W912QR92907255-0004.pdf

DEPARTMENT OF THE ARMY

LOUISVILLE DISTRICT, CORPS OF ENGINEERS

P.O. BOX 59

LOUISVILLE,KENTUCKY 40201-0059

REPLY TO

ATTENTION OF

Contracting Division 30 December 2019

ENVIRONET, INC.

T&T CONSTRUCTION ENTERPRISES LLC

Q.B.S., INC.

SAF, INC.

FORTIS NETWORKS, INC.

Dear MATOC Contractors:

Reference is made to your Indefinite Delivery Indefinite Quantity Contracts, Numbers W912QR- 15-D-0019 through W912QR-15-D-0023, Multiple Award Task Order Contracts to Perform Design/Build, Operations & Maintenance, and Construction Activities for Civil and Military Projects within the Great Lakes and Ohio River Division Mission Boundaries.

In accordance with Amendment 0004 for Solicitation No. W912QR-92907255 for the Nolin Lake Office Addition Project, the following changes have been made:

- Section 01 20 03, Paragraph 1.3

- Section 01 20 03, Paragraph 1.4

- Sheet CS101 was removed from Attachment 10.

The basis for award of this task order is lowest total price of the base proposal and all options.

Please complete the price breakout schedule, and include a labor category table demonstrating the use of the binding rates included in your MATOC contract. The submitted price breakdown should include sufficient detail to allow the Government to verify that your proposed price incorporates the binding rates from your base contract. Any level of effort shown in the submitted information will not be used for evaluation purposes and will be used only to ensure that the proposal is in compliance with the binding rates from the base contract.

Offerors shall allow for Government acceptance of proposals for 60 calendar days from the date proposals are due. Any proposal that does not allow acceptance for 60 days will not be considered and will be rejected.

The Proposal due date has not been changed due to the amended documents. Proposals are still due no later than 1:00 PM Eastern Time on 16 January 2020. Submit your proposal by email to Samantha (Dani) Harrison at Samantha.D.Harrison@usace.army.mil. Proposals not received by the stated date/time will not be considered. Please acknowledge receipt of this RFP by signing below in the space provided and returning to Samantha D. Harrison via email.

W912QR92907255-0004

-2-

Payment and Performance Bonds will be required for this project. The Notice to Proceed will be issued after receipt and approval of the bonds.

All questions regarding this Request for Proposal (RFP) must be submitted via ProjNet. The website to access this system is www.projnet.org and the bidder inquiry key for this specific project is: (JKB6JN-34ZX37). Government responses will be limited to: (a) Notice that an amendment will be issued; (b) Reference to an existing requirement contained in the solicitation;

or (c) Notice that a response is not necessary. The ability to enter technical inquiries and questions relating to proposal procedures or bonds will be disabled five (5) calendar days prior to the proposal due date. No Government responses will be entered into the ProjNet system within two (2) calendar days prior to the proposal due date stated in this letter.

If you have contractual questions, please contact Samantha D. Harrison at the email address provided above. If an Offeror believes that the requirements in the RFP contain an error, omission, or are otherwise unsound; the offeror shall immediately notify the Contract Specialist in writing with supporting rationale. The Offeror is reminded that the Government reserves the right to award this RFP based on the initial proposals, as received, without discussion.

Sincerely, Contracting Officer

(Signature) (Date)

(Printed Name)

(Firm Name)

BUTTS.JOHN.

CHARLES.103

6126287

Digitally signed by

BUTTS.JOHN.CHARLES.

1036126287 Date: 2019.12.30 11:06:36 -05'00'

Nolin Lake Office Addition 128623 Bee Springs, KY 10/2019

**SAFETY PAYS**

SECTION 01 20 03 Page 1 Amendment 0004

SECTION 01 20 03

Statement of Work Civil/ Site Work

10/19

AMENDMENT 0004

1 CIVIL/ SITE WORK 1

1.1 EXISTING SITE CONDITIONS 1

1.2 GENERAL SITE DESCRIPTION 1

1.3 DEMOLITION 2

1.4 GRADING 2

1.5 SITE DESIGN AND CONSTRUCTION 3

1.6 SITE UTILITIES 4

1 CIVIL/ SITE WORK

1.1 EXISTING SITE CONDITIONS

The Project Site is located in Edmonson County, about 8 miles north of Brownsville, 20 miles south of Leitchfield, and 95 miles southwest of Louisville. The proposed Nolin River Lake Office Addition is located about 8 miles above the Confluence of the Nolin and Green Rivers near the community of Bee Spring. The site is approximately 1 acre and consists of turf, an asphalt driveway and gravel parking. The proposed office addition location is currently gravel covered. There is a fenced in weather station approximately 90 feet to the west of the existing building. Steep slopes bound the site to the North, South and East.

A survey was completed in December 2018 by HALIS. The survey consisted of aerial LiDAR and orthophotography data from a fixed-wing platform and the generation of a bare earth surface from the resulting data. Data was used to generate a three-dimensional digital topographic contour map with 1 foot intervals. This topographic contour map was used to generate the conceptual site plan. The horizontal datum utilized was NAD 83 KY State Plane Coordinate System and the vertical datum was NAVD 88. The units were in survey feet.

1.2 GENERAL SITE DESCRIPTION

Site development associated with the Nolin River Lake Area Office building consists of earthwork, an option to pave areas for automobile parking, an option for a flagpole, and an option for landscape work. For guidance relating to the site planning and design, refer to:

UFC 3-210-10: Low Impact Development (https://www.wbdg.org/FFC/DOD/UFC/ufc_3_210_10_2015_c1.pdf) and UFC 3-201-01: Civil Engineering (https://www.wbdg.org/FFC/DOD/UFC/ufc_3_201_01_2018_c2.pdf).

Paved areas shall be laid out using a combination of profiles, typical sections and spot elevations. The minimum first floor elevations should be established using UFC 3-201-01, **SAFETY PAYS**

SECTION 01 20 03 Page 2 Amendment 0003

UFC 1-200-01, paragraph titled “Structural Design”, IBC Section titled “Flood Loads”, ASCE 24-14 and UFC 3-101-01 whichever is more stringent.

Amendment 0004 *************************************************************************************** Amendment 0003 ***************************************************************************************

1.3 DEMOLITION

Included in the scope of work is the demolition of the concrete pad and carport attached to the existing Green River Area Office. Waste materials will need to be disposed of according to the contractor’s written waste disposal plan as stated in section 01 20 00, paragraph 3.3.2 “Waste Disposal” of this RFP.

*************************************************************************************** Amendment 0003 *************************************************************************************** Amendment 0004

Amendment 0004 *************************************************************************************** Amendment 0003 **************************************************************************************

1.4 GRADING

Sediment and erosion control plans shall be provided by the DB Contractor. Diversion dikes and silt fences shall be placed around drainage structures to prevent sediment from entering the existing storm sewer system. Perimeter silt fence shall be placed to prevent sediment from leaving the site via sheet flow.

Grading must direct water away from impervious site features and towards new or existing drainage features. Grading must not result in low spots that hold water or that direct water towards new or existing site features. Conform to existing topography to the greatest extent possible. Refer to UFC 3-201-01 Table 2-2 “Grading” for minimum slopes.

Contours shall not be used for the grading of any paved access ways or parking areas.

Any borrow soil required shall be acquired from an off-site location.

Should the site disturbance equal or exceed (1) acre, the contractor will be required to utilize a SWPPP (Storm Water Pollution Prevention Plan).

All disturbed areas of the site shall be hydro seeded. Use UFGS Section 32 92 19 SEEDING with a blend of regionally appropriate grass seed, mulch and fertilizer.

The hydro seeding mulch shall be spread by machine to cover the soil completely to establish a lawn and prevent erosion.

Any excess soil must be disposed of according to the contractor’s written waste disposal plan as stated in section 01 20 00, paragraph 3.3.2 “Waste Disposal” of this RFP.

*************************************************************************************** Amendment 0003 *************************************************************************************** Amendment 0004

**SAFETY PAYS**

SECTION 01 20 03 Page 3

1.5 SITE DESIGN AND CONSTRUCTION

The site layout drawing provided is a conceptual layout and shall be fully developed to include the requirements of this RFP. Provide a site development plan that shows the spatial and functional arrangement of the Nolin River Lake Area Office requirements. The design shall provide an economical, compatible, and functional plan that utilizes the advantages of the site, preserves the maximum number of existing trees on the site, and organizes vehicular and pedestrian circulation.

Amendment 0003 ***************************************************************************************

(Bid Option 1)

ENTRANCES AND PARKING LOT

The option is to add a new asphalt parking lot and replace the access drive from the Nolin River Lake Office parking lot to Nolin Dam Road.

Single lane road shall be provided for fire lanes and comply with UFC 3-600-01.

Vehicular Parking spaces shall be provided. Parking shall be configured for (7) employee/visitor spaces, and (1) ADA/ABA compliant visitor space. Stalls without vehicle overhang shall be 9 ft x 18.5 ft. Wheel Stops should be provided in each stall in lieu of curbs.

Parking lot should be designed to ensure positive drainage away from structures and incorporate overland flow in lieu of curbs and gutters. Pavement shall be designed according to Section 01 20 02 paragraph 1.2.4 of this RFP.

*************************************************************************************** Amendment 0003

SIDEWALKS

Sidewalks shall be designed to meet ABA Accessibility Guidelines for Buildings and Facilities. Sidewalks shall be constructed of 4" min. thick plain Portland cement concrete and shall be a minimum of 4 ft wide.

The proposed office expansion shall have an ABA (Architectural Barriers Act) compliant access ramp to the front door. Running slope not to exceed 1:12, cross-slope not to exceed 1:48 and a minimum width (handrail to handrail) of 36 inches. For information regarding ABA compliance refer to:

https://www.access-board.gov/guidelines-and-standards/buildings-and-sites/about-the-aba-standards/guide-to-the-aba-standards/chapter-4-ramps-and-curb-ramps

(Bid Option 2)

FLAGPOLE

The proposed flagpole shall be tapered aluminum, fitted with a gold anodized finish “ball” finial. The mounting detail should be simple with a concrete base flush at grade. A concrete pad should be used when poles are located in lawn areas. Flagpoles may be

**SAFETY PAYS**

SECTION 01 20 03 Page 4 accented with planting beds around the base of the flagpole. Flagpole shall have two hooks to accommodate two flags.

Flagpole and appurtenances design, materials, and installation, shall be per manufacturer recommendations and meet minimum standards listed below.

1) Structural Performance: Provide flagpole assemblies, including anchorages and supports, capable of withstanding the effects of wind loads, determined according to NAAMM FP 1001 for specified ground speed.

2) Directional Sanded Satin Finish: Fine, directional, medium satin polish; buff complying with AA-M20; and seal aluminum surfaces with clear, hard-coat wax.

3) External Halyard: Manually operated solid braided polypropylene rope halyards.

Ball-bearing, nonfouling, double 360 degree revolving truck assembly with stainless steel bearings. Finish exposed metal surfaces to match flagpole.

4) Exposed Height: 25ft

5) Overall Length: 27ft

6) Diameter: 5" base and 3" top

7) Wall thickness: .156"

8) Wind Speed: 120mph flagged, 183mph un-flagged

9) Number of sections: 1

10) Weight: 123lbs.

(Bid Option 3)

LANDSCAPING

Bid Option 3 is to include landscaping along with the office addition. Should the contractor proceed with landscape design, UFC 3-201-02 should be utilized.

https://www.wbdg.org/FFC/DOD/UFC/ufc_3_201_02_2009_c1.pdf

1.6 SITE UTILITIES

Water is provided by Edmondson County Water whom can be reached at 270-597-2165.

Water mains at the site appear to be of adequate size to satisfy the domestic water flow requirement. An existing 1-1/4 inch waterline provides service to the existing buildings on the project site. The 1-1/4 inch line reduces to a 1 inch service for the Green River Area Office Building. See Attachment 6, plan sheet CU101 for additional details.

Electric Utilities are provided by Warren Rural Electric Co-Op Corporation. The POC is Jonathan Lindsey or Todd Cassidy available at 270-842-6541.

SANITARY SEWER SYSTEM

The existing sanitary sewer system consists of a 4-inch service lateral from the Green River Area Office building to an on-site lift station located at the Southeast corner of the proposed Nolin Lake Office Addition. From there, the sanitary force main runs southwest to approximately 50 feet from the road and turns south intersecting the maintenance building and the existing Nolin River Lake Area Office.

**SAFETY PAYS**

SECTION 01 20 03 Page 5

The sanitary sewer system for the Nolin River Lake Office Addition should be designed such that it is incorporated into the new sanitary sewer lift station which will be completed by user prior to the contract being awarded.

Plan views, sections, and details of system components shall be developed for proper description of the sewer system.

STORM SEWER SYSTEM

If the applicability criteria are met per UFC 3-210-10 (http://www.wbdg.org/FFC/DOD/UFC/ufc_3_210_10_2015_c1.pdf), then the project must comply with the stormwater requirements under EISA Section 438.Should the criteria be met:

A storm sewer system shall be designed by the Designer of Record to facilitate positive drainage of the parking facilities and general site. The design shall be for a 10 year 24-hr storm occurrence. All storm drainage system piping shall be reinforced concrete pipe. All gutters and downspouts shall outfall to concrete splash blocks. The building foundation drains and pavement sub-drains shall outfall to daylight.

The new storm sewer collection system shall be designed in accordance with UFGS 33 40 00 Storm Drainage Utilities which is available at:

http://www.wbdg.org/ffc/dod/unified-facilities-guide-specifications-ufgs/ufgs-33-40-00.

http://www.wbdg.org/ffc/dod/unified-facilities-guide-specifications-ufgs/ufgs-33-40-00

DEPARTMENT OF THE ARMY

U.S. ARMY ENGINEER DISTRICT, LOUISVILLE

CORPS OF ENGINEERS

P.O. BOX 59

LOUISVILLE KY 40201-0059

http://www.lrl.usace.army.mil/

CELRL-EDT-G 22 October 2019

MEMORANDUM FOR CELRL-EDD-A (L. Grant)

SUBJECT: Construct a slab on grade Green River Area Office (GRAO) Addition Building to provide 3,600 square feet of working space at the Nolin River Lake project.

1. CELRL-ED-T-G has completed the requested preliminary site characterization for the subject project. A preliminary report has been prepared to characterize surface and subsurface conditions currently at the proposed project site. This report provides a general overview of soil and geologic conditions with detailed descriptions at select test pit locations.

2. The point of contact is Josh English at (502) 315-6244 regarding information presented in this report.

Josh English, E.I.T. Chun-Yi Kuo, P.E.

Project Engineer Project Checker

Enclosed

KUO.CHUN-

YI.

Digitally signed by

KUO.CHUN-YI.

Date: 2019.10.23 08:02:18 -04'00'

ENGLISH.JOSHU

A.A.

Digitally signed by

ENGLISH.JOSHUA.A

Date: 2019.10.23 08:04:27 -04'00'

AMDT 0004 ******************************************************************************W912QR92907255-0004

Nolin River Lake Office Addition Bee Spring, KY 22 October 2019 ii

TABLE OF CONTENTS

SECTION PAGE

1 BACKGROUND

1.1 PROJECT INFORMATION

1.2 SITE GEOLOGY AND SEISMICITY

1.2.1 General Geology

1.2.2 Seismicity

2 SITE CONDITIONS

2.1 EXISTING SITE CONDITIONS

3 EXPLORATORY FINDINGS

3.1 SUBSURFACE CONDITIONS

3.1.1 Test Pit Exploration

3.1.2 Dynamic Cone Penetrometer Tests

3.2 FIELD SAMPLING

APPENDIX A ................................................................................................. DRAWINGS APPENDIX B .............................................................................. FIELD TESTING DATA APPENDIX C ................................................................................. SITE PHOTOGRAPHS APPENDIX D ............................................................................................ SEISMIC DATA

1 BACKGROUND

1.1 PROJECT INFORMATION

General project information was provided by Laura Grant of CELRL-EDD-A. The proposed Green River Area Office (GRAO) Addition Building is located at the Nolin River Lake facility at 2150 Nolin Dam Road, Bee Spring, Edmonson County, Kentucky 42207. The proposed project consists of a slab on grade building that will provide 3,600 square feet of office working space for Nolin River Lake (NRL) employees. The addition will be attached to the existing GRAO and space within the existing footprint of the GRAO will be re-purposed into a conference room that can be utilized by NRL and GRAO personnel.

1.2 SITE GEOLOGY AND SEISMICITY

1.2.1 General Geology

The foundation of Nolin River Dam is comprised of Mississippian and Pennsylvanian rocks, separated by an unconformable erosional contact. Mississippian rocks contain, in ascending order, Cypress Sandstone and Shale, Haney (formerly Golconda) Limestone, Hardinsburg Sandstone, and Glen Dean Limestone. The only Pennsylvania rock is represented by the Caseyville Sandstone.

The interesting feature that makes Nolin River Dam unique is that geology of the right abutment is very different than the left abutment. This is due to the unconformable contact created by down-cutting of underlying Mississippian bedrock during Pennsylvanian river meandering. This meandering of these river systems eroded away some of those existing Mississippian sediments and replaced them with newer Pennsylvanian river sands, which later lithified into the Caseyville Sandstone. This variable erosion of the meandering river system cross cut through the middle of the modern Nolin River Dam site, creating the differences in abutment bedrock.

1.2.2 Seismicity

Based on the information obtained from this field exploration, the project site corresponds to Site Class C for seismic design. Supporting documentation is provided in Appendix D. The project site is located within the periphery of the New Madrid seismic region. A site-specific study to determine ground motion was beyond the scope of this report. For this study, maximum considered earthquake (MCE) ground motions were represented by spectral response accelerations for 2 percent probability of exceedance (PE) in 50 years. The approximate center of the site is found at latitude 37.279° and longitude -86.249°. Using data from the OSHPD Seismic Design Maps Ground Motion Parameter Calculator, the spectral response acceleration parameter Ss (0.2 second period) is 0.211g, and the spectral response acceleration parameter S1 at a period of one second is 0.144g. Based on soil and groundwater conditions encountered and experience, liquefaction potential at the project site is considered low.

2 SITE CONDITIONS

2.1 EXISTING SITE CONDITIONS

A site reconnaissance was conducted on 3 September 2019 by geotechnical engineers from CELRL-EDT-G to observe and document surface conditions at the project. Information gathered was used to help characterize the site.

The proposed 1-acre project site is composed of open terrain, an existing building, a gravel parking lot and a paved access road. The site is bounded by wooded Nolin River Lake bank to the east, existing building and pavement to the south, undeveloped open land to the north, and undeveloped woodland lot to the west that adjoins Nolin Dam Road. For further details, a Site Location Map is provided in Appendix A.

A utility pole was located near the southwestern corner of the project site. Underground fiber optic lines reportedly are present from the utility pole to the existing structure.

3 EXPLORATORY FINDINGS

Subsurface conditions were explored with three test pits and associated dynamic cone penetrometer (DCP) tests. Approximate test pit and DCP test locations are shown on the Test Pit Location Plan in Appendix A. The test pit locations and depths were selected by CELRL-EDT-G personnel based on a conceptual site plan. Test pit excavation and sampling was performed by CELRL-EDT-G and NRL project personnel.

A description of the subsurface conditions encountered with pertinent available physical properties are presented in the following sections.

3.1 SUBSURFACE CONDITIONS

3.1.1 Test Pit Exploration

Test pits were excavated utilizing a Bobcat E35 mini-excavator within the proposed building footprint. Below the crushed stone surface, the subsurface is generally described as possible fill consisting of sandy lean clay with gravel, construction debris and weathered sandstone. The test pits encountered shallow sandstone at termination depths ranging from 2.4 to 4 feet.

No groundwater was encountered in any of the test pits. No roots were present in any of the test pits in any meaningful quantity. All test pit depths were as deep as the excavator could dig before hitting a layer of sandstone. Possible fill was encountered in all three excavated test pits.

Encountered soil strata and available physical properties are described in the following paragraphs. For further details, refer to Test Pit Logs and DCP Field Data Sheets in Appendix B.

Test Pit TP-1 was located in the northwestern corner of the proposed building footprint. This test pit encountered about 10 inches of topsoil. Beneath the topsoil was possible fill consisting of sandy lean clay with crushed stone, fine to medium grained sand, and possible weathered sandstone to termination depth of 4 feet.

Test Pit TP-2 was located in the vicinity of the southwestern area of the proposed building footprint. TP-2 first encountered approximately 10 inches of crushed stone, possibly KY #2 and #57 stone. Beneath the crushed stone was a sandy lean clay with crushed stone, fine to medium grained sand and possible weathered sandstone to termination depth of 2.4 feet.

Test Pit TP-3 was located near the center of the proposed building footprint. This test pit encountered about 10 inches of crushed stone. Beneath the crushed stone was a sandy lean clay with crushed stone and fine to medium grained sand. The soil was cohesive and contained brick fragments and a layer of styrofoam. The excavation was terminated at 4 feet where sandstone was encountered.

3.1.2 Dynamic Cone Penetrometer Tests

DCP tests are one of the most widely used field tests in geotechnical engineering. DCP tests are used to test the strength of soil at different locations by placing a cone in the ground and using a hammer and anvil attached to the DCP in order to strike the cone into the ground. The number of strikes it takes to move the cone two inches was recorded in the DCP Field Data Sheets and can be located in Appendix B. DCP tests were performed at five locations within the proposed office building addition footprint.

DCP tests were performed to a maximum depth of 4 feet due to a layer of sandstone preventing the DCP from penetrating through the ground any further.

3.2 FIELD SAMPLING

Field sampling, testing and visual classification was performed in general accordance with USACE or ASTM procedures and established geotechnical engineering practice.

Appendix A – Drawings

– Site Location Map

– Test Pit & DCP Location Map

Site Location Map

Test Pit & DCP Location Plan

Appendix B – Field Test Data

– Field Procedures

– Test Pit Logs

– DCP Logs

- Field Procedures

Field Operations: The general field procedures employed by the U.S. Army Corps of Engineers (USACE), Louisville District, are summarized in ASTM D420 which is entitled "Investigating and Sampling Soils and Rocks for Engineering Purposes." This recommended practice lists recognized methods for determining soil and rock distribution and ground water conditions. These methods include geophysical and in situ methods as well as borings. The methods used for this analysis include Dynamic Cone Penetrometer (DCP) tests and digging test pits.

These methods are not capable of penetrating through material designated as "refusal materials."

Refusal, thus indicated, may result from hard cemented soil, soft weathered rock, coarse gravel or boulders, thin rock seams, or the upper surface of sound continuous rock.

The subsurface conditions encountered during the tests are reported on a field test record by a geologist or geotechnical engineer. The record contains information concerning the equipment used, samples attempted and recovered, indications of the presence of various materials such as coarse gravel, cobbles, etc., and observations between samples. Therefore, these records contain both factual and interpretive information. The field records are on maintained in the district office.

The soil and rock samples plus the field records are reviewed by a geologist or geotechnical engineer who classifies the soils in general accordance with the procedures outlined in ASTM D2488 and prepares the final records which are the basis for all evaluations and recommendations.

The final records represent the interpretation of the contents of the field records based on the results of the engineering examinations and tests of the field samples. These records depict subsurface conditions at the specific locations and at the particular time when the tests were done. Soil conditions at other locations may differ from conditions occurring at these test locations. Also, the passage of time may result in a change in the subsurface soil and ground water conditions at these locations. The lines designating the interface between soil or refusal materials on the records and on profiles represent approximate boundaries. The transition between materials may be gradual.

Test Pits: Test pits allow close inspection of shallow soil conditions and give a good indication of excavation difficulty during construction. The pits are excavated with equipment expected to be used during the actual construction operations, if possible. A geologist or engineer is present to examine the soil strata, the ease of excavation, the amount of subsurface water flowing into the pits, and the depths to which the pits can be excavated. Shallow test pits were made at the site at locations shown on the attached Test Pit & DCP Plan.

Dynamic Cone Penetrometer (DCP) Tests: At regular intervals in the excavated test pit, the soil consistency was measured with a cone penetrometer. The conical point was first seated 2 inches to penetrate any loose cuttings, then driven an additional 3½ inches in two 1¾-inch increments with blows from a 15-pound hammer falling 20 inches. The average number of hammer blows required to achieve the final two 1¾-inch increments was recorded, and is an index to the soil strength and density. Test pit records are attached which graphically show the soil descriptions and penetration resistances.

– Test Pit Logs

– DCP Logs

Appendix C – Site Photos

1. View of site facing south

2. View of excavation of Test Pit 1

3. View of Test Pit 1

4. View of excavation of Test Pit 2

5. View of Depth of Gravel (same for Test Pit 2 and 3)

6. View of content of Test Pit 3

Appendix D – Seismic Data

****************************************************************************************** AMDT 004