henderson addendum 3date: april 29, 2015 x attached rbs addendum 3 x attached wbw addendum 3 x...

2

Henderson County High School

Career and Technical Education

Addition and Renovation

Addendum # 3

Date: April 29, 2015

Attached RBS Addendum 3

Attached WBW Addendum 3

Attached Geotechnical Report

Attached Schedule

The attached schedule is the base line for the entire project. The following

Classrooms must be complete for occupancy before the August 10th return of

students while the remainder of the project is being completed:

Childcare 100

Childcare 101

Childcare 101a

Classroom 108

Classroom 112

Classroom 112

Classroom 116

Classroom 118

Clarification to Questions

1. In the Pre Bid Meeting letter that was handed out, paragraph 3 says that we are

to include in our bidding documents Sections 00203, 00204, and 00205. We did

not receive these sections in our specifications book? Kentucky Department of

Education Section 00200 replaces Section 00203, Section 00204 and Section

00205.

1. Bid Date Remains May 6th @ 2:00 Central Time

2

End of Addendum

RBS 13069 HENDERSON COUNTY 4/28/15

HENDERSON COUNTY HIGH SCHOOL

CAREER AND TECHNICAL EDUCATION - ADDITION AND RENOVATION

ADDENDUM NO. 3

Page 1

ADDENDUM NO. 3

Architects: Owners: Construction Manager:

====== ==== ============

RBS Design Group, P.S.C. Henderson County Schools Codell Construction Co.

723 Harvard Drive 1805 Second Street 625 Trade Avenue

Owensboro, Kentucky 42301 Henderson, Kentucky 42420 Eddyville, KY. 42038

Telephone: (270) 683-1158 Telephone: (270) 831-5000 Telephone: (270) 338-5122

====================================================

Scope: The written statements of clarification, interpretations, or corrections hereby modify the

bidding documents by additions, deletions, or corrections and shall become a legal and binding

part of the Contract Documents for this project. Bidders shall acknowledge receipt of this

Addendum by inserting its number and date in the Proposal Form. Failure to do so may subject

bidder to disqualification.

====================================================

ITEM NO. 1 - DRAWING SHEET A3.1 - ENLARGED WALL SECTIONS:

A. Details 1, 2, 3 - Change note at roof to say "SINGLE-PLY ROOFING SYSTEM, over 1 LAYER 1 1/2"

RIGID INSULATION, over 1 LAYER 3" RIGID INSULATION, over 1 1/2" METAL DECKING."

B. Details 2 & 4 - Change note at roof to say "SINGLE-PLY ROOFING SYSTEM, over 1 LAYER 1 1/2"

RIGID INSULATION, over 1 LAYER 3" RIGID INSULATION, over EXISTING DECKING."

ITEM NO. 6 - ACCEPTABLE MANUFACTURERS:

Subject to compliance with the requirements of the specifications, the following shall be added to the list

of acceptable manufacturers:

Section 07211 - Spray Polyurethane Foam Insulation and Air Barrier System:

Demilec (USA), LLC.

Section 06402 – Interior Architectural Woodwok

Morgan Smith, LLC

Jim Ivy, Architect

END OF ADDENDUM NO. 3

ADDENDUM #3

April 29, 2015

HENDERSON COUNTY SCHOOLS



MECHANICAL

Specifications

1. Refer to Section 15781: Remove and replace with Section 15781 - Packaged Rooftop

Units (9 pages) contained in this Addendum.

ELECTRICAL

Drawings

1. Refer to Addendum #1 - Sheet E3.0 - Electrical Riser Note #1: Delete and replace

with the following – Contractor to replace existing main switchgear with gear having

1200 amp adjustable trip main breaker. See revised Panel Schedule for “MDP” attached.

No change to existing secondary from pole transformers required.

2. Refer to Sheet E3.0: Panel “M1” is a 600 amp panelboard with 600 amp feeder, not a

400 amp panelboard with 400 amp feeder.

3. Refer to Sheet E3.1: See Revised Panel Schedule for MDP attached.

WBW ENGINEERING, INC.

3000 Canton Street

Hopkinsville, KY 42240

270-886-2536

RBS 13069 HENDERSON COUNTY SCHOOLS 1-30-15



PACKAGED ROOFTOP UNITS (ADDENDUM) 15781-1

SECTION 15781 – PACKAGED ROOFTOP UNITS

GENERAL

1.01 SECTION INCLUDES

A. Packaged Outdoor air conditioners

1.02 REFERENCES

A. AFBMA 9 - Load Ratings and Fatigue Life for Ball Bearings.

B. AMCA 99—Standards Handbook

C. AMCA 210—Laboratory Methods of Testing Fans for Rating Purposes

D. AMCA 500—Test Methods for Louver, Dampers, and Shutters.

E. AHRI 340/360 - Unitary Large Equipment

F. NEMA MG1—Motors and Generators

G. National Electrical Code.

H. NFPA 70—National Fire Protection Agency.

I. SMACNA—HVAC Duct Construction Standards—Metal and Flexible.

J. UL 900—Test Performance of Air Filter Units.

1.03 SUBMITTALS

A. Shop Drawings: Indicate assembly, unit dimensions, weight loading, required

clearances, construction details, field connection details, electrical characteristics and

connection requirements.

B. Product Data:

1. Provide literature that indicates dimensions, weights, capacities, ratings, fan

performance, and electrical characteristics and connection requirements.

2. Provide computer generated fan curves with specified operating point clearly

plotted.

3. Manufacturer’s Installation Instructions.

1.04 OPERATION AND MAINTANENCE DATA

A. Maintenance Data: Provide instructions for installation, maintenance and service

1.05 QUALIFICAITONS

A. Manufacturer: Company specializing in manufacturing the Products specified in this

section with minimum five years documented experience, who issues complete catalog

data on total product.

B. Startup must be done by trained personnel experienced with rooftop equipment.





C. Do not operate units for any purpose, temporary or permanent, until ductwork is clean,

filters and remote controls are in place, bearings lubricated, and manufacturers’

installation instructions have been followed.

1.06 DELIVERY, STORAGE, AND HANDLING

A. Deliver, store, protect and handle products to site.

B. Accept products on site and inspect for damage.

C. Store in clean dry place and protect from weather and construction traffic. Handle

carefully to avoid damage to components, enclosures, and finish.

PART 2: PRODUCTS

2.01 MANUFACTURERS

A. Basis of Design: McQuay. Trane and Carrier are approved manufacturers

2.02 GENERAL DESCRIPTION

A. Furnish as shown on plans, Daikin McQuay Rebel single zone heating and cooling

unit(s) Model DPS or approved equal. Unit performance and electrical characteristics

shall be per the job schedule.

B. Configuration: Fabricate as detailed on prints and drawings:

1. Return plenum / economizer section

2. Filter section

3. Cooling coil section

4. Supply fan section

5. Gas heating section.

6. Condensing unit section

C. The complete unit shall be cETLus listed.

D. Each unit shall be specifically designed for outdoor rooftop application and include a

weatherproof cabinet. Each unit shall be completely factory assembled and shipped in

one piece. Packaged units shall be shipped fully charged with R-410 Refrigerant and

oil.

E. The unit shall undergo a complete factory run test prior to shipment. The factory test

shall include a refrigeration circuit run test, a unit control system operations checkout,

a unit refrigerant leak test and a final unit inspection.

F. All units shall have decals and tags to indicate caution areas and aid unit service. Unit

nameplates shall be fixed to the main control panel door. Electrical wiring diagrams

shall be attached to the control panels. Installation, operating and maintenance bulletins

and start-up forms shall be supplied with each unit.

G. Performance: All scheduled EER, IEER, capacities and face areas are minimum

accepted values. All scheduled amps, kW, and HP are maximum accepted values that

allow scheduled capacity to be met.





H. Warranty: 12 month full parts warranty – additional 4 years for compressor parts

warranty. Mechanical contractor to have full labor warranty for first 12 months after

substantial completion date.

2.03 CABINET, CASING, AND FRAME

A. Panel construction shall be double-wall construction for all panels. All floor panels

shall have a solid galvanized steel inner liner on the air stream side of the unit to

protect insulation during service and maintenance. Insulation shall be a minimum of 1"

thick with an R-value of 7.0, and shall be 2 part injected foam. Panel design shall

include no exposed insulation edges. Unit cabinet shall be designed to operate at total

static pressures up to 5.0 inches w.g.

B. Exterior surfaces shall be constructed of pre-painted galvanized steel for aesthetics and

long term durability. Paint finish to include a base primer with a high quality, polyester

resin topcoat of a neutral beige color. Finished panel surfaces to withstand a minimum

750-hour salt spray test in accordance with ASTM B117 standard for salt spray

resistance.

C. Service doors shall be provided on the fan section, filter section, control panel section,

and heating vestibule in order to provide user access to unit components. All service

access doors shall be mounted on multiple, stainless steel hinges and shall be secured

by a latch system. Removable service panels secured by multiple mechanical fasteners

are not acceptable.

D. The unit base shall overhang the roof curb for positive water runoff and shall seat on

the roof curb gasket to provide a positive, weathertight seal. Lifting brackets shall be

provided on the unit base to accept cable or chain hooks for rigging the equipment.

2.04 FILTERS

A. Unit shall be provided with a draw-through filter section. The filter rack shall be

designed to accept a 2” prefilter and a 4” final filter. The unit design shall have a

hinged access door for the filter section. The manufacturer shall ship the rooftop unit

with 2” construction filters. The contractor shall furnish and install, at building

occupancy, the final set of filters per the contract documents.

2.05 COOLING COIL

A. The indoor coil section shall be installed in a draw through configuration, upstream of

the supply air fan. The coil section shall be complete with a factory piped cooling coil

and an ASHRAE 62.1 compliant double sloped drain pan.

B. The direct expansion (DX) cooling coils shall be fabricated of seamless high efficiency

copper tubing that is mechanically expanded into high efficiency aluminum plate fins.

Coils shall be a multi-row, staggered tube design with a minimum of 3 rows. All

cooling coils shall have an interlaced coil circuiting that keeps the full coil face active





at all load conditions. All coils shall be factory leak tested with high pressure air under

water.

C. The cooling coil shall have an electronic controlled expansion valve. The unit

controller shall control the expansion valve to maintain liquid subcooling and the

superheat of the refrigerant system.

D. The refrigerant suction lines shall be fully insulated from the expansion valve to the

compressors.

E. The drain pan shall be stainless steel and positively sloped. The slope of the drain pan

shall be in two directions and comply with ASHRAE Standard 62.1. The drain pan

shall have a minimum slope of 1/8" per foot to provide positive draining. The drain pan

shall extend beyond the leaving side of the coil. The drain pan shall have a threaded

drain connection extending through the unit base.

2.06 HOT GAS REHEAT

A. Unit shall be equipped with a fully modulating hot gas reheat coil with hot gas coming

from the unit condenser

B. Hot gas reheat coil shall be a Micro Channel design. The aluminum tube shall be a

micro channel design with high efficiency aluminum fins. Fins shall be brazed to the

tubing for a direct bond. The capacity of the reheat coil shall allow for a 20°F

temperature rise at all operating conditions.

C. The modulating hot gas reheat systems shall allow for independent control of the

cooling coil leaving air temperature and the reheat coil leaving air temperature. The

cooling coil and reheat coil leaving air temperature setpoints shall be adjustable

through the unit controller. During the dehumidification cycle the unit shall be capable

of 100% of the cooling capacity. The hot gas reheat coil shall provide discharge

temperature control within +/- 2°F.

D. Each coil shall be factory leak tested with high-pressure air under water.

2.07 SUPPLY FAN

A. Supply fan shall be a single width, single inlet (SWSI) airfoil centrifugal fan. The fan

wheel shall be Class II construction with aluminum fan blades that are continuously

welded to the hub plate and end rim. The supply fan shall be a direct drive fan mounted

to the motor shaft.

B. Fan assembly shall be a slide out assembly for servicing and maintenance

C. All fan assemblies shall be statically and dynamically balanced at the factory,

including a final trim balance, prior to shipment.

D. The fan motor shall be a totally enclosed EC motor that is speed controlled by the

rooftop unit controller. The motor shall include thermal overload protection and

protect the motor in the case of excessive motor temperatures. The motor shall have

phase failure protection and prevent the motor from operation in the event of a loss of

phase. Motors shall be premium efficiency.





E. The supply fan shall be capable of airflow modulation from 30% to 100% of the

scheduled designed airflow. The fan shall not operate in a state of surge at any point

within the modulation range.

2.08 HEATING SECTION

A. The rooftop unit shall include a natural gas heating section. The gas furnace design

shall be one natural gas fired heating module factory installed downstream of the

supply air fan in the heat section. The heating module shall be a tubular design with

in-shot gas burners.

B. Each module shall have two stages of heating control.

C. The heat exchanger tubes shall be constructed of 20 ga, G160, aluminized steel.

D. The module shall have an induced draft fan that will maintain a negative pressure in

the heat exchanger tubes for the removal of the flue gases.

E. Each burner module shall have two flame roll-out safety protection switches and a high

temperature limit switch that will shut the gas valve off upon detection of improper

burner manifold operation. The induced draft fan shall have an airflow safety switch

that will prevent the heating module from turning on in the event of no airflow in the

flue chamber.

F. The factory-installed DDC unit control system shall control the gas heat module. Field

installed heating modules shall require a field ETL certification. The manufacturer’s

rooftop unit ETL certification shall cover the complete unit including the gas heating

modules.

2.09 CONDENSING SECTION

A. Outdoor coils shall be cast aluminum, micro-channel coils. Plate fins shall be protected

and brazed between adjoining flat tubes such that they shall not extend outside the

tubes. A sub-cooling coil shall be an integral part of the main outdoor air coil. Each

outdoor air coil shall be factory leak tested with high-pressure air under water.

B. Fan motors shall be an ECM type motor for proportional control. The unit controller

shall proportionally control the speed of the condenser fan motors to maintain the head

pressure of the refrigerant circuit from ambient condition of 0~125°F. Mechanical

cooling shall be provided to 25º F. The motor shall include thermal overload

protection and protect the motor in the case of excessive motor temperatures. The

motor shall have phase failure protection and prevent the motor from operation in the

event of a loss of phase.

C. The condenser fan shall be low noise blade design. Fan blade design shall be a

dynamic profile for low tip speed. Fan blade shall be of a composite material.

D. The unit shall have scroll compressors. One of the compressors shall be an inverter

compressor providing proportional control. The unit controller shall control the speed

of the compressor to maintain the discharge air temperature.





E. Pressure transducers shall be provided for the suction pressure and head pressure.

Temperature sensor shall be provided for the suction temperature and the refrigerant

discharge temperature of the compressors. All of the above devices shall be an input to

the unit controller and the values be displayed at the unit controller.

F. Refrigerant circuit shall have a bypass valve between the suction and discharge

refrigerant lines for low head pressure compressor starting and increased compressor

reliability. When there is a call for mechanical cooling the bypass valve shall open to

equalizing the suction and discharge pressures. When pressures are equalized the

bypass valve shall close and the compressor shall be allowed to start.

G. Each circuit shall be dehydrated and factory charged with R-410A Refrigerant and oil.

2.10 ELECTRICAL

A. Unit wiring shall comply with NEC requirements and with all applicable UL standards.

All electrical components shall be UL recognized where applicable. All wiring and

electrical components provided with the unit shall be number and color-coded and

labeled according to the electrical diagram provided for easy identification. The unit

shall be provided with a factory wired weatherproof control panel. Unit shall have a

single point power terminal block for main power connection. A terminal board shall

be provided for low voltage control wiring. Branch short circuit protection, 115-volt

control circuit transformer and fuse, system switches, and a high temperature sensor

shall also be provided with the unit. Each compressor and condenser fan motor shall be

furnished with contactors and inherent thermal overload protection. Supply fan motors

shall have contactors and external overload protection. Knockouts shall be provided in

the bottom of the main control panels for field wiring entrance.

B. A GFI receptacle shall be unit mounted. The receptacle shall be powered by a factory

installed and wired 120V, 15 amp power supply. The power supply shall be wired to

the line side of the unit's main disconnect, so the receptacle is powered when the main

unit disconnect is off. This option shall include a GFI receptacle, 2.0 KVA

transformer and a branch circuit disconnect. The electrical circuit shall be complete

with primary and secondary overload protection.

C. A single non-fused disconnect switch shall be provided for disconnecting electrical

power at the unit. Disconnect switches shall be mounted internally to the control panel

and operated by an externally mounted handle.

2.11 CONTROLS

A. Provide a complete integrated microprocessor based Direct Digital Control (DDC)

system to control all unit functions including temperature control, scheduling,

monitoring, unit safety protection, including compressor minimum run and minimum

off times, and diagnostics. This system shall consist of all required temperature

sensors, pressure sensors, controller and keypad/display operator interface. All MCBs

and sensors shall be factory mounted, wired and tested.





B. The DDC control system shall permit starting and stopping of the unit locally or

remotely. The control system shall be capable of providing a remote alarm indication.

The unit control system shall provide for outside air damper actuation, emergency

shutdown, remote heat enable/disable, remote cool enable/disable, heat indication, cool

indication, and fan operation.

C. All digital inputs and outputs shall be protected against damage from transients or

incorrect voltages. All field wiring shall be terminated at a separate, clearly marked

terminal strip

D. The keypad interface shall allow convenient navigation and access to all control

functions. The unit keypad/display character format shall be 4 lines x 20 characters.

All control settings shall be password protected against unauthorized changes. For

ease of service, the display format shall be English language readout. Coded formats

with look-up tables will not be accepted. The user interaction with the display shall

provide the following information as a minimum:

1. Return air temperature.

2. Discharge air temperature.

3. Outdoor air temperature.

4. Space air temperature.

5. Outdoor enthalpy, high/low.

6. Compressor suction temperature and pressure

7. Compressor head pressure and temperature

8. Expansion valve position

9. Condenser fan speed

10. Inverter compressor speed

11. Dirty filter indication.

12. Airflow verification.

13. Cooling status.

14. Control temperature (Changeover).

15. Cooling status/capacity.

16. Unit status.

17. All time schedules.

18. Active alarms with time and date.

19. Previous alarms with time and date.

20. Optimal start

21. Supply fan and exhaust fan speed.

22. System operating hours.

a. Fan

b. Exhaust fan

c. Cooling

d. Individual compressor

e. Heating





f. Economizer

g. Tenant override

E. The user interaction with the keypad shall provide the following:

1. Controls mode

a. Off manual

b. Auto

c. Heat/Cool

d. Cool only

e. Heat only

f. Fan only

2. Occupancy mode

a. Auto

b. Occupied

c. Unoccupied

d. Tenant override

3. Unit operation changeover control

a. Return air temperature

b. Space temperature

c. Network signal

4. Cooling and heating change-over temperature with deadband

5. Cooling discharge air temperature (DAT)

6. Supply reset options

a. Return air temperature

b. Outdoor air temperature

c. Space temperature

d. Network signal

e. External (0-10 vdc)

f. External (0-20 mA)

7. Temperature alarm limits

a. High supply air temperature

b. Low supply air temperature

c. High return air temperature

8. Lockout control for compressors.

9. Compressor interstage timers

10. Night setback and setup space temperature.

11. Currently time and date

12. Tenant override time

13. Occupied/unoccupied time schedule

14. One event schedule

15. Holiday dates and duration

16. Adjustable set points





17. Service mode

a. Timers normal (all time delays normal)

b. Timers fast (all time delays 20 sec)

F. Unit with Remote wall flat wall sensor for local temperature read-out. Wall sensor

shall be with metal flat finish for gymnasium use. Provide humidity sensor and install

within return air duct of the system.

G. To increase the efficiency of the cooling system the DDC controller shall include a

discharge air temperature reset program for part load operating conditions. The

discharge air temperature shall be controlled between a minimum and a maximum

discharge air temperature (DAT) based on one of the following inputs:

1. Airflow

2. Outside air temperature

3. Space temperature

4. Return air temperature

5. External signal of 1-5 vdc

6. External signal of 0-20 mA

7. Network signal

2.12 ROOF CURB

A. A prefabricated heavy gauge galvanized steel, mounting on roof.

END OF SECTION 15781

HENDERSON COUNTY

CTE EXPANSION

HENDERSON, KY

AUGUST, 2014

August 11, 2014

Mr. Thomas L. Richey

Henderson County School Board

1805 2nd St, Henderson, KY 42420

Re: Report of Geotechnical Exploration

Henderson County CTE Expansion

Henderson, Kentucky

AEI Project No. 214-113

Dear Mr. Richey:

American Engineers, Inc. Field Services Center is pleased to submit this geotechnical report that details

the results of our geotechnical exploration performed at the above referenced site.

The attached report describes the site and subsurface conditions and also details our recommendations

for the proposed project. The Appendices to the report contains a drawing with a boring layout, typed

boring logs, and the results of all laboratory testing.

We appreciate the opportunity to be of service to you on this project and hope to provide further

support on this and other projects in the future. Please contact us if you have any questions regarding

this report.

Respectfully,

AMERICAN ENGINEERS, INC.

Clint Ervin

Graduate Engineer

Dusty Barrett, PE

Geotechnical Project Manager

REPORT OF GEOTECHNICAL EXPLORATION

HENDERSON CTE EXPANSION

HENDERSON, KENTUCKY

Table of Contents

1 GENERAL SITE DESCRIPTION ...................................................................................... 1

2 GENERAL SITE GEOLOGY ............................................................................................ 1

3 SCOPE OF WORK PERFORMED................................................................................... 2

4 RESULTS OF THE EXPLORATION................................................................................. 2

4.1 GENERAL ....................................................................................................2

4.2 SUBSURFACE SOIL CONDITIONS ..........................................................................3

4.3 BEDROCK CONDITIONS ....................................................................................3

4.4 GROUNDWATER CONDITIONS ............................................................................4

4.5 SEISMIC CONDITIONS ......................................................................................4

5 ANALYSES AND RECOMMENDATIONS ...................................................................... 4

5.1 GENERAL SITE WORK......................................................................................4

5.1.1 On-Site Soils .................................................................................................... 4

5.1.2 General Fill Requirements ............................................................................... 5

5.1.3 Pavement Removal ......................................................................................... 5

5.1.4 Subgrade Evaluation/Conditioning ................................................................. 5

5.1.5 Fill Placement .................................................................................................. 6

5.1.6 Soil Movement ................................................................................................ 6

5.1.7 Site Soil Practices ............................................................................................ 6

5.3 GENERAL CONSIDERATIONS...............................................................................8

5.3.1 Construction Monitoring/Testing ................................................................... 8

5.3.2 Construction Considerations ........................................................................... 8

5.3.3 Limitations....................................................................................................... 8

Appendices

Appendix A – Boring Layout

Appendix B – Typed Boring Logs

Appendix C – Laboratory Testing Results

i

REPORT OF GEOTECHNICAL EXPLORATION

HENDERSON CTE EXPANSION

HENDERSON, KENTUCKY

1 GENERAL SITE DESCRIPTION

The project is located at the existing Henderson County High School at 2424 Zion Rd,

Henderson Kentucky. The proposed project includes expansion of the exisiting Career

and Technical Education facility. Topographic relief can best be described as relatively

level with topographic relief across the site being less than two foot.

The addition is approximately 40 feet by 308 feet. The existing building is masonry

construction and the addition is anticipated to match the existing construction type.

The existing building has a finished floor elevation (FFE) of 402.63 and the addition is

anticipated to match the existing FFE. Structural loads were not available at the time of

this report but maximum expected wall and column loads are nine kips per linear foot

(klf) and 100 kips, respectively.

2 GENERAL SITE GEOLOGY

Available geologic mapping (Geologic Map of part of the Henderson Quadrangle,

Henderson County, Kentucky, KGS 1973) shows the site to be underlain by Quaternary-

aged alluvium and loess deposits. Bedrock beneath the site is anticipated to lie within

the Lisman Formation of Pennsylvanian age.

Mapping describes the alluvium as a heterogeneous mixture of unconsolidated silt,

sand, clay and gravel. The silt and clay are typically light yellowish brown to olive-gray

and medium gray in color, micaceous. Clay is the most abundant in tributary valleys.

The sand ranges from fine to coarse grained, light gray to yellowish brown in color and is

comprised primarily of quartz and chert. The alluvial gravel is commonly intermixed

with sand. The loess is described as predominantly silt with lesser instances of sand.

The silt is commonly light yellowish brown and clayey in part.

Mine mapping was reviewed for the project site. Previous mining has taken place in the

vicinity of the existing school, specifically about 0.3 miles to the west and about 0.5

miles to the southeast. In these areas the mining occurred in the No. 11 coal bed at

about Elevation 350 in the late 1960s. The seam was reportedly 42 inches thick. Based

on review of the available maps, it does not appear that mining has occurred beneath

the school.

During the course of a typical geotechnical investigation it is impossible to investigate a

site to such an extent to fully identify the possibility of future ground subsidence due to

1

mining or other geologic hazards. It should be understood and accepted by the Owner

that there is always some risk of future ground subsidence when building in any region

where mining activity is known to historically exist.

3 SCOPE OF WORK PERFORMED

The geotechnical exploration consisted of drilling three soil profile borings within the

limits of the proposed addition. Each of the soil borings were drilled to a depth of auger

refusal or to a predetermined boring termination depth of 30 feet. Borings were staked

and elevated by AEI field services personnel.

The borings were drilled by an AEI drill crew using a truck-mounted drill rig equipped

with continuous flight hollow-stem augers. An Engineering Soils Technician was on site

throughout the investigation to log the recovered samples, with particular attention

given to soil type, color, relative moisture content, primary constituents and soil

strength consistencies. Standard Penetration Tests (SPT’s) were performed on two and

one-half foot centers throughout the soil test borings. Soil samples were collected from

the split-barrel samplers and stored in sealed plastic bags at the site. A total of three

undisturbed Shelby Tubes samples (ST’s) were obtained from selected depth intervals

throughout the soil test borings as well. Recovered samples were returned to the lab

and further classified by experienced laboratory personnel and verified by a

Geotechnical Engineer.

The natural moisture content of the soil samples was determined in the laboratory. The

natural moisture content is denoted as (W%) and shown as a percentage of the dry

weight of the soil on the boring logs. In addition, Atterberg Limits and grain size analysis

tests were performed on samples representative of the predominant soil horizons. The

results of the laboratory tests are summarized in Appendix C.

The soils were classified in the laboratory in general accordance with the Unified Soil

Classification System (USCS). The Unified symbol for each stratum is shown on the

legend for the typed boring logs. The testing was performed in accordance with the

generally accepted standards for such tests.

4 RESULTS OF THE EXPLORATION

4.1 GENERAL

Information provided in the Appendices for this report includes a boring layout, typed

boring logs, results of the laboratory tests and other relevant geotechnical information.

A description of the subsurface soil, bedrock and groundwater conditions follows.

2

4.2 SUBSURFACE SOIL CONDITIONS

The generalized subsurface conditions encountered at the boring locations, including

descriptions of the various strata and their depths and thicknesses are presented on the

Typed Boring Logs in Appendix B.

Asphalt overlying crushed aggregate was encountered at the existing surface in each of

the soil profile borings and was about ten inches thick. Beneath the asphaltic pavement,

low to moderate plasticity residual clays were typically encountered to the auger refusal

depths. The clays were typically described as sandy lean clay, containing trace fine

gravel, typically gray to light brown in color, wet to saturated of anticipated optimum

moisture content for compaction and medium stiff to stiff in strength consistency.

Atterberg Limits testing was performed on samples representative of the predominant

soil horizons and the results indicate that the near-surface clay soils classify as sandy CL

(Clay of Low plasticity), lean clay, in accordance with the USCS. Liquid limit test results

range from 29 to 35 percent with corresponding plasticity indices from nine to 16

percent, respectively. Unconfined compressive strength tests were performed on the

undisturbed Shelby tube samples and resulted in values ranging from about 1,200 psf to

1,400 psf. Together the SPT N-values and unconfined compressive strength results

indicated soft to medium stiff clay soils.

Natural moisture contents of the clay soils range from about 21 to 31 percent with most

values between 23 and 27 percent. Results of Atterberg limits and moisture content

testing indicate that the residual clays are typically at a moisture content near to about

ten percent wet of the plastic limit.

The stratification shown on the boring logs is based on the field and laboratory data

acquired during this exploration. The change in soil from one type to another shown at

specific depths on the logs is, in general, not intended to indicate a zone of exact change

but rather the general area of change from one soil type to another; in-situ, the

transition is gradual.

4.3 BEDROCK CONDITIONS

Refusal, as would be indicated by the Driller on the field boring logs, indicates a depth

where either essentially no downward progress can be made by the auger or where the

N-value indicates essentially no penetration of the split-spoon sampler. It is normally

indicative of a very hard or very dense material such as large boulders or the upper

bedrock surface. Auger refusal was encountered in all borings at a depth ranging from

about 26 feet to 30 feet beneath the existing ground surface.

3

4.4 GROUNDWATER CONDITIONS

Groundwater was encountered in Boring B-1 at a depth of 7.8 ft below the existing

ground surface during the investigation. In cohesive soils such as those encountered at

the site, a long time is required for the hydrostatic groundwater level to come to

equilibrium in the borehole. The short-term groundwater levels reported by the drill

crew are not generally indicative of the long-term groundwater level. To accurately

determine the long-term groundwater level, as well as the seasonal and precipitation

induced fluctuations of the groundwater level, it is necessary to install piezometers in

the borings, and monitor them for an extended length of time. Frequently,

groundwater conditions affecting construction in this region are caused by trapped or

perched groundwater, which occurs within the soil materials or at the soil/rock interface

in irregular, discontinuous locations. If these water bodies are encountered during

excavation, they can produce seepage durations and rates that will vary depending on

the recent rainfall activity and the hydraulic conductivity of the material.

4.5 SEISMIC CONDITIONS

According to the 2012 edition of the Kentucky Building Code and the subsurface

conditions encountered in the borings, Site Class D should be utilized for any seismic

structural design.

Soil liquefaction analysis was outside the scope of this investigation. Prior studies in this

region on similar soil types indicate that the potential for liquefaction is moderate and is

primarily dependent on the variability of site soils and earthquake severity.

Consideration for seismic loading and liquefaction potential beyond this level of

investigation is left to the discretion of the structural framing and foundation design

engineer.

5 ANALYSES AND RECOMMENDATIONS

The recommendations that follow are based on our conceptual understanding of the

project. As the site design is advanced, please notify us of any significant design

changes so that our recommendations can be reviewed and modified as necessary.

5.1 GENERAL SITE WORK

5.1.1 On-Site Soils

The near-surface soils on this site are residual clays which classify as low plasticity sandy

lean clay, CL, in accordance with the USCS. These soils exhibit low to moderate

potential to swell or shrink when exposed to long-term increases or decreases in

moisture content. These soils are suitable for use as fill material provided they are

wetted or dried to moisture contents suitable for compaction.

4

5.1.2 General Fill Requirements

Any material, whether borrowed on-site or imported to the site, placed as engineered

fill on the site beneath the proposed on-grade structures such as pavement, parking

lots, sidewalks, etc., should be an approved material, free of environmental

contamination, vegetation, topsoil, organic material, wet soil, construction debris and

rock fragments greater than six inches in diameter.

We recommend that any borrow material, if needed, consist of granular or lean clay

materials or mixtures thereof with Unified Classifications of CL, SC or GC. We further

recommend high plasticity clays, known as fat clays (CH soils) not be imported to the site

due to their potential for volume changes with fluctuations in moisture content.

The preferred borrow material should have a Plasticity Index (PI) less than 20 and a

standard Proctor maximum dry density of at least 95 pcf. Engineering classification and

standard Proctor tests should be performed on all potential borrow soils and the test

results evaluated by an AEI Geotechnical Engineer to evaluate the suitability of the soil

for use as engineered fill.

5.1.3 Pavement Removal

The existing asphalt should be cleaved/ broken and left in place. This will allow for a

stable platform for construction while also allowing for engineered fill placement. The

west portion of the addition may require removal of the asphalt to achieve the correct

FFE. If the asphalt and portions of the underlying crushed aggregate are removed, it

should be anticipated that remediation of the surface soils will likely be required.

5.1.4 Subgrade Evaluation/Conditioning

Once the surface material is removed, areas to receive fill should be “proofrolled” under

the observation of an AEI Geotechnical Engineer or Technician to evaluate the subgrade

for suitability for fill placement. The proofrolling should be performed using heavy

construction equipment such as a fully loaded single or tandem axle dump truck

(approximately 20-25 tons), passing repeatedly over the subgrade at a slow rate of

speed. Subgrade soils that are considered unstable after proofrolling should be

stabilized by additional compaction or by one or more of the following methods;

in-place stabilization using chemical methods (lime/soil cement), removal and

replacement with engineered fill, partial depth removal and replacement with a crushed

(angular) aggregate layer, or partial depth removal and replacement with a geogrid and

a crushed aggregate layer. The specific method of treatment will be based on the

conditions present at the time the proofrolling is performed and local availability of

materials and economic factors. The selection of the appropriate method to mitigate

degrading subgrade soils is dependent on the time of year site work is anticipated, cost,

5

anticipated effectiveness and scheduling impacts. AEI can assist in selecting this method

considering all factors.

Once the subgrade is judged to be relatively uniform and suitable for support of

engineered fill, fill areas should be brought to design elevations with on site soil and/or

suitable off-site borrow material placed and compacted as specified in Section 5.1.5 Fill

Placement.

5.1.5 Fill Placement

Suitable fill material placed under building areas should be placed in maximum eight

inch (loose thickness) horizontal lifts, with each lift being compacted to a minimum of 98

percent of the standard Proctor maximum dry density, at a moisture content within two

percent of optimum. The compaction requirement may be reduced to 95 percent in

parking areas and 92 percent in proposed landscape areas. At this site, wetting or

drying of the soils will typically be necessary to achieve a moisture content suitable for

compaction. Representative and adequate field density testing should be performed by

AEI to verify that compaction requirements have been met.

5.1.6 Soil Movement

Site grading should be maintained during construction so that positive drainage is

promoted at all times. Final site grading should be accomplished in such a manner as to

divert surface runoff and roof drains away from the foundation elements and paved

areas. Precipitation runoff should be collected in storm sewers as quickly as possible.

Maintenance should be performed regularly on paved areas to seal pavement cracks

and reduce surface water infiltration into the pavement subgrade.

5.1.7 Site Soil Practices

Working with the on-site soils will demand sensible construction practices and

techniques. Some of these include:

Prevent stripping too far in advance of actual earthwork needs. Problems arise

when broad areas of clay/silt mixtures are exposed and allowed to become wet

and soft from rainfall. Once saturated, deep rutting can occur by movement of

construction equipment.

Strip areas to receive fill in small, sequential areas as needed. These areas

should be limited to the contractor’s abilities to reasonably place and compact

fill material.

Schedule earthwork construction to take full advantage of a summer season.

Generally, the on-site clays and silts need to be placed within two percent of

6

optimum moisture content to achieve compaction and reduce the potential for

subgrade volume change. This moisture range is difficult to achieve in the winter

and early spring when rainfall activity is more prevalent and soil drying is not

always possible.

Maintain good surface drainage during earthwork construction. Grade

construction areas on a daily basis if necessary to promote sheet drainage of

precipitation and seal all engineered fill placed with a smooth drum steel roller

at the end of each day.

Perform frequent density tests during fill placement to confirm achievement of

proper compaction.

5.2 STRUCTURE FOUNDATIONS

5.2.1 Recommended Bearing Capacity Values

Due to the presence of relatively soft and wet native clays beneath the proposed

building footprint two foundation options are proposed.

1. The primary recommended foundation type would consist of Rammed

Aggregate Piers/ Vibro Piers installed to a uniform depth beneath the building

foundation elements. The spacing and diameter should be determined by a

specialized contractor but typical diameters range from 18 to 36 inches while

spacing ranges from six to 12 feet. Anticipated depths could be up to 30 feet.

An allowable bearing capacity for native soils improved with these systems

would be in the range of 6,000 to 8,000 psf. Rammed Aggregate Piers/ Vibro

Piers are installed by several specialized contractors. A non-comprehensive list

and contact information for firms potentially capable of performing this work

can be provided upon request.

2. As an alternative, drilled shafts bearing on bedrock could be utilized to support

the foundation elements. Rock coring would be required to determine the

feasibility of this option and to determine an allowable rock bearing capacity.

Additional design recommendations can be provided upon request for a drilled

shaft foundation option.

These recommendations are provided in consideration of the field-testing, laboratory

testing, local codes, and our experience with materials of similar description.

7

5.3 GENERAL CONSIDERATIONS

5.3.1 Construction Monitoring/Testing

Field density and moisture content determinations should be made on each lift of fill

with a minimum of one test per 3,000 to 5,000 square feet in building pad areas, one

test per lift per 5,000 to 10,000 square feet in other fill areas and one test per lift per

100 to 200 linear feet of utility trench backfill. All construction operations involving

earthwork and paving should be performed in the presence of an experienced

representative of AEI. The representative would operate under the direct supervision of

an AEI Geotechnical Engineer. Some adjustments in the test frequencies may be

required based upon the general fill types, changes in the fill material and soil conditions

at the time of placement.

Site problems can be avoided or reduced if proper field observation and testing services

are provided. We recommend all foundation excavations, proofrolling, site and

subgrade preparation, subgrade stabilization (if used) and pavement construction be

monitored by AEI. Density tests should be performed to verify compaction and

moisture content for all earthwork operations. Field observations should be performed

prior to and during concrete placement operations.

5.3.2 Construction Considerations

The surface soils at the site are susceptible to loss of bearing capacity (pumping) by the

action of water and construction equipment. Once the subgrade has been stripped, cut

to grade and performed adequately during proofrolling, it should be sealed at the end of

each filling day with a smooth drum roller and sloped to sheet drain rainwater. Any

material disturbed by rainwater and construction operations should be undercut prior

to placing the next lift of fill.

If the project is to begin in the fall and continue through the winter, care must be taken

not to place frozen soil, as proper compaction will be impossible. Moisture contents

must also be carefully monitored during the winter, as wet soil will be difficult to dry.

5.3.3 Limitations

Based on review of mine mapping, it is apparent that mining has occurred at depth

near or possibly even under the site. Accordingly, the existing building is at the same

risk as the proposed addition. Our recommendations, if followed during design and

construction, will provide the addition with comparable performance to the existing

building. It should be noted that previously mined areas are more prone to damage

during a seismic event than those areas without mining.

8

The conclusions and recommendations presented herein are based on information

gathered from the borings advanced during this exploration using that degree of care

and skill ordinarily exercised under similar circumstances by competent members of the

engineering profession. No warranties can be made regarding the continuity of

conditions between the borings. We will retain samples acquired for this project for a

period of 30 days subsequent to the submittal date printed on the cover of this report.

After this period, the samples will be discarded unless otherwise requested.

9

APPENDIX A

Boring Layout

APPENDIX B

Boring Logs

FIELD TESTING PROCEDURES

The general field procedures employed by the Field Services Center are summarized in the following

outline. The procedures utilized by the AEI Field Service Center are recognized methods for

determining soil and rock distribution and ground water conditions. These methods include

geophysical and in situ methods as well as borings.

Soil Borings are drilled to obtain subsurface samples using one of several alternate techniques

depending upon the surface conditions. Borings are advanced into the ground using continuous flight

augers. At prescribed intervals throughout the boring depths, soil samples are obtained with a split-

spoon or thin-walled sampler and sealed in airtight glass jars and labeled. The sampler is first seated

6 inches to penetrate loose cuttings and then driven an additional foot, where possible, with blows

from a 140 pound hammer falling 30 inches. The number of blows required to drive the sampler

each six-inch increment is recorded. The penetration resistance, or “N-value” is designated as the

number of hammer blows required to drive the sampler the final foot and, when properly evaluated,

is an index to cohesion for clays and relative density for sands. The split spoon sampling procedures

used during the exploration are in general accordance with ASTM D 1586. Split spoon samples are

considered to provide disturbed samples, yet are appropriate for most engineering applications.

Thin-walled (Shelby tube) samples are considered to provide undisturbed samples and obtained

when warranted in general accordance with ASTM D 1587.

These drilling methods are not capable of penetrating through material designated as “refusal

materials.” Refusal, thus indicated, may result from hard cemented soil, soft weathered rock, coarse

gravel or boulders, thin rock seams, or the upper surface of sound continuous rock. Core drilling

procedures are required to determine the character and continuity of refusal materials.

Core Drilling Procedures for use on refusal materials. Prior to coring, casing is set in the boring

through the overburden soils. Refusal materials are then cored according to ASTM D-2113 using a

diamond bit attached to the end of a hollow double tube core barrel. This device is rotated at high

speeds and the cuttings are brought to the surface by circulating water. Samples of the material

penetrated are protected and retained in the inner tube, which is retrieved at the end of each drill run.

Upon retrieval of the inner tube the core is recovered, measured and placed in boxes for storage.

The subsurface conditions encountered during drilling are reported on a field test boring record by

the driller. The record contains information concerning the boring method, samples attempted and

recovered, indications of the presence of various materials such as coarse gravel, cobbles, etc., and

observations between samples. Therefore, these boring records contain both factual and interpretive

information. The field boring records are on file in our office.

The soil and rock samples plus the field boring records are reviewed by a geotechnical engineer. The

engineer classifies the soil in general accordance with the procedures outlined in ASTM D 2487 and

D 2488 and prepares the final boring records which are the basis for all evaluations and

recommendations.

Representative portions of soil samples are placed in sealed containers and transported to the

laboratory. In the laboratory, the samples are examined to verify the driller’s field classifications.

Test Boring Records are attached which show the soil descriptions and penetration resistances.

The final boring records represent our interpretation of the contents of the field records based on the

results of the engineering examinations and tests of the field samples. These records depict

subsurface conditions at the specific locations and at the particular time when drilled. Soil conditions

at other locations may differ from conditions occurring at these boring locations. Also, the passage

of time may result in a change in the subsurface soil and ground water conditions at these boring

locations. The lines designate the interface between soil or refusal materials on the records and on

profiles represent approximate boundaries. The transition between materials may be gradual. The

final boring records are included with this report.

Water table readings are normally taken in conjunction with borings and are recorded on the “Boring

Logs”. These readings indicate the approximate location of the hydrostatic water table at the time of

our field investigation. Where impervious soils are encountered (clayey soils) the amount of water

seepage into the boring is small, and it is generally not possible to establish the location of

hydrostatic water table through water level readings. The ground water table may also be dependent

upon the amount of precipitation at the site during a particular period of time. Fluctuations in the

water table should be expected with variations in precipitation, surface run-off, evaporation and other

factors.

The time of boring water level reported on the boring records is determined by field crews as the

drilling tools are advanced. The boring water level is detected by changes in the drilling rate, soil

samples obtained, etc. Additional water table readings are generally obtained at least 24 hours after

the borings are completed. The time lag of at least 24 hours is used to permit stabilization of the

ground water table which has been disrupted by the drilling operations. The readings are taken by

dropping a weighted line down the boring or using as electrical probe to detect the water level

surface.

Occasionally the borings will cave-in, preventing water level readings from being obtained or

trapping drilling water above the caved-in zone. The cave-in depth is also measured and recorded on

the boring records.

Sampling Terminology

Undisturbed Sampling: Thin-walled or Shelby tube samples used for visual examination,

classification tests and quantitative laboratory testing. This procedure is described by ASTM D

1587. Each tube, together with the encased soil, is carefully removed from the ground, made airtight

and transported to the laboratory. Locations and depths of undisturbed samples are shown on the

“Boring Logs.”

Bag Sampling: Bulk samples of soil are obtained at selected locations. These samples consist of

soil brought to the surface by the drilling augers, or obtained from test pits or the ground surface

using hand tools. Samples are placed in bags, with sealed jar samples of the material, and taken to

our laboratory for testing where more mass material is required (i.e. Proctors and CBR’s). The

locations of these samples are indicated on the appropriate logs, or on the Boring Location Plan.

T:\10 PROJECTS\210-000 Folder Template\Geotech\REPORTS\Class System.doc

CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

COHESIVE SOILS

(Clay, Silt, and Mixtures)

CONSISTENCY SPT N-VALUE Qu/Qp (tsf) PLASTICITY

Very Soft 2 blows/ft or less 0 – 0.25 Degree of Plasticity

Soft 2 to 4 blows/ft 0.25 – 0.49 Plasticity Index (PI)

Medium Stiff 4 to 8 blows/ft 0.50 – 0.99 Low 0 – 7

Stiff 8 to 15 blows/ft 1.00 – 2.00 Medium 8 – 22

Very Stiff 15 to 30 blows/ft 2.00 – 4.00 High over 22

Hard 30 blows/ft or more > 4.00

NON-COHESIVE SOILS

(Silt, Sand, Gravel, and Mixtures)

DENSITY SPT N-VALUE PARTICLE SIZE IDENTIFICATION

Very Loose 4 blows/ft or less Boulders 12 inch diameter or more

Loose 4 to 10 blows/ft Cobbles 3 to 12 inch diameter

Medium Dense 10 to 30 blows/ft Gravel Coarse – 1 to 3 inch

Dense 30 to 50 blows/ft Medium – ½ to 1 inch

Very Dense 50 blows/ft or more Fine – ¼ to ½ inch

Sand Coarse – 0.6mm to ¼ inch

RELATIVE PROPORTIONS Medium – 0.2mm to 0.6mm

Descriptive Term Percent

Trace 1 – 10 Fine – 0.05mm to 0.2mm

Trace to Some 11 – 20

Some 21 – 35 Silt 0.05mm to 0.005mm

And 36 – 50

Clay 0.005mm

NOTES

Classification – The Unified Soil Classification System is used to identify soil unless otherwise noted.

Standard “N” Penetration Test (SPT) (ASTM D1586) – Driving a 2-inch O.D., 1 3/8-inch I.D. sampler a distance of 1 foot into undisturbed soil with a 140-pound hammer free falling a distance of 30 inches. It is customary to drive the spoon 6-

inches to seat the sampler into undisturbed soil, and then perform the test. The number of hammer blows for seating the spoon

and making the tests are recorded for each 6 inches of penetration on the field drill long (e.g., 10/8/7). On the report log, the

Standard Penetration Test result (i.e., the N value) is normally presented and consists of the sum of the 2nd and 3rd penetration

counts (i.e., N = 8 + 7 = 15 blows/ft.)

Soil Property Symbols

Qu: Unconfined Compressive Strength N: Standard Penetration Value (see above)

Qp: Unconfined Comp. Strength (pocket pent.) omc: Optimum Moisture content

LL: Liquid Limit, % (Atterberg Limit) PL: Plastic Limit, % (Atterberg Limit)

PI: Plasticity Index mdd: Maximum Dry Density

APPENDIX C

Laboratory Testing Results

Your Geotechnical Engineering Report To help manage your risks, this information is being provided because subsurface issues are a major cause of

construction delays, cost overruns, disputes, and claims.

Geotechnical Services are Performed for

Specific Projects, Purposes, and People

Geotechnical engineers structure their services to meet

the specific needs of their clients. A geotechnical

engineering exploration conducted for an engineer may

not fulfill the needs of a contractor or even another

engineer. Each geotechnical engineering exploration and

report is unique and is prepared solely for the client. No

one except the client should rely on the geotechnical

engineering report without first consulting with the

geotechnical engineer who prepared it. The report should

not be applied for any project or purpose except the one

originally intended.

Read the Entire Report

To avoid serious problems, the full geotechnical

engineering report should be read in its entirety. Do not

only read selected sections or the executive summary.

A Unique Set of Project-Specific Factors is the

Basis for a Geotechnical Engineering Report

Geotechnical engineers consider a numerous unique,

project-specific factors when determining the scope of a

study. Typical factors include: the client’s goals,

objectives, project costs, risk management preferences,

proposed structures, structures on site, topography, and

other proposed or existing site improvements, such as

access roads, parking lots, and utilities. Unless indicated

otherwise by the geotechnical engineer who conducted

the original exploration, a geotechnical engineering

report should not be relied upon if it was:

• not prepared for you or your project,

• not prepared for the specific site explored, or

• completed before important changes to the project

were implemented.

Typical changes that can lessen 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 multi-story hotel to a parking lot

• finished floor elevation, location, orientation, or

weight of the proposed structure, anticipated loads or

• project ownership

Geotechnical engineers cannot be held liable or

responsible for issues that occur because their report did

not take into account development items of which they

were not informed. The geotechnical engineer should

always be notified of any project changes. Upon

notification, it should be requested of the geotechnical

engineer to give an assessment of the impact of the

project changes.

Subsurface Conditions Can Change

A geotechnical engineering report is based on conditions

that exist at the time of the exploration. A geotechnical

engineering report should not be relied upon if its

reliability could be in question due to factors such as

man-made events as construction on or adjacent to the

site, natural events such as floods, earthquakes, or

groundwater fluctuation, or time. To determine if a

geotechnical report is still reliable, contact the

geotechnical engineer. Major problems could be avoided

by performing a minimal amount of additional analysis

and/or testing.

Most Geotechnical Findings are Professional

Opinions

Geotechnical site explorations identify subsurface

conditions only at those points where subsurface tests are

conducted or samples are taken. Geotechnical engineers

review field logs and laboratory data and apply their

professional judgment to make conclusions about the

subsurface conditions throughout the site. Actual

subsurface conditions may differ from those indicated in

the report. Retaining the geotechnical engineer who

developed your report to provide construction

observation is the most effective method of managing the

risk associated with unanticipated conditions.

The Recommendations within a Report Are Not

Final

Do not put too much faith on the construction

recommendations included in the report. The

recommendations are not final due to geotechnical

engineers developing them principally from judgment

and opinion. Only by observing actual subsurface

conditions revealed during construction can geotechnical

engineers finalize their recommendations. Responsibility

and liability cannot be assumed for the recommendations

65 Aberdeen Drive

Glasgow, KY 42141

270-651-7220

within the report by the geotechnical engineer who

developed the report if that engineer does not perform

construction observation.

A Geotechnical Engineering Report Is Subject

To Misinterpretation

Misinterpretation of geotechnical engineering reports has

resulted in costly problems. The risk of misinterpretation

can be lowered after the submittal of the final report by

having the geotechnical engineer consult with

appropriate members of the design team. The

geotechnical engineer could also be retained to review

crucial parts of the plans and specifications put together

by the design team. The geotechnical engineering report

can also be misinterpreted by contractors which can

result in many problems. By participating in pre-bid and

preconstruction meetings and providing construction

observations by the geotechnical engineer, many risks

can be reduced.

Final Boring Logs Should not be Re-drawn

Geotechnical engineers prepare final boring logs and

testing results based on field logs and laboratory data.

The logs included in a final geotechnical engineering

report should never be redrawn to be included in

architectural or design drawings due to errors that could

be made. Electronic reproduction is acceptable, along

with photographic reproduction, but it should be

understood that separating logs from the report can

elevate risk.

Contractors Need a Complete Report and

Guidance

By limiting what is provided for bid preparation,

contractors are not liable for unforeseen subsurface

conditions although some owners and design

professionals believe the opposite to be true. The

complete geotechnical engineering report, accompanied

with a cover letter or transmittal, should be provided to

contractors to help prevent costly problems. The letter

states that the report was not prepared for purposes of bid

development and the report’s accuracy is limited.

Although a fee may be required, encourage the

contractors to consult with the geotechnical engineer

who prepared the report and/or to conduct additional

studies to obtain the specific types of information they

need or prefer. A prebid conference involving the owner,

geotechnical engineer, and contractors can prove to be

very valuable. If needed, allow contractors sufficient

time to perform additional studies. Upon doing this you

might be in a position to give contractors the best

information available to you, while requiring them to at

least share some of the financial responsibilities

stemming from unanticipated conditions.

Closely Read Responsibility Provisions

Geotechnical engineering is not as exact as other

engineering disciplines. This lack of understanding by

clients, design professionals, and contractors has created

unrealistic expectations that have led to disappointments,

claims, and disputes. To minimize such risks, a variety of

explanatory provisions may be included in the report by

the geotechnical engineer. To help others recognize their

own responsibilities and risks, many of these provisions

indicate where the geotechnical engineer’s

responsibilities begin and end. These provisions should

be read carefully, questions asked if needed, and the

geotechnical engineer should provide satisfactory

responses.

Environmental Issues/Concerns are not Covered

Unforeseen environmental issues can lead to project

delays or even failures. Geotechnical engineering

reports do not usually include environmental findings,

conclusions, or recommendations. As with a

geotechnical engineering report, do not rely on an

environmental report that was prepared for someone else.

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