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BRUNSWICK COUNTY SCHOOLS

35 Referendum Drive ∙ Bolivia, North Carolina 28422 ∙ Phone: 910-253-2900 ∙ Fax: 866-291-7891

Date: November 16, 2018

Bid Request No: 153.334.19.BOND.70

Bids Due By: November 29 at 3:00 PM

Project Name and Location: Tennis Court Demolition and Reconstruction

South Brunswick High School

280 Cougar Dr. BSL

Southport, NC 28461

Brunswick County Schools is informally requesting bids for the performance of the following work or services. Bids shall

be binding for 30 days. Information regarding this Informal Bid Request may be obtained from David Barbour at (910) 274-

1076 or dbarbour@bcswan.net. Bids are to be emailed to dbarbour@bcswan.net or faxed to the attention of David Barbour at

(866) 291-7891.

PROJECT DESCRIPTION: See Exhibit 1 for a detailed description of the project scope and requirements, and for school

addresses.

PROJECT SCHEDULE: The Contractor shall begin the work upon receipt of the Purchase Order, and expeditiously, with

adequate forces, complete the work within the specified calendar days. The required milestone dates, and completion date

are included in Exhibit 1. The contractor shall coordinate all work with Operations personnel to ensure minimal disruption to

school activities. Should the Contractor fail to substantially complete the Work on or before the date stipulated for Substantial

Completion, or such later date as may result from extension of time granted by Owner, he shall pay the Owner, as liquidated

damages, the sum of Two Hundred and Fifty Dollars ($250.00) for each consecutive calendar day that terms of the contract

remain unfulfilled beyond the date allowed by the Contract, which sum is agreed upon as a reasonable and proper measure of

damages which the Owner will sustain per day by failure of the Contractor to complete Work within time as stipulated; it

being recognized by the Owner and the Contractor that the injury to the Owner which could result from a failure of the

Contractor to complete on schedule is uncertain and cannot be computed exactly. In no way shall costs for liquidated damages

be construed as a penalty on the Contractor.

TERMS AND CONDITIONS

Brunswick County Schools Contract, is included in Exhibit 2. The selected contractor will be required to sign this contract,

and Sexual Offender Registry Check Certification Form, included as Exhibit 2.1, as each are a part of this Request for Bid

and will govern this work.

FORM OF BID

The Form of Bid is included as Exhibit 3

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EXHIBIT 1 – SCOPE OF WORK

PRE-BID MEETING: THERE IS NO PRE BID MEETING SCHEDULED FOR THIS BID. Bidding

Contractors can visit site upon contacting Capital Projects and Planning to receive a Site Visit

Authorization Form. Please confirm by e-mailing David Barbour at dbarbour@bcswan.net. .

SCOPE OF WORK & SCHEDULE

The contractors are responsible for all items required to complete the scope of services, those items being

included in the scope of services even if not listed below. The subcontractor’s workmanship shall be

equal to or exceed the workmanship of reputable contractors performing similar work in the Wilmington

Metropolitan Service Area. Contractor shall perform the following scope of work in compliance with

all federal, state, and local codes and in accordance with any plans, specifications and engineered

drawings, design or criteria. Contractor shall follow the construction guidelines issued by the

American Sports Builders Association and USTA in the performance of all work under this

contract along with all North Carolina High School Athletic Association field and court governing

rules and requirements. Contractor must have a Certified Tennis Court Builder on staff.

The general scope involves demolition and reconstruction of (6) tennis courts approximately 36,000

square feet, permitting, grading, rebuild/refurbish stone base to meet industry standards along with

any engineering criteria, mill existing surface to reuse to build up base if existing material can be

used, asphalt paving, acrylic surfacing system for playing surfaces, fencing, gates, net poles, nets,

wind screens, backboard, sidewalk, concrete pad and bleachers, water fountain and all incidental

work relating to project in order to provide a complete and fully functional operating system.

Contractor is responsible for scope and to verify all dimensions and sizes on site.

Existing light poles and lights are to remain.

GENERAL

Brunswick County Schools has a policy of No Contact, Socialization, Or Fraternization between

contractor personnel and students or school staff. All Brunswick County Board of Education property

is designated as non-smoking non-tobacco use areas. All employees must sign a Policy Compliance

Form prior to mobilization to the site.

Lump Sum Bid to include all applicable taxes, shipping costs, and delivery lead time once selections

made.

The contractor shall provide Brunswick County Schools with a list of subcontractors along with

subcontractor’s contact information that will be performing work for the contractor.

The contractor shall supply submittals, shop drawings, color selections samples, schedule

of construction, and a schedule of values prior to commencement of the work.

The contractor shall schedule and perform the work without impeding or interfering with day to day

school activities, functions, classes, etc… This may include installing temporary routes, barricades,

etc… for The protection of the public where the work is to be performed

Contractor shall obtain all required permits and pay all fees associated with this work.

Contractor will be responsible for having all utilities, power lines, water lines, sewer lines, gas lines,

telephone lines, data lines, communication lines, etc… located by locating service.

Contractor will be responsible for any testing services needed for compaction test, proof rolls, etc…, to

assure base is compliant with industry standards and meets any engineering design criteria.

Contractor shall maintain a safe and clean work environment. Contractor shall maintain a dumpster on

site for duration of the project with periodic hauling off of trash and construction debris. Contractor is

responsible for daily cleanup of any trash and construction debris to maintain a safe and clean job site.

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Contractor shall provide its employees and subcontractors with a portable restroom facility to be

maintained, cleaned and emptied weekly.

Work area is to be left safe at the close of each workday. Leave no unfilled/protected holes. Remove

all aluminum cuttings/waste immediately. Do not interrupt power, telephone or communication

systems. Coordinate work with Capital Projects Office.

Safety: Contractor shall erect barriers as needed, to prevent pedestrians and vehicles from entering the

work area. Contractor to provide and use any and all equipment needed to complete the work following

all OSHA guidelines and requirements.

Contractor shall complete Architect’s, Engineer’s, or Owner’s punch list before final payments and

release of retainage will be issued.

Upon completion of the work the contractor is to perform a final construction cleaning of all surfaces

and areas associated with this project.

Demolition and Reconstruction of Tennis Courts:

Scope:

The Scope of work includes but is not limited to the following items:

Demolition:

Remove and dispose of existing fencing wire mesh, rails, terminal post, line post, and gates.

Remove and dispose of existing backboard.

Remove and dispose of existing net post.

Remove existing asphalt surface. Surface may be milled and reused for stone base build if allowed in

Engineers design criteria.

Remove existing water fountain.

Remove and dispose of existing concrete at existing water fountain.

Reconstruction:

Site work to include and adhere to all grading and erosion control measures per the engineers attached

drawings, specifications, Geotech report along with items of bid scope listed with in.

Base shall be graded compacted and then fine graded to establish planarity and minimum tolerances.

Grade to have a slope between 0.83% (1:120) and 1.0% (1:100) constructed in one continuous plane.

Stone base should be a 4” minimum and to industry standards as well as any engineering design

criteria to meet a 95% of standard proctor test results. Contractor shall have option to mill and reuse

existing asphalt (RAP) or install all new stone base.

If Contractor chooses to mill and reuse asphalt (RAP) for base Contractor should assume that RAP

will not make up 4” base and will make up the difference with ABC.

Base shall be proof rolled. The Contractor is responsible for contracting with a 3rd party Professional

Engineer for site testing. The Contractor, PE, and Owner shall be present for all proof rolls. Areas not

meeting compaction minimums will be marked and remediated as necessary to achieve minimum

tolerances. Contractor shall provide a statement sealed by a Professional Engineer confirming that all

work complies with compaction requirements.

Hard Surface:

After base course meets compaction requirements, new asphalt shall be applied in two 1 ½” lift increments for a total asphalt overlay of 3” thickness. Base course to be1 ½” spread and compacted.

Surface course shall be 1 ½” spread and compacted to a uniform density and thickness.

Asphalt mix design shall be S9.5B

Asphalt shall be allowed to cure thoroughly before any color coatings are applied.

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Flood surface with water and patch depressions/birdbaths holding more than 1/16” water with acrylic

patching material per manufacturer’s requirements. High areas should be leveled by scraping or

grinding. All areas must cure per requirements and area must be dry before proceeding.

Surfacing System:

Apply one (1) coat of acrylic resurfacer (Laykold, Novasurface, or equal) according to manufacturer’s

directions. Apply three (3) acrylic finish coats (Laykold Colorcoat , Novacrylic, or equal) textured

surfaces according to manufacturer’s directions and accreditation organizations. Two (2) colors to be

selected by owner and used for playing courts and out-of-bounds area differentiation.

Color separation between court and out of bound areas to be masked per manufacturer’s

recommendations.

Lay-out, mask and hand paint playing lines using (Laykold, Novatex, or equal) textured white acrylic

line paint. Lines shall be accurately located and marked in accordance with the rules of governing

accreditation organization for North Carolina High Schools. Playing lines shall be taped, and the tape

sealed and then painted to provide straight lines with sharp edges.

Fencing:

Base bid should include 10’ vinyl coated fencing, color selected by Owner, to encompass 6 court

playing area. All fencing

shall be 9 gauge core with schedule 40 frame work. Terminal post shall be 3” OD. Line post shall be

2 ½” OD. Pipe rails and braces shall be 1 5/8” OD. Fence shall have top, mid, and bottom rails. Fence

wire mesh shall be 9 gauge minimum with 1 3/4” openings in mesh.

Fence post shall be set at not more than 10’ apart.

Fencing shall include (3) gate openings. Gates to be 1 5/8” OD frame. Gate opening to be 4’ x 7’.

Gate shall swing away from playing surface. Gates shall have a latching system that can be locked.

Latch should also help prevent gate from opening in wrong direction.

Gates shall be centered between courts 1 & 2, 3 & 4, 5 & 6.

Base bid should include fencing and gate to encompass exiting utilities panels and boxes. Area should

be 10’ x 10’.

Fencing shall be installed to meet or exceed local wind load codes.

Net Posts and Nets:

Net posts shall be sleeved in a concrete footing. Footing shall be a minimum of 24” in diameter and a

minimum of 36” in depth.

Net posts shall be 3” OD coated steel with a ratchet type external winding mechanism and removable

handle.

Net post shall be installed 2 degrees from center to avoid flexing when cable is tightened.

Nets to be polyethylene with 1 ¾” mesh, and a minimum tensile strength of 275 lbs.

Nets to have center strap and anchor set in concrete footing. Anchor footing to be a minimum of 12”

in diameter and 12” in depth.

Accessories and Amenities:

Windscreens shall be provided and installed on the courts perimeter fencing. Windscreens shall be

6’ vinyl coated with permanent window vents, 10 ounce per square yard weight and grommets at 12”

on center. Color selected by Owner.

(2) 72” portable vinyl coated metal benches shall be provided at each court. Benches shall be resistant

to weather and ultraviolet degradation. Color selected by Owner. See bench detail included in bid

package.

Bid shall include individual court score-keepers for each court. Score-keepers shall be attach to net

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post and be removable. Score-keepers shall show the Set and the Score and be two sided.

Court Numbers shall be provided at each court. Court numbers shall be an 8” x 10” aluminum plaque

with white vinyl background and vinyl court number (Color selected by Owner).

Base bid should include a 5’ x 5’ x 4” concrete apron at the entrance at each gate.

Base bid shall include installing a new outdoor water fountain and hose bib on a 5’ x 5’ x 4” concrete

pad.

Bid shall include installing a new 16’ x 10’ wood back board attached to fence. Back board should be

constructed of treated lumber and painted per Owner’s color selection. Backboard to be attached to

fence on court side.

Fine Grade and Seeding:

Contractor shall fine grade, seed and straw all areas disturbed by the demolition and reconstruction of

tennis courts adjacent to and up to the tennis courts, sidewalks, pads, parking areas, etc… for

established lawn.

ALLOWANCES:

1. Each Contractor shall include an allowance of $ 15,000 for a general owners allowance in their

Base Bid amount. Allowances will be used for Owner requested and authorized, out-of-scope

work. The contractor will invoice allowance amounts as a separate line item. This allowance does

not include allowance dollars for Unsuitable Soils (following item).

2. Unsuitable Sub-surface

Contractor to provide a unit price and include in his bid funds to:

Excavate, stockpile, and then reuse (to reach organics if present)

250 cy x $________cy = $________

Excavate, remove, and replace (unsuitable soil/organic layer)

300 cy x $________cy = $_________

Unsuitable Soil Total= $_________

Alternates:

# 01 Electrical

Add (3) 120 volt duplex outlets in weather proof enclosure shall be provided. One outlet shall be

between court 1 & 2, one outlet shall be between court 3 & 4, one outlet shall be between court 5 & 6.

Wiring for outlets shall be in conduit underground and then out of ground and attach to fence with

outlet on court side of fence.

# 02 Spectator Seating Concrete Pads

Add (3) 7’ x 12’ x 4” concrete pads for future spectator seating.

# 03 Spectator Seating

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Add (3) low rise aluminum bleachers 3 row, 12’ long, single foot plank not to exceed 30” in height,

secured and anchored to meet or exceed local wind load codes.

# 04 Concrete Hard Surface

Use Air Entrained 4000 psi 4” Concrete in lieu of Asphalt Hard Surface

Warranty: Provide Mfg Standard Warranty on all Materials; Provide Standard Industry Warranty on

Installation.

SCHEDULE:

- Anticipated Project Start Date: December 5, 2018

- Project completion date March 22, 2019

- Submittals to be provided upon receipt of PO to assure materials available at project start date

- Contractor to provide Schedule to CPP including permitting, submittals, construction start, delivery

dates, timeline for major construction activities, final clean-up, and punch list

- If work involves weekends or holidays Contractor to have schedule approved in advance by

Capital Projects & Planning. Access into the schools facilities will have to be coordinated three

days in advance.

•Board Members: Harry E. Lemon, Jr., Chairman • John W. Thompson, Vice-Chairman • Charles Miller • Catherine Cooke • Ellen Milligan • Leslie K. Tubb, Superintendent

Exhibit 2

OWNER-CONTRACTOR AGREEMENT

THIS AGREEMENT is made this ____ day of ________ 20__ by and between the Brunswick

County Board of Education (herein referred to as the Owner, whose mailing address is 35 Referendum Dr.,

Bolivia, NC 28422 and _______________ (herein referred to as the Contractor, whose mailing address is

__________________, North Carolina ______. Correspondence, submittals, and notices relating to or

required under this Agreement shall be sent in writing to the above addresses unless either party is notified

in writing by the other of a change in address.

WITNESSETH:

WHEREAS, it is the intent of the Owner to obtain the services of the Contractor in connection with

____________________: and

WHEREAS, the Contractor desires to perform such construction in accordance with the terms and

conditions of this Agreement.

NOW, THEREFORE, in consideration of the promises made herein and other good and valuable

consideration, the following terms and conditions are hereby mutually agreed to, by and between the Owner

and Contractor:

1. Scope of Services. The Contractor shall perform the Work in accordance with the terms of this

Agreement, any plans and specifications prepared for this Project, and the description of services

attached to this Agreement as Exhibit A, all of which are incorporated into and made a part of this

Agreement.

a. The Contractor shall provide and pay for all materials, tools, equipment, and labor, and shall

perform all other acts and supply all other services and things necessary to fully and properly

perform and complete the Work as required by this Agreement.

b. The Contractor shall perform the Work in compliance with all governmental laws and

regulations, including all applicable local, state and federal rules and regulations.

c. The Contractor shall, unless otherwise specified, supply and pay for all labor, transportation,

materials, tools, apparatus, lights, power, fuel, sanitary facilities, and incidentals necessary for

the completion of his work, and shall install, maintain and remove all equipment of the

construction, other utensils or things, and be responsible for the safe, proper and lawful

construction, maintenance and use of same, and shall construct in the best and most

workmanlike manner, a complete job and everything incidental thereto, as shown on the plans,

stated in the specifications, or reasonably implied therefrom, all in accordance with the

Agreement documents.

d. All materials shall be new and of quality specified, except where reclaimed material is

authorized herein and approved for use. Workmanship shall at all times be of a grade accepted

as the best practice of the particular trade involved, and as stipulated in written standards of

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recognized organizations or institutes of the respective trades except as exceeded or qualified

by the specifications.

e. Products are generally specified by ASTM or other reference standard and/or by

manufacturer's name and model number or trade name. When specified only by reference

standard, the Contractor may select any product meeting this standard, by any manufacturer.

When several products or manufacturers are specified as being equally acceptable, the

Contractor has the option of using any product and manufacturer combination listed. However,

the Contractor shall be aware that the cited examples are used only to denote the quality

standard of product desired and that they do not restrict bidders to a specific brand, make,

manufacturer or specific name; that they are used only to set forth and convey to bidders the

general style, type, character and quality of product desired; and that equivalent products will

be acceptable. Substitution of materials, items or equipment of equal or equivalent design shall

be submitted to the architect or engineer for approval or disapproval; such approval or

disapproval shall be made by the architect or engineer prior to the opening of bids.

f. The Contractor shall designate a foreman/superintendent who shall direct the work.

g. If at any time during the construction and completion of the work covered by this Agreement,

the conduct of any workman be adjudged a nuisance to the Owner or considered detrimental to

the work, the Contractor shall order such parties removed immediately from the Owner’s

property.

h. The Contractor shall keep the sites and surrounding area reasonably free from rubbish at all

times and shall remove debris from the site from time to time or when directed to do so by the

Owner. Before final inspection and acceptance of the Project, the Contractor shall thoroughly

clean the sites, and completely prepare the Project and site for use by the Owner.

i. Temporary electricity and water shall be arranged by the Contractor at the Contractor’s

expense.

2. Compensation. Provided that the Contractor shall strictly and completely perform all of its

obligations under this Agreement, the Owner shall pay the Contractor the amount of _______

dollars ($______) (herein referred to as the Contract Sum. No compensation shall be paid for any

additional work that is not approved in advance by the Owner. One progress payment, if any, may

be made by the Owner to the Contractor only after certification that the Work is complete and will

be based upon the completion of the identified interim work agreed to by the Owner. Under no

circumstances will the Owner make more than one interim payment. The Owner will retain five

percent (5%) of the amount of any progress payment and/or the Contract Sum until all of the Work

is finally completed and accepted, whether or not the Owner has occupied any or all of the Project

before such time. Final payment will be withheld until the Contractor’s North Carolina sales and

use tax report is received. The report shall accurately list any and all sales and use tax paid on

materials for the entire Project.

3. Time. The Contractor shall commence the Work promptly upon the date established in the Notice

to Proceed, the date of this Agreement, or such other date as may be established by the Owner.

Time is of the essence. The Contractor shall perform work in a timely manner.

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4. Codes, Permits and Inspections.

a. The Contractor shall obtain the required permits, give all notice and comply with all laws,

ordinances, codes, rules and regulations bearing on the conduct of the work under this

Agreement. If the Contractor observes that the drawings and specifications are at variance

therewith, he shall promptly notify the architect or engineer in writing. If the Contractor

performs any work knowing it to be contrary to such laws, ordinances, codes, rules and

regulations, and without such notice to the Owner, he shall bear all cost arising therefrom.

b. All work under this Agreement shall conform to the North Carolina State Building Codes and

other state and national codes as are applicable.

5. Safety Requirements.

a. The Contractor shall be responsible for the entire site and the construction of the same and

provide all the necessary protections as required by laws or ordinances governing such

conditions and as required by the Owner, architect or engineer. He shall be responsible for any

damage to the Owner's property or that of others on the job, by himself, his personnel or his

subcontractors, and shall make good such damages. He shall be responsible for and pay for

any claims against the Owner arising from such damages.

b. The Contractor shall adhere to the rules, regulations and interpretations of the North Carolina

Department of Labor relating to Occupational Safety and Health Standards for the

Construction Industry (Title 29, Code of Federal Regulations, Part 1926 Construction and Part

1910 General Industry).

c. The Contractor shall provide all necessary safety measures for the protection of all persons on

the work, including the requirements of the AGC Accident Prevention Manual in Construction

as amended, and shall fully comply with all state laws or regulations and North Carolina State

Building Code requirements to prevent accident or injury to persons on or about the location

of the work. He shall clearly mark or post signs warning of hazards existing, and shall

barricade excavations and similar hazards. He shall protect against damage or injury resulting

from falling materials and he shall maintain all protective devices and signs throughout the

progress of the work.

6. Warranties. The Contractor guarantees and warrants to the Owner all Work as follows: that all

materials and equipment furnished under this Agreement will be new and the best of its respective

kind unless otherwise specified; that all Work will be of good quality in accordance with the industry

standards for reputable contractors; that the Work will be free of omissions and faulty, poor quality,

imperfect and defective material or workmanship; that the Work, including but not limited to,

mechanical and electrical machines, devices and equipment, shall be fit and fully usable for its

intended and specified purpose and shall operate satisfactorily with ordinary care; that the products

or materials incorporated in the Work will not contain asbestos; and that all agents or employees of

Contractor who will provide services under this Agreement will be fully qualified, possess any

requisite licenses, and otherwise be legally entitled to perform the services provided; and that the

person(s) executing this Agreement on behalf of Contractor have authority to do so as an official,

binding act of Contractor.

If, within one year after the Date of Substantial Completion of the Work or designated portion

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thereof or within one year after acceptance by the Owner of designated equipment or within such

longer period of time as may be prescribed by law or by the terms of any applicable special warranty

required by this Agreement, any of the Work is found to be defective, not in accordance with this

Agreement, or not in accordance with the guarantees and warranties specified in this Agreement,

the Contractor shall correct it within five (5) working days or such other period as mutually agreed,

after receipt of a written notice from the Owner to do so. For items which remain incomplete or

uncorrected on the date of Substantial Completion, the one year warranty shall begin on the date of

Final Completion of the Work.

7. Contractor-Subcontractor Relationships. The Contractor agrees that the terms of these Agreement

documents shall apply equally to a subcontractor as to the Contractor, and that the subcontractor is

bound by those terms as an agent of the Contractor.

8. Hold Harmless. The Contractor shall indemnify and hold the Owner harmless from and against any

and all losses, liabilities, claims, lawsuits, judgments, and demands whatsoever, including costs of

investigation (including reimbursement of reasonable legal fees and all costs) caused solely by any

negligent act or omission or intentional wrongdoing of the Contractor or its agents, employees or

subcontractors, or caused solely by the maintenance, presence, use, location or removal of any

equipment or other property owned or operated by the Contractor or its agents, employees or

subcontractors. The parties agree that this indemnification clause is an “evidence of indebtedness”

for purpose of N. C. Gen. Stat. § 6-21.2. The Owner shall not be responsible for any damage to the

Contractor’s property, business, agents or employees, unless said damage is due solely to the

negligence of Owner.

9. Insurance. The Contractor shall obtain and maintain in effect during the term of this Agreement,

general liability and automobile liability insurance in which the Owner and the Contractor shall

each be named as insured parties, which insurance shall protect the Owner and the Contractor from

claims in an amount not less than $1,000,000 for personal injury, including death, to any one person

and in an amount not less than $1,000,000 for any one occurrence, and from claims for property

damages in an amount of not less than $1,000,000 for each occurrence arising from any act or

omission of Contractor, its agents, employees or subcontractors. The Contractor shall obtain and

maintain in effect during the term of this Agreement, a policy of workers= compensation liability

insurance in which the policy shall protect the Owner and the Contractor from claims in an amount

not less than the statutory amount.

The Contractor shall promptly furnish to the Owner certificates of insurance evidencing such

insurance coverage. Insurance required hereunder shall be maintained by insurance companies

properly licensed by the Insurance Department of the State of North Carolina and rated A or better

by Best Insurance Guide.

10. Termination for Convenience. The Board may terminate this Agreement at any time in its complete

discretion upon twenty (20) days written notice. In the event of a termination for convenience, all

finished or unfinished work and materials pursuant to this Agreement shall be turned over to the

Board and become its property. If the Agreement is terminated by the Board in accordance with

this section, the Board shall only be responsible for paying Contractor for all Work performed and

accepted and all materials delivered to the site as of the date of termination.

11. Termination by the Owner for Cause. The Owner may terminate the Agreement upon five (5) days

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written notice if the Board is dissatisfied with the quality or timeliness of the Work performed. If

the Owner becomes dissatisfied with the Work, the Owner may without prejudice to any other rights

or remedies of the Owner and after giving the Contractor five days’ written notice, terminate

employment of the Contractor and may:

1. Exclude the Contractor from the site and take possession of all materials, equipment,

tools, and construction equipment and machinery thereon owned by the Contractor;

2. Accept assignment of any subcontracts; and

3. Finish the Work by whatever reasonable method the Owner may deem expedient. Upon

written request of the Contractor, the Owner shall furnish to the Contractor a detailed

accounting of the costs incurred by the Owner in finishing the Work.

If the Owner terminates the whole or any part of the Work, the Owner may procure, upon such

terms and in such manner as the Owner may deem appropriate, supplies or services similar to those

so terminated, and the Contractor shall be liable to the Owner for any excess costs for such similar

supplies or services. The Contractor shall continue the performance of the Agreement to the extent

not terminated hereunder.

When the Owner terminates the Agreement, the Contractor shall not be entitled to receive further

payment until the Work is finished. If the unpaid balance of the Contract Sum exceeds costs of

finishing the Work, including compensation for the Architect’s and legal services and expenses

made necessary thereby, and other damages incurred by the Owner and not expressly waived, such

excess shall be paid to the Contractor. If such costs and damages exceed the unpaid balance, the

Contractor shall pay the difference to the Owner. The amount to be paid to the Contractor or Owner,

as the case may be, shall be certified by the Architect and this obligation for payment shall survive

this Agreement.

12. Lunsford Act/Criminal Background Checks. The Contractor shall conduct or arrange to have

conducted at its own expense sexual offender registry checks on each of its owners, employees,

agents, or subcontractors (“contractual personnel”) who will engage in any service on or delivery

of goods to school system property or at a school-system sponsored event, except checks shall not

be required for individuals who are solely delivering or picking up equipment, materials, or supplies

at: (1) the administrative office or loading dock of a school; (2) non-school sites; (3) schools closed

for renovation; or (4) school construction sites. The checks shall include at a minimum checks of

the State Sex Offender and Public Protection Registration Program, the State Sexually Violent

Predator Registration Program, and the National Sex Offender Registry (“the Registries”). For the

Contractor’s convenience only, all of the required registry checks may be completed at no cost by

accessing the United States Department of Justice Sex Offender Public Website at http:// www.

nsopw.gov/. The Contractor shall provide certification that the registry checks were conducted on

each of its contractual personnel providing services or delivering goods under this Agreement prior

to the commencement of such services or the delivery of such goods. The Contractor shall conduct

a current initial check of the registries (a check done more than 30 days prior to the date of this

Agreement shall not satisfy this contractual obligation). In addition, Contractor agrees to conduct

the registry checks and provide a supplemental certification before any additional contractual

personnel are used to deliver goods or provide services pursuant to this Agreement. Contractor

further agrees to conduct annual registry checks of all contractual personnel and provide annual

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certifications at each anniversary date of this Agreement. Contractor shall not assign any individual

to deliver goods or provide services pursuant to this Agreement if said individual appears on any of

the listed registries. Contractor agrees that it will maintain all records and documents necessary to

demonstrate that it has conducted a thorough check of the registries as to each contractual personnel,

and agrees to provide such records and documents to the school system upon request. Contractor

specifically acknowledges that the school system retains the right to audit these records to ensure

compliance with this section at any time in the school system’s sole discretion. Failure to comply

with the terms of this provision shall be grounds for immediate termination of the Agreement. In

addition, the Owner may conduct additional criminal records checks at the Owner’s expense. If the

school system exercises this right to conduct additional criminal records checks, Contractor agrees

to provide within seven (7) days of request the full name, date of birth, state of residency for the

past ten years, and any additional information requested by the school system for all contractual

personnel who may deliver goods or perform services under this Agreement. Contractor further

agrees that it has an ongoing obligation to provide the school system with the name of any new

contractual personnel who may deliver goods or provide services under the Agreement. The Owner

reserves the right to prohibit any contractual personnel of Contractor from delivering goods or

providing services under this Agreement if the Owner determines, in its sole discretion, that such

contractual personnel may pose a threat to the safety or well-being of students, school personnel or

others.

13. Governing Law. This Agreement and the relationship of the parties shall be governed by the laws

of the state of North Carolina.

14. Entire Agreement. All of the representations and obligations of the parties are contained herein,

and no modification, waiver or amendment of this Agreement or of any of its conditions or

provisions shall be binding upon a party unless in writing signed by that party. The waiver by any

party of a breach of any provision of this Agreement shall not operate or be construed as a waiver

of any subsequent breach of that provision by the same party, or of any other provision or condition

of the Agreement.

15. Severability. If any section, subsection, term or provision of this Agreement or the application

thereof to any party or circumstance shall, to any extent, be invalid or unenforceable, the remainder

of said section, subsection, term or provision of the Agreement or the application of the same to

parties or circumstances other than those to which it was held invalid or unenforceable, shall not be

affected thereby and each remaining section, subsection, term or provision of this Agreement shall

be valid or enforceable to the fullest extent permitted by law.

16. Compliance with Applicable Laws. Contractor shall comply with all applicable laws and regulations

in providing services under this Agreement. In particular, Contractor shall not employ any

individuals to provide services to the Owner who are not authorized by federal law to work in the

United States. Contractor represents and warrants that it is aware of and in compliance with the

Immigration Reform and Control Act and North Carolina law (Article 2 of Chapter 64 of the North

Carolina General Statutes) requiring use of the E-Verify system for employers who employ twenty-

five (25) or more employees and that it is and will remain in compliance with these laws at all times

while providing services pursuant to this Agreement. Contractor shall also ensure that any of its

subcontractors (of any tier) will remain in compliance with these laws at all times while providing

subcontracted services in connection with this Agreement. Contractor is responsible for providing

affordable health care coverage to all of its full-time employees providing services to the School

13

System. The definitions of “affordable coverage” and “full-time employee” are governed by the

Affordable Care Act and accompanying IRS and Treasury Department regulations.

17. Compliance with Iran Divestment Act of 2015. Provider represents that as of the date of this

Contract, Provider is not included on the Final Divestment List created by the North Carolina State

Treasurer pursuant to N.C. Gen. Stat. § 147-86.58. Provider also represents that as of the date of

this Contract, Provider is not included on the list of restricted companies determined to be engaged

in a boycott of Israel created by North Carolina State Treasurer pursuant to N.C. Gen Stat. 147-

86.81.

18. Anti-Nepotism. Contractor warrants that, to the best of its knowledge and in the exercise of due

diligence, none of its corporate officers, directors, or trustees and none of its employees who will

directly provide services under this Agreement are immediate family members of any member of

the Brunswick County Board of Education or of any principal or central office staff administrator

employed by the Board. For purposes of this provision, “immediate family” means spouse, parent,

child, brother, sister, grandparent, or grandchild, and includes step, half, and in-law

relationships. Should Contractor become aware of any family relationship covered by this provision

or should such a family relationship arise at any time during the term of this Agreement, Contractor

shall immediately disclose the family relationship in writing to the Superintendent of the

Schools. Unless formally waived by the Board, the existence of a family relationship covered by

this Agreement is grounds for immediate termination by Owner without further financial liability

to Contractor.

19. Applicable School Board of Education Policies. Provider acknowledges that the Brunswick County

Board of Education has adopted policies governing conduct on School System property and agrees

to abide by any and all relevant Board policies while on School System property. The Provider

acknowledges that Board’s policies are available on the School System’s website.

IN WITNESS WHEREOF, the Owner has caused these presents to be signed and the Contractor

has caused these presents to be signed by a person with the authority to enter this Agreement, as hereinafter

attested, all as of the day and year first above written.

BRUNSWICK COUNTY BOARD OF EDUCATION

By: ____________________________________________________________(Seal)

[INSERT NAME OF BOARD CHAIR]

[INSERT CORPORATE NAME OF PROVIDER]

By: ____________________________________________________________(Seal)

[INSERT NAME OF CORPORATE PRESIDENT OR VICE PRESIDENT]

Attest: _____________________________________________________________(Seal)

[INSERT NAME OF CORPORATE SECRETARY]

14

This instrument has been preaudited in the manner required by the School Budget and Fiscal Control Act.

________________________________________________

(Signature of finance officer/Date

Exhibit 2.1

Sexual Offender Registry Check Certification Form

Check the appropriate box to indicate the type of check:

□ Initial

□ Supplemental

□ Annual

I, _______________ (insert name), ______________ (insert title) of ____________ (insert company

name) hereby certify that I have performed all of the required sexual offender registry checks required

under this Agreement for all contractual personnel (employees, agents, ownership personnel, or

contractors ) who may be used to deliver goods or provide services under this Agreement, including the

North Carolina Sex Offender and Public Protection Registration Program, the North Carolina Sexually

Violent Predator Registration Program, and the National Sex Offender Registry. I further certify that

none of the individuals listed below appears on any of the above-named registries and that I will not

assign any individual to deliver goods or perform services under this Agreement if said individual appears

on any of the sex offender registries. I agree to maintain all records and documents associated with these

registry checks, and that I will provide such records and documents to the school system upon request. I

specifically acknowledge that the school system retains the right to audit these records to ensure

compliance with this section at any time in the school system’s sole discretion. I acknowledge that I am

required to perform these checks and provide this certification form before any work is performed under

the Agreement (initial check), any time additional contractual personnel may perform work under the

Agreement (supplemental check), and at each anniversary date of the Agreement (annual check).

Contractual Personnel Names Job Title

1. ________________________ ________________________

2. ________________________ ________________________

3. ________________________ ________________________

4. ________________________ ________________________

5. ________________________ ________________________

(attach additional page(s) if needed)

I attest that the forgoing information is true and accurate to the best of my knowledge.

_____________________ (print name) _____________________ (signature)

_____________________ (title) ______________________ (date)

15

EXHIBIT 3 - BID FORM - INFORMAL BID REQUEST NO.: 153.334.19.BOND.70

PROJECT DESCRIPTION: SBHS Tennis Court Demolition & Reconstruction ___________________________________________________________________________________________

Company Name/License #:

Street Address:

City, State, Zip Code:

Contact Person:

Contact Information:

It has been determined that the above specified project is a Capital Improvement as defined in E505 (09-17). Brunswick

County Board of Education will issue a E589-CI, Affidavit of Capital Improvement, upon award of the bid.

It has been determined that the above specified project is:

Subject to NC Sales & Use Tax

Not Subject to NC Sales & Use Tax

________________________________ proposes to do the above specified project for:

Company Name

Bid Project Scope $____________

Owner Allowance $____________

Unsuitable Allowance

Excavate, stockpile, and then reuse (to reach organics if present)

250 cy x $________cy = $____________

Excavate, remove, and replace (unsuitable soil/organic layer)

300 cy x $________cy = $____________

Sales Tax (If Applicable) $_____________

Total Project Cost $_____________

*See Next Page of Bid Form for Alternates

16

Alternate # 01 Electrical add of (3) 120 duplex outlets $_______________

Alternate # 02 Spectator Seating Concrete Pads $_______________

Alternate # 03 Spectator Seating $_______________

Alternate # 04 Concrete Hard Surface $_______________

Please acknowledge any addenda: # 1____ # 2_____, # 3_____, Unless otherwise noted, the Total Project Cost includes all material, labor, permitting, freight, taxes,

allowances, and other charges.

________________________________ ____________________________

Name, Position of Co. Representative Signature Date

Bids are to be valid for 30 days. “N.C.G.S. § 133-32 and Executive Order 24 prohibit the offer to, or acceptance by, any State

Employee of any gift from anyone with a contract with the State, or from any person seeking to do business with the State. By

execution of any response in this procurement, you attest, for your entire organization and its employees or agents, that you are not

aware that any such gift has been offered, accepted, or promised by any employees of your organization.

Projects will be awarded based on cost, adherence to Informal Bid Request requirements, contractor’s ability to meet the

schedule, and contractor’s references. Contractor must be able to comply with Brunswick County Schools Terms and

Conditions (attached). The Brunswick County Board of Education has a right to reject any or all bids, pursuant to NC Statute

and Board of Education Policy, and to waive any or all informalities.

           

 

16 

Alternate # 01 Electrical add of (3) 120 duplex outlets $_______________ Alternate # 02 Spectator Seating Concrete Pads $_______________ Alternate # 03 Spectator Seating $_______________ Alternate # 04 Concrete Hard Surface $_______________ Please acknowledge any addenda: # 1____ # 2_____, # 3_____,  Unless otherwise noted, the Total Project Cost includes all material, labor, permitting, freight, taxes, allowances, and other charges. ________________________________ ____________________________ Name, Position of Co. Representative Signature Date Bids are to be valid for 30 days. “N.C.G.S. § 133-32 and Executive Order 24 prohibit the offer to, or acceptance by, any State Employee of any gift from anyone with a contract with the State, or from any person seeking to do business with the State. By execution of any response in this procurement, you attest, for your entire organization and its employees or agents, that you are not aware that any such gift has been offered, accepted, or promised by any employees of your organization.

Projects will be awarded based on cost, adherence to Informal Bid Request requirements, contractor’s ability to meet the schedule, and contractor’s references. Contractor must be able to comply with Brunswick County Schools Terms and Conditions (attached). The Brunswick County Board of Education has a right to reject any or all bids, pursuant to NC Statute and Board of Education Policy, and to waive any or all informalities.

SILT FENCE OUTLET

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SILT FENCE

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SOUTHPORT, NC

COUGAR DR.

PROJECT

LOCATION

GENERAL NOTES

1. The Contractor shall attend an on-site preconstruction conference with Brunswick County Schools representative(s)

and the Engineer prior to beginning work.

2. Survey data was provided by Bobby Long & Associates; Shallotte, NC

3. All work shall be performed in compliance with all applicable local, state, and federal permits, codes, regulations,

and ordinances.

4. The Contractor shall locate underground utilities within the project work area prior to beginning work. He shall be

responsible for any damage to any above-ground or below-ground properties resulting from his activities.

5. Should the Contractor determine that existing conditions/features/factors may be in conflict with the project plans, he

shall immediately contact the Engineer for direction.

6. The Contractor shall take necessary action to minimize the tracking of mud onto paved roadway(s) and/or school

parking/drive areas.

7. The Contractor, to the extent possible, shall minimize the generation of dust or other airborne particulate matter.

8. Litter, construction debris, oils, fuels, building products, and construction chemicals that could be exposed to rainfall

and/or stormwater runoff shall be prevented from becoming a pollutant source in stormwater discharges.

9. Contractor shall ensure compliance with the Geotechnical Report by ECS Southeast, LLP titled "Geotechnical

Engineering Report South Brunswick High School - Tennis Courts" throughout all phases of construction.

CONSTRUCTION SEQUENCE

NOTE: This sequence is provided as a guide for limiting erosion and the loss of sediment to off-site areas. It is not

intended to dictate means and/or methods for the Contractor to perform his work. The Contractor is solely responsible

for preventing eroded soils from leaving the site. He shall use his best judgment in adjusting this sequence as may be

beneficial in meeting this intended goal.

1. Obtain a copy of the NCDEQ/LQS erosion control permit. Review the permit and become familiar with its

contents/requirements.

2. Schedule an on-site pre-construction conference with the NCDEQ/LQS personnel named on the erosion control

permit. Inform Brunswick County Schools and the Engineer about the date and time of the meeting.

3. Install the temporary gravel construction entrance.

4. Install the sediment fencing along the alignments shown on the plan.

5. Remove the existing asphalt while minimizing the removal of base material. Pulverize the asphalt and store in

stockpile area for future use as a reclaimed asphalt pavement (RAP) base material.

6. Remove the existing base and/or subgrade material to a depth of at least 7" below the proposed surface grade of

the tennis courts.

7. Construct the tennis court base by installing and compacting up to 2" of RAP, and then installing and compacting

a layer of ABC to provide a total base thickness (RAP plus ABC) of 4".

8. Perform the grading activities.

9. Install pavement sections of tennis court.

10. Install the erosion matting along the alignment of the swales.

11. Place the wattle check dams in the swales at locations shown on the project plan.

12. Stabilize all disturbed areas as set out in the “Grassing Notes”.

13. Inspect all erosion and sediment control practices weekly and after rainfall events. Make repairs as may be

needed.

14. After the site is stabilized, remove all temporary measures and apply permanent seeding, fertilizer, and mulching.

Water as necessary to establish a vigorous grass cover.

EROSION CONTROL AND STORMWATER NARRATIVE:

Brunswick County Schools desires to reconstruct the on-site tennis court at South Brunswick High School. The project

will entail removing the existing asphalt surface and base materials and replacing with a new base and asphalt surface.

The finished surface will have the same dimensions as the existing one and shall "occupy" the same location. No more

than 1.5 acres (inclusive of the tennis courts) will be disturbed during the performance of the work.

The primary temporary means for controlling erosion during construction will be sediment fencing, swale erosion liners,

wattle dams, and a construction entrance. The primary means for permanent surface stabilization will be permanent

seeding to establish a vigorous grass cover over the perimeter areas.

State Stormwater Management Permit No. SW8 881203 MOD is currently active relative to development within the

South Brunswick High School site. (The latest modification, dated October 4, 2018 relates to the proposed

construction of a hitting facility.) Since the current project entails removing existing BUA and installing new BUA over

the same footprint as the old BUA, a stormwater exemption will be requested.

This site drains to Moore Creek in the Cape Fear River Basin. The classification of Moore Creek at this location is

C;Sw. The Stream Index number is 18-86-1. No wetlands will be disturbed during the construction of this project.

FINAL DRAWINGS

FOR REVIEW PURPOSES ONLY

NOT ISSUED FOR CONSTRUCTION

AREA TO BE STABILIZED

WITHIN 14 DAYS = 0.35 ACRES

ALTERNATE BID NOTE:

Reference is made to Paragraph 4.1.1 of the Geotechnical Engineering

Report by ECS Southeast, LLP. This paragraph states that at two of the five

boring locations, the subgrade contained roots and/or organics at depths ranging

from 2 to 5.5'. The Contractor shall retain the services of a geotechincal

engineer (GE) to investigate the subsurface conditions and to provide

recommendations. The contractor shall include the services of the GE in his/her

Base Bid. The Contractor shall include in his/her bid documents an Alternate

Bid which would include a unit price, by cubic yard, for the excavating, filling, and

compacting of the poor subgrade areas.

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EC

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NOT TO SCALE

PERMANENT DRAINAGE SWALE

EC

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NOT TO SCALE

SILT FENCE - OUTLET

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NOT TO SCALE

STOCKPILE AREA

EC

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2B

MAINTENANCE PLAN

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45

TEMPORARY CONSTRUCTION ENTRANCE

EC

24

NOT TO SCALE

GRASSING NOTES

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46A

FINAL DRAWINGS

FOR REVIEW PURPOSES ONLY

NOT ISSUED FOR CONSTRUCTION

TENNIS COURT

PAVEMENT SECTIONST

8F

WATTLE SECTION

STAKE DETAILS

WATTLE DITCH PROTECTION

EC

23A

NOT TO SCALE

II' II' , ,

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!CENTER MARK

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NOTES: ALL DIMENSIONS ARE TO THE OUTSIDE EDGE OF LINES.

CENTER SERVICELINE & CENTER MARK SHALL BE 2 INCHES WIDE. OTHER LINES SHALL BE BETWEEN 1" AND 2" WIDE, EXCEPT THE

ASELINES MAY BE UP TO 4" WIDE. B

CENTER SERVICE LINE

DOUBLES NET POST 42' CENTER TO CENTER

SINGLES NET POST OR

MARK FOR SINGLES STICK 33' CENTER TO CENTER

DOUBLES SIDE LINE

SINGLES SIDE LINE

7 8' COURT - PLAYING LINE LAYOUT NOTTOSCALE

56 '

10' ....,

1071

12'

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114'

120'

132'

L 18' + 1

USTA & ITF RECOMMENDED

MINIMUM

UST A PREFERRED &

ASBA RECOMMENDED

ITF RECOMMENDED

FOR DAVIS CUP

WORLD GROUP AND

FEDERATION CUP

MAIN DRAW EVENTS

TYPICAL COURT OVERRUNS NOT TO SCALE

.~oo X:::108' .~oo

120'

~~----------------RECOMMENDED SIZE WITH OPEN LAYOUT

I. y::: 114' ..

120'

~~----------------RECOMMENDED SIZE WITH DIVIDER NETS

.. z = 120' I.

l12'1r- 12'J2' .,,12~ ~~~~----~~~,-+----+~~

120'

I I I I I I I I--OPTIONAL I DIVIDER

~~--------~------~ RECOMMENDED SIZE WITH FIXED DIVIDERS

TWO (2) COURT BATTERY X = 108'

THREE (3) COURT BATTERY X= 156'

FOUR ( 4) COURT BATTERY X = 204'

FIVE (5) COURT BATTERY X::: 252'

SIX (6) COURT BATTERY X= 300'

TWO (2) COURT BATTERY Y = 114'

THREE (3) COURT BATTERY Y = 168'

FOUR (4) COURT BATTERY Y = 222'

FIVE (5) COURT BATTERY Y = 276'

SIX (6) COURT BATTERY Y = 330'

TWO (2) COURT BATTERY Z = 120'

THREE (3) COURT BATTERY Z = 180'

FOUR ( 4) COURT BATTERY Z = 240'

FIVE (5) COURT BATTERY Z = 300'

SIX (6) COURT BATTERY Z = 360'

MULTIPLE COURT BATTERY LAYOUTS NOTTOSCALE

72.00 6FT BENCH

2.36

1.8

9

96.00 8FT BENCH

18.

07

34.

97

22.05

23.

05

ALL DIMENSIONS ARE SHOWN IN INCHESSPECIFICATIONS

ECS Southeast, LLP Geotechnical Engineering Report

South Brunswick High School – Tennis Courts

280 Cougar Road Southport, Brunswick County, North Carolina ECS Project Number # 22:27217 November 5, 2018

November 5, 2018 Michael Norton, P.E. McGill Associates, P.A. 712 Village Road SW, Suite 103 Shallotte, NC 28470

ECS Project No. 22:27217 Reference: Geotechnical Engineering Report

South Brunswick High School – Tennis Courts 280 Cougar Road Southport, Brunswick County, North Carolina

Dear Mr. Norton ECS Southeast, LLP (ECS) has completed the subsurface exploration, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our Proposal No. 22:22756, dated August 27, 2018. This report presents our understanding of the geotechnical aspects of the project along, the results of the field exploration conducted, and our design and construction. It has been our pleasure to be of service to McGill Associates, P.A. during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us. Respectfully submitted, ECS Southeast, LLP Mike Ellis, E.I. Winslow Goins, PE Project Manager Principal Engineer MEllis@ecslimited.com WGoins@ecslimited.com

11/05/18

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page i

TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................. 1 1.0 INTRODUCTION .................................................................................................................. 2

1.1 General ................................................................................................................................... 2 1.2 Scope of Services .................................................................................................................... 2 1.3 Authorization .......................................................................................................................... 2

2.0 PROJECT INFORMATION ..................................................................................................... 3 2.1 Project Location...................................................................................................................... 3 2.2 Current Site Conditions .......................................................................................................... 3 2.3 Proposed Construction ........................................................................................................... 3

3.0 FIELD EXPLORATION ........................................................................................................... 4 3.1 Field Exploration Program ...................................................................................................... 4

3.1.1 Hand Auger Borings and Kessler Dynamic Cone Penetrometer Tests .......................... 4 3.2 Regional/Site Geology ............................................................................................................ 4 3.3 Subsurface Characterization .................................................................................................. 6 3.4 Groundwater Observations .................................................................................................... 6

4.0 DESIGN RECOMMENDATIONS ............................................................................................. 7 4.1 Site Design Considerations ..................................................................................................... 7

4.1.1 Tennis Court Design Recommendations ....................................................................... 7 5.0 SITE CONSTRUCTION RECOMMENDATIONS ......................................................................... 8

5.1 Subgrade Preparation ............................................................................................................ 8 5.1.1 Proofrolling ................................................................................................................... 8 5.1.2 Subgrade Stabilization .................................................................................................. 8

5.2 Earthwork Operations ............................................................................................................ 9 5.2.1 Structural Fill Materials................................................................................................. 9 5.2.2 Compaction ................................................................................................................... 9

5.3 General Construction Considerations .................................................................................. 11 6.0 CLOSING ........................................................................................................................... 12 APPENDICES Appendix A – Drawings & Reports

Site Location Diagram

Exploration Location Diagram Appendix B – Field Operations

Reference Notes for USCS Classification

Hand Auger Boring Logs

Kessler DCP Test Results Appendix C – Supplemental Report Documents

GBA Document

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 1

EXECUTIVE SUMMARY

The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned development. Information gleaned from the executive summary should not be utilized in lieu of reading the entire geotechnical report.

The purposed of the geotechnical exploration was to provide geotechnical engineering recommendations for the proposed tennis courts at South Brunswick High School in Southport, Brunswick County, North Carolina.

The geotechnical exploration included five (5) asphalt cores and hand auger borings with Kessler Dynamic Cone Penetrometer (DCP) tests.

The hand auger borings generally encountered asphalt with thicknesses ranging from approximately 2 ¼” to 3” underlain by SAND (SM, SP-SM) with layers of SILT (ML).

It is important to note that the natural geology at the site has been modified in the past. Therefore, potential fill and unsuitable materials may be present at the site.

The pavement section for the tennis court should consist of at least 3 inches of surface mix asphalt overlying at least 4 inches of compacted aggregate base course.

The roots/organics present at select locations could cause cracks during the design life of the tennis courts depending on subgrade preparation.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 2

1.0 INTRODUCTION

1.1 GENERAL

The proposed project consists of removing and replacing the existing tennis courts at South Brunswick High School in Southport, Brunswick County, North Carolina. The purpose of the project is to provide design recommendations for the proposed construction. The recommendations developed for this report are based on project information supplied by Mr. Michael Norton, P.E. of McGill & Associates and Mr. Craig Eckert of Brunswick County Schools. This report contains the results of our subsurface explorations, site characterization, engineering analyses, and recommendations for the design of the proposed tennis courts.

1.2 SCOPE OF SERVICES

To obtain the necessary geotechnical information required for design of the tennis courts, five (5) asphalt cores and hand augers with Kessler DCP tests were performed. This report discusses our exploratory and testing procedures, presents our findings and evaluations and includes the following:

A brief review and description of our field test procedures and the results of testing conducted;

A review of surface topographical features and site conditions;

A review of area and site geologic conditions;

Site development recommendations;

Suitability of soils for use as fill material;

Design recommendations for the tennis courts;

Provide general recommendations for reusing surface asphalt as aggregate base material;

Discussion of groundwater impact;

Compaction recommendations;

Hand auger boring logs;

Site vicinity map;

Exploration location plan; and

1.3 AUTHORIZATION

Our services were provided in accordance with our Proposal No. 22.22756, dated August 27, 2018, as authorized by McGill Associates, P.A. on October 23, 2017, and includes the Terms and Conditions of Service outlined with our Proposal.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 3

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION

The project site is located at the existing South Brunswick High School tennis courts at 280 Cougar

Rd in Southport, Brunswick County, North Carolina. Figure 2.1.1 below shows an image of where

the site is located.

Figure 2.1.1 Site Location

2.2 CURRENT SITE CONDITIONS

The site currently consists of an existing tennis court which exhibits both longitudinal and transverse cracking at select locations. A drainage ditch is present north of the tennis courts and runs parallel to Cougar Road. The site gradually slopes upward in the south to north orientation with approximate site elevations ranging from around 39 to 42 feet.

2.3 PROPOSED CONSTRUCTION

The project consists of removing and replacing the existing tennis courts and potentially reusing the existing asphalt as aggregate base.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 4

3.0 FIELD EXPLORATION

3.1 FIELD EXPLORATION PROGRAM

The field exploration was planned with the objective of characterizing the project site in general geotechnical and geological terms and to evaluate subsequent field data to assist in the determination of geotechnical recommendations.

3.1.1 Hand Auger Borings and Kessler Dynamic Cone Penetrometer Tests

ECS explored the proposed roadway areas by performing five (5) asphalt cores, five (5) Kessler Dynamic Cone Penetrometer (DCP) tests and advancing five (5) hand auger borings (K-1 through K-5) to depths ranging from approximately 4 to 5½ feet below the existing subgrade at the site. The Kessler DCP is used to estimate the strength characteristics of soils. The Kessler DCP was continuously driven approximately 3 feet below the existing ground surface. The Kessler DCP is driven into the soil by dropping a Dual-Mass 17.6 lb Hammer from a height of 22.6 inches. The depth of cone penetration is measured at selected penetration or hammer drop intervals and the soil shear strength is reported in terms of Kessler DCP index. The Kessler DCP index is based on the average penetration depth resulting from one blow of the 17.6 lb hammer. The Kessler DCP index can be correlated to CBR and modulus of rigidity. The approximate boring locations are shown on the attached Exploration Location Diagram. The Hand Auger Boring Logs and the results of the Kessler DCP tests are presented in Appendix B.

3.2 REGIONAL/SITE GEOLOGY

It is important to note that the natural geology at the site has been modified in the past. Therefore, potential fill and unsuitable materials may be present at the site. The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area generally consist of sedimentary materials transported from other areas by the ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal fluctuations in precipitation.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 5

Based on the U.S. Geological Survey1,2 the site of the proposed construction lies within the Waccamaw Formation (Tpyw). The Waccamaw Formation typically consists of alluvial sand, silts, and clay. An overview of the general site geology is illustrated in Figure 3.2.1 below.

Figure 3.2.1

Geologic map for Figure 3.2.1 obtained from The North Carolina Dept. of Environment, Health, and Natural Resources, Division of Land Resources, NC Geological Survey, in cooperation with the NC Center for Geographic Information and Analysis, 1998, Geology - North Carolina (1:250,000), coverage data file geol250 and Google Earth.

1 The North Carolina Dept. of Environment, Health, and Natural Resources, Division of Land Resources, NC Geological

Survey, in cooperation with the NC Center for Geographic Information and Analysis, 1998, Geology - North Carolina (1:250,000), coverage data file geol250. The data represents the digital equivalent of the official State Geology map (1:500,000 scale), but was digitized from (1:250,000 scale) base maps. 2 Rhodes, Thomas S., and Conrad, Stephen G., 1985, Geologic Map of North Carolina: Department of Natural Resources

and Community Development, Division of Land Resources, and the NC Geological Survey, 1:500,000-scale, compiled by Brown, Philip M., et al, and Parker, John M. III, and in association with the State Geologic Map Advisory Committee.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 6

3.3 SUBSURFACE CHARACTERIZATION

The subsurface conditions encountered were generally consistent with published geological mapping. The following sections provide generalized characterizations of the soil encountered during our subsurface exploration. For subsurface information at a specific location, refer to the Boring Logs in Appendix B.

Table 3.3.1 Subsurface Stratigraphy Approximate Depth Range (ft)

Stratum Description

0 to 0.25 ft. (Surface cover)

n/a The surface cover material consisted of asphalt with thicknesses ranging from approximately 2¼” to 3”. Boring K-5 was underlain by approximately 4 inches of ABC stone.

0.25 to 5.5 ft. I Fine to Medium Silty and Slightly Silty SAND (SM, SP-SM) with layers of Clayey SILT (ML), Moist to Saturated.

3.4 GROUNDWATER OBSERVATIONS

Groundwater observations were made at the boring locations during exploration as noted on the boring logs in Appendix B. The apparent groundwater depths were observed at the time of exploration to have ranged from approximately 3.0 to 4.2 feet below ground surface at borings K-2, K-3 and K-5. Borings K-1 and K-4 were dry at the termination of the boring operations. The highest groundwater observations are normally encountered in the late winter and early spring. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors not immediately apparent at the time of this exploration. If long term water levels are crucial to the development of this site, it would be prudent to verify water levels with the use of perforated pipes or piezometers.

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4.0 DESIGN RECOMMENDATIONS

4.1 SITE DESIGN CONSIDERATIONS

4.1.1 Tennis Court Design Recommendations Subgrade Characteristics: Based on the results of the hand auger borings, it appears that the tennis court subgrades will consist mainly of SANDS (SM, SP-SM). At boring locations K-2 and K-5, soil containing roots and soils containing organics were encountered from approximately 2 to 5½ feet beneath the existing ground surface. The roots/organics present at select locations could cause cracks during the design life of the tennis courts due to long organic decomposition. It is recommended that the subgrade be checked in the field during the construction process. Design Considerations: For the design and construction of the tennis courts, the subgrades should be prepared in strict accordance with the recommendations in the “Subgrade Preparation” and “Engineered Fill Placement” sections of this report and with the construction guidelines issued by the USTA and the American Sports Builders Association. The pavement section for the tennis court should consist of at least 3 inches of surface mix asphalt overlying at least 4 inches of compacted aggregate base course. Aggregate base course materials beneath pavements should be compacted to at least 95 percent of their modified Proctor maximum dry density (ASTM D 1557). An important consideration with the design and construction of pavements is surface and subsurface drainage. Where standing water develops, either on the pavement surface or within the base course layer, softening of the subgrade and other problems related to the deterioration of the pavement can be expected. Furthermore, good drainage should minimize the possibility of the subgrade materials becoming saturated during the normal service period of the pavement. Saturation of the subgrade materials and asphalt pavement areas results in a softening of the subgrade material and shortened life span for the pavement. Therefore, we recommend that both the surface and subsurface materials for the pavement be properly graded in accordance with the USTA and American Sports Builder Association guidelines. By quickly removing surface and subsurface water, softening of the subgrade can be reduced and the performance of the tennis courts can be improved. Site preparation for the tennis courts should consist of stripping, proofrolling, and the placement of compacted structural fill. Reclaimed Asphalt Pavement for Base Course: A specialty contractor can utilize an automated process that pulverizes the existing asphalt pavement and uses the reclaimed asphalt pavement (RAP) as aggregate base stone. A layer of RAP and a layer of ABC stone can be used to achieve the minimum aggregate bas thickness of 4 inches. The specialty contractor selector should determine how much RAP base can be generated.

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5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 SUBGRADE PREPARATION

5.1.1 Proofrolling After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the placement of any structural fill or other construction materials, the exposed subgrade should be examined by the Geotechnical Engineer or authorized representative. The exposed subgrade should be thoroughly proofrolled with previously approved construction equipment having a minimum axle load of 10 tons (e.g. fully loaded tandem-axle dump truck). The areas subject to proofrolling should be traversed by the equipment in two perpendicular (orthogonal) directions with overlapping passes of the vehicle under the observation of the Geotechnical Engineer or authorized representative. This procedure is intended to assist in identifying any localized yielding materials. In the event that unstable or “pumping” subgrade is identified by the proofrolling, those areas should be marked for repair prior to the placement of any subsequent structural fill or other construction materials. Methods of repair of unstable subgrade, such as undercutting or moisture conditioning or chemical stabilization, should be discussed with the Geotechnical Engineer to determine the appropriate procedure with regard to the existing conditions causing the instability. Test pits may be excavated to explore the shallow subsurface materials in the area of the instability to help in determined the cause of the observed unstable materials and to assist in the evaluation of the appropriate remedial action to stabilize the subgrade. The roots/organics present at select locations could cause cracks during the design life of the tennis courts depending on subgrade preparation. 5.1.2 Subgrade Stabilization Subgrade Compaction: Upon completion of subgrade documentation, the exposed subgrade within the 5-foot expanded tennis court limits should be moisture conditioned to within -3 and +3 % of the soil’s optimum moisture content and be compacted with suitable equipment (minimum 10-ton roller) to a depth of at least 10 inches. Subgrade compaction within the pavement limits should be to a dry density of at least 95% of the standard Proctor maximum dry density (ASTM D698). ECS should be called on to document that proper subgrade compaction has been achieved. Subgrade Compaction Control: The expanded limits of the proposed construction areas should be well defined, including the limits for pavements. Field density testing of subgrades will be performed at frequencies in Table 5.1.2.1.

Table 5.1.2.1 Frequency of Subgrade Compaction Testing

Location Frequency of Tests

Tennis Court Areas 1 test per 10,000 sq. ft.

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5.2 EARTHWORK OPERATIONS

5.2.1 Structural Fill Materials Product Submittals: Prior to placement of structural fill, representative bulk samples (about 50 pounds) of on-site and off-site borrow should be submitted to ECS for laboratory testing, which will include Atterberg limits, natural moisture content, grain-size distribution, and moisture-density relationships for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. Satisfactory Structural Fill Materials: Materials satisfactory for use as structural fill should consist of inorganic soils classified as SM, SW, SP, GW, GP, GM and GC, or a combination of these group symbols, per ASTM D 2487. Natural fine-grained soils classified as clays or silts (CL, ML) should generally not be considered for use as engineered fill, but may be evaluated by the geotechnical engineer to determine their suitability at the contractor’s request. The materials should be free of organic matter, debris, and should contain no particle sizes greater than 4 inches in the largest dimension. Open graded materials, such as gravels (GW and GP), which contain void space in their mass should not be used in structural fills unless properly encapsulated with filter fabric. Suitable structural fill material should have the index properties shown in Table 5.2.1.1.

Table 5.2.1.1 Structural Fill Index Properties

Location with Respect to Final Grade LL PI % Passing #200 Sieve

Tennis Court Areas 20 max 9 max 35

Unsatisfactory Materials: Materials that should not be used as engineered fill include topsoil, organic materials (OH, OL), and high plasticity clays and silts (CH, MH). Such materials removed during grading operations should be either stockpiled for later use in landscape fills, or placed in approved on or off-site disposal areas. Satisfactory Materials: Near surface sands (SM, SM-SP) should be considered suitable for reuse as structural fill. Moisture conditioning of the soils is anticipated. 5.2.2 Compaction Structural Fill Compaction: Structural fill within the expanded tennis court limits should be placed in maximum 8-inch loose lifts, moisture conditioned as necessary to within -3 and +3 % of the soil’s optimum moisture content, and be compacted with suitable equipment to a dry density of at least 95% of the standard Proctor maximum dry density (ASTM D698). In non-structural areas, compaction of at least 90% should be achieved. ECS should be called on to document that proper fill compaction has been achieved.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 10

Fill Compaction Control: The expanded limits of the proposed construction areas should be well defined, including the limits of the fill zones for pavements, and slopes, etc., at the time of fill placement. Grade controls should be maintained throughout the filling operations. All filling operations should be observed on a full-time basis by a qualified representative of the construction testing laboratory to determine that the minimum compaction requirements are being achieved. Field density testing of fills will be performed at the frequencies shown in Table 5.2.3.1, but not less than 1 test per lift.

Table 5.2.3.1 Frequency of Compaction Tests in Fill Areas

Location Frequency of Tests

Pavement Areas 1 test per 10,000 sq. ft. per lift

Utility Trenches 1 test per 200 linear ft. per lift

Compaction Equipment: Compaction equipment suitable to the soil type being compacted should be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should be suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used for compaction of coarse-grained soils (Sands) as well as for sealing compacted surfaces. Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement, and all frozen or frost-heaved soils should be removed prior to placement of Structural Fill or other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned.

At the end of each work day, all fill areas should be graded to facilitate drainage of any precipitation and the surface should be sealed by use of a smooth-drum roller to limit infiltration of surface water. During placement and compaction of new fill at the beginning of each workday, the Contractor may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak plane will not be formed between the new fill and the existing subgrade soils. Drying and compaction of wet soils is typically difficult during the cold, winter months. Accordingly, earthwork should be performed during the warmer, drier times of the year, if practical. Proper drainage should be maintained during the earthwork phases of construction to prevent ponding of water which has a tendency to degrade subgrade soils. Where fill materials will be placed to widen existing embankment fills, or placed up against sloping ground, the soil subgrade should be scarified and the new fill benched or keyed into the existing material. Fill material should be placed in horizontal lifts. In confined areas such as utility trenches, portable compaction equipment and thin lifts of 3 inches to 4 inches may be required to achieve specified degrees of compaction. We recommend that the grading contractor have equipment on site during earthwork for both drying and wetting fill soils. We do not anticipate significant problems in controlling moisture within the fill during dry weather, but moisture control may be difficult during winter months or extended periods of rain. The control of moisture content of higher plasticity soils is difficult when these soils become wet. Further, such soils are easily degraded by construction traffic when the moisture content is elevated.

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5.3 GENERAL CONSTRUCTION CONSIDERATIONS

Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional costs should be anticipated. At these times, reduction of soil moisture may need to be accomplished by a combination of mechanical manipulation and the use of chemical additives, such as lime or cement, in order to lower moisture contents to levels appropriate for compaction. Alternatively, during the drier times of the year, such as the summer months, moisture may need to be added to the soil to provide adequate moisture for successful compaction according to the project requirements. Subgrade Protection: Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction equipment, and to control and remove surface water from development areas, including structural and pavement areas. It would be advisable to designate a haul road and construction staging area to limit the areas of disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas could be covered with excess depths of aggregate to protect those subgrades. The aggregate can later be removed and used in pavement areas. Surface Drainage: Surface drainage conditions should be properly maintained. Surface water should be directed away from the construction area, and the work area should be sloped away from the construction area at a gradient of 1 percent or greater to reduce the potential of ponding water and the subsequent saturation of the surface soils. At the end of each work day, the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize infiltration of surface water.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 12

6.0 CLOSING

ECS has prepared this report of findings, evaluations, and recommendations to guide geotechnical-related design and construction aspects of the project. The description of the proposed project is based on information provided to ECS by McGill & Associates, P.A. and Brunswick County Schools. If any of this information is inaccurate, either due to our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted immediately in order that we can review the report in light of the changes and provide additional or alternate recommendations as may be required to reflect the proposed construction. We recommend that ECS be allowed to review the project’s plans and specifications pertaining to our work so that we may ascertain consistency of those plans/specifications with the intent of the geotechnical report. Field observations, monitoring, and quality assurance testing during earthwork and foundation installation are an extension of and integral to the geotechnical design recommendation. We recommend that the owner retain these quality assurance services and that ECS be allowed to continue our involvement throughout these critical phases of construction to provide general consultation as issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report.

APPENDIX A – Drawings & Reports

Site Location Diagram Exploration Location Diagram

11/5/2018

Service Layer Credits: Esri, HERE, Garmin, © OpenStreetMap contributors

²

ENGINEER

SCALE

22:272171 OF 2

PROJECT NO.

SHEET

DATE

WEGSOUTH BRUNSWICK HIGH SCHOOL - TENNIS

COURTS280 COUGAR ROAD, SOUTHPORT, NC

Site Location Diagram0 1,200600

Feet

1 " = 600 '

So

uth

Bru

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wic

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igh

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280 C

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11/05/2018

2 of 2

22-27217

NTS

WEG MME

PROJECTNO.

SHEET

DATE

SCALE

ENGINEER DRAFTING

REFERENCE

K-1

K-2

K-4K-5

K-3

DENOTES APPROXIMATE LOCATION OF HAND AUGER BORING WITH ASPHALT CORE AND KESSLER DCP TESTS

Google Earth

N

W

S

E

N

W

S

E

APPENDIX B – Field Operations

Reference Note For Boring Logs Hand Auger Boring Logs Kessler DCP Test Results

UNIFIED SOIL

CLASSIFICATION

SYSTEM

Unified Soil Classification System

(ASTM Designation D-2487)

Major Division Group Symbol

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

Pt

Typical Names

Well-graded gravels and gravel-

sand mixtures, little or no fines

Poorly graded gravels and gravel-

sand mixtures, little or no fines

Silty gravels, gravel-sand-silt

mixtures

Clayey gravels, gravel-sand-clay

mixtures

Well-graded sands and gravelly

sands, little or no fines

Poorly graded sands and gravelly

sands, little or no fines

Silty sands, sand-silt mixtures

Clayey sands, sand-clay mixtures

Inorganic silts, very fine sands,

rock flour, silty or clayey fine

sands

Inorganic clays of low to medium

plasticity, gravelly clays, sandy

clays, silty clays, lean clays

Organic silts and organic silty

clays of low plasticity

Inorganic silts, micaceous or

diatomaceous fine sands or silts,

elastic silts

Inorganic clays of high plasticitiy,

fat clays

Organic clays of medium to high

plasticity

Peat, muck and other highly

organic soils

Classification Criteria

Cu

= D60

/D10

Greater than 4

Cz

= (D30

)2/(D10

xD60

) Between 1 and 3

Not meeting both criteria for GW

Atterberg limits plot below “A” line or

plasticity index less than 4

Atterberg limits plot above “A” line

and plasticity index greater than 7

Cu

= D60

/D10

Greater than 6

Cz

= (D30

)2/(D10

xD60

) Between 1 and 3

Not meeting both criteria for SW

Atterberg limits plot below “A” line or

plasticity index less than 4

Atterberg limits plot above “A” line

and plasticity index greater than 7

Highly organic soils

Co

ars

e-g

rain

ed

soil

s

Mo

re t

han 5

0%

reta

ined o

n N

o.

20

0 s

ieve

Fin

e-g

rain

ed s

oil

s

50%

or

mo

re p

assin

g N

o.

20

0 s

ieve

San

ds

Mo

re t

han

50

% o

f co

ars

e

fracti

on

passes N

o. 4

sie

ve

Gra

vels

Mo

re t

han

50

% o

f co

ars

e

fracti

on

reta

ined

on

No

. 4

sie

ve

Sil

ts a

nd

Cla

ys

Liq

uid

lim

it

gre

ate

r th

an

50

%

Sil

ts a

nd

Cla

ys

Liq

uid

lim

it

50

% o

r le

ss

Cla

ssif

icati

on o

n b

asis

of

perc

enta

ge o

f fi

nes

GW

, G

P,

SW

, S

P

GM

, G

C,

SM

, S

C

Bo

rderl

ine c

lassif

icati

on

req

uir

ing

use o

f d

ual

sym

bo

l

Less t

han

5%

Pass N

o. 2

00

sie

ve

Mo

re t

han

12

% P

ass N

o. 2

00

sie

ve

5%

to

12

% P

ass N

o. 2

00

sie

ve

Fibrous organic matter; will

char, burn, or glow

Plasticity chart for the classification of fine-grained soils.

Tests made on fraction finer than No. 40 sieve

Note: U-line represents approximate upper limit of LL and PI combinations

for natural soils (empircally determined). ASTM-D2487.

0

1

2

3

4

5

6

ASPHALT [3"]

(SP-SM) FINE TO MEDIUM SAND WITH SILT,tan, moist, trace shells

(SM) SILTY FINE TO MEDIUM SAND, darkgray/dark brown, moist

(SP-SM) FINE TO MEDIUM SAND WITH SILT,tan/gray, moist

(SM) SILTY FINE TO MEDIUM SAND, darkgray/dark brown, moist to wet, trace roots from2' to 3.5' and trace clay from 3' to 3.5'

END OF BORING @ 4'

CLIENT

McGill Associates, P.A.

Job #:

22:27217

BORING #

K-1

SHEET

PROJECT NAME

South Brunswick High Scool - Tennis Courts

ARCHITECT-ENGINEER

SITE LOCATION

280 Cougar Road, Southport, North CarolinaNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/01/2018 CAVE IN DEPTH

WL(SHW) WL(ACR) BORING COMPLETED 11/01/2018 HAMMER TYPE

WL RIG FOREMAN DRILLING METHOD Hand AugerDRILLING METHOD Hand Auger

DE

PT

H (

FT

)

SA

MP

LE

NO

.

SA

MP

LE

TY

PE

SA

MP

LE

DIS

T. (I

N)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TE

R L

EV

ELS

ELE

VA

TIO

N (

FT

)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATIONBLOWS/FT

1 OF 1

0

1

2

3

4

5

6

ASPHALT [2 3/8"]

(SP-SM) FINE TO MEDIUM SAND WITH SILT,tan/light, moist, trace shells to 0.5' trace rootsfrom 0.5' to 1'

(SM) SILTY FINE TO MEDIUM SAND, darkbrown/gray/brown, moist to wet

END OF BORING @ 4'

CLIENT

McGill Associates, P.A.

Job #:

22:27217

BORING #

K-2

SHEET

PROJECT NAME

South Brunswick High Scool - Tennis Courts

ARCHITECT-ENGINEER

SITE LOCATION

280 Cougar Road, Southport, North CarolinaNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 3.0 WS WD BORING STARTED 11/01/2018 CAVE IN DEPTH 3.0

WL(SHW) WL(ACR) BORING COMPLETED 11/01/2018 HAMMER TYPE

WL RIG FOREMAN DRILLING METHOD Hand AugerDRILLING METHOD Hand Auger

DE

PT

H (

FT

)

SA

MP

LE

NO

.

SA

MP

LE

TY

PE

SA

MP

LE

DIS

T. (I

N)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TE

R L

EV

ELS

ELE

VA

TIO

N (

FT

)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATIONBLOWS/FT

1 OF 1

0

1

2

3

4

5

6

ASPHALT [2 1/4"]

(SM) SILTY FINE TO MEDIUM SAND, tan/gray/brown, moist to wet, trace clay and shells to 0.5'trace roots to 2.5', with roots/organics from 2.5'to 4'

(ML) CLAYEY SILT, wet to saturated, darkbrown, with organics

END OF BORING @ 5.5'

CLIENT

McGill Associates, P.A.

Job #:

22:27217

BORING #

K-3

SHEET

PROJECT NAME

South Brunswick High Scool - Tennis Courts

ARCHITECT-ENGINEER

SITE LOCATION

280 Cougar Road, Southport, North CarolinaNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 3.8 WS WD BORING STARTED 11/01/2018 CAVE IN DEPTH 4.7

WL(SHW) WL(ACR) BORING COMPLETED 11/01/2018 HAMMER TYPE

WL RIG FOREMAN DRILLING METHOD Hand AugerDRILLING METHOD Hand Auger

DE

PT

H (

FT

)

SA

MP

LE

NO

.

SA

MP

LE

TY

PE

SA

MP

LE

DIS

T. (I

N)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TE

R L

EV

ELS

ELE

VA

TIO

N (

FT

)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATIONBLOWS/FT

1 OF 1

0

1

2

3

4

5

6

ASPHALT [2 3/4"]

(SM) SILTY FINE TO MEDIUM SAND, tan/darkbrown/gray, moist to wet, trace shells to 0.5',trace roots and clay from 2.5' to 3'

END OF BORING @ 4'

CLIENT

McGill Associates, P.A.

Job #:

22:27217

BORING #

K-4

SHEET

PROJECT NAME

South Brunswick High Scool - Tennis Courts

ARCHITECT-ENGINEER

SITE LOCATION

280 Cougar Road, Southport, North CarolinaNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/01/2018 CAVE IN DEPTH

WL(SHW) WL(ACR) BORING COMPLETED 11/01/2018 HAMMER TYPE

WL RIG FOREMAN DRILLING METHOD Hand AugerDRILLING METHOD Hand Auger

DE

PT

H (

FT

)

SA

MP

LE

NO

.

SA

MP

LE

TY

PE

SA

MP

LE

DIS

T. (I

N)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TE

R L

EV

ELS

ELE

VA

TIO

N (

FT

)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATIONBLOWS/FT

1 OF 1

0

1

2

3

4

5

6

ASPHALT [3"]

ABC STONE [4"]

(SM) SILTY FINE TO MEDIUM SAND, darkbrown, moist to wet, race roots to 2, with rootsand trace clay from 2' to 3.8'

(ML) CLAYEY SILT, wet to saturated, darkbrown, with organics

END OF BORING @ 5'

CLIENT

McGill Associates, P.A.

Job #:

22:27217

BORING #

K-5

SHEET

PROJECT NAME

South Brunswick High Scool - Tennis Courts

ARCHITECT-ENGINEER

SITE LOCATION

280 Cougar Road, Southport, North CarolinaNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 4.2 WS WD BORING STARTED 11/01/2018 CAVE IN DEPTH 4.5

WL(SHW) WL(ACR) BORING COMPLETED 11/01/2018 HAMMER TYPE

WL RIG FOREMAN DRILLING METHOD Hand AugerDRILLING METHOD Hand Auger

DE

PT

H (

FT

)

SA

MP

LE

NO

.

SA

MP

LE

TY

PE

SA

MP

LE

DIS

T. (I

N)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TE

R L

EV

ELS

ELE

VA

TIO

N (

FT

)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATIONBLOWS/FT

1 OF 1

DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18

Location: K-1 Soil Type(s): SAND (SM, SP-SM)

No. of Cumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

5 89 1

5 282 1

5 409 1

5 544 1

5 732 1

4 846 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.0

0

127

254

381

508

635

762

889

1016

0.1 1.0 10.0 100.0

DE

PT

H,

in.

CBR

DE

PT

H,

mm

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

127

254

381

508

635

762

889

1016

0 14 28 42 56 69 83

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DE

PT

H,

mm

BEARING CAPACITY, psi

DE

PT

H,

in

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18

Location: K-2 Soil Type(s): SAND (SM, SP-SM)

No. of Cumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

5 107 1

5 259 1

5 335 1

5 399 1

5 465 1

5 577 1

5 671 1

5 754 1

5 846 1

1 866 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.0

0

127

254

381

508

635

762

889

1016

0.1 1.0 10.0 100.0

DE

PT

H,

in.

CBR

DE

PT

H,

mm

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

127

254

381

508

635

762

889

1016

0 14 28 42 56 69 83

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DE

PT

H,

mm

BEARING CAPACITY, psi

DE

PT

H,

in

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18

Location: K-3 Soil Type(s): SAND (SM), SILT (ML)

No. of Cumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

5 81 1

5 180 1

5 284 1

5 439 1

5 615 1

5 709 1

5 798 1

3 874 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.0

0

127

254

381

508

635

762

889

1016

0.1 1.0 10.0 100.0

DE

PT

H,

in.

CBR

DE

PT

H,

mm

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

127

254

381

508

635

762

889

1016

0 14 28 42 56 69 83

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DE

PT

H,

mm

BEARING CAPACITY, psi

DE

PT

H,

in

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18

Location: K-4 Soil Type(s): SAND (SM)

No. of Cumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

5 142 1

5 259 1

5 333 1

5 404 1

5 480 1

5 564 1

5 754 1

5 831 1

2 853 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.0

0

127

254

381

508

635

762

889

1016

0.1 1.0 10.0 100.0

DE

PT

H,

in.

CBR

DE

PT

H,

mm

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

127

254

381

508

635

762

889

1016

0 14 28 42 56 69 83

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DE

PT

H,

mm

BEARING CAPACITY, psi

DE

PT

H,

in

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18

Location: K-5 Soil Type(s): ABC, SAND (SM), SILT (ML)

No. of Cumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

5 41 1

5 81 1

5 170 1

5 236 1

5 330 1

5 406 1

5 615 1

5 782 1

2 861 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.0

0

127

254

381

508

635

762

889

1016

0.1 1.0 10.0 100.0

DE

PT

H,

in.

CBR

DE

PT

H,

mm

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

127

254

381

508

635

762

889

1016

0 14 28 42 56 69 83

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DE

PT

H,

mm

BEARING CAPACITY, psi

DE

PT

H,

in

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

APPENDIX C – Supplemental Report Documents

GBA Document

Geotechnical-Engineering ReportImportant Information about This

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

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

The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project.

Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated.

Read this Report in FullCostly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full.

You Need to Inform Your Geotechnical Engineer about ChangeYour geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities.

Typical changes that could erode the reliability of this report include those that affect:• the site’s size or shape;• the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse;• the elevation, configuration, location, orientation, or weight of the proposed structure;• the composition of the design team; or• project ownership.

As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered.

This Report May Not Be ReliableDo not rely on this report if your geotechnical engineer prepared it:• for a different client;• for a different project;• for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations.

Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems.

Most of the “Findings” Related in This Report Are Professional OpinionsBefore construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed.

This Report’s Recommendations Are Confirmation-DependentThe recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation.

This Report Could Be MisinterpretedOther design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation.

Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may

perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect.

Read Responsibility Provisions CloselySome client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.

Geoenvironmental Concerns Are Not CoveredThe personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old.

Obtain Professional Assistance to Deal with Moisture Infiltration and MoldWhile your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer’s services were designed, conducted, or intended to prevent uncontrolled migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists.

Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any

kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent

Telephone: 301/565-2733e-mail: info@geoprofessional.org www.geoprofessional.org