bora is remarkably enhanced by petroleum sludge. The change in Unconfined Student, Compressive Strength ranges from (-) 16.17% to 542.89% in this 70 days Deptt.of Civil Engineering, period of experiment. 3% petroleum sludge in soil gradually increases the Royal School of Engineering & shear strength of a soil from 0.31% in first week to 495.67% in ten weeks. Technology, Further, it has been found that the pH of the soil, containing 7% of the petroleum sludge, slightly decreases with time indicating possibility of Guwahati, Assam degradation of remaining hydrocarbons.
    [Show full text]
  • Evaluation of Aggregate Subgrade Materials Used As Pavement Subgrade/Granular Subbase
    CIVIL ENGINEERING STUDIES Illinois Center for Transportation Series No. 15-013 UILU-ENG-2015-2016 ISSN: 0197-9191 EVALUATION OF AGGREGATE SUBGRADE MATERIALS USED AS PAVEMENT SUBGRADE/GRANULAR SUBBASE Prepared By Hasan Kazmee Erol Tutumluer University of Illinois at Urbana-Champaign Research Report FHWA-ICT-15-013 A report of the findings of Project ICT-R27-124 Evaluation of Aggregate Subgrade Materials Used as Pavement Subgrade/Granular Subbase Illinois Center for Transportation July 2015 Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient's Catalog No. FHWA-ICT-15-013 4. Title and Subtitle 5. Report Date Evaluation of Aggregate Subgrade Materials Used as Pavement July 2015 Subgrade/Granular Subbase 6. Performing Organization Code ICT-15-013 UILU-ENG-2015-2016 7. Author(s) 8. Performing Organization Report No. Hasan Kazmee and Erol Tutumluer 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Illinois Center for Transportation Department of Civil & Environmental Engineering 11. Contract or Grant No. University of Illinois at Urbana-Champaign R27-124 205 N. Mathews Ave., MC-250 Urbana, IL 61801 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Illinois Department of Transportation Bureau of Materials & Physical Research 126 E. Ash St. Springfield, IL 62704 14. Sponsoring Agency Code 15. Supplementary Notes 16. Abstract: With recent focus on sustainable construction practices and the ever-increasing transportation costs and scarcity of natural resources, integration of large-size and marginally acceptable aggregates and recycled materials (e.g., reclaimed asphalt pavement [RAP]) with current construction specifications is becoming imperative.
    [Show full text]
  • California Bearing Ratio (CBR)
    California Bearing Ratio (CBR) • California Bearing Ratio (CBR) is a penetration test for evaluation of the mechanical strength of road subgrades, sub-base and base courses. It was developed by the California Department of Transportation. • The test is performed by measuring the pressure required to penetrate a soil sample with a plunger of standard area. The measured pressure is then divided by the pressure required to achieve an equal penetration on a standard crushed rock material. or • The test is performed by measuring the load required to penetrate a soil sample with a plunger of standard area. The measured load is then divided by the load required to achieve an equal penetration on a standard crushed rock material. California Bearing Ratio = (Load required for a certain penetration of plunger) x 100 Standard Load for same penetration • Surcharge plates are used on the mould to simulate the field conditions One surcharge plate represents 2.5” thick pavement Two surcharge plates represent 5” thick pavement CBR0.1” = Load required for 0.1” penetration of plunger (lb.) 3000 CBR0.2” = Load required for 0.2” penetration of plunger (lb.) 4500 •Higher of the two values will be used for design •Usually CBR0.1” > CBR0.2” Pavement Design California Bearing Ratio (CBR) “The Test” Take load readings at different penetrations 0.025” ……………70 psi 0.05”……………...130 psi 0.1”……………….220 psi 0.2”……………….300 psi 0.4”……………….320 psi 6” mold Penetrations of 0.05” per minute Achieve OMC & Max. Dry Unit Wt. Plot the Data: 350 300 250 200 150 Load on Piston (psi) 100 50 0 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 Penetration (inches) Determine the CBR values for the 0.1” and 0.2”penetration.
    [Show full text]
  • The California Bearing Ratio Value for Clayey Soil Subgrade Stabilized Using Nano Silica-Human Hair Fibre Mixture
    International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 07 Issue: 08 | Aug 2020 www.irjet.net p-ISSN: 2395-0072 The California Bearing Ratio Value for Clayey Soil Subgrade Stabilized using Nano Silica-Human Hair Fibre Mixture Bijaya Laxmi Sahoo1, Dr. Maheswar Maharana2 1M.Tech in Geotechnical Engineering, Dept. of Civil Engineering, Indira Gandhi Institute of Technology, Odisha, India 2Professor, Dept. of Civil Engineering, Indira Gandhi Institute of Technology, Odisha, India ---------------------------------------------------------------------***---------------------------------------------------------------------- Abstract -Weak soil subgrade possesses risk for the technology plays a critical role, which is recently added in pavement construction due to its low shear strength and high soil stabilization. The strength properties of soil influenced swelling and shrinkage characteristics. To enhance the by the utilization of Nano particles (in order to 10-9)and soil strength of subgrade soil, stabilization is the most suitable becomes more reactive due to its larger specific area. method. In this study Nano silica (sio2) which particles are less Lately, in geotechnical engineering soil stabilization by using than 100mm and human hair fibre which is a non- waste material has been taken from an ecological biodegradable solid waste material used as stabilizer to prospective. Human hair fibre is one of the natural non bio- enhance the strength of clayey soil. The soil sample were degradable solid waste materials found in most part of the treated with various percentage of Nano silica( i.e. country which create many environmental problems. For 1%,2%,3%,4% by weight of soil) separately and then the improvement of the strength and CBR value of clayey soil optimum soil-Nano silica mixture were treated with various subgrade, human hair fibre can be used as a reinforcing percentage of human hair fibre (i.e.
    [Show full text]
  • Qualifications for Pavement Management
    PROPOSAL FOR Sumter County Florida Pavement Management Services, RFQ 054-0-2019/RS Qualifications for CIT Pavement Management Services RFQ 054-0-2019/RS Submitted To: SUMTER COUNTY 7375 Powell Road, Wildwood, FL 34785 Prepared By: Engineering & Research Int’l, Inc. 1401 Regency Drive East, Savoy, IL 61874 Ph: (217) 356-5945 Fax: (217) 356-6347 [email protected] www.erikuab.com December 17, 2019 QUALIFICATIONS FOR Sumter County Florida Pavement Management Services, RFQ 054-0-2019/RS 1. STATEMENT OF QUALIFICATIONS 1.1. ORGANIZATION a. ERES International, Inc. d/b/a Engineering & Research International, Inc. (ERI) 1401 Regency Drive East, Savoy, IL 61874 Tel: (217) 356-5945, Fax: (217) 356-6347 Website: www.erikuab.com b. Date Established: 23rd June, 1982 Business Type: Corporation, Incorporated in the State of Illinois Federal Taxpayer Identification Number: 37-1124584 Professional Registration: Profession Engineering Corporation; License No. 184.001343 c. ERI is a professional civil engineering consulting firm specialized in the fields of pavement engineering, geotechnical engineering and material testing services. ERI offers a wide range of pavement engineering consulting services, including manual and automated pavement condition surveys, non-destructive pavement deflection testing, pavement profiling and ground penetrating radar testing and analysis services. ERI provides its services primarily out of Savoy, Illinois office. d. Number of Full Time Employees: 13 Name of Contact Person: Abbas A Butt, Ph.D., P.E., President, Email: [email protected] 1.2. SUB CONSULTANT Hesham Ali, Ph.D., PE Florida International University Civil and Environmental Engineering Department 10555 W. Flagler Street, EC 3602 Miami, FL 33174 (954) 224-8660 (Cell) Email [email protected] 1.3.
    [Show full text]
  • Soil Reinforcement with Natural Fibers for Low-Income Housing Communities
    Project Number: LDA-1006 Project Number: MT- 1003 Soil Reinforcement with Natural Fibers for Low-Income Housing Communities A Major Qualifying Project Submitted to the Faculty of WORCESTER POLYTECHINIC INSTITUTE In partial fulfillment of the requirement for the Degree of Bachelor of Science By _________________________ Bryan Gaw _________________________ Sofia Zamora Approved by: ________________________ Professor Leonard D. Albano, Co-Advisor _______________________ Professor Mingjiang Tao, Advisor 1 Abstract The objective of this project is to identify a natural fiber to enhance the shear strength and bearing capacity of a cohesive soil. This study includes a proposed protection method to increase the durability of the selected fiber, determination of the optimum reinforcement scheme in terms of fiber’s content and length, and investigation of the reinforced soil through laboratory experiments on footing bearing capacity and slope stability analysis. 2 Acknowledgements We would like to thank the following people for their role in helping make this project a success: Don Pellegrino - Laboratory Manager Dean Daigneault – Laboratory Manager Leonard Albano – Associate Professor of Civil and Environmental Engineering Mingjiang Tao – Assistant Professor of Civil and Environmental Engineering 3 Authorship Page This report was authored by the following individuals, each had specific authorship responsibilities and each collaborated between disciplines across the completion of the project. Bryan Gaw ______________________________ - Selection of protection method. - Testing implementation. - Preparation of test specimens and testing. - Co-analyzing data. - Authorship of Background and Methodology. - Editing. Sofia Zamora ______________________________ - Selection of reinforcement method and natural fiber. - Planning of experimental implementation. - Design of special devices for tests. - Preparation of test specimens and testing. - Co-analyzing data.
    [Show full text]
  • Issue Date: 10/23/2019
    ADDENDUM NUMBER 2 Project Number 89005566 Project Title Kenneth Road Bridge Replacement Federal Job #BRO-B048(50) ISSUE DATE: 10/23/2019 Bidders are hereby notified that the Bidding and Contract Documents for the above project, for which Bids are to be received on 10/29/2019 , are amended as follows: Information to Bidders The following is provided to Bidders for information only: 1. The Design Professional has conducted soil investigations and geotech reports for design purposes only. The geotech reports do not constitute the contractor’s investigation of site conditions and was not included with the contract documents. The geotech reports have been requested by bidders and are included with this addenda. The geotech reports are deemed as not suitable for contractor’s use, contractor is using them at their risk and the reports are merely suggestive of the nature of the tested material, not representative of entire site conditions. Acknowledgment of this addenda shows acceptance of all risks associated with any use. Q1. Will Stay in Place Metal Decking be allowed as an option of forming for the bridge deck? A1. Yes Q2. Will Precast Concrete Panels be allowed as an option for the bridge deck? A2. No. Cast-in-Place deck only. Q3. Will alternate mix designs be allowed in place of the KCMO SA1 mix for the substructure and superstructure concrete? le. MoDOT Class B, B1, B2? A3. No. Use KCMO SA-1 mix. Q4. Is the estimated quantity for deck concrete figured with the use of concrete panels? A4. The estimated quantity for the deck concrete is in square yard.
    [Show full text]