UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION
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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 , ... -
Slope Stability Reference Guide for National Forests in the United States
United States Department of Slope Stability Reference Guide Agriculture for National Forests Forest Service Engineerlng Staff in the United States Washington, DC Volume I August 1994 While reasonable efforts have been made to assure the accuracy of this publication, in no event will the authors, the editors, or the USDA Forest Service be liable for direct, indirect, incidental, or consequential damages resulting from any defect in, or the use or misuse of, this publications. Cover Photo Ca~tion: EYESEE DEBRIS SLIDE, Klamath National Forest, Region 5, Yreka, CA The photo shows the toe of a massive earth flow which is part of a large landslide complex that occupies about one square mile on the west side of the Klamath River, four air miles NNW of the community of Somes Bar, California. The active debris slide is a classic example of a natural slope failure occurring where an inner gorge cuts the toe of a large slumplearthflow complex. This photo point is located at milepost 9.63 on California State Highway 96. Photo by Gordon Keller, Plumas National Forest, Quincy, CA. The United States Department of Agriculture (USDA) prohibits discrimination in its programs on the basis of race, color, national origin, sex, religion, age, disability, political beliefs and marital or familial status. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program informa- tion (Braille, large print, audiotape, etc.) should contact the USDA Mice of Communications at 202-720-5881(voice) or 202-720-7808(TDD). To file a complaint, write the Secretary of Agriculture, U.S. -
Geotechnical and Pavement Engineering Report Thorp Prairie Road Evaluation and Design Kittitas County, Washington
GEOTECHNICAL AND PAVEMENT GEOTECHNICAL REPORT ElliottENGINEERING Bridge No. 3166 REPORTReplacement Thorp PrairieHWA JobRoad No. Evaluation 1996-143-21 and Design Kittitas County, Washington HWA ProjectPrepared No. for2012-105-21 ABKJ, INC. Prepared for PacifiCleanApril Environmental 4, 2003 LLC February 1, 2013 TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY ..............................................................................................1 2.0 INTRODUCTION..........................................................................................................1 2.1 GENERAL.......................................................................................................1 2.2 PROJECT UNDERSTANDING............................................................................1 3.0 FIELD AND LABORATORY TESTING............................................................................2 3.1 FALLING WEIGHT DEFLECTOMETER TESTING ...............................................2 3.2 PAVEMENT CORE HOLES ...............................................................................3 3.3 LABORATORY TESTING .................................................................................3 4.0 SITE CONDITIONS ......................................................................................................4 4.1 SITE DESCRIPTION.........................................................................................4 4.2 GENERAL GEOLOGY ......................................................................................4 4.3 PAVEMENT STRUCTURAL -
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. -
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. -
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. -
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. -
Core Bits Are Classifi Ed According Figure 1
OCEAN DRILLING PROGRAM www.oceandrilling.org Scientifi c Application Extended Core Barrel (XCB) (see the XCB tool sheet) (both sys- A core bit (Figs. 1, 2) is a drilling Cutting shoe tems use the same BHA), tool with a hole through the center that removes sediment rock and II. Rotary Core Barrel (RCB) (see allows the core pedestal to pass the RCB tool sheet), and through the bit and into the core III. Advanced Diamond Core Barrel barrel. The Ocean Drilling Program (ADCB) (see the ADCB tool (ODP) employs different coring sheet). systems and bits to obtain continu- ous cores in all types of oceanic Bottom-Hole Assembly sediments and igneous basement. Operation The BHA for each coring system Once a coring system is selected is slightly different, but in gen- based on the expected lithology, eral consists of a primary core bit, the engineer determines which outer core barrel (OCB), short type of core bit to use. As coring sub assembly, and drill collars. conditions change, the coring bit The OCB supports the wireline A can be changed in an attempt retrievable inner core barrel, which to improve the recovery and rate Cutting shoe receives and carries the core. Drill of penetration with that coring collars are heavyweight pipes that system. The type of bit used apply weight to the bit on the depends on the expected lithology bottom of the OCB. The BHA is and past bit performance in the run on the drill pipe string, which area or in a similar lithology. Once is rotated at the surface to drive a bit is removed, it is “graded” the bit (except the Motor-Driven (i.e., it is examined to determine Core Barrel [MDCB]) and advance wear on the cutting structure, the BHA (see the BHA tool sheet gauge, bearings, etc., based on for more information). -
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 -
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. -
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. -
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.