design and construction group the … 03 eh...june 15, 2018 mr. david layton, p.e. sage engineering...

Updated 05/24/2018

Printed 03/26/2020 of 1 Project No. 45676-H,E

DESIGN AND CONSTRUCTION GROUP

THE GOVERNOR NELSON A. ROCKEFELLER

EMPIRE STATE PLAZA

ALBANY, NY 12242

ADDENDUM NO. 3 TO PROJECT NO. 45676

HVAC WORK AND ELECTRICAL WORK

PROVIDE ABOVEGROUND HOT WATER HEATING AND DOMESTIC WATER HEATERS

ALTONA CORRECTIONAL FACILITY

555 DEVILS DEN ROAD

ALTONA, NY

March 26, 2020

NOTE:This Addendum forms a part of the Contract Documents. Insert it in the Project Manual.

Acknowledge receipt of this Addendum in the space provided on the Bid Form.

HVAC DRAWINGS

1. No changes this Addendum.

HVAC SPECIFICATIONS

a. Specification 003132: Add “Geotech Report Altona CF 45676” accompany this

Addendum and form as part of the Contract Documents.

ELECTRICAL DRAWINGS AND SPECIFICATIONS

1. No changes this Addendum.

END OF ADDENDUM

Erik T. Deyoe, P.E.

Director, Division of Design

Design & Construction

Dente Group, A Terracon Company 594 Broadway Watervliet, NY 12189P (518) 266-0310 F (518) 266-9238 terracon.com

June 15, 2018

Mr. David Layton, P.E.Sage Engineering Associates, LLP1211 Western AvenueAlbany, New York 12203

Re: Geotechnical Evaluation forOverhead Pipe Support FoundationsAltona Correctional FacilityDente File No. JB185061

Dear Mr. Layton,

Presented herein are the results of a Geotechnical Evaluation we completed to assistin planning for design and construction of foundations for new overhead pipe supportsat the Altona Correctional Facility. The evaluation was conducted in accord with ourproposal number FDE-18-41 and included:

1. Review of the soil boring and test pit logs for previous work by others at thecorrectional facility,

2. Completion of eight test borings to supplement the previous investigationinformation,

3. Preparation of this report which summarizes the findings of our review andsupplemental investigation and provides recommendations to assist inplanning for the pipe support foundations.

This report and the recommendations contained within it were developed for specificapplication to the site and construction planned, as we currently understand it.Corrections in our understanding, changes in the structure locations, their grades,

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loads, etc. should be brought to our attention so that we may evaluate their effectupon the recommendations offered in this report.

It should be understood that this report was prepared, in part, on the basis of a limitednumber of site explorations. The explorations were made at discrete locations and theoverburden soils sampled at specific depths. Conditions are only known at thelocations and through the depths investigated. Conditions at other locations anddepths may be different, and these differences may impact upon the conclusionsreached and the recommendations offered.

A sheet entitled "Important Information about this Geotechnical Engineering Report"prepared by the Geotechnical Business Council is attached. This sheet should neverbe separated from this report and be carefully reviewed as it sets the only contextwithin which this report should be used.

PROJECT DESCRIPTIONIt is our understanding that the project will entail the installation of overhead pipingalong the approximate alignments shown on the attached plan. Preliminary foundationplans call for the installation of concrete filled drilled piers to support the piping racks.The piers will be about 36 to 48 inches in diameter and they will extend about 36inches above the ground surface. Various loading conditions are expected for thepiers as tabulated below.

SUMMARY OF CRITICAL PIER LOADSLOAD PIER 1 PIER 2 PIER 3 PIER 4 PIER 5

X-Shear -1 2 -1 -1 -1Y-Axial -15 -3.5 -3 -7 -6Z-Shear 4 2 2 -2 1.5

Mx-Moment 67 20 30 -26 20My-Moment -1 0 -7 -2.5 0Mz-Moment 4 -25 7 16 13

NOTE: Shear and axial loads are in kips and Moments in Kip-Feet.

SUBSURFACE CONDITIONSIn the 1980’s several test borings and excavations were made at the site to assist invarious phases of the facility’s construction. These found various sequences of sandand sand with gravel which changed to compact to very compact glacial till at depthson the range of about two to eight feet. The till was primarily sand or silty fine sandcontaining various amounts of cobbles and boulders.

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To supplement the previous investigations, eight test borings were made by the DenteGroup in May 2018 at the approximate locations shown on the attached aerialphotograph and site plan.

The supplemental borings were made using a standard rotary drill rig equipped withhollow stem augers. As the augers were advanced, the soils were sampled and theirrelative density determined using split-spoon sampling techniques in general accordwith ASTM D1586 procedures. Representative portions of the soil samples recoveredfrom the borings were transported to our office for visual classification by aGeotechnical Engineer. Individual subsurface logs, which were prepared based uponthe visual classifications, are attached together with a key that explains the termsused in their preparation.

The supplemental test borings revealed conditions similar to those reported for theprevious site investigations. Beneath the asphalt or topsoil surfaces, the boringsencountered relatively loose to firm layers of sand or sand and gravel with trace tolittle silt. At depths of about three to eight feet glacial till was encountered. The till wasfirm to very compact and composed of silty sand with varying amounts of gravelcobbles and boulders. Test borings B-1 through B-7 were ended in the till whensample spoon and/or auger refusal was met at depths of 9.4 to 16.8 feet below grade.

The only significant exception to the generalized subsurface conditions occurred intest boring B-8 where a very loose, wet layer of sand with some gravel was presentbetween depths of four and ten feet. It is possible that an excavation was previouslymade at this location and backfilled in an uncontrolled manner. This boring was endedwhen auger refusal was met at 10.7 feet with rock fragments recovered near thisdepth.

Based upon the recovery of wet soil samples, groundwater appeared to be present inthe supplemental borings beginning at depths of about three to five feet. Thegroundwater was perched in the looser soils above the glacial till and trapped in layersat various depths within the till.

CONCLUSIONS AND RECOMMENDATIONSIt is our opinion that either a concrete filled drilled pier or standard pier and padfoundation system may be considered for the pipe rack supports. However, it shouldbe understood that the installation of drilled piers may be complicated by the presenceof boulders and layers of perched and trapped groundwater. If boulders areencountered they must either be removed or drilled through. Furthermore, a temporarycasing should be used for the installations to serve as a groundwater cutoff. More

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preferable may be the use of standard pier and pad type foundations. In this case,boulders protruding above the bearing surface will still require removal and a base ofclean crushed stone will be needed to assist in dewatering from sumps wheregroundwater is encountered.

As noted above, the subsurface conditions should be relatively similar throughoutmost of the site. However, the potential does exist for localized pockets of very loosesoils such as that found to a depth of about eight to ten feet in test boring B-8. If similarconditions are encountered during construction of the shafts and/or pad foundations,it should be assumed that undercuts may be required as directed by a GeotechnicalEngineer. A unit fee for undercut and replacement work should be requested incontract documents and a contingency carried in the project budget for this work.

Drilled Pier DesignTo evaluate the drilled piers, we modeled the subsurface conditions and expectedloading conditions in the AllPile (Version 7) computer program by CivilTech Software.Minimum total lengths for the piers were determined based upon a maximumallowable lateral deflection equal to 1/4 inch at the top of the shaft. Settlement of thepiers under vertical loads should be less than one-half inch. On this basis, theminimum required pier length was determined to be 12 feet for a 36-inch diameterpier. This is the total pier length which includes 3 feet height above grade. Theminimum required embedment depth below the ground surface is 9 feet.

The results of this analysis should not be extrapolated to other pier loading conditions.If the drilled pier loads differ from those we assumed, we should be provided theopportunity to evaluate the designs and loads to verify that the selected pier lengthsand diameters will limit movements to tolerable ranges.

All drilled concrete filled piers should be designed and constructed in accord with therecommended procedures of ACI 336.1-89, Standard Specification for theConstruction of Drilled Piers and ACI 336.3R-93, Design and Construction of DrilledPiers.

Current shaft design methodologies and construction practices require the concreteto be designed with an aggregate size that enables the concrete to flow through andabout the reinforcing steel and to achieve its design strength when placed at slumpsof about 8-inches. The concrete design should not use super plasticizers which mightresult in a flash set unless approved by the engineer. All shafts should be inspectedby this Geotechnical Engineer during their installation and immediately prior toconcrete placement.

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As previously noted, boulders may be encountered and if so they must be removedor drilled through. It should be assumed that a temporary casing must be installed toprevent the sides of the drilled shaft from caving and to serve as a groundwater cutoff.

Pier and Pad Foundation DesignIf a pier and pad foundation system is to be considered, it should be assumed that thefoundations must be provided with a minimum 12-inch thick base of clean crushedstone placed over a filter fabric. The stone should be an ASTM C33 Blend 57aggregate and the fabric a Mirafi 180N or equivalent. Prior to placing the stone base,the subgrade surface should be observed by a Geotechnical Engineer who shoulddetermine if undercuts of unsuitable materials, such as those which may be presentin the area of test boring B-8, are required. For planning purposes, it should beassumed that the undercuts must be backfilled with clean crushed stone. If bouldersprotrude above the final bearing surface, they should be removed and the void filledwith crushed stone. The undercuts and/or voids may be backfilled with crushed stone.

In landscape areas, backfill over the foundations may consist of suitable portions ofthe excavated materials. Suitable materials should consist of sand or sand with gravelwhich are not wet from perched groundwater. If an imported backfill is needed, it mayconsist of bank-run sand or sand and gravel with no particles larger than three inchesand less than 15 percent, by weight, of material finer than a No. 200 sieve. Thesebackfills should be placed in maximum 8-inch thick lifts and compacted to at least 90percent of the Modified Proctor maximum dry density.

Imported Structural Fill should be used as backfill beneath pavements or slabs. Theimported material should consist of processed sand and gravel or crusher-run stonewhich conforms to the requirements stipulated for Type 2 or 4 material in Section 304of the NYSDOT Standard Specifications for Construction and Materials. This backfillshould be placed in maximum 8-inch thick lifts and compacted to at least 95 percentof the Modified Proctor maximum dry density.

Assuming that the bearing grades are prepared and foundation backfilled asrecommended, the pad foundations may be designed for a maximum net allowablebearing pressure of 4,000 pounds per square foot. An unfactored coefficient of slidingfriction equal to 0.45 may be assumed between the concrete and recommendedcrushed stone base materials. The over-turning resistance for the foundation may beprovided by the weight of the foundation and the soils used as backfill. The volume ofsoil acting to resist uplift may include the soil directly above the footing plus the wedgeof soil within a line drawn upward at a 20 degree angle from vertical from the outsideedges of the footing. The total unit weight of compacted suitable on-site soils or

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imported Structural backfill may be assumed equal to 110 pounds per cubic foot. Afactor of safety equal to 1.5 should be applied to the weight of the soil to determinethe allowable over-turning resistance.

The pad foundations should settle relatively quickly as loads are applied. We estimatethat the total foundation settlement should be less than one inch.

Seismic Design ConsiderationsFor seismic design purposes, we have evaluated the site conditions in accord withSection 1613 of the New York State Building Code. On this basis, we have determinedthat Seismic Site Class “D - Stiff Profile” is applicable to this project. Based upon thegroundwater conditions and composition of the soils at this site, liquefaction of thesoils due to earthquake motions should not occur.

Construction ObservationsAll shaft installations and/or pad foundation bearing grades should be observed by theGeotechnical Engineer to confirm that the actual subsurface conditions encounteredare similar to those assumed based on our review of the original and supplementalsubsurface information.

CLOSUREThis report was prepared for specific application to the project site using methods andpractices common to Geotechnical Engineering in the area and at the time of itspreparation, no other warranties expressed or implied are made.

Should questions arise or if we may be of any other service, please contact us at yourconvenience.

Prepared By:

Edward C. Gravelle, P.E. Fred A. Dente, P.E.Senior Engineer Principal

Attachments;Information Regarding Geotechnical ReportAerial Photograph and Site PlanSubsurface Logs and Key

Geotechnical-Engineering Report

Geotechnical Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a civil engineer may not fulfill the needs of a constructor — a construction contractor — or even another civil engineer. Because each geotechnical- engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. No one except you should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply this report for any purpose or project except the one originally contemplated.

Read the Full ReportSerious problems have occurred because those relying on a geotechnical-engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only.

Geotechnical Engineers Base Each Report on a Unique Set of Project-Specific FactorsGeotechnical engineers consider many unique, project-specific factors when establishing the scope of a study. Typical factors include: the client’s goals, objectives, and risk-management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical-engineering report that was:• not prepared for you;• not prepared for your project;• not prepared for the specific site explored; or• completed before important project changes were made.

Typical changes that can erode the reliability of an existing geotechnical-engineering report include those that affect: • the function of the proposed structure, as when it’s changed

from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse;

• the elevation, configuration, location, orientation, or weight of the proposed structure;

• the composition of the design team; or• project ownership.

As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an

assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed.

Subsurface Conditions Can ChangeA geotechnical-engineering report is based on conditions that existed at the time the geotechnical engineer performed the study. Do not rely on a geotechnical-engineering report whose adequacy may have been affected by: the passage of time; man-made events, such as construction on or adjacent to the site; or natural events, such as floods, droughts, earthquakes, or groundwater fluctuations. Contact the geotechnical engineer before applying this report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems.

Most Geotechnical Findings Are Professional OpinionsSite exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide geotechnical-construction observation is the most effective method of managing the risks associated with unanticipated conditions.

A Report’s Recommendations Are Not FinalDo not overrely on the confirmation-dependent recommendations included in your report. Confirmation-dependent recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report’s confirmation-dependent recommendations if that engineer does not perform the geotechnical-construction observation required to confirm the recommendations’ applicability.

A Geotechnical-Engineering Report Is Subject to MisinterpretationOther design-team members’ misinterpretation of geotechnical-engineering reports has resulted in costly

Important Information about This

Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help.

problems. Confront that risk by having your geo technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team’s plans and specifications. Constructors can also misinterpret a geotechnical-engineering report. Confront that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing geotechnical construction observation.

Do Not Redraw the Engineer’s LogsGeotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical-engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk.

Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can make constructors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give constructors the complete geotechnical-engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise constructors that the report was not prepared for purposes of bid development and that the report’s accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure constructors have sufficient time to perform additional study. Only then might you be in a position to give constructors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions.

Read Responsibility Provisions CloselySome clients, design professionals, and constructors fail to recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help

others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.

Environmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical-engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. Do not rely on an environmental report prepared for someone else.

Obtain Professional Assistance To Deal with MoldDiverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional mold-prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, many mold- prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical- engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services performed in connection with the geotechnical engineer’s study were designed or conducted for the purpose of mold prevention. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved.

Rely, on Your GBC-Member Geotechnical Engineer for Additional AssistanceMembership in the Geotechnical Business Council of the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you GBC-Member geotechnical engineer for more information.

8811 Colesville Road/Suite G106, Silver Spring, MD 20910Telephone: 301/565-2733 Facsimile: 301/589-2017

e-mail: [email protected] www.geoprofessional.org

Copyright 2015 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, or its contents, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document

is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document as a complement to or as an element of a geotechnical-engineering report. Any other firm, individual, or other entity that so uses this document without

being a GBA member could be commiting negligent or intentional (fraudulent) misrepresentation.

APPENDIX AAERIAL PHOTOGRAPH AND SITE PLAN

New Overhead PipingAltona Correctional Facility

B-1 B-2 B-3

B-4 B-5 B-6B-7

B-8

Approximate TestBoring Locations

NEW OVERHEAD PIPINGALTONA CORRECTIONAL FACILITY

(Aerial Imagery Dated 9/8/2014)

Approximate TestBoring Location

APPENDIX BSUBSURFACE LOGS AND KEY

New Overhead PipingAltona Correctional Facility

INTERPRETATION OF SUBSURFACE LOGS

The Subsurface Logs present observations and the results of tests performed in the field by the Driller, Technicians, Geologists andGeotechnical Engineers as noted. Soil/Rock Classifications are made visually, unless otherwise noted, on a portion of the materialsrecovered through the sampling process and may not necessarily be representative of the materials between sampling intervals orlocations.

The following defines some of the terms utilized in the preparation of the Subsurface Logs.

SOIL CLASSIFICATIONS

Soil Classifications are visual descriptions on the basis of the Unified Soil Classification ASTM D-2487 and USBR, 1973 with additionalcomments by weight of constituents by BUHRMASTER. The soil density or consistency is based on the penetration resistancedetermined by ASTM METHOD D1586. Soil Moisture of the recovered materials is described as DRY, MOIST, WET or SATURATED.

SIZE DESCRIPTION RELATIVE DENSITY/CONSISTENCY (basis ASTM D1586)

SOIL TYPE PARTICLE SIZE GRANULAR SOIL COHESIVE SOIL

BOULDER > 12 DENSITY BLOWS/FT. CONSISTENCY BLOWS/FT.

COBBLE 3" - 12" LOOSE < 10 VERY SOFT < 3

GRAVEL-COARSE 3" - 3/4" FIRM 11 - 30 SOFT 4 - 5

GRAVEL - FINE 3/4" - #4 COMPACT 31 - 50 MEDIUM 6 - 15

SAND - COARSE #4 - #10 VERY COMPACT 50 + STIFF 16 - 25

SAND - MEDIUM #10 - #40 HARD 25 +

SAND - FINE #40 - #200

SILT/NONPLASTIC < #200

CLAY/PLASTIC < #200

SOIL STRUCTURE RELATIVE PROPORTION OF SOIL TYPES

STRUCTURE DESCRIPTION DESCRIPTION % OF SAMPLE BY WEIGHT

LAYER 6" THICK OR GREATER AND 35 - 50

SEAM 6" THICK OR LESS SOME 20 - 35

PARTING LESS THAN 1/4" THICK LITTLE 10 - 20

VARVED UNIFORM HORIZONTAL PARTINGS OR SEAMS

TRACE LESS THAN 10

Note that the classification of soils or soil like materials is subject to the limitations imposed by the size of the sampler, the size of thesample and its degree of disturbance and moisture.

ROCK CLASSIFICATIONS

Rock Classifications are visual descriptions on the basis of the Driller's, Technician's, Geologist's or Geotechnical Engineer'sobservations of the coring activity and the recovered samples applying the following classifications.

CLASSIFICATION TERM DESCRIPTION

VERY HARD NOT SCRATCHED BY KNIFE

HARD SCRATCHED WITH DIFFICULTY

MEDIUM HARD SCRATCHED EASILY

SOFT SCRATCHED WITH FINGERNAIL

VERY WEATHERED DISINTEGRATED WITH NUMEROUS SOIL SEAM

WEATHERED SLIGHT DISINTEGRATION, STAINING, NO SEAMS

SOUND NO EVIDENCE OF ABOVE

MASSIVE ROCK LAYER GREATER THAN 36" THICK

THICK BEDDED ROCK LAYER 12" - 36"

BEDDED ROCK LAYER 4" - 12"

THIN BEDDED ROCK LAYER 1" - 4"

LAMINATED ROCK LAYER LESS THAN 1"

FRACTURES NATURAL BREAKS AT SOME ANGLE TO BEDS

Core sample recovery is expressed as percent recovered of total sampled. The ROCK QUALITY DESIGNATION (RQD) is the totallength of core sample pieces exceeding 4" length divided by the total core sample length for N size cored.

GENERAL

! Soil and Rock classifications are made visually on samples recovered. The presence of Gravel, Cobbles and Boulders willinfluence sample recovery classification density/consistency determination.

! Groundwater, if encountered, was measured and its depth recorded at the time and under the conditions as noted.

! Topsoil or pavements, if present, were measured and recorded at the time and under the conditions as noted.

! Stratification Lines are approximate boundaries between soil types. These transitions may be gradual or distinct and are approximated.

DENTE GROUP, A TERRACON COMPANY SUBSURFACE LOG B-1

PROJECT: New Overhead Piping DATE START: 5/09/18 FINISH: 5/09/18

LOCATION: Altona Correctional Facility METHODS: 3-1/4" Hollow Stem Augers

CLIENT: Sage Engineering Associates, LLP with ASTM D1586 Sampling

JOB NUMBER: JB185061 SURFACE ELEVATION:

DRILL TYPE: CME 45 Trailer Mounted Rig CLASSIFICATION: E. Gravelle, PE

SAMPLE BLOWS ON SAMPLER CLASSIFICATION / OBSERVATIONS

DEPTH # 6" 12" 18" 24" N

1 1 3 ± 6” Topsoil over Brown F-M SAND, Some11 10 14 Gravel, Little Silt

2 8 7 (MOIST, FIRM)14 24 21 Tan F-C SAND and GRAVEL, Little Silt

5'3 15 16

8 3 24 (MOIST TO WET, FIRM)4 1 1 Brown Fine SAND, Some Silt, trace coarse

2 8 3 sand and gravel, Wet

10'Similar with Cobbles and Boulders noted

5 50/.1’ REF

15'6 50 21 Similar

30 50/.3’ 51 (WET, LOOSE TO VERY COMPACT)Boring Ended at 16.8’ with Spoon Refusal

20'No measurable groundwater in augers atcompletion of drilling and sampling.

25'








DEPTH # 6" 12" 18" 24" N

1 1 7 ± 4” Topsoil over Light Brown F-M SAND, trace7 9 14 silt (MOIST, FIRM)

2 10 11 Brown Fine SAND, Some Silt14 14 25 (MOIST TO WET, FIRM)

5'3 26 31 Brown F-C SAND and GRAVEL, Little Silt,

30 32 61 Occasional Cobbles and Boulders, Moist4 50/.4’ REF Similar, Wet

10'(MOIST TO WET, VERY COMPACT)

5 33 50/.3’ REF Gray Fine SAND and SILT, Some Gravel, WetBoring Ended at 10.8’ with Spoon Refusal

No measurable groundwater in augers at

15'completion of drilling and sampling.

20'

25'








DEPTH # 6" 12" 18" 24" N

± 8” Asphalt and ± 6” Base Material over Dark1 7 8 to Light Brown F-M SAND, trace silt

8 8 162 14 16 Similar with occasional gravel

5'20 20 36 (MOIST, FIRM)

3 7 8 Tan Fine SAND and SILT, Little Gravel, Wet11 15 19

4 21 42 Grades Light Gray, Moist, Occasional Cobbles 50/.3’ REF and Boulders

10'5 45 50/.4’ REF Similar

15'(WET TO MOIST, FIRM TO VERY COMPACT)

6 35 50/.2’ REF Grades Little Silt, Some GravelBoring Ended at 15.7’ with Spoon Refusal

Groundwater in augers at 13.6’ below grade

20'at completion of drilling and sampling.

25'








DEPTH # 6" 12" 18" 24" N

1 1 1 ± 2” Topsoil over Brown F-C SAND and2 2 3 GRAVEL, Little Silt

2 4 6 (MOIST, LOOSE)8 12 14 Tan Fine SAND, Little to Some Silt

5'3 8 11 (MOIST TO WET, FIRM)

15 15 26 Brown to Tan Fine SAND, Some Silt, Little4 8 8 Gravel, Occasional Cobbles and Boulders,

21 38 29 Moist

10'5 50/.4’ REF Similar, Wet

(MOIST TO WET, FIRM TO VERY COMPACT)Boring Ended at 11.7’ with Auger Refusal

15'No measurable groundwater in augers atcompletion of drilling and sampling.

20'

25'








DEPTH # 6" 12" 18" 24" N

1 1 3 ± 3” Topsoil over Light Brown F-M SAND, trace4 5 7 silt

2 7 10 (MOIST, LOOSE)12 10 22 Tan Fine SAND, Some Silt, trace to Little

5'3 7 10 Coarse Sand and Gravel, Occasional Cobbles

15 7 25 and Boulders, Moist with Wet seams4 10 12 Similar

34 38 46

10'5 20 28 Similar, Moist

41 50/.4’ 69(MOIST / WET, FIRM TO VERY COMPACT)

6 50/.0’ REF No Recovery in Sample #6

15'Boring Ended at 13.1’ with Auger and

Sample Spoon Refusal

No measurable groundwater in augers atcompletion of drilling and sampling.

20'

25'








DEPTH # 6" 12" 18" 24" N

1 1 3 ± 2” Topsoil over Brown F-C SAND, Some5 6 8 Gravel, Little Silt (MOIST, LOOSE)

2 8 14 Light Brown F-M SAND, trace silt14 16 28 (VERY MOIST, FIRM)

5'3 10 6 Brown Fine SAND, Some Silt, trace to Some

6 10 12 Gravel, Occasional Cobbles and Boulders, Wet4 8 34 Similar, Moist

50/.2’ REF

10'5 - 50/.1’ REF (WET TO MOIST, FIRM TO VERY COMPACT)

Boring Ended at 9.4’ with Auger andSample Spoon Refusal



20'

25'








DEPTH # 6" 12" 18" 24" N

1 2 11 ± 6” Topsoil over Dark Brown F-C SAND, Some16 21 28 Gravel, Little Silt, Moist

2 14 10 Similar8 6 18

5'3 1/12” - (MOIST, FIRM)

8 22 8 Tan Fine SAND, Some Silt and Gravel,4 50/.4’ REF Occasional Cobbles and Boulders, Moist

10'5 50/.4’ REF Similar, Becomes Gray

15'6 50/.4’ REF (MOIST, COMPACT TO VERY COMPACT)

Boring Ended at 15.4’ with Spoon Refusal



25'








DEPTH # 6" 12" 18" 24" N

1 1 2 ± 1” Topsoil over Brown F-M SAND, Some7 12 9 Gravel, Little Silt, Moist

2 31 6 Poor Recovery in Sample #2 – GRAVEL4 4 10 (MOIST, LOOSE)

5'3 WH WH Brown F-C SAND, Some Gravel, trace silt, Wet

WH 1 WH4 1/12” - Similar

1/12” - 1

10'(WET, VERY LOOSE)

5 50/.1’ REF Gray Rock FragmentsBoring Ended at 10.7’ with Auger Refusal



20'

25'