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EASTERN KENTUCKY UNIVERSITY

DIVISION OF PURCHASES & STORES

RICHMOND, KENTUCKY

EKU Bypass Pedway

EKU 14-21

DATE: 07/02/20

ADDENDUM NO: Two (2) BID DATE REMINDER

BID DATE JULY 15TH 2:00

Sealed bids marked EKU BYPASS PEDWAY will be due no later than July 15, 2020 at 2:00 PM Eastern Time. Bids will be received in person at the Commonwealth Hall Lobby, 521 Lancaster Ave, Richmond, KY 40475. Attendance is optional. All proposals can be made in person or electronically via e-mail [email protected] no later than 7/15/2020 2:00 PM ET. The Subject of the email shall be “EKU 14-21”. Failure to provide the correct Bid /RFP number in the email may disqualify your submission. An email Read Receipt must be sent by EKU no later than 2pm. Each bid must be accompanied by a 5% Bid Bond or cashier’s check payable to Eastern Kentucky University. ADDENDUM OVERVIEW Project Specification Clarifications:

• Cold Formed Metal Framing should be titled Section 054000

• Steel Decking Specification, 053100, is located before Structural Steel Specification 051200 Project Scope

• L0.0 Maintenance of Traffic Plan Pre-Bid Meeting Minutes attached CONTRACTOR QUESTIONS AND ANSWERS

Question 1: The existing 18” DI water line (indicated by note #3 Sheet SU1.1) is to be sleeved

(approx. 142’lf). What is the detail for this sleeve? What size sleeve? Will this be a clam

shell type steel pipe sleeve with spacers?

Answer: Contractor to use a 22” steel clam sleeve, casing spacers minimum every 8’. Question 2: I wanted to know if this fire alarm system shall be tied into the existing simplex fire alarm network? Answer: Yes, the fire alarm system shall connect to the existing Simplex Campus Fire Alarm Network. Question 3: Does the project require certified payroll? Answer: No. Question 4: With regard to the subject project, is the Geotechnical Report or similar document available to the bidders? Answer: Yes, a Geotechnical Report is available and is attached to this addendum.

ADDITION ADDENDUM ITEMS (Following Question 4 above, additional items will begin with the number 5 below): Item 5: Pre-bid Meeting Minutes and Sign-in Sheet, attached to this addendum. Item 6: Geotechnical Report attached. Item 7: G.C. to include in their base bid:

i. Include the stipulated sum of $40,000.00 for all AT&T work, materials, and labor associated with AT&T WORK ORDER for removal and installation of AT&T CABLE SYSTEMS. All manholes, conduits, trenching, backfilling, and repair of existing road, sidewalk, and walkway surfaces shall be performed by the Contractor and not include in this allowance to AT&T.

ii. Include the stipulated sum of $15,000.00 for all JOHNSON CONTROLS mechanical HVAC monitoring work, materials, and labor associated with JOHNSON CONTROLS WORK ORDER for the installation of JOHNSON CONTROLS HVAC SYSTEMS. All power, conduits, and raceways shall be performed by the Contractor and not include in this allowance to JOHNSON CONTROLS.

iii. Include the stipulated sum of $10,000.00 for all JOHNSON CONTROLS fire alarm monitoring, supervising, and annunciation work, materials, and labor associated with JOHNSON CONTROLS WORK ORDER for the installation of JOHNSON CONTROLS fire alarm systems. All power, conduits, and raceways shall be performed by the Contractor and not include in this allowance to JOHNSON CONTROLS.

Item 8: A list of Unit Prices, Materials and Equipment, and a list of Subcontractors to be completed in its entirety and submitted with the bid documents. Item 9: The fire alarm shall connect to the existing Simplex Campus Fire Alarm Network. See Item 7, section iii above.

Item 10: The north fenced area at the parking lot is intended for contractor site access, a material

staging area, Conex trailers, etc. This area is not for contractor employee parking.

General Contractors will not be charged for parking spaces located inside the project

fences being used for staging, etc. General Contractors will need to purchase parking

permits through the Parking Office for employees to park outside of the fenced

areas.

Item 11: Tubelite is an approved equal to Kawneer.

Item 12: Fast Signs of Louisville is an approved supplier of Building Signage.

Item 13: Kadee Industries is an approved substitution for floor mats (123813).

Item 14: EFCO is an approved substitution for aluminum storefront (084113).

Item 15: Carlisle is an approved substitution for waterproofing (071613).

Item 16: Inclusion of Management of Traffic Plan – Plan for road closures, detours and traffic

control for the duration of the project.

Detour route

Detour and road closure signage details

Notes and procedures

See attachment L0.0 Maintenance of Traffic Plan

LIST OF ATTACHMENTS

1. Pre-bid Meeting Minutes (4 pages) 2. Pre-bid Sign-in Sheet (2 pages) 3. Geotechnical Report (37 pages) 4. Unit Prices / Materials and Equipment / Subcontractor Form (3 pages) 5. L0.0 Maintenance of Traffic Plan (1 page)

PRE-BID MEETING MINUTES

integrity/Architecture, PLLC

2414 Palumbo Drive, Suite 125 integrityarch.com p: 859.368.9712

Lexington, KY 40509 f: 859.368.9713

July 2, 2020

RE:

EKU Bypass Pedway (RCF 1711)

Pre-Bid Meeting

Meeting Date/Time:

June 30, 2020 2:00 PM

Meeting Location:

EKU- Keene Hall Parking Lot

Present:

See attached sign-in sheet

Distribution: all present, File 2006-CA

The purpose of the above referenced meeting was to present / review the project with potential

bidders. The items below were discussed:

1. General

a. Gary Burns – EKU Procurement

b. Brian Wilcox – EKU Facilities Services / Capital Planning

c. Kelly Crocker – EKU Facilities Services / Capital Planning (PM)

d. Bryan Makinen – EKU Safety

e. Sam Montgomery (PM) / Erin Stoffer (PM Assist) / Joey Nolasco (PIC) – i/A

f. Evan McDaniel – Element Design- Landscape/Civil Engineer

g. Grant Wilson – E-tech-MPE Engineer

h. Chris Kelly – Poage - Structural Engineer

2. Project Overview

a. Scope of Work: The Bypass Pedway is intended to tie into the larger campus

masterplan and promote connectivity and a safe route to and from the southern

portion of campus including Keene Hall, and the EKU Center for the Arts. The

pedway will be new construction in a style similar to the Lancaster pedway in order

to maintain campus identity.

b. EKU General Comments: EKU is a tobacco-free campus and all parties shall abide by

these guidelines while on site. COVID safety requirements will be included in the




Lexington, KY 40509 f: 859.368.9713

front-end of the specifications. Please avoid unnecessary contact with EKU students

and staff during construction.

3. Schedule

a. Plans are available at Lynn Imaging

b. Questions Deadline: 7/7/2020 4:00 pm

c. All questions shall be issued through Gary Burns- [email protected]

d. All proposals can be made electronically via e‐mail [email protected] no late

r than 7/15/2020 , 2:00 PM, ET. The subject of the e‐mail shall be “EKU 14‐21”.

Failure to provide the correct Bid/RFP number in the email may disqualify your

submission.

e. Bid Opening: In-person bid opening will occur on first floor of Commonwealth

Bldg., however, bid opening may also be attended remotely via Skype. Please use

following instructions to join remote meeting:

f. Skype Meeting information for the bid open:

a. Join Skype Meeting

b. Join by phone: +1 (859) 622-6338 (meet)

c. Bid Open Date: 7/15/2020

d. Bid Open Time: 2:00PM EST

g. Construction schedule shall be submitted to EKU within 15 days of the date of

commencement

h. Construction schedule shall be CPM format

i. Notice to Proceed to Substantial Completion 240 Calendar Days

j. Substantial Completion to Final Completion 40 Calendar Days

4. Procurement and Bid Requirements

a. Sealed Bids to Include: Complete bid on form of proposal, 5% Bid bond by GC

signed by authorized rep., preferably Contractor owner.

i. Incomplete or irregular bids will be rejected.

ii. Owner reserves the right to reject any and all bids.

b. Insurance: Contractor’s liability insurance by GC. Builder’s risk insurance by GC.

c. Bidder Qualification: 100% Performance and 100% Payment Bond by the GC.

Liquidated damages - $1.660 each day until substantial, $910 each day until final

d. Fees and Special Inspections: Utility tap fees will be paid by Owner, GC to contact

county for any required taxes. Required special inspections paid by the Owner but

directed by the Contractor, all other inspections required will be paid by the G.C.

5. Construction Documents




Lexington, KY 40509 f: 859.368.9713

a. Contract info: Standard EKU agreement.

b. Bid alternates: #1- Frit covering on glazing

c. Allowances: $40,000 for the relocation of the AT& T Communications manhole,

conduit and cable - Supplied in forthcoming Addendum

d. Unit prices: Supplied in forthcoming Addendum and are for unexpected conditions

or change to scope for quantified amounts indicated on plans for underground

utilities work. All trenching and utility lines shall be included in base bid. Prices

include overhead and profit.

e. Utilities relocation: Overhead High voltage transmission lines were previously

relocated, AT&T communications manhole to be relocated and conform to AT&T

standards, street lights, misc. underground utilities between south tower and

Bypass (Bid quantities shown on site utilities plan. Change order +/- Unit Prices to

be issued by addendum)

f. Site Utilities: New transformer to the south of the South Tower, removal of 8” water

line (north side,) 18” water main on the north side of the site to be sleeved. 22"

steel clam shell sleeve, casing spacers minimum every 8' added by addendum.

g. Site Conditions: Staging areas will be in adjacent parking lots. Parking / limits of

construction diagram reviewed.

a. 18 parking spots on the north side, 5 on the south. Spaces inside fencing

are at no cost to contractor. Anything outside fencing will need to be

permitted by GC. Any damage done to site during construction will be

repaired at Contractor’s expense.

h. Traffic Control (road closures and Detours)

a. Closing the Eastern Bypass, a 4-lane high-use road, will require

coordination with EKU stakeholders, the State (state controlled road), and

the City of Richmond. While this is necessary for the safety of everyone, the

closure should occur during non-peak travel times and will need to be for as

short a period of time as reasonable practicable. A detour will need to be

presented, approved and executed for the duration of the needed closure.

The closure will need to be advertised and appropriate signage placed well

in advance to warn the public of the need. Please let us know the proposed

plan. EKU is happy to assist.

b. Contractor to coordinate schedules and closures with EKU and KYTC District

7




Lexington, KY 40509 f: 859.368.9713

c. Items that we anticipate may require traffic management coordination with

EKU, City of Richmond and KYTC District 7 include but are not limited to:

a. Refer to Traffic Management Plan Supplied in forthcoming

Addendum for detailed traffic management procedures.

b. Truss: Delivered in pieces & assembled on site

c. Bridge Floor Deck

d. Bridge Roof

e. Signage: Attached to Storefront, Conduit runs

f. Bridge Windows: All windows to glaze from the outside, all windows

are single pane.

g. EKU prefers Monday, Tuesday or Wednesday nights for road closures

i. Site Work:

a. Ramp

b. Restriping of a portion of both parking lots, accessible route signage

c. Erosion Control: EKU will require best management practices to be followed,

EKU will perform inspections to ensure compliance. Drainage mitigation

from parking lot.

d. Existing trees-verify locations and status of removal on site plan.

e. Retaining “green wall” – pre-engineered retaining system that allows for

plant to grow within the retaining wall structure

j. Structural

a. Foundations-all Foundations will be rock bearing

b. Review Geotech - Supplied in forthcoming Addendum.

c. Refer to Geotech for borings, soundings and rock depth

d. Lean fill to bottom of spread footing

k. Architectural

a. Elevator-only one elevator, south side tower-Basis of design is DC 2100

b. Interior building signage by owner

l. Campus monitoring system

a. Johnson controls for HVAC and Fire Alarm Control

b. Security cameras – By Owner

6. Addenda Items

a. Forthcoming from EKU




Lexington, KY 40509 f: 859.368.9713

The above is not a verbatim account but constitutes the general content of the meeting as

understood by i/A. Corrections, clarifications or amendments to this document should be

submitted within seven (7) days to i/A.

Respectfully Submitted,

Erin Stoffer, AIA

Architect/PM Assist

integrity/Architecture, pllc

Geotechnical Engineers and Geologists

Geotechnical Engineering Exploration

Project: EKU RCF1711 Bypass Pedway

Prepared for: Eastern Kentucky University

Kishore Acharya

February 3, 2017

Providing Geotechnical Engineering ● Forensic ●Geologic ● Special Inspection ● Materials Testing Services

February 3, 2017

Kishore Acharya Associate Director Capital Construction & Project Administration Eastern Kentucky University Commonwealth 1405 521 Lancaster Avenue, Richmond, KY 40475 RE: Report of Geotechnical Exploration

EKU RCF1711 Bypass Pedway Richmond, Kentucky L.E. Gregg Project Number: 2017003

Dear Mr. Kishore,

L.E. Gregg Associates is pleased to present our report for the geotechnical exploration performed at the above referenced site. The attached report presents a review of the project information provided to us, a description of the site and subsurface conditions encountered, as well as any foundation and earthwork recommendations for the proposed project. This field exploration for this study was performed on January 20th, 2017.

Unless prior arrangements are made, any remaining soil samples will be discarded shortly after the issue date of this report. Rock cores will be retained for a period of 12 months and then discarded.

We appreciate the opportunity to assist you on this project. If we can be of further service on this or other projects, please contact us.

Respectfully,

L.E. GREGG ASSOCIATES

Steven Mortimer, EIT Jason Ainslie, P.E. Project Engineer President

TABLE OF CONTENTS Page

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

1.1 PURPOSE OF EXPLORATION............................................................................................... 1

2.0 PROJECT INFORMATION ............................................................................... 1

2.1 BACKGROUND INFORMATION ........................................................................................... 1

2.2 SITE SURFACE CONDITIONS .............................................................................................. 1

2.3 SITE GEOLOGY ..................................................................................................................... 2

2.4 LABORATORY TESTING ...................................................................................................... 2

3.0 EXPLORATION FINDINGS ............................................................................. 2

3.1 SUBSURFACE CONDITIONS ............................................................................................... 2

3.2 SEISMIC SITE CLASSIFICATION ........................................................................................ 4

4.0 GEOTECHNICAL RECOMMENDATIONS ........................................................ 5

4.1 GEOTECHNICAL CONSIDERATIONS ................................................................................. 5

4.2 FOUNDATIONS .................................................................................................................... 6 4.2.1 SOUTH SIDE TOWER FOUNDATIONS ................................................................................................................... 6

4.2.2 NORTH SIDE TOWER FOUNDATIONS .................................................................................................................. 7

4.3 SLAB ON GRADE .................................................................................................................10

4.4 SITE PREPARATION AND GRADING ................................................................................10

4.5 FILL PLACEMENT ...............................................................................................................10

4.6 FOUNDATION AND SITE DRAINAGE ............................................................................... 11

4.7 KARST REGION CONSTRUCTION RECOMMENDATIONS ............................................. 11

4.8 BELOW GRADE WALLS ...................................................................................................... 12

5.0 BASIS FOR RECOMMENDATIONS ................................................................ 13 Key to Symbols and Descriptions

Appendix A – Summary of Laboratory and Drilling Data Appendix B – Logs of Borings Appendix C – Site Location Map and Drawings Appendix D – Seismic Site Class/Design Information

EKU RCF1711 Bypass Pedway February 3, 2017 Geotechnical Report L.E. Gregg Associates

Page 1

1.0 INTRODUCTION

1.1 PURPOSE OF EXPLORATION

The purpose of this exploration was to determine the general subsurface conditions existing at the project sites through a program of controlled drilling, sampling, and testing; and to evaluate these findings with respect to the foundation concept, design, and currently accepted engineering practices. The purpose and scope of services were based off of the RFP from Integrity Architecture, PLLC, dated July 27, 2016 and outlined in L.E. Gregg proposal P16-059A, dated September 22, 2016. More specifically, the objectives are to determine the textures, thicknesses, consistencies and general physical properties of the soil strata encountered at the boring locations, along with the depths to and elevations of the underlying bedrock surface beneath the proposed structure and the general geologic conditions existing at the site. Determine the detailed characteristics of the underlying bedrock if rock is encountered at a depth where it may be considered an economical choice as the bearing medium. Determine the existing surface and subsurface water conditions at the site and their relation to design, construction, and service of the proposed project.

2.0 PROJECT INFORMATION

2.1 BACKGROUND INFORMATION

Project information was provided in a request for proposal to L.E. Gregg Associates from Integrity Architecture, PLLC on behalf of the Eastern Kentucky University (EKU). This exploration was to aid EKU and the design team with the location, feasibility, and site selection of a new pedestrian bridge. The proposed pedestrian bridge for EKU will cross the Eastern Bypass just west of Veterans Boulevard. The proposed bridge will have two main supports on each side of the Eastern Bypass.

2.2 SITE SURFACE CONDITIONS

The proposed site for the southern tower of the pedestrian bridge is located off of the Eastern Bypass, just the northwest of the parking area for Keene Hall. The ground surface in this area is relatively flat and grass covered. There are several overhead and underground utility services located in the proposed area. The proposed location for the tower is directly over a communications manhole. The proposed site for the northern tower and access ramp is located to the north of the Eastern Bypass, just west of the Alumni Coliseum parking lot. The ground surface in this area is grass covered and slopes steeply down to the west/northwest from the Alumni Coliseum parking lot to the intramural sports fields. A fence and a line of trees borders the Eastern Bypass in the area where the proposed bridge will cross the Bypass.


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2.3 SITE GEOLOGY

Geologic information was referenced from the Geologic Map of the Richmond South Quadrangle, Madison County, Kentucky 1966. Materials underlying the site are classified as the Upper Ordovician, Lower Part of the Ashlock Formation. The Lower Part is characterized by limestone that is medium-dark to light-gray and brownish-gray; weathers light to very light gray, fine to medium-grained, with a very irregular texture. The bedding is obscure, thick, wavy, and uneven. The Lower Part of the Ashlock Formation is fossiliferous and mostly consists of brachiopods and bryozoans.

The karst potential in the area of the site is characterized as low, however, there are two (2) medium sinkholes to the north and south of the site. According to the Kentucky Groundwater Data Repository Water Well and Spring Location Map, there are no water wells or springs on the subject site but several in the surrounding area. Average depth to groundwater is approximately 12.6 feet. There are no faults on the site, however; the Tate Creek Fault is located approximately 0.75 miles northeast of the subject site. This fault has not been active in historic times.

2.4 LABORATORY TESTING

The recovered soil samples were transported to L.E. Gregg’s laboratory. Natural moisture content determinations (ASTM D2216), Atterberg limits (ASTM D4318), sieve analysis (ASTM D422), and visual/manual classifications (ASTM D2488) were conducted in general accordance with the American Society of Testing and Materials (ASTM) practices and standards.

3.0 EXPLORATION FINDINGS

3.1 SUBSURFACE CONDITIONS

General

Field testing procedures were performed in general accordance with ASTM practices, procedures, and standards. The borings were advanced using 4” solid flight augers (SFA), also known as continuous flight augers (CFA). Samples were recovered in the undisturbed material below the tip of the auger using the standard drive sample technique in accordance with ASTM D 1586 or the thin walled tube sampling technique in accordance with ASTM D 1587. A 2” O.D. (outside diameter) by 1 ⅜” I.D. (inside diameter) split-spoon sampler was driven a total of 18 inches with the number of blows of a 140 lb. hammer falling 30 inches recorded for each 6 inches of penetration. The sum of the blows for the final 12 inches of penetration is referred to as the Standard Penetration Test (SPT) result, commonly referred to as the N-value, or blow count. Split spoon samples were generally recovered at 0.0, 1.5, 4.0, 6.5, 9.0 ft., and at 5.0 ft. intervals thereafter. The boreholes were backfilled immediately with auger cuttings and/or granular material for safety considerations.


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Soil Conditions

The geotechnical exploration consisted of two (2) soil test borings, B-1 and B-2, and three (3) rock line soundings, S-1 thru S-3. Boring B-1 and sounding S-1 were located at the south tower and the remaining boring and soundings were located at the north tower and access ramp. Approximate boring and sounding locations are shown on the boring layout in Appendix C.

The following subsurface descriptions are of a generalized nature in order to highlight the subsurface stratification features and material characteristics at the boring locations. The boring logs included in Appendix B of this report should be reviewed for specific information at each boring location. Information on actual subsurface conditions exists only at the specific boring locations and is relevant only to the time period that this exploration was performed. Variations may occur and should be expected at the site.

The subsurface conditions are described as follows:

Boring B-1 encountered approximately 18 inches of topsoil followed by a dark brown lean clay material with trace amounts of topsoil to a refusal depth of 4.4 ft. The material was stiff and moist with SPT N-blows of 7 and 15 bpf and natural moisture contents of 26.9 and 19.5%.

Boring B-2 encountered approximately 16 inches of topsoil followed by lean to fat silty clay fill to a refusal depth of 8 ft. The fill material was light brown with dark mineral staining with trace organic material. The material was firm to stiff and moist with SPT N-blows of 8 and 12 bpf and natural moisture contents of 23.9 to 27.5%.

The results for the soil test borings are summarized in Table 1.

Table 1 – Summary of Drilling Depths

Boring Elevation (ft.) Refusal Depth (ft.) Refusal Elevation (ft.)

B-1 989 4.4 984.6

B-2 991 8.0 983.0

S-1 989 4.0 985.0

S-2 990 11.5 978.5

S-3 997 13.7 983.3 *Elevations are approximate and are taken from survey provided by design team.

Rock Conditions

All of the borings in this exploration were advanced to refusal and weathered rock was generally encountered before refusal. Refusal generally indicates materials that cannot be penetrated with typical soil drilling methods. Therefore, refusal can indicate one or more of the following; coarse gravel, boulders, buried concrete, weathered rock, thin rock seams, or the upper surface


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of sound continuous bedrock. Core drilling is then required to determine the characteristics and soundness of the refusal materials.

Refusal depths of 4.4 and 4.0 ft. were encountered for B-1 and S-1 respectively. Refusal depths of 8.0, 11.5, and 13.7 ft. were encountered for B-2, S-2, and S-3 respectively. Rock floaters and a possible rock ledge were encountered on the north side.

Rock core was recovered from both borings. Boring B-1 was cored from 4.4 to 14.4 ft. The first run from 4.4 to 9.4 indicated limestone that was very weathered, medium to dark gray, fine to large grained, thin to medium bedded, and fossiliferous. The second run from 9.4 to 14.4 indicated limestone with similar characteristics, except the rock was not weathered. The core had recoveries (REC) of 78 and 100% and rock quality designations (RQD) of 48 and 86%, which indicates fairly continuous to continuous bedrock of poor to good quality.

Boring B-2 was cored from 8.0 to 13.0 ft. The core indicated limestone which is medium gray, thin to thick bedded, fine to large grained, and fossiliferous with thin clay seams. The core had a REC of 96% and an RQD of 40%, which indicates continuous bedrock of poor qualility.

Water Conditions

Water was not encountered in the borings or sounding during this exploration, however; the soil cuttings from sounding S-3 appeared to have more moisture that the other areas of the site. Surface water or ponding was not encountered on the day of drilling. Groundwater refers to any water that percolates through the soil and can refer to isolated or perched water pockets or water that occurs below the “water table”, which is a zone that remains saturated and water-bearing. The groundwater levels encountered during drilling may fluctuate significantly over time due to weather influences and should not be considered a true static groundwater level.

3.2 SEISMIC SITE CLASSIFICATION

The Kentucky Building Code (current edition) and the USGS seismic design website were reviewed to determine the Seismic Site Classification for the site based on the following coordinates, 37.73582°N, 84.30353°W. Based on review of geologic data, previous experience with similar projects, and subsurface conditions encountered, a SEISMIC SITE CLASS “B” is recommended. A detailed report of the seismic data is included in Appendix D.

Furthermore, using a Site Classification of B, we recommend the use of spectral response acceleration coefficients as follows: 0.2 second period: SS = 0.191g and Soil Factor = 1.0 1.0 second period: SI = 0.092g and Soil Factor = 1.0 The design spectral response acceleration factors are as follows: SDS = 0.127 SDI = 0.061


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4.0 GEOTECHNICAL RECOMMENDATIONS

4.1 GEOTECHNICAL CONSIDERATIONS

General

Based on the provided information, the subsurface conditions encountered and past experience with similar projects, the site is suitable for the proposed development provided the following considerations are addressed. These considerations are briefly summarized below.

Undocumented Fill

Undocumented fill materials were encountered in boring B-2 at the north side tower location. Fills can often contain deleterious materials which may decay over time, causing subsidence at the surface. Fills can also contain zones of less compact materials which have the potential to settle under their own weight or under new loading.

High Plasticity Clays

Fat clay fill materials were found in boring B-2 during this exploration. Fat clays are known for their high plasticity characteristics. These soils are subject to high volume changes with fluctuations in moisture content, which could cause significant structural issues. The soils are also known to have strength loss with increases in moisture content.

Silty and/or Sandy Clays

Natural and fill materials consisting of silty clays were encountered in each boring. These materials can break down under heavy traffic, typically caused by construction vehicles, and changing moisture conditions. Therefore care will need to be taken to limit construction traffic and the amount of water flowing across the site during construction.

Underground/Overhead Utilities

The proposed location for the south side tower is in the area of many overhead and underground utility lines. A communications manhole is located directly within the footprint of the proposed tower. Installation of foundations may be problematic with the underground utilities in this area.

Karst Potential

The site is located in a low risk karst environment, however; there are two mapped sinkholes located to the north and south of the site. The borings and soundings for the north side tower and ramp also seemed to indicate karstic bedrock conditions. There is a potential for karst features such as solution channels, rock pinnacles, or sinkholes to be encountered during construction. Recommendations for treatment of karst features are found in Section 4.7 of this report.


Page 6

Shallow Bedrock

Auger refusal was encountered at depths ranging from 4.0 to 13.7 feet. The shallow refusal depths and varying bedrock depths will likely require the removal of bedrock material to achieve bearing elevations. The weathered layers are likely rippable, however; pneumatic ramming will be required beneath the weathered layers.

Ground Water or Free Water

Water was not found during this exploration, however; the soil cuttings from sounding B-3 did indicate a higher moisture content. The available geological information and past experience with similar projects indicates that it is possible that during construction ground water could be encountered. Ground water and/or free water encroaching upon construction excavations should be removed by placing a sump near the source of seepage and then pumping from the sump. Should heavy seepage or ponding of water occur, then L.E. Gregg should be contacted.

Site Drainage

Positive site drainage and adequate subgrade drainage are critical for performance of the proposed foundations. Large quantities of water should not be allowed to accumulate on the site. Recommendations for drainage are presented in Section 4.6 of this report.

4.2 FOUNDATIONS

The site is underlain by natural soils, fill materials, and shallow bedrock. Auger refusal was encountered at depths ranging from 4.0 to 13.7 ft. Due to the shallow bedrock depths encountered and the presence of fill materials, we would recommend a rock bearing foundation system for this project. Rock removal will be necessary to achieve foundation elevations and the presence of weathered bedrock may require the undercut and/or remediation of bedrock below foundation elevations.

4.2.1 SOUTH SIDE TOWER FOUNDATIONS

Due to the shallow bedrock depths at the south side, the foundations may consist of typical spread foundations bearing on competent unweathered bedrock. Rock removal may be required to achieve a level, unweathered bearing surface. The foundations should be designed for a maximum allowable bearing capacity of 10,000 psf.

Design Considerations

We recommend that continuous footings be a minimum of 24 inches wide and isolated spread footings be a minimum of 24 inches by 24 inches. The minimum thickness of both continuous and spread footings should be 12 inches. As an alternative to bearing on competent bedrock,


Page 7

the foundation excavations may be trenched down to bedrock and backfilled with lean concrete to the bearing elevation. If this option is chosen, widen footing excavations by a minimum of six (6) inches on each side and backfill the foundation excavation from bedrock to the bearing elevation with lean concrete.

In order to meet the possible uplift requirements, rock anchors may be used instead of increasing the size of the foundations.

Construction Considerations

Excavate foundations down to competent bedrock. L.E. Gregg should observe the bearing surface once foundation excavations have been completed. Please note that foundation excavations may need to be deepened if the weathered bedrock is observed to be unsuitable as a bearing surface.

In order to check the continuity of the bedrock, a 2 to 3 inch diameter air hole should be drilled in the footprint of each column location to a depth of five (5) feet. The hole should then be “probed” by a qualified geotechnical technician to check for any soft compressible seams, coal or other discontinuities. If this check indicates a discontinuous or compressible seam in the rock, the drilled hole should be excavated deeper. Significant deviations from the specified or anticipated conditions should be reported to the owner's representative and to the foundation designer.

All vegetation, topsoil, unsuitable fill soil (if required), loose rock fragments greater than 6 inches, construction debris, water, and other debris should be removed from the proposed construction areas before concrete placement. Any trench excavations should have adequate shoring and/or benching per OSHA requirements. The foundation support and/or foundation side walls should be protected from freezing weather, severe drying, and water ponding. Positive drainage should be provided to direct surface runoff away from excavations. The foundation elements should not be formed so that concrete completely fills the opened excavations.

4.2.2 NORTH SIDE TOWER FOUNDATIONS

Due to the deeper and varying depths to bedrock encountered on the north side, we would recommend the use of drilled shaft (caisson) foundations.

Design Considerations

Drilled shafts may be sized for an allowable end-bearing pressure of 20,000 psf for bearing on competent, unweathered limestone bedrock. The use of this bearing capacity for design requires that the bearing medium for each drilled shaft be observed and approved by the


Page 8

geotechnical engineer or technician. L.E. Gregg should be contacted to review the final pile design.

Total and differential settlements of foundations bearing on continuous bedrock using the recommended bearing pressure should be less than ½ inch. It is important that the drilled piers be installed by an experienced, competent drilled pier contractor who will be responsible for properly installing the pier in accordance with industry standards and generally accepted methods. The recommendations contained herein do not account for the structural design of the pier. L.E. Gregg can provide a short list of drilled pier contractors upon request.

The minimum recommended rock embedment length is 3 ft. into competent rock, or the length necessary to resist lateral loading, whichever is greater. It should be noted that in a pinnacled rock environment, embedment often has to be extended to achieve minimum amounts on all sides.

Lateral capacity of the foundation system is beyond the scope of this exploration. The Kentucky Building Code (KBC), current edition, Table 1806.2, provides guidelines for allowable lateral pressure for use in foundation design. The following table summarizes the allowable lateral pressures.

Table 2 – Presumptive Load-Bearing Values (KBC/IBC Table 1806.2)

Type of Material Vertical

Foundation Pressure (psf)

Lateral Bearing Pressure (psf/ft below natural

grade)

Coefficient of frictiona Cohesion (psf)b

Crystalline bedrock 12,000 1,200 0.70 -

Sedimentary and foliated rock 4,000 400 0.35 -

Sandy gravel and/or gravel (GW and GP)

3,000 200 0.35 -

Sand, silty sand, clayey sand, silty gravel, and clayey gravel (SW, SP, SM, SC, GM, and GC)

2,000 150 0.25 -

Clay, sandy clay, silty clay, clayey silt, silt, and sandy silt (CL, ML, MH, and CH)

1,500 100 - 130

a. Coefficient to be multiplied by the dead load b. Cohesion value to be multiplied by the contact area, as limited by Section 1806.3.2


Page 9

The values for lateral bearing pressure located above in Table 2, may be adjusted when considering load combinations, including wind or earthquake loads as permitted by Section 1605.3.2 of the KYBC.

Construction Considerations

The performance of the drilled shaft is dependent upon the method of construction, and the most appropriate method of construction is normally the foundation contractor’s responsibility. Methods of drilled shaft construction include: 1) dry/casing method and 2) the wet method.

Based upon the encountered conditions and experience with similar projects, the dry/casing method should be used for the project. The following criteria are recommended for construction:

• The minimum shaft diameter should be 36 inches to allow for cleaning and observation of the bearing surface;

• In order to check the continuity of the bedrock, a 2 to 3 inch diameter air hole should be drilled in the bottom of each drilled shaft to a depth of five (5) feet. The hole should then be “probed” by a qualified geotechnical technician to check for any soft compressible seams, coal or other discontinuities. If this check indicates a discontinuous or compressible seam in the rock, the drilled hole should be excavated deeper. Significant deviations from the specified or anticipated conditions should be reported to the owner's representative and to the foundation designer.

• High slump concrete should be used to fill irregularities along the sides and bottom of the shaft; displace water; and allow for placement of reinforcing steel;

• Provisions should be made to dewater the caissons to allow for observation and concrete placement;

• If flow of water into the shaft is excessive, the water level should be allowed to stabilize, and concrete should be placed using a tremmie pipe;

• A centering chute should be used for concrete placement to reduce side flow or segregation.

Drilled Shaft Installation Observation It is recommended that the drilled shaft construction be observed by a representative of L.E. Gregg. The observation should address the following items; top location within tolerances, correct


Page 10

plan dimensions, plumbness within tolerances, materials excavated agree with borings, the bottom of shaft is clean, and recommended construction procedures are followed.

4.3 SLAB ON GRADE

General

Assuming that the subgrade preparation recommendations described herein are implemented, a modulus of subgrade reaction value of 100 psi/inch may be used to design the slabs-on-grade. The area should be thoroughly proofrolled and any areas showing deflections or pumping should be removed and replaced with engineered fill. The floor slab should be fully ground supported and not structurally connected to any walls or foundations in order to reduce the possibility of cracking and displacement of the floor slab due to any differential settlement between it and the foundation. We recommend that a vapor barrier and a minimum of 4 inches of crushed stone be placed beneath the slab to act as a moisture block. The crushed stone or gravel should be kept moist, but not wet, immediately prior to slab concrete placement to minimize curling of the slab due to differential curing conditions between the top and bottom of the slab. These measures should help equalize loading and moisture conditions under the slab. Isolation joints should be provided between the slab and any columns or footing supported walls. Interior construction joints using dowels could be used to reduce any sharp vertical displacements.

4.4 SITE PREPARATION AND GRADING

All vegetation, topsoil, unsuitable fill soil (if required), loose rock fragments greater than 6 inches, construction debris, and other debris should be removed from the proposed construction areas. After completion of stripping operations we recommend that the subgrade be proofrolled with a fully-loaded, tandem-axle dump truck or other pneumatic-tired construction equipment of similar weight. The geotechnical engineer or his representative should observe proofrolling. Areas judged to perform unsatisfactorily should be undercut and replaced with structural soil fill or remediated at the geotechnical engineer's recommendation.

4.5 FILL PLACEMENT

Material considered suitable for use as structural fill should be clean soil free of organics, trash, and other deleterious material, containing no rock fragments greater than 6 inches in any one dimension. Preferably, structural soil fill material should have a standard Proctor maximum dry density of 90 pcf or greater and a plasticity index (PI) of 25 percent or less. All material to be used as structural fill should be tested by the geotechnical engineer to confirm that it meets the project requirements before being placed.

Structural fill should be placed in loose, horizontal lifts not exceeding 8 inches in thickness. Each lift should be compacted per Table 3 below and within the range of minus (-) 2 percent to


Page 11

plus (+) 2 percent of the optimum moisture content. Each lift should be tested by geotechnical personnel to confirm that the contractors’ method is capable of achieving the project requirements before placing any subsequent lifts. Any areas which have become soft or frozen should be removed before additional structural fill is placed. One in place density test should be performed a minimum of every 5,000 ft2 for each 8 inch lift. Adequate surface drainage should be provided during all site grading and fill placement operations.

Please note that compaction efforts can be difficult to achieve using conventional construction methods during wet weather.

Table 3 – Fill Placement (ASTM D 698)

Location Maximum Dry Density (%)

Footings and Floor Slabs 98.0 Pavement Areas 95.0 Landscape Areas 85.0

4.6 FOUNDATION AND SITE DRAINAGE

To reduce the potential for undercut and construction induced sinkholes, water should not be allowed to collect in the foundation excavations, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, subsurface water, or surface runoff. Positive site surface drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slab. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. If landscaping is planned within close proximity to the structure which would disturb the finished grade, then a foundation drain that can be daylighted away from the structure should be considered.

4.7 KARST REGION CONSTRUCTION RECOMMENDATIONS

Karst activity in Kentucky has developed over hundreds of thousands of years in an ongoing process whereby surface and groundwater travel through the tiny fractures in the limestone bedrock. The rock is slowly removed by dissolution from the weak acids naturally occurring in rain and groundwater forming pinnacles, crevices/solution channels/conduits, and/or caves.

Karst potential in the location of the site is in a low risk area, however; there are two mapped sinkholes located in the vicinity of the site. Close attention should be given during the construction process to identify possible karst features or surface movement. Adequate drainage to minimize water infiltration into the subsurface during and after construction should be provided to lessen the risk of damage due to karst activity during construction. Any significant solution features or dropouts encountered during construction will require remediation


Page 12

and will need to be evaluated on a case-by-case basis. A sinkhole could be repaired by excavating the material to find the throat, then lining the excavation with a filter fabric, and backfilling with crushed aggregate, however; L.E. Gregg should be contacted to provide specific recommendations for remediation of any encountered karst features.

4.8 BELOW GRADE WALLS The following parameters are recommended for below grade wall design and construction: Soil Backfill

• Plasticity Index of the backfill material should be less than 35; • Provide temporary bracing if the walls cannot accommodate construction phase

stresses; • Provide adequate drainage at the rear of the wall; • Table 4 presents Equivalent Fluid Pressures (EFP), and Earth Pressure coefficients for

active, at rest and passive conditions;

Table 4 – Soil Backfill Condition EFP (pcf) Coefficients

Active 45 Ka = 0.36

At Rest 65 Ko = 0.53

Passive 340 Kp = 2.77

• The data presented in Table 4 are based on the following assumptions:

o The backfill “on-site” material is classified as “CL” by the USCS; o Backfill material exhibits an angle of shear resistance of 28 degrees or greater; o Backfill material possibly exhibits a maximum dry density of 105.0 pcf or greater; o Retaining wall analysis assumes a horizontal backfill; o Retaining wall analysis assumes that the wall will be designed as a vertical wall

with respect to the retained soil; o Retaining wall analysis assumes the wall will be designed as a smooth wall with

no friction. Granular Backfill

• Provide temporary bracing if the wall cannot accommodate construction phase stresses; • Table 5 presents conditions possibly exhibited by the backfill, earth pressure design

parameters for Equivalent Fluid Pressures (EFP), and Earth Pressure coefficients;


Page 13

Table 5 – Granular Backfill Condition EFP (pcf) Coefficients

Active 30.0 Ka = 0.25

At Rest 50.0 Ko = 0.38

• The data presented in Table 5 is based on the following assumptions:

o Retaining wall analysis assumes a horizontal backfill; o Retaining wall analysis assumes that the wall will be designed as a vertical wall

with respect to the retained granular backfill; o Retaining wall analysis assumes the wall will be designed as a smooth wall with

no friction; o The backfill material is classified as “GW” or “GP” by the USCS (No. 57 stone is

preferred); o Backfill material exhibits an angle of shear resistance of 38 degrees or greater.

5.0 BASIS FOR RECOMMENDATIONS

VARIATIONS

Since any general foundation or subsurface exploration can examine and report only that information which is obtained from the borings and samples taken there from, and since uniformity of subsurface conditions does not always exist, the following is recommended. If, during construction, any latent soil, bedrock, or water conditions are encountered that were not observed in the borings, contact L.E. Gregg so that the site may be inspected to identify any necessary modifications in the design or construction of the foundation.

OTHER INTERPRETATIONS

The conclusions and recommendations submitted in this report apply to the proposed project only. They are not applicable to on-site, subsequent construction, adjacent or nearby projects. In the event that conclusions or recommendations based on this report and relating to any other projects are made by others, such conclusions and recommendations are not the responsibility of L. E. Gregg Associates. The recommendations provided are based in part on project information provided to L.E. Gregg and only apply to the specific project and site discussed in this report. If the project information section in this report contains incorrect information or if additional information is available, the correct or additional information should be conveyed to L.E. Gregg for review.

It is recommended that this complete report be provided to the various design team members, the contractors and the project owner. Potential contractors should be informed of this report in the "instructions to bidders" section of the bid documents. The report should not be included or referenced in the actual contract documents.


Page 14

STANDARD OF CARE

The services provided by L. E. Gregg Associates for this exploration have been performed in a manner consistent with that degree of care and skill ordinarily exercised by members of the same profession currently practicing under similar circumstances.

KEY TO SYMBOLS AND DESCRIPTIONS

CONSISTANCY AND RELATIVE DENSITY CORRELATED WITH STANDARD PENETRATION TEST (SPT)

SILT AND CLAY SAND AND GRAVEL

Relative Density

Blows Per Foot (BPF)

Relative Density

Blows Per Foot (BPF)

Very Soft 0 to 1 Very Loose 0 to 4 Soft 2 to 4 Loose 5 to 10 Firm 5 to 8 Firm 11 to 20 Stiff 9 to 15 Very Firm 21 to 30 Very Stiff 16 to 30 Dense 31 to 50

GW Well graded gravels, little or no

fines

GP Poorly graded gravels, little or no

fines

GM Silty gravels, sand and silt mixtures

GC Clayey gravels, sand and clay

mixtures

SW Well graded sand, little or no fines

SP Poorly graded sand, little or no

fines

SM Silty sands, sand and silt mixtures

SC Clayey sands, sand and clay

mixtures

ML

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands

silts and with slight plasticity

CL

Inorganic clays with low to medium plasticity, gravelly clays, sandy

clays, silty clays, lean clays

OL Organic silts and organic silty clay

of low plasticity

MH

Inorganic silts, micaceous or diatomaceous fine sandy or silt

soils, elastic silts

CH Inorganic clays of high plasticity,

fat clays

OH Organic clays of medium to high

plasticity, organic silts

Topsoil

Usually top few inches of soil deposits and contains considerable

amounts of organic matter

Asphalt

Usually a black solid or semisolid mixture of bitumens mostly used in

paving

Fill Soils that have been transported by

man to their present location

Limestone

Sedimentary rock consisting of predominantly of calcium

carbonate

Sandstone

Sedimentary rock consisting of sand with some cementitious

material

Siltstone Fine grained rock of consolidated

silt

Shale

Fine grained sedimentary rock consisting of compacted clay, silt, or

mud

Coal

Natural black graphite like material formed from fossilized

plants

Limestone interbedded with Shale

Predominantly limestone interbedded with shale layers

Weathered Weathered rock

ROCK PROPERTIES RELATIVE HARDNESS OF ROCK

Very Soft Can be scratched by fingernail Soft May be broken by fingers

Medium Corner and edges may be broken by fingers

Moderately Hard Moderate blow of hammer required to break sample

Hard Hard blow of hammer required to break sample

Very Hard Several hard blows of hammer required to break sample

Rock Continuity (REC) Rock Quality Designation (RQD) Core

Recovery (%)

Description RQD (%) Classification

0 – 40 Incompetent <25 Very Poor 40 – 70 Competent 25 – 50 Poor

70 – 90 Fairly Continuous 50 – 75 Fair

90 – 100 Continuous 75 – 90 Good 90 – 100 Very Good

Estimated Moisture Condition Relative to Optimum

Dry Under 5% of Optimum

Slightly Moist Minus 2% of Optimum

Moist ± 2% of Optimum

Very Moist Plus 2% of Optimum

Wet Over 5% of Optimum Misc. and Soil Sampler Symbols

N Blows Per Foot (BPF)

Undisturbed Sample

% W Percent Water

Standard Penetration Test (SPT)

RQD Rock Quality Designation

Boring Location

REC Rock Core Recovery

Water Table while Drilling

CLA Classification of Combined Samples

Water Table after Drilling

Rock Core (RC)

Bulk Sample (BK)

Providing Civil Geotechnical Engineering ● Forensic ●Geological ● Materials Testing Services Since 1957

APPENDIX A

Summary of Laboratory and Drilling Data

LL PL D85 D60 D50 D30 D15 D10 Cc Cu

Material Description USCS AASHTO

Project No. Client: Remarks:Project:

Location: B-1 Depth: 0.0-1.5 Sample Number: 20632Location: B-2 Depth: 4.0-5.5 Sample Number: 20633

L.E. Gregg Associates, Inc.2456 Fortune Dr, Ste 155, Lexington, KY 40509

Phone: 859-252-7558 Figure

39 2457 30

Lean Clay (CL) CL A-6(14)Fat Clay (CH) CH A-7-5(28)

2017003 Eastern Kentucky University

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% GravelFine Coarse Medium

% SandFine Silt

% FinesClay

0.0 0.0 0.3 1.8 8.0 2.6 87.30.0 0.0 0.2 3.7 6.5 2.0 87.6

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report

EKU RCF1711 Bypass Pedway

Lean Clay (CL) 39 24 15 89.9 87.3 CL

Fat Clay (CH) 57 30 27 89.6 87.6 CH

2017003 Eastern Kentucky University

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

L.E. Gregg Associates, Inc.2456 Fortune Dr, Ste 155, Lexington, KY 40509

Phone: 859-252-7558 Figure

Location: B-1 Depth: 0.0-1.5 Sample Number: 20632Location: B-2 Depth: 4.0-5.5 Sample Number: 20633

PLA

ST

ICIT

Y IN

DE

X

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or O

L

CH or O

H

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

EKU RCF1711 Bypass Pedway


APPENDIX B

Logs of Borings

989

984

979

974

969

964

959

954

0

5

10

15

20

25

30

35

Topsoil with root fibers and minimal clay

Lean clay with trace topsoil, dark brown, stiff,moist

Auger refusal at 4.4 ft. Begin core recovery. Run1, 4.4-9.4, limestone, very weathered, medium todark gray, fine to large grained, thin to medium

bedded, and fossiliferous.

Run 2, 9.4-14.4, same as above

Core recovery terminated at 14.4 ft.

334

578

REC=78%RQD=48%

REC=100%RQD=86%

1

2

26.9

19.5

7

15

PROJECT: EKU RCF1711 Bypass Pedway PROJECT NO.: 2017003

CLIENT: Eastern Kentucky University DATE: 1/20/17

LOCATION: EKU RCF1711 Bypass Pedway Site ELEVATION: 989

DRILLER: Geodrill - Troy Simpson LOGGED BY: SEM

BORING No. B-1

DRILLING METHOD: 4" SFA

DEPTH TO WATER> INITIAL: dry AFTER 24 HOURS: CAVING>

EL

EV

AT

ION

(fe

et)

DE

PT

H(f

ee

t)

Description

Soil andSamplerSymbols,

Blows Sa

mp

leN

o.

TEST RESULTS

10 20 30 40 50Penetration -

Water Content -

Plastic Limit Liquid LimitNM PL LL N

RockComp.

Strength (psi)

Figure

This

info

rmation p

ert

ain

s o

nly

to t

his

boring a

nd s

hould

not

be inte

rpre

ted a

s b

ein

g indic

itiv

e o

f th

e s

ite.

PAGE 1 of 1

991

986

981

976

971

966

961

956

0

5

10

15

20

25

30

35

Topsoil (0.0-1.3)

Fill - lean to fat silty clay with mineral stainingand trace organics, light brown, firm to stiff,

moist

Weathered rock

Auger refusal at 8.0 ft. Begin core recovery.Limestone, medium gray, thin to thick bedded,

fine to large grained, fossiliferous, with thin clayseams.

Core recovery terminated at 13.0 ft.

223

344

557

750/2

REC=96%RQD=40%

1

2

3

4

24.7

23.9

26.4

27.5

5

8

12

50+





BORING No. B-2



EL

EV

AT

ION

(fe

et)

DE

PT

H(f

ee

t)

Description


Blows Sa

mp

leN

o.

TEST RESULTS


Water Content -


RockComp.

Strength (psi)

Figure

This

info

rmation p

ert

ain

s o

nly

to t

his

boring a

nd s

hould

not

be inte

rpre

ted a

s b

ein

g indic

itiv

e o

f th

e s

ite.

PAGE 1 of 1

989

984

979

974

969

964

959

954

0

5

10

15

20

25

30

35

Overburden

Weathered rockAuger refusal at 4.0 ft.





BORING No. S-1



EL

EV

AT

ION

(fe

et)

DE

PT

H(f

ee

t)

Description


Blows Sa

mp

leN

o.

TEST RESULTS


Water Content -


RockComp.

Strength (psi)

Figure

This

info

rmation p

ert

ain

s o

nly

to t

his

boring a

nd s

hould

not

be inte

rpre

ted a

s b

ein

g indic

itiv

e o

f th

e s

ite.

PAGE 1 of 1

990

985

980

975

970

965

960

955

0

5

10

15

20

25

30

35

Overburden

Rock floater or possible rock ledge (8.4-8.9)Overburden

Auger refusal at 11.5





BORING No. S-2



EL

EV

AT

ION

(fe

et)

DE

PT

H(f

ee

t)

Description


Blows Sa

mp

leN

o.

TEST RESULTS


Water Content -


RockComp.

Strength (psi)

Figure

This

info

rmation p

ert

ain

s o

nly

to t

his

boring a

nd s

hould

not

be inte

rpre

ted a

s b

ein

g indic

itiv

e o

f th

e s

ite.

PAGE 1 of 1

997

992

987

982

977

972

967

962

0

5

10

15

20

25

30

35

Overburden

Rock floater or cobblesOverburden

Weathered rockAuger refusal at 13.7 ft.





BORING No. S-3



EL

EV

AT

ION

(fe

et)

DE

PT

H(f

ee

t)

Description


Blows Sa

mp

leN

o.

TEST RESULTS


Water Content -


RockComp.

Strength (psi)

Figure

This

info

rmation p

ert

ain

s o

nly

to t

his

boring a

nd s

hould

not

be inte

rpre

ted a

s b

ein

g indic

itiv

e o

f th

e s

ite.

PAGE 1 of 1


APPENDIX C

Site Location Map Drawings

L.E. Gregg Associates, Inc.2456 Fortune Drive, Suite 155Lexington, Kentucky 40509

Project #2017003

EKU RCF1711 Bypass PedwayRichmond, Kentucky

Boring Layout

Approximate Location of Borings

B-1

S-1

B-2

S-2

S-3


APPENDIX D

Seismic Design Information

RCF1711 Eastern Kentucky University Bypass Pedway July 2, 2020

Richmond, Kentucky

integrity / Architecture PLLC

EKU Project No. RCF 1711 000201 - 1

LIST OF UNIT PRICES:

Unit prices shall include the furnishing of all labor, materials, supplies, services and shall include all items of cost, overhead and profit for the Contractor and any Subcontractor involved, and shall be used uniformly without modification for either additions or deductions. The Unit Prices as established shall be used to determine the equitable adjustment of the Contract Price in connection with changes or extra work performed under the Contract. Unit prices must be submitted with the Form of Proposal.

ITEM UNIT PRICE

Utility trenching for rock removal $_________________ / cu. yd. of rock

Pole base hole boring for rock removal $_________________ / cu. yd. of rock Trench excavation & removal - earth (all labor and material) $_________________ / cu. yd. Trench excavation & removal - rock (all labor and material) $_________________ / cu. yd. Lean concrete fill in place under footing (All labor & Material) $_________________ / cu. yd. Imported fill material compacted in place $_________________ / cu. yd. 6” concrete pavement $_________________ / sq. yd.

Removal of fill material hauled off site $_________________ / cu. yd.

Green Wall Block $_________________ / face sq. ft.

The Workforce Pathway at Kit Carson Commons September 13, 2019

Richmond, Kentucky

integrity / Architecture, PLLC

Project No. 1822 FORM OF PROPOSAL

000201 - 2

LIST OF MATERIALS AND EQUIPMENT

Every item listed under the different phases of construction must be clearly identified so that the Owner will definitely know what the bidder proposes to furnish. Bidders are hereby advised that this list shall be required to be filled out completely by the apparent low bidder within ONE (1) HOUR from the close of the official reading of the bids.

The above requirement does not preclude any bidder from submitting this list, fully executed, at the time the bids are submitted. The use of the manufacturer's / dealer’s name only, or stating "as per plans and specifications", will not be considered as sufficient identification. Where more than one "Make or Brand" is listed for any one item, the Owner has the right to select the one to be used. Failure to submit a proper list may result in rejection of the Bidder's Proposal. ITEM MANUFACTURER / SUPPLIER

Aluminum Storefront Glazing ____________________________________________

Roofing (Metal) ____________________________________________

Roofing (TPO) ____________________________________________

RCF1711 Eastern Kentucky University Bypass Pedway July 2, 2020

Richmond, Kentucky

integrity / Architecture PLLC

EKU Project No. RCF 1711 000201 - 3

LIST OF SUBCONTRACTORS

List on the lines below each major branch of work and major material category for this project and the subcontractor involved with that portion of work. If the branch of work is to be done by the General Contractor, so indicate.

The listing of more than one subcontractor in a work category may invalidate the bid.

The listing of the bidder as the subcontractor for a work category certifies that the bidder has in current employment, skilled staff and necessary equipment to complete that category. The architect/engineer will evaluate the ability of all listed subcontractors to complete the work and notify the owner. Listing of the bidder as the subcontractor may invalidate the bid should the architect’s review indicate bidder does not have skilled staff and equipment to complete the work category at the time the bid was submitted. The following section to be completed and submitted WITH THE BID.

SECTION ____________________SUB CONTRACTOR

Excavation _________________________________________________

Concrete _________________________________________________ Steel (Fabricator) _________________________________________________

Steel (Erector) _________________________________________________ Roofing (Metal) _________________________________________________

Roofing (TPO) _________________________________________________

Painting _________________________________________________

Masonry _________________________________________________

Aluminum Storefront Glazing _________________________________________________ Mechanical _________________________________________________ Plumbing _________________________________________________

Electrical _________________________________________________

Data / Voice _________________________________________________

DMX / Lighting _________________________________________________

Fiber Optic _________________________________________________

High Voltage Primary _________________________________________________

Fire Alarm _________________________________________________

SHEET NUMBER

REVISIONS

DATE

PROJECT NO.

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RCF1711

June 8, 2020

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GENERAL NOTES

1. TRAFFIC SHALL BE MAINTAINED IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL

DEVICES AND THE STANDARD DRAWINGS, CURRENT EDITIONS.

2. EXCEPT FOR THE ROADWAY AND TRAFFIC CONTROL BID ITEMS LISTED, ALL ITEMS OF WORK NECESSARY TO

MAINTAIN AND CONTROL TRAFFIC WILL BE PAID AT THE LUMP SUM BID PRICE TO "MAINTAIN AND CONTROL

TRAFFIC" UNLESS OTHERWISE PROVIDED FOR IN THESE NOTES. THE LUMP SUM BID TO "MAINTAIN AND

CONTROL TRAFFIC" SHALL ALSO INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING ITEMS AND

OPERATIONS:

A. ALL LABOR AND MATERIALS NECESSARY FOR CONSTRUCTION AND MAINTENANCE OF TRAFFIC

CONTROL DEVICES AND MARKINGS.

B. ALL FLAGPERSONS AND TRAFFIC CONTROL DEVICES SUCH AS, BUT NOT LIMITED TO, FLASHERS,

SIGNS, BARRICADES AND VERTICAL PANES, PLASTIC DRUMS (STEEL DRUMS WILL NOT BE PERMITTED)

AND CONES NECESSARY FOR THE CONTROL AND PROTECTION OF VEHICULAR AND PEDESTRIAN

TRAFFIC AS SPECIFIED IN THESE NOTES, THE PLANS, THE MUTCD, OR THE ENGINEER.

3. ANY TEMPORARY TRAFFIC CONTROL ITEMS, DEVICES, MATERIALS AND INCIDENTALS SHALL REMAIN

PROPERTY OF THE CONTRACTOR WHEN NO LONGER NEEDED.

4. THE CONTRACTOR SHALL MAINTAIN A TWO-LANE TRAVELED WAY WITH A MINIMUM LANE WIDTH OF 10 FEET.

HOWEVER, DURING WORKING HOURS, ONE-WAY TRAFFIC MAY BE ALLOWED AT THE DISCRETION OF THE

ENGINEER, PROVIDED ADEQUATE SIGNING AND A FLAGPERSON ARE AT THE LOCATION.

5. THE CONTRACTOR SHALL COMPLETELY COVER ANY SIGNS, EITHER EXISTING, PERMANENT, OR TEMPORARY,

WHICH DO NOT PROPERLY APPLY TO THE CURRENT TRAFFIC PHASING, AND SHALL MAINTAIN THE COVERING

UNTIL THE SIGNS ARE APPLICABLE OR ARE REMOVED.

6. IN GENERAL, ALL TRAFFIC CONTROL DEVICES SHALL BE PLACED AT STARTING AND PROCEEDING IN THE

DIRECTION OF THE FLOW OF TRAFFIC AND REMOVED STARTING AND PROCEEDING IN THE DIRECTION

OPPOSITE THE FLOW OF TRAFFIC.

7. THE ENGINEER AND THE CONTRACTOR, OR THEIR AUTHORIZED REPRESENTATIVES, SHALL REVIEW THE

SIGNING BEFORE TRAFFIC IS ALLOWED TO USE ANY LANE CLOSURES, CROSSOVERS OR DETOURS. ALL

SIGNING SHALL BE APPROVED BY THE ENGINEER BEFORE WORK CAN BE STARTED BY THE CONTRACTOR.

8. IF THE CONTRACTOR DESIRES TO DEVIATE FROM THE TRAFFIC CONTROL SCHEME AND CONSTRUCTION

SCHEDULE OUTLINED IN THESE PLANS AND THIS PROPOSAL, THEY SHALL PREPARE AN ALTERNATE PLAN

AND PRESENT IT IN WRITING TO THE ENGINEER. THIS ALTERNATE PLAN CAN BE USED ONLY AFTER REVIEW

AND APPROVAL OF THE KYTC DIVISIONS OF TRAFFIC, DESIGN, AND CONSTRUCTION, AND THE FEDERAL

HIGHWAY ADMINISTRATION, WHERE APPLICABLE.

9. IF TRAFFIC SHOULD BE STOPPED DUE TO CONSTRUCTION OPERATIONS AND AN EMERGENCY VEHICLE ON

AN OFFICIAL EMERGENCY RUN ARRIVES AT THE SCENE, THE CONTRACTOR SHALL MAKE THE PROVISIONS

FOR THE PASSAGE OF THAT VEHICLE AS QUICKLY AS POSSIBLE.

10. ALL SIGNS NECESSARY FOR A MARKED DETOUR WILL BE PROVIDED BY THE CONTRACTOR AS REQUIRED BY

STANDARD DRAWINGS AND THE MUTCD. SIGNS OUTSIDE THE PROJECT LIMITS SHALL BE PAID FOR BY THE

SQUARE FOOT. THIS QUANTITY SHALL INCLUDE SIGN MOUNTING HARDWARE AND POSTS.

CONSTRUCTION AND TRAFFIC PHASING

PHASE 1: TRAFFIC WILL NOT BE IMPACTED. INSTALL TEMPORARY TRAFFIC CONTROL SIGNS. INSTALL UTILITIES.

CONSTRUCT TOWER FOUNDATIONS, TOWERS, RETAINING WALLS, RAMPS, SIDEWALKS, AND STEPS. GRADE SITE.

ASSEMBLE TRUSS STRUCTURES ON STAGING SITE.

PHASE 2: TRAFFIC WILL BE ROUTED TO DETOUR. INSTALL TRUSS STRUCTURES OVER ROADWAY. INSTALL CROSS

BEAMS AND PEDWAY WALKWAY DECK PAN.

PHASE 3: LANE CLOSURES WILL BE UTILIZED WHEN NECESSARY. FINISH CONSTRUCTION OF PEDWAY WALKWAY

DECK. INSTALL GLASS PANELS, EXTERIOR LETTERING, LIGHTING, AND ALL OTHER ACTIVITIES RELATED TO WORK

TO BE PERFORMED OVER ROADWAY.

PHASE 4: TRAFFIC WILL NOT BE IMPACTED. FINISH PEDWAY WALKWAY AND TOWERS. FINAL GRADE AND DRAIN.

REMOVE TEMPORARY TRAFFIC CONTROL SIGNS.

CODE

W20-3

LOCATIONS

KY 876 EAST

ASSEMBLY #2 SIZE

48 x 48

ROAD

CLOSED

ROAD

CLOSED

END

DETOUR

CODE

R11-2

LOCATIONS

KY 876 WEST

KY 876 EAST

ASSEMBLY #5 SIZE

48 x 30

CODE

M4-8a

LOCATIONS

KY 876 WEST

KY 876 EAST

ASSEMBLY #6 SIZE

24 x 18

NORTHBOUND

VARIABLE

MESSAGE

BOARD

SPECIAL NOTES

TRAFFIC MAY BE HALTED FOR A MAXIMUM OF TWENTY MINUTES PER HOUR FOR ADJUSTMENT OF LANE

CLOSURES, CROSSING ROAD WITH EQUIPMENT, ETC. TRAFFIC STOPPAGE WILL NOT BE PERMITTED BETWEEN THE

HOURS OF 6:00 A.M. AND 9:00 A.M. OR 2:30 P.M. AND 6:00 P.M.

ROAD CLOSURES

ROAD CLOSURES WILL ONLY BE PERMITTED BETWEEN THE HOURS OF 9:00 P.M. AND 6:00 A.M. DETOUR ROUTE IS

TO BE USED FOR FULL ROAD CLOSURES.

LANE CLOSURES

LANE CLOSURES SHALL BE MAINTAINED IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL

DEVICES AS WELL AS KYTC STANDARD DRAWING TTC-115-03.

IF GUIDANCE DICTATES THAT ANY TRAFFIC CONTROL DEVICES REQUIRED FOR ACTIVITY AREA OR MERGING

TAPER ARE TO BE PLACED IN INTERSECTION, REFER TO THE FOLLOWING MUTCD FIGURES:

- FIGURE 6H-22 (RIGHT-HAND LANE CLOSURE ON THE FAR SIDE OF AN INTERSECTION)

- FIGURE 6H-23 (LEFT-HAND LANE CLOSURE ON THE FAR SIDE OF AN INTERSECTION)

- FIGURE 6H-25 (MULTIPLE LANE CLOSURES AT AN INTERSECTION)

3/4 MILE

CODE

W20-3

LOCATIONS

KY 876 WEST

KY 876 EAST

ASSEMBLY #3 SIZE

48 x 48

ROAD

CLOSED

1000 FT

CODE

W20-3

LOCATIONS

KY 876 WEST

KY 876 EAST

ASSEMBLY #4 SIZE

48 x 48

ROAD

CLOSED

500 FT

CODE

W20-3

PLAQUE

LOCATIONS

KY 52 WEST

KY 52 EAST

ASSEMBLY #7 SIZE

48 x 48

24 x 24

ROAD

CLOSED

AHEAD

SIDE

ROAD

CODE

W20-3

LOCATIONS

KY 876 WEST

ASSEMBLY #1 SIZE

48 x 48

ROAD

CLOSED

1.5 MILES

SOUTHBOUND

VARIABLE

MESSAGE

BOARD

VARIABLE MESSAGE BOARDS

NORTHBOUND

SCREEN 1

K Y 8 7 6

CL OS E D

A T K Y 5 2

SCREEN 2

T R CK SU

U S E

XE I T 9 0

SOUTHBOUND

SCREEN 1

K Y 8 7 6

CL OS E D

A T K Y 5 2

SCREEN 2

T R CK SU

U S E

XE I T 9 0 A

876

EAST

CODE

M4-8

M3-2

LOCATIONS

ASSEMBLY #8 SIZE

24 x 12

24 x 12

24 x 24M1-5

DETOUR

US 25 SOUTH

1

DETOUR SIGNAGE

57432

9

8

7

5

4

3

8

6

10

9

11

8

10

10

9

8

10

ENLARGEMENT

B

ENLARGEMENT A

ENLARGEMENT B

ENLARGEMENT

A

876

EAST

CODE

M4-8

M3-2

LOCATIONS

ASSEMBLY #11 SIZE

24 x 12

24 x 12

24 x 24M1-5

DETOUR

KY 52 EAST

876

EAST

CODE

M4-8

M3-2

LOCATIONS

ASSEMBLY #10 SIZE

24 x 12

24 x 12

24 x 24M1-5

DETOUR

US 25 SOUTH

876

EAST

CODE

M4-8

M3-2

LOCATIONS

ASSEMBLY #9 SIZE

24 x 12

24 x 12

24 x 24M1-5

DETOUR

EXIT 90 NB RAMP

US 25X NORTH

KY 52 WEST

M6-1LM6-3M6-1R 21 x 15 21 x 15 21 x 15

DETOUR MAP

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