project manual - ftp.envisionky.comftp.envisionky.com/etfcu/00 liberty financial... · m2.1 frist...

PROJECT MANUAL

New Branch Location 2925 Wimsatt Court

Owensboro, Kentucky 42303

-A DIVISION OF -

Evansville Teachers Federal Credit Union 4401 Theater Drive Evansville, IN 47716

101 East Second Street Suite 101


1808-257

November, 2018

PROJECT MANUAL

New Branch Location

2925 Wimsatt Court Owensboro, Kentucky 42303

Evansville Teachers Federal Credit Union 4401 Theater Drive Evansville, IN 47716

101 East Second Street Suite 101


1808-257

November, 2018

Liberty Financial Project No. 1808-257 Owensboro, Kentucky -a division of- Evansville Teachers Federal Credit Union

TABLE OF CONTENTS 00 00 01 / Page 1 of 3

Division Section Title Page DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS 00 00 00 - Title Page 1 00 00 01 - Table of Contents 3 00 01 15 - List of Drawings 2 00 20 00 - General Conditions 39 00 20 10 - Supplementary General Conditions 3 00 90 00 - Geotechnical Investigation Report 45 DIVISION 01 - GENERAL REQUIREMENTS 01 10 00 - Summary 3 01 21 00 - Allowances 2 01 22 00 - Unit Prices 2 01 26 00 - Contract Modification Procedures 2 01 29 00 - Payment Procedures 3 01 31 00 - Project Management and Coordination 4 01 33 00 - Submittal Procedures 6 01 40 00 - Quality Requirements 7 01 42 00 - References 2 01 50 00 - Temporary Facilities and Controls 4 01 60 00 - Product Requirements 3 01 63 50 - Substitution Procedures 2 01 73 00 - Execution Requirements 5 01 74 19 - Construction Waste Management and Disposal 2 01 77 00 - Closeout Procedures 5 01 78 10 - Project Record Documents 3 01 78 20 - Operations and Maintenance Data 3 01 82 00 - Demonstration and Training 3 DIVISION 02 - EXISTING CONDITIONS - NOT USED DIVISION 03 - CONCRETE 03 30 00 - Cast-in-Place Concrete 16 DIVISION 04 - MASONRY 04 05 31 - TotalFlash® Cavity Wall Flashing/Drainage System 2 04 21 13 - Brick Masonry 10 04 43 13.13 - Anchored Stone Masonry Veneer 12 DIVISION 05 - METALS 05 55 00 - Metal Fabrications 6 DIVISION 06 - WOOD, PLASTICS AND COMPOSITES 06 10 00 - Miscellaneous Rough Carpentry 2 06 16 00 - Sheathing 3 06 40 23 - Interior Architectural Woodwork 3 DIVISION 07 - THERMAL AND MOISTURE PROTECTION 07 19 00 - Water Repellents 4 07 21 00 - Thermal Insulation 3 07 21 13 - Polymer-Based Exterior Finish System (EIFS) 5 07 41 13.16 - Standing Seam Metal Roof Panels 8



07 71 00 - Roof Specialties 5 07 72 00 - Roof Accessories 4 07 72 43 - Snow Guards 2 07 92 00 - Joint Sealants 4 DIVISION 08 - OPENINGS 08 11 13 - Hollow Metal Doors and Frames 6 08 41 13 - Aluminum Framed Entrances and Storefronts 8 08 71 00 - Door Hardware 13 08 88 00 - Glazing 7 08 81 19 - Fixed Louvers 5 DIVISION 09 - FINISHES 09 22 16 - Non Structural Metal Framing 4 09 29 00 - Gypsum Board 6 09 30 00 - Tiling 4 09 51 13 - Acoustical Ceiling Panels 5 09 65 13 - Resilient Base and Accessories 3 09 65 19 - Resilient Tile Flooring 4 09 68 13 - Tile Carpeting 3 09 91 13 - Exterior Painting 4 09 91 23 - Painting 6 DIVISION 10 - SPECIALTIES 10 14 23 - Panel Signage 2 10 21 13 - Toilet Compartments 4 10 44 13 - Fire Protection Cabinets 4 10 44 16 - Fire Extinguishers 2 10 75 00 - Flagpole 4 DIVISION 11 - 20 - NOT USED DIVISION 21 – FIRE SUPPRESSION 21 05 00 - Common Work Results for Fire Suppression 7 21 05 48 - Vibration and Seismic Controls for Fire Suppression Piping and Equipment 4 21 10 00 Water-Based Fire-Suppression Systems 17 21 11 00 - Facility Fire-Suppression Water-Service Piping 7 DIVISION 22 - PLUMBING 22 05 00 - Common Work Results For Plumbing 12 22 05 23 - General-Duty Valves for Plumbing Piping 5 22 05 29 - Hangers and Supports for Plumbing Piping and Equipment 9 22 05 48 - Vibration and Seismic Controls for Plumbing Piping and Equipment 5 22 07 00 - Plumbing Insulation 9 22 11 13 - Facility Water Distribution Piping 10 22 11 16 - Domestic Water Piping 9 22 11 19 - Domestic Water Piping Specialties 3 22 13 13 - Facility Sanitary Sewers 9 22 13 16 - Sanitary Waste and Vent Piping 6 22 13 19 - Sanitary Waste Piping Specialties 4 22 33 00 - Electric Domestic Water Heaters 4 22 40 00 - Plumbing Fixtures 9 22 47 00 - Drinking Fountains and Water Coolers 5



DIVISION 23 - HEATING VENTILATING AND AIR CONDITIONING 23 05 00 - Common Work Results for HVAC 10 23 05 13 - Common Motor Requirements for HVAC Equipment 3 23 05 29 - Hangers and Supports for HVAC Piping and Equipment 11 23 05 48 - Vibration and Seismic Controls for HVAC Piping and Equipment 6 23 05 53 - Identification for HVAC Piping and Equipment 3 23 05 93 - Testing, Adjusting, and Balancing for HVAC 12 23 07 00 - HVAC Insulation 15 23 11 23 - Facility Natural-Gas Piping 9 23 23 00 - Refrigerant Piping 6 23 31 13 - Metal Ducts 10 23 33 00 - Air Duct Accessories 5 23 34 23 - HVAC Power Ventilators 4 23 37 13 - Diffusers, Registers, and Grilles 2 23 54 00 - Furnaces 8 DIVISION 24 - 25 - NOT USED DIVISION 26 - ELECTRICAL 26 05 00 - Common Work Results for Electrical 3 26 05 19 - Low Voltage Electrical Power Conductors and Cables 4 26 05 26 - Grounding and Bonding for Electrical Systems 4 26 05 29 - Hangers and Supports for Electrical Systems 7 26 05 33 - Raceways and Boxes for Electrical Systems 7 26 05 53 - Identification for Electrical Systems 5 26 09 23- Lighting Control Devices 4 26 24 16 - Panelboards 7 26 27 26 - Wiring Devices 5 26 28 16 - Enclosed Switches and Circuit Breakers 5 26 51 00- Interior Lighting 4 26 56 00 - Exterior Lighting 5 DIVISION 27 - COMMUNICATIONS 27 05 00 - Common Work Results for Communications 4 27 13 10 - Structured Voice * Data Cabling Systems 9 27 60 20 - Cable TV Video Distribution Cabling Systems 7 DIVISION 28-30 - NOT USED DIVISION 31 - EARTHWORK 31 20 00 - Earth Moving 10 DIVISION 32 - SITE IMPROVEMENTS 32 12 16 - Asphalt Paving 5 32 13 13 - Concrete Paving 5 32 84 00 - Planting Irrigation 11 32 92 00 - Turf and Grasses 5 32 93 00 - Plants 7


LIST OF DRAWING SHEETS 00 01 15 / Page 1 of 2

SECTION 00 01 15 - LIST OF DRAWING SHEETS PART 1 - List of Drawing Sheets

1.1 LIST OF DRAWINGS

A. Drawings: Drawings consist of the Contract Drawings and other drawings listed on the Table of Contents page of the separately bound drawing set titled "EVANSVILLE TEACHER'S FEDERAL CREDIT UNION", dated August 2017 as modified by subsequent Addenda and Contract modifications.

B. List of Drawings: Drawings consist of the following Contract Drawings and other drawings of type indicated:

1. G0.0 COVER.

2. C10 FINAL DEVELOPMENT PLAN 3. C20 GRADING AND DRAINAGE PLAN 4. C21 PAVEMENT PLAN 5. C30 UTILITY PLAN 6. C40 EROSION PREVENSION & SEDIMENT CONTROL PLAN 7. C50 DETAILS 8. C51 DETAILS

. 9. L1.1 LANDSCAPING PLAN 10. L1.2 LANDSCAPING DETAILS – DUMPSTER ENCLOSURE

11. S1.0 GENERAL NOTES 12. S1.1 GENERAL NOTES 13. S2.0 FOUNDATION PLAN 14. S2.1 SECTION & DETAILS 15. S2.2 SECTION & DETAILS 16. S3.0 ROOF FRAMING PLAN 17. S3.1 SECTIONS AND DETAILS 18. S3.2 SECTIONS & DETAILS

19. A1.1 FLOOR PLAN 20. A1.2 ENLARGED PLANS AND DETAILS 21. A2.1 REFLECTED CEILING PLAN, DETAILS 22. A2.2 REFLECTED CEILING DETAILS 23. A3.1 ROOF PLAN 24. A4.1 EXTERIOR ELEVATIONS 25. A5.1 BUILDING SECTIONS 26. A6.1 WALL SECTIONS AND DETAILS 27. A6.2 WALL SECTIONS AND DETAILS 28. A7.1 WINDOW SCHEDULE AND DETAILS 29. A8.1 DOOR SCHEDULE AND DETAILS 30. A9.1 FINISH SCHEDULE, ENLARGED PLANS, ELEVATIONS

31. FP1.1 FIRST FLOOR FIRE PROTECTION PLAN 32. P1.1 FOUNDATION PLUMBING PLAN 33. P1.2 FIRST FLOOR PLUMBING PLAN 34. P1.3 ROOF PLUMBING PLAN 35. P3.1 PLUMBING DETAILS

P4.1 PLUMBING SCHEDULES


LIST OF DRAWING SHEETS 00 01 15 / Page 2 of 2

36. M1.1 FIRST FLOOR HVAC PLAN 37. M2.1 FRIST FLOOR HVAC PIPING PLAN 38. M3.1 HVAC DETAILS 39. M4.1 HVAC SCHEDULES

40. E1.1 ELECTRICAL LEGEND 41. E1.2 LIGHTING FIXTURE SCHEDULE 42. E1.3 LIGHTING FIXTURE SCHEDULE, CONT’D 43. E1.4 ELECTRICAL DETAILS 44. E2.1 POWER AND SYSTEMS PLAN 45. E3.1 LIGHTING PLAN 46. E4.1 BUSSING AND ONE-LINE DIAGRAMS 47. E5.1 ELECTRICAL SITE PLAN

FAULKNER-FAIN DRAWINGS – for information and coordination. 48. A0 REFERENCE PLAN 49. A1 RECEPTION DESK CASEWORK 50. A2 LOBBY 101 CASEWORK 51. A3 WORKROOM 134 CASEWORK 52. A4 BREAKROOM 109 CASEWORK 53. A5 WELLNESS 133 CASEWORK 54. A6 MEN 113 LAVATORY CASEWORK 55. A7 WOMEN 114 LAVATORY CASEWORK 56. A8 WINDOW & DOOR ELEVATION AND DETAILS 57. A9 WINDOW & DOOR ELEVATION AND DETAILS 58. A10 WINDOW & DOOR ELEVATION AND DETAILS 59. A11 WINDOW & DOOR ELEVATION AND DETAILS 60. A12 CROWN & MOULDING DETAILS

END OF SECTION 00 01 15


SUPPLEMENTARY GENERAL CONDITIONS Page 1 of 3

002010 - SUPPLEMENTARY GENERAL CONDITIONS The following supplements modify, change, delete from or add to the "General Conditions of the Contract for Construction", AIA Document A201, 1997. Where any Article of the General Conditions is modified or any Paragraph, Subparagraph or Clause thereof is modified or deleted by these Supplementary Conditions, the unaltered provisions of that Article, Paragraph, Subparagraph or Clause shall remain in effect. ARTICLE 1: GENERAL PROVISIONS Add the following to 1.2.3.: 1.2.3 In the event of conflicts or discrepancies among the Contract Documents, interpretations will be based on the following priorities. 1. The Agreement. 2. Addenda, with those of later date having precedence over those of earlier date. 3. The Supplementary Conditions. 4. The General Conditions of the Contract for Construction. 5. Drawings and Specifications. In the case of an inconsistency between Drawings and Specifications or within either Document not clarified by addendum, the better quality or greater quantity of work shall be provided in accordance with the Architect's interpretation. ARTICLE 2: OWNER Delete Subparagraph 2.2.5 and substitute the following: 2.2.5 The Contractor may print and reproduce copies of the Drawings and Project Manuals from obtained electronic files as needed during construction. At the Contractor’s request, sets may be furnished (within 7 days) at the cost of reproduction, postage and handling, plus ten percent. ARTICLE 3: CONTRACTOR 3.4 LABOR AND MATERIALS Add the following Subparagraphs 3.4.4 and 3.4.5 to 3.4: 3.4.4 The Contractor shall complete the Form of Proposal showing the name of the manufacturer proposed to be used for each of the products listed and, where applicable, the name of the installing contractor. 3.4.5 The Architect will promptly reply in writing to the Contractor stating whether the Owner or the Architect, after due investigation, has reasonable objection to any such proposal. If adequate data on any proposed manufacturer or installer is not available, the Architect may state that a ction will be deferred until the Contractor provides further data. Failure of the Owner or the Architect to reply promptly shall constitute notice of no reasonable objection. Failure to object to a manufacturer shall not constitute a waiver of any of the requirements of the Contract Documents, and all products furnished by the listed manufacturer must conform to such requirements. Add the following Clause 3.4.5.1: 3.4.4.1 After the Contract has been executed, the Owner and the Architect will consider a formal request for the substitution of products in place of those specified only under the conditions set forth in Paragraph 3.12.8.



ARTICLE 8: TIME 8.1 DEFINITIONS 8.1.1 Add the following sentence: The Contract Time, as stated above is Three Hundred (300) calendar days after execution of the Owner-Contractor Agreement. ARTICLE 9: PAYMENTS AND COMPLETION Add the following Clause 9.3.1.3 Until fifty percent (50%) Completion, the Owner will pay 90 per cent of the amount due the Contractor on account of progress payments. After fifty percent (50%) Completion the Owner will pay 95 per cent of the amount due the Contractor on account of progress payments ARTICLE 11: INSURANCE AND BONDS 11.1 CONTRACTOR'S LIABILITY INSURANCE 11.1.1 In the first line following the word "maintain", insert the words "in a company or companies licensed to do business in the state in which the project is located". 11.1.1.8 Liability Insurance shall include all major divisions of coverage and be on a comprehensive basis including: 1. Premises Operations (including X-C/U as applicable). 2. Independent Contractors' Protective. 3. Products and Complete Operations. 4. Personal Injury Liability with Employment Exclusion deleted. 5. Contractual--including specified provision for Contractor's Obligation under Paragraph 4.18. 6. Owned, non-owned and hired motor vehicles. 7. Broad Form Property Damage including Completed Operations. 8. Umbrella Excess Liability. Add the following Clause 11.1.2.1 to 11.1.2: 11.1.2.1 The insurance required by Subparagraph 11.1.1 shall be written for not less than the following, or greater if required by law: 1. Workers' Compensation: (a) State: (b) Applicable Federal (e.g., Longshoremen's): Statutory (c) Employer's Liability: 2. Comprehensive General Liability (including Premises-Operations; Independent Contractors' Protective; Products and Completed Operations; Broad Form Property Damage). (a) Bodily Injury: $1,000,000.00 Each Occurrence $1,000,000.00 Annual Aggregate (b) Property Damage: $1,000,000.00 Each Occurrence $1,000,000.00 Annual Aggregate (c) Products and Completed Operations to be maintained for two (2) years after final payment. (d) Property Damage Liability Insurance shall provide X, C or U coverage as applicable.



3. Contractual Liability: (a) Bodily Injury: $1,000,000.00 (b) Property Damage: $1,000,000.00 Each Occurrence $1,000,000.00 Annual Aggregate 4. Personal injury, with Employment Exclusion deleted: $1,000,000.00 5. Comprehensive Automobile Liability: (a) Bodily Injury: $1,000,000.00 Each Person $1,000,000.00 Each Occurrence (b) Property Damage: $1,000,000.00 6. Umbrella Excess Liability: $1,000,000.00 over primary insurance NOTE: The State of Kentucky has a no-fault automobile insurance requirement. The Contractor shall be certain coverage is provided which conforms to any specific stipulation in the law. 11.5 PERFORMANCE AND PAYMENT BOND 11.5.1 Delete Subparagraph 11.4.1 and substitute the following: "The Contractor shall furnish bonds covering faithful performance of the Contract and payment of obligations arising thereunder. Bonds may be obtained through the Contractor's usual source and the cost thereof shall be included in the Contract Sum. The amount of each bond shall be equal to 100% of the Contract Sum." 11.5.1.1 Add the following paragraph: "The Contractor shall deliver the required bonds to the Owner not later than the date the Agreement is entered into, or if the Work is to be commenced prior thereto in response to a letter of intent, the Contractor shall, prior to the commencement of the Work, submit evidence satisfactory to the Owner that such bonds will be furnished." 11.5.1.2 Add the following paragraph: "The Contractor shall require the attorney-in-fact who executes the required bonds on behalf of the surety to affix thereto a certified and current copy of the power of attorney." ARTICLE 14 - TERMINATION OR SUSPENSION OF THE CONTRACT DELETE PARAGRAPH 14.1.3 AND SUBSTITUTE THE FOLLOWING: 14.1.3 If either of the events described in Article 14, Subparagraph 14.1.1.3 or 14.1.1.4 occur, the Contractor may, upon seven days written notice to the Owner and Architect, terminate the Contract and recover from the Owner payment for work completed up to the date of the terminating event, and may also recover proven losses with respect to materials, equipment, tools, and construction equipment and machinery, including reasonable overhead, profit and all \ other proven special or consequential damages. However, Owner shall not be liable to Contractor for any special or consequential damages of any kind or nature whatsoever upon the occurrence of either of the events described in Article 14, Subparagraph 14.1.1.1 or 14.1.1.2. END OF SUPPLEMENTARY GENERAL CONDITIONS

SUBSURFACE INVESTIGATION &

GEOTECHNICAL RECOMMENDATIONS

HIGHLAND POINTE, UNIT 1

OWENSBORO, KENTUCKY

AWE PROJECT NO.: 18EV0039

PREPARED FOR:

EVANSVILLE TEACHERS FEDERAL CREDIT UNION

EVANSVILLE, INDIANA

PREPARED BY: ALT & WITZIG ENGINEERING, INC.

EVANSVILLE, INDIANA

SEPTEMBER 14, 2018

September 14, 2018

Evansville Teachers Federal Credit Union

4401 Theatre Drive

P.O. Box 5129

Evansville, Indiana 47716

Attention: Ms. Stacey Shroud

Report of Subsurface Investigation and Geotechnical Recommendations

RE: Highland Pointe, Unit 1

Office Expansion

Owensboro, Kentucky

Alt & Witzig Project No.: 18EV0039

Dear Ms. Shroud:

In compliance with your request, Alt & Witzig Engineering, Inc. has completed a subsurface

investigation for the above mentioned site. The Statement of Objectives, Scope of Work, and

results of our investigation are presented in the following report. It is our pleasure to transmit a

.pdf copy of our findings.

The results of our test borings and laboratory tests completed to date are presented in the appendix

of the report. Our recommendations for the project are presented in the “Geotechnical Analyses and

Recommendations” section of the report. If you have any questions or comments regarding this

matter, please contact us at your convenience.

Sincerely,

ALT & WITZIG ENGINEERING, INC.

Logan M. Folz, E.I. Patrick A. Knoll, P.E.

Project Engineer

Alt & Witzig Engineering, Inc. 6200 Maxwell Avenue, Suite C Evansville, Indiana 47715

Ph (812) 422-4446 Fax (812) 422-8377

Offices: Cincinnati, Ohio Columbus, Ohio

Evansville Ft. Wayne Indianapolis Lafayette Merrillville, South Bend, Indiana

Subsurface Investigation and Foundation Engineering

Construction Materials Testing and Inspection

Environmental Services

Subsurface Investigation & Geotechnical Recommendations

Highland Pointe, Unit 1- Owensboro, Kentucky

Alt & Witzig File: 18EV0039

TABLE OF CONTENTS

EXECUTIVE SUMMARY ........................................................................................................................ 1

1.0 INTRODUCTION .............................................................................................................................. 1

1.1 Purpose ....................................................................................................................................... 1 1.2 Statement of Objectives ............................................................................................................. 1 1.3 Incorporations by Reference ...................................................................................................... 1 1.4 Report Reliance .......................................................................................................................... 1

2.0 BACKGROUND INFORMATION ........................................................................................................ 2

2.1 Site Location .............................................................................................................................. 2

2.2 Site Description .......................................................................................................................... 2

3.0 WORK PERFORMED ....................................................................................................................... 5

3.1 Boring Locations ........................................................................................................................ 5 3.2 Soil Sampling ............................................................................................................................. 5

3.2.1 Soil Sampling Methodology ................................................................................................ 5

3.2.2 Laboratory Analyses for Soil Samples ................................................................................ 6 3.3 Groundwater Elevation .............................................................................................................. 6

3.4 Ground Surface Elevation .......................................................................................................... 6

4.0 INVESTIGATION RESULTS .............................................................................................................. 7

4.1 Subsurface Conditions ................................................................................................................ 7

4.2 Water Observations .................................................................................................................... 7

4.3 Seismic Parameters .................................................................................................................... 7

5.0 GEOTECHNICAL ANALYSES AND RECOMMENDATIONS ................................................................ 8

5.1 Project Description ..................................................................................................................... 8

5.2 Bulk Earthwork .......................................................................................................................... 8 5.2.1 Site Preparation ................................................................................................................... 8

5.2.2 Compaction Specifications .................................................................................................. 9

5.3 Foundation Recommendations ................................................................................................. 10 5.4 Floor Slab Recommendations .................................................................................................. 11

5.5 Proposed Parking and Drive Areas .......................................................................................... 12 5.7 Groundwater Considerations .................................................................................................... 13

6.0 STATEMENT OF LIMITATIONS ..................................................................................................... 14

APPENDIX

Boring Location Map

Boring Logs

General Notes

USGS Seismic Maps Summary

Custom Soil Resource Report for Daviess County




Page 1

EXECUTIVE SUMMARY

Alt & Witzig Engineering, Inc. has performed a subsurface investigation and geotechnical analysis

for the proposed office building as part of the Highland Pointe Development in Owensboro,

Kentucky. This investigation was performed for Evansville Teachers Federal Credit Union

Authorization to perform this investigation was in the form of an Alt & Witzig proposal accepted by

Ms. Stacey Shroud of Evansville Teachers Federal Credit Union and an executed agreement.

In compliance with your request, we have completed a total of 8 soil borings at the above referenced

site for the proposed building. 5 of the borings were completed in the area of the proposed structure,

and 3 borings were completed in the area of the proposed pavement. We understand that the 6,000

square foot office building will be a single story slab-on-grade type structure.

The purpose of this investigation was to determine the various soil profile components, the

engineering characteristics of the subsurface materials, and to provide geotechnical

recommendations and design parameters for use by design engineers in preparing the construction

plans for the development of the two structures and pavements.

The following conditions and concerns are relevant for this project.

A total of 8 borings were drilled across the site for the proposed office building and surrounding pavements. The borings typically consisted of cohesive material for the entire

depths of the borings. The Standard Penetration Test values typically ranged from 3 to 17

with an average of approximately 6.6. Fill, typically consisting of brown medium stiff silt,

was encountered to a depth of 5 feet below the ground surface, and was underlain by very

soft and soft natural silty clay for the remainder of the borings.

Spread footings and continuous wall footings can be used to support the proposed office building. A net allowable soil bearing pressure of 1,200-psf is recommended to design

conventional spread footings and continuous wall footings. The low bearing capacity would

be needed to limit settlement to less than 1-inch. The above recommended bearing pressure

assumes the footings will be founded on the natural clay, or documented compacted fill. If

undercutting of the undocumented fill soils is not desired or a higher bearing capacity is

desired a ground modification system such as rammed aggregate piers or vibratory stone

columns could be used with shallow foundations to support the structural loads.

The ground floor for the proposed structure can be constructed as a slab-on-grade supported by firm existing soils and/or well-compacted fill materials. A proofroll to identify unstable

areas is recommended prior to placement of subbase stone. Any yielding areas should be

remediated at the time of construction with undercut and replacement with additional

subbase stone.




Page 1

1.0 INTRODUCTION

1.1 Purpose

The purpose of this investigation was to determine the various soil profile components, the

engineering characteristics of the subsurface materials, and to provide geotechnical

recommendations and design parameters for use by design engineers in preparing the construction

plans and bid documents for the proposed office building and surrounding pavements.

1.2 Statement of Objectives

In compliance with your request, we have completed a total of 8 soil borings at the above referenced

site for the proposed office building in Owensboro, Kentucky.

This project included:

A review of geological maps of the area and review of geologic and related literature

A reconnaissance of the immediate site and subsurface exploration

Field and laboratory testing

Engineering analysis and evaluation of the materials

1.3 Incorporations by Reference

Our subsurface investigation was conducted in accordance with guidelines set forth in the scope of

services and applicable industry standards. This investigation was performed for Evansville

Teachers Federal Credit Union. The proposed statement of objectives and scope of work were

outlined in the form of Alt & Witzig Engineering Proposal Number 1808EV005 duly authorized by

Ms. Stacey Shroud of Evansville Teachers Federal Credit Union.

1.4 Report Reliance

This report is solely for the use of Evansville Teachers Federal Credit Union and any reliance of this

report by third parties shall be at such party’s sole risk and may not contain sufficient information

for purposes of other parties for other uses. This report shall only be presented in full and may not

be used to support any other objectives than those set out in the scope of work, except where written

approval and consent are provided by Evansville Teachers Federal Credit Union and Alt & Witzig

Engineering.




Page 2

2.0 BACKGROUND INFORMATION

2.1 Site Location

The site of the proposed development is located between Highway 60 and Wimsatt Court in

Owensboro, Kentucky. The proposed structure is located immediately to the north of an existing

commercial structure, and across Wimsatt Court from an existing Evansville Teachers Federal

Credit Union. The location of the site is shown on the figures below.

2.2 Site Description

The existing site currently is a grassy area. Figure 1 below, shows the approximate location of the

proposed structure and pavements. Construction of the car wash depicted had not yet been started at

the time of this investigation. Figure 2 below is an aerial of the existing site with the approximate

project limits. Drainage across the site appears to be across the ground surface and into the existing

retention pond to the north of the site.

Figure 1: Site Plan Prepared By Bryant Engineers, Inc.




Page 3

Figure 2: 2018 Google Aerial- Site Location

2.3 Site History

As seen in Figure 3 below significant earthwork was completed at the site between 2005 and 2008.

The commercial structure to the south of the site was constructed in 2011, and the Evansville

Teachers Federal Credit Union was constructed in 2015. A previous Alt & Witzig geotechnical

investigation was completed for the Evansville Teachers Federal Credit Union prior to construction,

Alt & Witzig file 14EV0029.


Prior to the completion of earthwork at the site, trees were located along the eastern portion of the

site as seen in Figure 4 below.




Page 4





Page 5

3.0 WORK PERFORMED

3.1 Boring Locations

A total of 8 borings were drilled to obtain soil characteristics for the proposed building. Borings B-1

through B-5 were completed for the proposed office structure and possible future expansion. Borings

P-1 through P-3 were completed in the area of the proposed pavements. Borings are located as shown

on the enclosed Boring Location Plan found in the appendix and in Figure 3 below.

Figure 5: Boring Locations

3.2 Soil Sampling

Field investigations to determine the engineering characteristics of the subsurface materials included a

reconnaissance of the project site and drilling 8 borings performed for this investigation. A standard

penetration test with split-spoon sampling was performed during drilling operations. The apparent

groundwater level at each boring location was also determined.

3.2.1 Soil Sampling Methodology

The soil borings were performed with a drilling rig equipped with a rotary head. Conventional

hollow-stem augers were used to advance the holes. Borings were accessed by a track mounted

drilling rig. During the sampling procedure, standard penetration tests were performed at regular

intervals in accordance with ASTM Method D 1586 to obtain the standard penetration value of the

soil. The standard penetration value is defined as the number of blows a 140 lb hammer, falling 30

inches, required to advance the split-spoon sampler 12 inches into the soil. The results of the standard

penetration tests indicate the relative density and comparative consistency of the soils, and thereby

provide a basis for estimating the relative strength and compressibility of the soil profile components.




Page 6

Soil samples were field classified and placed in unpreserved glass jars with Teflon-lined lids for

transport to our geotechnical laboratory for further analysis.

3.2.2 Laboratory Analyses for Soil Samples

A supplementary laboratory investigation was conducted to ascertain additional pertinent engineering

characteristics of the subsurface materials necessary in analyzing the behavior of the proposed

structure. All phases of the laboratory investigation were conducted in general accordance with

applicable ASTM Specifications. The laboratory-testing program included:

ASTM D 2488 - Visual Soil Classification

ASTM D 2216 - Moisture Content Testing

Samples of the cohesive soil from the split-spoon-sampling device were frequently tested in

unconfined compression by use of a calibrated spring testing machine. In addition, a calibrated soil

penetrometer was used as an aid in determining the strength of the soil. The values of the unconfined

compressive strength as determined on soil samples from the split-spoon sampling must be considered,

recognizing the manner in which they were obtained since the split-spoon sampling techniques provide

a representative but somewhat disturbed soil sample.

3.3 Groundwater Elevation

Initial depths to groundwater were estimated based on where water was observed on the sampling

rods. Upon completion of drilling activities, the depth to water was measured using a 100-foot tape

measure with a weighted end. The depths presented on the Boring Logs are accurate only for the

day on which they were recorded. The exact location of the water table shall be anticipated to

fluctuate depending upon normal seasonal variations in preparation and surface runoff.

3.4 Ground Surface Elevation

The exact ground surface elevations at each boring location were not known at the time of the

investigation. According to Google Earth the ground surface varies from approximately 420 to 422

feet across the site.




Page 7

4.0 INVESTIGATION RESULTS

The types of subsurface materials encountered have been visually classified in accordance to

accepted ASTM methods and are described in detail on the Boring Logs. The results of the field

penetration tests, strength tests, water level observations and laboratory water contents are presented

on the Boring Logs in numerical form. Representative samples encountered in the field were placed

in sample jars and are now stored in our laboratory for further analysis if desired. Unless notified to

the contrary, all samples will be disposed of after 30 days.

4.1 Subsurface Conditions

A total of 8 borings were drilled across the site for the proposed office building and surrounding

pavements. The borings typically consisted of cohesive material for the entire depths of the borings.

The Standard Penetration Test values typically ranged from 3 to 17 with an average of

approximately 6.6. Fill, typically consisting of brown medium stiff silt, was encountered to a depth

of 5 feet below the ground surface, and was underlain by very soft and soft natural silty clay for the

remainder of the borings.

4.2 Water Observations

Groundwater was encountered as shallow as 20 feet below the ground surface during drilling

operations, and 19 feet upon completion of drilling operations. 24-hours after the completion of boring

B-5 groundwater was encountered at a depth of 7 feet below the ground surface. It generally takes

several days to weeks of observation to accurately estimate the elevation of the water table. The

exact level of the water table should be expected to fluctuate based on seasonal variations.

4.3 Seismic Parameters

An evaluation of the seismic site class has been performed for this site. The Indiana Building Code

indicates that the seismic site class is determined by averaging soil conditions within the top 100

feet with respect to the shear wave velocity. This evaluation is based on data obtained on soil to

termination of the borings and our knowledge of soils in the area. Based on the field and laboratory

tests performed on the encountered subsurface materials to boring termination, this site should be

considered a Site Class D in accordance with the current Kentucky Building Code. Seismic

acceleration parameters of Ss=0.427g and S1=0.168g can be utilized for design, assuming the

building has risk category of 1, 2, or 3. The results of the USGS Design Maps Summary Report can

be reviewed in the appendix of this report.




Page 8

5.0 GEOTECHNICAL ANALYSES AND RECOMMENDATIONS

5.1 Project Description

It is understood that a 6,000 sq. ft. office type structure is to be built with the possibility of a 3,000

sq. ft. future expansion. It is anticipated the building will be a one story slab-on-grade structure with

surrounding pavements.

Current site elevations across the site vary from approximately 420 to 422. Due to the flat nature of

the site, it is anticipated that the finished floor elevation will be near the existing ground surface.

It is estimated that the structure will be moderately loaded. Maximum column and wall loads of 40

kips and 2 kips/ft are estimated, respectively. If actual loads differ drastically from the above estimated

loads, Alt & Witzig Engineering should be contacted to provide further, if any, recommendations that

could be necessary.

5.2 Bulk Earthwork

5.2.1 Site Preparation

We anticipate that little earthwork will be required due to the flat nature of the site, but the exact

grading plan was not known at the time of this report. We recommend that once a grading plan is

generated, it be provided to Alt & Witzig to determine if further recommendations are warranted

with respect to earthwork operations.

Prior to placing any fill material across the site, the entire site should be stripped of the vegetation

and existing infrastructure. It is recommended that after stripping has been performed, the exposed

subgrade of the fill areas should be proofroll inspected with approved equipment. This proofroll

inspection will determine if any pockets of soft unsuitable materials exist beneath the proposed

building areas. If any pockets of unsuitable materials are encountered, the material should be

remediated by removal and replacement with suitable on site fill, chemical stabilization, or disc and

aerating soils. The method of stabilization will be determined by the proof-roll and weather

conditions at the time of construction.

The ability to obtain the above recommended compaction requirements are dependent upon the

moisture contents of the fill soils. Early summer to mid fall has traditionally provided the most

favorable weather conditions for earthwork. Earthwork undertaken during the wetter portions of the

year typically encounter substantial difficulties associated with snow and rain. Obtaining proper

compaction is often very difficult due to excessive moisture in the fill soils and sub-grade areas.

Because of the sensitivity of the shallow clay soils to moisture, they often tend to roll or pump with

moisture contents of 1 to 2-percent over optimum moisture content. The exact method of

remediation will depend on the failure and should be determined by Alt & Witzig Engineering at

the time of the proof-roll inspection.




Page 9

It should be noted that considerable heavy construction traffic over the exposed sub-grade may

cause rutting and pumping. Caution should be exercised to direct construction traffic such that the

sub-grade does not fail due to construction activities.

5.2.2 Compaction Specifications

After remediation of soil/yielding soils identified in the proof-roll inspection, the site should be

raised or lowered to subgrade elevation. Using approved materials, it is recommended that the

minimum dry density as determined in accordance with ASTM D-698 be achieved in the various

areas across the site where fill will be needed. The following table illustrates the recommended

compaction percentage in several areas of the site:

Area

Min. Percentage of

Compaction

ASTM D 698

Acceptable

Material

Typical

Maximum Lift

Thickness

Roads, Drives, &

Parking Areas (including

future areas)

98% Any besides ML, MH,

CH, OL, OH 8"

Under Foundations and

Footings 98%

Any besides ML, MH,

CH, OL, OH 8"

Sub grade Below Slab-

On-Grade 98%

Dense grade crushed

stone or other coarse

grained material

approved by the

geotechnical engineer

8"

Lower Level Walls 98%

Clean, GW or SW

containing less than 5

percent fines by weight,

approved by

geotechnical engineer.

8”

Construction of

Permanent Slopes 98%

Any besides ML, MH,

CH, OL, OH 8”

Green Space (not

including permanent

slopes)

85% Any 12"

Landscaped Areas

(Upper 1 ft) Maximum 90% Any 12"

USCS Classifications:

GW-Well Graded Gravel

GP-Poorly Graded Gravel

GM-Silty Gravel

GC-Clayey Gravel

SW-Well Graded Sand

SP-Poorly Graded Sand

SM-Silty Sand

SC-Clayey Sand

CL-Lean Clay

ML-Silt

CH-Fat Clay

MH-Elastic Silt

OL-Organic Clay/Silt

OH-Organic Clay/Silt




Page 10

5.3 Foundation Recommendations

Shallow Foundations

Spread footings and continuous wall footings can be used to support the proposed office building.

A net allowable soil bearing pressure of 1,200-psf is recommended to design conventional spread

footings and continuous wall footings. The low bearing capacity would be needed to limit

settlement to less than 1-inch. The above recommended bearing pressure assumes the footings will

be founded on the natural clay, or documented compacted fill. The borings encountered as much as

7.5 feet of undocumented fill, and due to the previous earthwork at the site varying amounts of fill

is anticipated in the area of the proposed footings. Undercuts are likely necessary. Figure 4 below

describes potential remediation methods for the footing undercut areas.

Figure 4: Remediation method for Foundation Support through Unstable Soils

Due to the previous disturbance to the site, it is strongly recommended that all foundation excavations

be inspected by Alt & Witzig to verify that adequate bearing soils exist in the base of all footings. At

the time of footing inspections, Housel Penetration Tests or other approved tests can be performed on

these foundation soils. Once footings are undercut to native soils, some additional undercutting may be

necessary due to the very soft nature of the natural soils found across the site. In the event soft natural

soils are found in the bottom of footing excavations, these areas should be undercut to suitable bearing

soils. The above recommended bearing pressure is a "net allowable soil pressure". In utilizing this net

allowable pressure for dimensioning footings, it is necessary to consider only those loads applied above

the finished floor elevations. All exterior foundations should be founded a minimum of 30 inches or

greater below the final grade to reduce frost action.

Groundwater was encountered below the termination depth of most borings. Should excessive

seepage from groundwater occur in the excavation, it will have to be dewatered prior to placement

of concrete. A sump pump should be sufficient for this purpose. Under no circumstances should

concrete be placed in groundwater of greater than 2 inches in depth at the base of the excavation.




Page 11

Ground Modification

If undercutting of the undocumented fill soils is not desired or a higher bearing capacity is desired a

ground modification system such as rammed aggregate piers or vibratory stone columns could be

used with shallow foundations to support the structural loads.

Rammed aggregate piers and stone columns densify the surrounding soil and provide a column of

stone founded in a competent soil layer on which to base footings. After proper soil modification

has taken place, conventional shallow footings may be utilized. Bearing capacities achieved

through this type of ground modification will be dictated by tolerable settlement criteria. A

contractor specializing in this type of work should determine specific details as to the exact number,

spacing, and placement of the elements, as well as the final resulting bearing capacity and

settlement estimates.

With the use of a ground modification system, it is anticipated that modifications yielding bearing

capacities in the range of 3,000 to 4,000 psf appear to be feasible. However, the ground

modification designers would have to evaluate and determine specific details and parameters for use

with this system. The design should include settlement limitations of 1-inch total and 0.5-inch

differential settlements.

In utilizing the above-mentioned net allowable pressures for dimensioning footings, it is necessary

to consider only those loads applied above the finished floor elevation. If the above suggested

bearing pressure is used in design of the footings then all interior footings may be founded at a

nominal depth below the finished floor slab, provided suitable bearing soils are present.

5.4 Floor Slab Recommendations

The ground floor for the proposed structures can be constructed as a slab-on-grade supported by

firm existing soils and/or well-compacted fill materials. A proofroll to identify unstable areas is

recommended prior to placement of subbase stone. Any yielding areas should be remediated at the

time of construction with undercut and replacement with additional subbase stone.

After the building areas have been cut/raised to the proper elevation, a 4 to 6-inch compacted

granular fill should be placed immediately beneath all floor slabs. This compacted granular fill will

provide a uniform surface for construction of the slab. This granular fill will provide a uniform

surface for construction of the floor slab and minimize capillary rise of groundwater through the slab.

A vapor barrier should be placed immediately below the floor slab in any areas of the building

where floor coverings such as carpet, vinyl tile, ceramic tile, etc. will be placed. Where floor loads

due to building structure will be necessary a modulus of sub-grade reaction of 75-pci should be used

to dimension the slab thickness.




Page 12

5.5 Proposed Parking and Drive Areas

The shallow soils of the pavement borings consisted of medium-stiff and stiff soil consistency.

Provided these subgrade soils are properly prepared, compacted and moisture conditioned, a design

CBR value of 3.0 can be used for the pavement design. The driveway and parking areas should be

proof-rolled to identify any soft or yielding areas. The exact form of remediation should be

determined in the field at the time of the proofroll inspection.

It is important that all paved areas be designed to prevent water from collecting or ponding

immediately beneath the pavement. It is suggested that underdrains be installed in the pavement

area to minimize potential saturation of these soils. The soils engineer, owner, and site design

engineer should discuss the design and placement of these drains prior to construction. For

underdrains to be effective, minimum installation depths of eighteen inches is suggested. The

drains should consist of a four inch perforated plastic pipe encased in a clean granular backfill such

as a washed No. 57 stone.

Although no specific traffic information was provided, it is anticipated that light-duty pavements

will be primarily subjected to several hundred cars per week. It is anticipated that the heavy-duty

pavements will be primarily subjected to the occasional delivery truck and up to 1 trash truck per

week. The following pavement sections were determined based on these assumed traffic conditions,

utilizing a 20 year design life and a CBR value of 3.0, and the American Association of State

Highway Officials (AASHTO) design method. It must be noted that the design conditions have

been estimated. If actual traffic conditions differ greatly than mentioned above we should be

contacted so that appropriate changes in the design can be made.

MINIMUM PAVEMENT THICKNESS (IN) Light-Duty Heavy-Duty

HMA Surface 1.5 1.5

HMA Binder 2.0 3.0

Sub-base (#53) 6.0 8.0

Alternately, a concrete pavement section may be selected. It is recommended that the concrete be

air entrained and have a minimum modulus of rupture of 600 psi. A minimum of five inches of

concrete is recommended for standard duty and heavy-duty areas. This concrete should be placed

over a well prepared subgrade compacted to 98% of maximum dry density in accordance with

ASTM D-698. Drainage beneath the pavement is critical to performance as mentioned above.

Furthermore, it is recommended that 4 inches of dense grade stone be placed beneath the concrete.

Maximum joint spacing within the concrete pavement on the order of twelve feet is recommended.

Control joints must be sawed a minimum of one-fourth of the thickness of the slab and must be cut

at such a time that random cracking does not occur. It is recommended that the area for placement

of the trash container be constructed with a concrete pad. These concrete aprons will support the

heavy twisting loads often imparted to the pavement section during pick-up of these containers. It

is suggested that six inches of compacted dense grade stone, and eight inches of unreinforced




Page 13

concrete be used to construct the dumpster pad. The concrete pad should be of sufficient size to

accommodate the entire truck.

5.7 Groundwater Considerations

Groundwater was typically encountered at or below the termination depths of the borings during and

upon completion of the drilling. Groundwater was encountered as shallow as 7 feet below the ground

surface in Boring B-5 24 hours after the completion of the borings. Depending upon the time of the

year and the weather conditions when the excavations are made, surface runoff can occur into shallow

excavations causing the softening of the subgrade soils. Since these subsurface materials tend to loosen

when exposed to free water, every effort should be made to keep the excavations dry should water be

encountered. Sump pumps or other conventional dewatering procedures should be sufficient for this

purpose in footing excavations. It is also recommended that all concrete for footings be poured the

same day as the excavation is made in order to prevent the softening of foundation soils.




Page 14

6.0 STATEMENT OF LIMITATIONS

An inherent limitation of any geotechnical engineering study is that conclusions must be drawn on the

basis of data collected at a limited number of discrete locations. The geotechnical parameters provided

in this report were developed from the information obtained from the test borings that depict

subsurface conditions only at these specific locations and on the particular date indicated on the boring

logs. Soil conditions at other locations may differ from conditions encountered at these boring

locations and groundwater levels shall be expected to vary with time. The nature and extent of

variations between the borings may not become evident until the course of construction.

The recommendations submitted are based on the available soil information and assumed design

details enumerated in this report. If actual design details differ from those specified in this report, this

information should be brought to the attention of Alt & Witzig Engineering, Inc. so that it may be

determined if changes in the recommendations herein are required. If deviations from the noted

subsurface conditions are encountered during construction, they should also be brought to the attention

of Alt & Witzig Engineering, Inc.

ALT & WITZIG ENGINEERING, INC.

APPENDIX

Boring Location Map

Boring Logs

General Notes

USGS Seismic Maps Summary

Custom Soil Resource Report for Daviess County

BORING LOCATION PLAN

Project Name:

Office Expansion

Prepared By:

Alt & Witzig Engineering, Inc.

Prepared For:


Location:

Owensboro

Date:

8/13

B-4

B-3

B-2

B-1

P-3

P-2

P-1

B-5

2.5

1.5

1.5

2.0

2.0

2.0

TOPSOIL

Brown SILT with Some Clay(FILL)

Brown and Gray Silty CLAY

End of Boring at 21 feet

0.3

5.0

21.0

10

6

4

3

5

8

1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

21.8

24.3

32.0

28.4

21.0

22.7

1.6

1.2

2.3

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA

Driller J. Livingston D-50 TruckRig Type

Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter

Groundwater Boring Method

- Pressed Shelby Tube

Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT

- Driven Split Spoon

5

10

15

20

20.0 ft.

DCMD

Page of1 1


8/28/18

30

2

B-0118EV0039

- Hollow Stem Augers

in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.

- Continuous Flight Augers- Driving Casing

- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot

DRILLING and SAMPLING INFORMATION

Date Started

PP

-tsf

- Continuous Flight Auger

Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD

- Rock Core- Cuttings

- Mud Drilling

At Completion

Sam

ple

Typ

e

19.0 ft.

Highland Pointe, Unit 1

HSA

BORING LOG

2.0

1.0

2.5

2.0

3.5

TOPSOIL

Gray Silty CLAY(Possible Fill)


Brown SILT


0.2

5.0

20.0

21.0

10

5

4

4

7

17

1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

25.3

26.6

27.4

28.5

21.2

1.7

1.9

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA


Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter



Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT


5

10

15

20

Dry ft.

DCMD

Page of1 1


8/28/18

30

2

B-0218EV0039


in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.


- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot


Date Started

PP

-tsf


Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD


- Mud Drilling

At Completion

Sam

ple

Typ

e

Dry ft.


HSA

BORING LOG

1.0

3.0

1.5

1.5

1.5

1.0

TOPSOIL




0.3

5.0

21.0

11

4

3

4

4

3

1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

23.1

24.0

29.4

27.0

24.3

24.9

1.6

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA


Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter



Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT


5

10

15

20

Dry ft.

DCMD

Page of1 1


8/28/18

30

2

B-0318EV0039


in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.


- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot


Date Started

PP

-tsf


Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD


- Mud Drilling

At Completion

Sam

ple

Typ

e

Dry ft.


HSA

BORING LOG

1.0

2.5

1.5

1.5

2.5

1.0

TOPSOIL




2 Attempts

0.2

5.5

21.0

13

6

4

4

5

5

1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

20.7

23.4

29.4

26.8

25.5

27.6

1.6

3.2

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA


Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter



Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT


5

10

15

20

Dry ft.

DCMD

Page of1 1


8/28/18

30

2

B-0418EV0039


in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.


- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot


Date Started

PP

-tsf


Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD


- Mud Drilling

At Completion

Sam

ple

Typ

e

19.0 ft.


HSA

BORING LOG

2.5

3.0

1.5

1.5

1.0

1.0

2.5

2.0

TOPSOIL

Dark Brown Silty CLAY(Possible Fill)



0.2

5.0

31.0

8

5

3

5

2

6

10

7

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

24.6

27.2

29.8

30.4

29.2

26.8

26.5

22.6

1.4

1.2

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA


Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter



Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT


5

10

15

20

25

30

Dry ft.

DCMD

Page of1 1


8/28/18

30

2

B-0518EV0039


in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.


- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot


Date Started

PP

-tsf


Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD


- Mud Drilling

At Completion

Sam

ple

Typ

e

Dry ft.


HSA

BORING LOG

After 24 hours 7.0 ft.

2.0

1.5

TOPSOIL

Dark Brown SILT with Some Clay(FILL)

Dark Brown Silty CLAY


0.2

5.0

6.0

11

4

1

2

SS

SS

23.1

27.8

1.2

0.9

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA


Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter



Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT


5

Dry ft.

DCMD

Page of1 1


8/28/18

30

2

P-118EV0039


in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.


- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot


Date Started

PP

-tsf


Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD


- Mud Drilling

At Completion

Sam

ple

Typ

e

Dry ft.


HSA

BORING LOG

2.5

2.0

TOPSOIL

Dark Brown SILT with Some Clay(FILL)


0.4

6.0

17

4

1

2

SS

SS

22.7

23.1

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA


Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter



Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT


5

ft.

DCMD

Page of1 1


8/28/18

30

2

P-218EV0039


in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.


- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot


Date Started

PP

-tsf


Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD


- Mud Drilling

At Completion

Sam

ple

Typ

e

ft.


HSA

BORING LOG

3.0

TOPSOIL

Brown Silty CLAY


0.2

6.0

16

4

1

2

SS

SS

20.9

27.3

CFA

Sam

pler

Gra

phic

sR

ecov

ery

Gra

phic

s

Gro

und

Wat

er


ALT & WITZIG FILE #

Moi

stur

e C

onte

nt %

Dry

Uni

t Wei

ght (

pcf)

PROJECT LOCATION

During Drilling

TEST DATA


Qu-

tsf U

ncon

fined

Com

pres

sive

Str

engt

h

Poc

ket P

enet

rom

eter



Sca

le

STCARCCUCT

Sta

ndar

d P

enet

ratio

n

CLIENT


5

ft.

DCMD

Page of1 1


8/28/18

30

2

P-318EV0039


in.

STRATA

ELEV.

SOIL CLASSIFICATION

Sample Type

PROJECT NAME

Str

ata

Sam

ple

No.

in.


- Continuous Tube

SURFACE ELEVATION

140

BORING #

Tes

t, N

- b

low

s/fo

ot


Date Started

PP

-tsf


Rem

arks

Owensboro, Kentucky

8/28/18

HSA

Dep

th

Dep

th

SS

Date Completed

Boring Method

Hammer Wt. lbs.

Hammer Drop

Spoon Sampler OD


- Mud Drilling

At Completion

Sam

ple

Typ

e

ft.


HSA

BORING LOG

Project: Highland Pointe, Unit 1

Location: Owensboro, Kentucky

Number: 18EV0039

MATERIAL GRAPHICS LEGEND

GENERAL NOTES

Apparent water level noted while drilling.

CL-ML: USCS Low PlasticitySilty Clay FILL: Fill (made ground) ML: USCS Silt

TOPSOIL

Apparent water level noted upon completion.

Apparent water level noted upon delayed time.

SS: Split Spoon

SOIL PROPERTY SYMBOLS

Standard "N" penetration value. Blows per foot of a 140-lb hammer falling 30" on a 2" O.D. split-spoon.N:

PP:Pocket Penetrometer, tsf

LL:

Qu:Unconfined Compressive Strength, tsf

Plastic Limit, %PL:Liquid Limit, % PI: Plasticity Index, %

DRILLING AND SAMPLING SYMBOLS

SAMPLER SYMBOLS

RELATIVE DENSITY & CONSISTANCY CLASSIFICATION(NON-COHESIVE SOILS)

TERM BLOWS PER FOOT

Very LooseLoose

Medium DenseDense

Very Dense

0 - 56 - 10

11 - 3031 - 50

>51

RELATIVE DENSITY & CONSISTANCY CLASSIFICATION(COHESIVE SOILS)

TERM BLOWS PER FOOT

Very SoftSoft

Medium StiffStiff

Very StiffHard

0 - 34 - 5

6 - 1011 - 1516 - 30

>31

GROUNDWATER SYMBOLS

GE

NE

RA

L N

OT

ES

- P

RO

JEC

T S

PE

CIF

IC 1

8EV

0039

GIN

T.G

PJ

US

EV

AL.

GD

T 9

/14

/18

Alt & Witzig Engineering, Inc.4105 West 99th St.Carmel, IN 46032Telephone: 317-875-7000Fax:

United StatesDepartment ofAgriculture

A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants

Custom Soil Resource Report forDaviess and Hancock Counties, Kentucky

NaturalResourcesConservationService

September 11, 2018

PrefaceSoil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require

2

http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/https://offices.sc.egov.usda.gov/locator/app?agency=nrcshttp://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951

alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.

3

ContentsPreface.................................................................................................................... 2How Soil Surveys Are Made..................................................................................5Soil Map.................................................................................................................. 8

Soil Map................................................................................................................9Legend................................................................................................................10Map Unit Legend................................................................................................ 11Map Unit Descriptions.........................................................................................11

Daviess and Hancock Counties, Kentucky..................................................... 13uWakA—Wakeland silt loam, 0 to 2 percent slopes, occasionally

flooded.................................................................................................. 13References............................................................................................................15

4

How Soil Surveys Are MadeSoil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape.

Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil

5

scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research.

The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape.

Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties.

While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil proper