Brunswick County Schools

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 [email protected]. Bids are to be emailed to [email protected] 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

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 [email protected]. .

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.

 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.

 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

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

 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.

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

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

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.

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

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

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

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

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]

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)

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

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.

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

COUGAR DR.

GEORGE II HWY GENERAL NOTES

EROSION CONTROL AND STORMWATER NARRATIVE: l 1. The Contractor shall attend an on-site preconstruction conference with Brunswick County Schools representative(s) SR 87 Brunswick County Schools desires to reconstruct the on-site tennis court at South Brunswick High School. The project and the Engineer prior to beginning work. will entail removing the existing asphalt surface and base materials and replacing with a new base and asphalt surface. l PROJECT 2. Survey data was provided by Bobby Long & Associates; Shallotte, NC The finished surface will have the same dimensions as the existing one and shall "occupy" the same location. No more LOCATION 3. All work shall be performed in compliance with all applicable local, state, and federal permits, codes, regulations, than 1.5 acres (inclusive of the tennis courts) will be disturbed during the performance of the work. and ordinances. i 4. The Contractor shall locate underground utilities within the project work area prior to beginning work. He shall be The primary temporary means for controlling erosion during construction will be sediment fencing, swale erosion liners, FIRM LICENSE # C-0459 responsible for any damage to any above-ground or below-ground properties resulting from his activities. wattle dams, and a construction entrance. The primary means for permanent surface stabilization will be permanent 5. Should the Contractor determine that existing conditions/features/factors may be in conflict with the project plans, he seeding to establish a vigorous grass cover over the perimeter areas. shall immediately contact the Engineer for direction. State Stormwater Management Permit No. SW8 881203 MOD is currently active relative to development within the RIVER ROAD 6. The Contractor shall take necessary action to minimize the tracking of mud onto paved roadway(s) and/or school South Brunswick High School site. (The latest modification, dated October 4, 2018 relates to the proposed

NC 133 parking/drive areas. construction of a hitting facility.) Since the current project entails removing existing BUA and installing new BUA over

7. The Contractor, to the extent possible, shall minimize the generation of dust or other airborne particulate matter. the same footprint as the old BUA, a stormwater exemption will be requested. G PH. (910) 755-5872 SOUTHPORT-SUPPLY RD 8. Litter, construction debris, oils, fuels, building products, and construction chemicals that could be exposed to rainfall This site drains to Moore Creek in the Cape Fear River Basin. The classification of Moore Creek at this location is and/or stormwater runoff shall be prevented from becoming a pollutant source in stormwater discharges. C;Sw. The Stream Index number is 18-86-1. No wetlands will be disturbed during the construction of this project. NC 211 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. c ALTERNATE BID NOTE:

Reference is made to Paragraph 4.1.1 of the Geotechnical Engineering LAT: 34.011573 N Report by ECS Southeast, LLP. This paragraph states that at two of the five SHALLOTTE, NC 28470 ROAD LONG: 78.044913 W LONG BEACH boring locations, the subgrade contained roots and/or organics at depths ranging NC 133 from 2 to 5.5'. The Contractor shall retain the services of a geotechincal SOUTHPORT, NC engineer (GE) to investigate the subsurface conditions and to provide recommendations. The contractor shall include the services of the GE in his/her A S S O C I A T E S Base Bid. The Contractor shall include in his/her bid documents an Alternate M VICINITY MAP Bid which would include a unit price, by cubic yard, for the excavating, filling, and n

compacting of the poor subgrade areas. n

NOT TO SCALE n n CONSTRUCTION ENTRANCE n n (SEE DETAIL) n

n 712 VILLAGE ROAD SW, SUITE 103 E N G I N E E R I N G · P L A N N I N G · F I N A N C E

n 49.02

n 49 n SILT FENCE OUTLET n (TYP. - SEE DETAIL)

n AREA TO BE STABILIZED

n WITHIN 14 DAYS

n 49.56

n LIMIT OF DISTURBANCE n

n n n n

n n n

n 49.02 n 50.10 n

n n

n n n

n 49 n

n n 50 n n SILT FENCE n (TYP.- SEE DETAIL) n 49.56 50

48 n 48

n 50 n 49.02 TY PRENTICE

SOUTHPORT, NORTH CAROLINA n

49 TENNIS COURT RECONSTRUCTION 50.10 AREA TO BE STABILIZED SOUTH BRUNSWICK HIGH SCHOOL WITHIN 14 DAYS 11/13/2018 9:51 AM 11/13/2018

50 LIMIT OF DISTURBANCE 49 DMC TMM 49.56 50 18.07060

CONSTRUCTION SEQUENCE NOV. 13, 2018

NOTE: This sequence is provided as a guide for limiting erosion and the loss of sediment to off-site areas. It is not 50 n intended to dictate means and/or methods for the Contractor to perform his work. The Contractor is solely responsible Reconstruction.dwg JOB NO.: DATE: DESIGNED BY: CADD BY: DESIGN REVIEW: _____ CONST. REVIEW: _____ for preventing eroded soils from leaving the site. He shall use his best judgment in adjusting this sequence as may be 18.07060 SBHS Tennis Court beneficial in meeting this intended goal.

WATTLE DITCH PROTECTION n 1. Obtain a copy of the NCDEQ/LQS erosion control permit. Review the permit and become familiar with its (TYP.- SEE DETAIL) contents/requirements. 2. Schedule an on-site pre-construction conference with the NCDEQ/LQS personnel named on the erosion control

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

3. Install the temporary gravel construction entrance. n 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.

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

n the tennis courts. n 7. Construct the tennis court base by installing and compacting up to 2" of RAP, and then installing and compacting 50.10 STOCK PILE AREA 50 a layer of ABC to provide a total base thickness (RAP plus ABC) of 4".

n n 8. Perform the grading activities. n 9. Install pavement sections of tennis court.

n 10. Install the erosion matting along the alignment of the swales. n 11. Place the wattle check dams in the swales at locations shown on the project plan.

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

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

LEGEND n n needed. 14. After the site is stabilized, remove all temporary measures and apply permanent seeding, fertilizer, and mulching. EXISTING GRADE Water as necessary to establish a vigorous grass cover.

PROPOSED GRADE 48 GRADING AND EXISTING SPOT ELEVATION

PROPOSED SPOT ELEVATION 49.56 FINAL DRAWINGS FOR REVIEW PURPOSES ONLY n n

SILT FENCE EROSION CONTROL PLAN AREA TO BE STABILIZED NOT ISSUED FOR CONSTRUCTION WITHIN 14 DAYS = 0.35 ACRES SILT FENCE OUTLET

WATTLE DITCH SHEET PROTECTION PLAN TOTAL DISTURBED AREA = 1.5 ACRES LIMIT OF DISTURBANCE 20 0 10 20 40 60 G:\Projects\2018\18.07060 Br County Schools SBHS Tennis Court Reconstruction\02_Design Phase\Drawings_Data\18.07060 SBHS Tennis Court Reconstruction.dwg SBHS Tennis Phase\Drawings_Data\18.07060 Court Reconstruction\02_Design Schools SBHS Tennis Br County G:\Projects\2018\18.07060 GRAPHIC SCALE 1 INCH = 20 FEET C-101 NO. DATE BY REVISION DESCRIPTION l l

i FIRM LICENSE # C-0459 G PH. (910) 755-5872 c SHALLOTTE, NC 28470 A S S O C I A T E S M

EC PERMANENT DRAINAGE SWALE EC GRASSING NOTES 7A NOT TO SCALE 46A 712 VILLAGE ROAD SW, SUITE 103 E N G I N E E R I N G · P L A N N I N G · F I N A N C E

STOCKPILE AREA MAINTENANCE PLAN EC SILT FENCE - OUTLET EC EC SILT FENCE NOT TO SCALE 45 EC 2A NOT TO SCALE 2B 1A NOT TO SCALE TY PRENTICE

SOUTHPORT, NORTH CAROLINA TENNIS COURT RECONSTRUCTION 11/13/2018 10:18 AM 11/13/2018 SOUTH BRUNSWICK HIGH SCHOOL

DMC TMM 18.07060 NOV. 13, 2018 WATTLE SECTION Reconstruction_DETAILS.dwg JOB NO.: DATE: DESIGNED BY: CADD BY: DESIGN REVIEW: _____ CONST. REVIEW: _____ STAKE DETAILS 18.07060 SBHS Tennis Court GENERAL DETAILS FINAL DRAWINGS FOR REVIEW PURPOSES ONLY NOT ISSUED FOR CONSTRUCTION

SHEET EC WATTLE DITCH PROTECTION EC TEMPORARY CONSTRUCTION ENTRANCE TENNIS COURT NOT TO SCALE NOT TO SCALE ST PAVEMENT SECTION G:\Projects\2018\18.07060 Br County Schools SBHS Tennis Court Reconstruction\02_Design Phase\Drawings_Data\18.07060 SBHS Tennis Court Reconstruction_DETAILS.dwg SBHS Tennis Phase\Drawings_Data\18.07060 Court Reconstruction\02_Design Schools SBHS Tennis Br County G:\Projects\2018\18.07060 23A 24 8F C-102 NO. DATE BY REVISION DESCRIPTION NOTES: ALL DIMENSIONS ARE TO THE OUTSIDE EDGE OF LINES. CENTER SERVICELINE & CENTER MARK SHALL BE 2 INCHES WIDE. BASE LINE OTHER LINES SHALL BE BETWEEN 1" AND 2" WIDE, EXCEPT THE BASELINES MAY BE UP TO 4" WIDE. , II' , II' r - !CENTER MARK ~..--

, II'.

CENTER SERVICE LINE ..-- N t t t t 3'- -3' 3' -3' Ill ~ -; ~ , ~ , ~ - t , II' -- -,

..-- DOUBLES NET POST N 42' CENTER TO CENTER

SINGLES NET POST , II' OR MARK FOR SINGLES STICK LSERVICE 33' CENTER TO CENTER LINE ~..-- DOUBLES SIDE LINE 4" I .. SINGLES SIDE , II' , II' - LINE t II' , II' II / , , ~ 4'-6" 13'-611 t. 13'-611 4'-611

36'

7 8' COURT - PLAYING LINE LAYOUT NOTTOSCALE 114'

+18' L L 18' + 1 1 10' ...., iL-

USTA & ITF RECOMMENDED 56 ' MINIMUM

71 iL- 10

120'

21' L t 1 12' --, ~

UST A PREFERRED & 60' ASBA RECOMMENDED

...., ~ 12'

132'

27' L t 1

15' .IL- ITF RECOMMENDED FOR DAVIS CUP 66' WORLD GROUP AND FEDERATION CUP .IL-- MAIN DRAW EVENTS 15'

TYPICAL COURT OVERRUNS NOT TO SCALE .~oo X:::108' .~oo

TWO (2) COURT BATTERY X = 108' THREE (3) COURT BATTERY X= 156' 120' FOUR (4) COURT BATTERY X = 204' FIVE (5) COURT BATTERY X::: 252' SIX (6) COURT BATTERY X= 300'

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

I. y::: 114' ..

TWO (2) COURT BATTERY Y =114' THREE (3) COURT BATTERY Y =168' 120' FOUR (4) COURT BATTERY Y = 222' FIVE (5) COURT BATTERY Y = 276' SIX (6) COURT BATTERY Y = 330'

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

.. z = 120' I. l12'1r- 12'J2' .,,12~ ~~~~----~~~,-+----+~~ I I TWO (2) COURT BATTERY Z =120' I THREE (3) COURT BATTERY Z = 180' 120' I FOUR (4) COURT BATTERY Z = 240' I FIVE (5) COURT BATTERY Z = 300' I SIX (6) COURT BATTERY Z = 360' I I--OPTIONAL I DIVIDER ~~------~------~ RECOMMENDED SIZE WITH FIXED DIVIDERS

MULTIPLE COURT BATTERY LAYOUTS NOTTOSCALE SPECIFICATIONS ALL DIMENSIONS ARE SHOWN IN INCHES 23.05

96.00 8FT BENCH 72.00 6FT BENCH 34.97 1.89 2.36 18.07

22.05

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 [email protected] [email protected]

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 Stratum Description (ft)

0 to 0.25 ft. n/a The surface cover material consisted of asphalt with thicknesses (Surface cover) 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.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 7

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.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 8

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.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 9

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 % Passing Location with Respect to Final Grade LL PI #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.

South Brunswick High School Tennis Courts November 5, 2018 ECS Project No. 22:27217 Page 11

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

Service Layer Credits: Esri, HERE, Garmin, © OpenStreetMap contributors ²

0 600 1,200 Feet

ENGINEER Site Location Diagram WEG SCALE SOUTH BRUNSWICK HIGH SCHOOL - TENNIS 1 " = 600 ' PROJECT NO. COURTS 22:27217 SHEET 280 COUGAR ROAD, SOUTHPORT, NC 1 OF 2 DATE 11/5/2018 E N N S W W ITH ASPHALT CORE ASPHALT ITH K-1 K-2 K-3 K-4 K-5 DENOTES APPROXIMATE LOCATION OF HAND AUGER W BORING AUGER HAND OF LOCATION APPROXIMATE DENOTES AND TESTS DCP KESSLER AND

South Brunswick High MME EXPLORATION DRAFTING School – Tennis Courts 22-27217 NTS 2 2 of 2 LOCATION DIAGRAM 11/05/2018 280 Cougar Rd, Southport, NC Google Earth WEG SCALE REFERENCE DATE SHEET ENGINEER PROJECT NO.

APPENDIX B – Field Operations

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

Unified Soil Classification System (ASTM Designation D-2487)

Major Division Group Symbol Typical Names Classification Criteria

GW Well-graded gravels and gravel- Cu = D 60 /D 10 Greater than 4 2 sand mixtures, little or no fines Cz = (D 30 ) /(D 10 xD 60 ) Between 1 and 3

GP Poorly graded gravels and gravel- Not meeting both criteria for GW sand mixtures, little or no fines

Atterberg limits plot below “A” line or Gravels GM Silty gravels, gravel-sand-silt mixtures plasticity index less than 4 More than 50% of coarseof50% than More GC Clayey gravels, gravel-sand-clay GP, GW, SW, SP GM, GC, SM, SC classificationBorderline dualofrequiringusesymbol Atterberg limits plot above “A” line fraction retained on4No. sieve retained fraction mixtures and plasticity index greater than 7

SW Well-graded sands and gravelly Cu = D 60 /D 10 Greater than 6 2 sands, little or no fines Cz = (D 30 ) /(D 10 xD 60 ) Between 1 and 3

Coarse-grainedsoils SP Poorly graded sands and gravelly Not meeting both criteria for SW sands, little or no fines Classificationbasis percentagefines on of of Sands Atterberg limits plot below “A” line or

More than 50% More No.retained sieve thanon 200 SM Silty sands, sand-silt mixtures plasticity index less than 4 Atterberg limits plot above “A” line More than 50% of coarseof50% than More 5% to 5%Pass 12% 200 No. sieve fraction passes No. 4No.passes sieve fraction SC Clayey sands, sand-clay mixtures Less thanLessPass 5% 200 No. sieve

More than 12% Pass12%than More 200 No. sieve and plasticity index greater than 7 ML Inorganic silts, very fine sands, Note: U-line represents approximate upper limit of LL and PI combinations for natural soils (empircally determined). ASTM-D2487. rock flour, silty or clayey fine sands

CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays 50% or less or50% Liquid limit Liquid limit Silts Clays and OL Organic silts and organic silty Fine-grained soils Fine-grained clays of low plasticity

MH Inorganic silts, micaceous or 50% or more passing No. 50% sieve more passing 200 or diatomaceous fine sands or silts, elastic silts

CH Inorganic clays of high plasticitiy, fat clays Liquid limit Liquid limit Silts Clays and greater than50% greater OH Organic clays of medium to high Plasticity chart for the classification of fine-grained soils. plasticity Tests made on fraction finer than No. 40 sieve

Highly organic soils Pt Peat, muck and other highly Fibrous organic matter; will organic soils char, burn, or glow

UNIFIED SOIL CLASSIFICATION SYSTEM CLIENT Job #: BORING # SHEET

McGill Associates, P.A. 22:27217 K-1 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER

South Brunswick High Scool - Tennis Courts SITE LOCATION CALIBRATED PENETROMETER TONS/FT2 1 2 3 4 5+

280 Cougar Road, Southport, North Carolina ROCK QUALITY DESIGNATION & RECOVERY NORTHING EASTING STATION RQD% REC.% 20% 40% 60% 80% 100%

DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % BOTTOM OF CASING LOSS OF CIRCULATION

STANDARD PENETRATION SURFACE ELEVATION BLOWS/FT

DEPTH (FT) DEPTH NO. SAMPLE TYPE SAMPLE (IN) DIST. SAMPLE (IN) RECOVERY LEVELS WATER (FT) ELEVATION BLOWS/6" 10 20 30 40 50+ 0 ASPHALT [3"]

(SP-SM) FINE TO MEDIUM SAND WITH SILT, tan, moist, trace shells (SM) SILTY FINE TO MEDIUM SAND, dark gray/dark brown, moist

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

(SM) SILTY FINE TO MEDIUM SAND, dark gray/dark brown, moist to wet, trace roots from 2' to 3.5' and trace clay from 3' to 3.5' 2

4 END OF BORING @ 4'

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 Auger CLIENT Job #: BORING # SHEET

McGill Associates, P.A. 22:27217 K-2 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER

South Brunswick High Scool - Tennis Courts SITE LOCATION CALIBRATED PENETROMETER TONS/FT2 1 2 3 4 5+

280 Cougar Road, Southport, North Carolina ROCK QUALITY DESIGNATION & RECOVERY NORTHING EASTING STATION RQD% REC.% 20% 40% 60% 80% 100%

DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % BOTTOM OF CASING LOSS OF CIRCULATION

STANDARD PENETRATION SURFACE ELEVATION BLOWS/FT

DEPTH (FT) DEPTH NO. SAMPLE TYPE SAMPLE (IN) DIST. SAMPLE (IN) RECOVERY LEVELS WATER (FT) ELEVATION BLOWS/6" 10 20 30 40 50+ 0 ASPHALT [2 3/8"] (SP-SM) FINE TO MEDIUM SAND WITH SILT, tan/light, moist, trace shells to 0.5' trace roots from 0.5' to 1'

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

4 END OF BORING @ 4'

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 Auger CLIENT Job #: BORING # SHEET

McGill Associates, P.A. 22:27217 K-3 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER

South Brunswick High Scool - Tennis Courts SITE LOCATION CALIBRATED PENETROMETER TONS/FT2 1 2 3 4 5+

280 Cougar Road, Southport, North Carolina ROCK QUALITY DESIGNATION & RECOVERY NORTHING EASTING STATION RQD% REC.% 20% 40% 60% 80% 100%

DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % BOTTOM OF CASING LOSS OF CIRCULATION

STANDARD PENETRATION SURFACE ELEVATION BLOWS/FT

DEPTH (FT) DEPTH NO. SAMPLE TYPE SAMPLE (IN) DIST. SAMPLE (IN) RECOVERY LEVELS WATER (FT) ELEVATION BLOWS/6" 10 20 30 40 50+ 0 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'

4 (ML) CLAYEY SILT, wet to saturated, dark brown, with organics

END OF BORING @ 5.5'

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 Auger CLIENT Job #: BORING # SHEET

McGill Associates, P.A. 22:27217 K-4 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER

South Brunswick High Scool - Tennis Courts SITE LOCATION CALIBRATED PENETROMETER TONS/FT2 1 2 3 4 5+

280 Cougar Road, Southport, North Carolina ROCK QUALITY DESIGNATION & RECOVERY NORTHING EASTING STATION RQD% REC.% 20% 40% 60% 80% 100%

DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % BOTTOM OF CASING LOSS OF CIRCULATION

STANDARD PENETRATION SURFACE ELEVATION BLOWS/FT

DEPTH (FT) DEPTH NO. SAMPLE TYPE SAMPLE (IN) DIST. SAMPLE (IN) RECOVERY LEVELS WATER (FT) ELEVATION BLOWS/6" 10 20 30 40 50+ 0 ASPHALT [2 3/4"]

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

4 END OF BORING @ 4'

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 Auger CLIENT Job #: BORING # SHEET

McGill Associates, P.A. 22:27217 K-5 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER

South Brunswick High Scool - Tennis Courts SITE LOCATION CALIBRATED PENETROMETER TONS/FT2 1 2 3 4 5+

280 Cougar Road, Southport, North Carolina ROCK QUALITY DESIGNATION & RECOVERY NORTHING EASTING STATION RQD% REC.% 20% 40% 60% 80% 100%

DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % BOTTOM OF CASING LOSS OF CIRCULATION

STANDARD PENETRATION SURFACE ELEVATION BLOWS/FT

DEPTH (FT) DEPTH NO. SAMPLE TYPE SAMPLE (IN) DIST. SAMPLE (IN) RECOVERY LEVELS WATER (FT) ELEVATION BLOWS/6" 10 20 30 40 50+ 0 ASPHALT [3"]

ABC STONE [4"]

(SM) SILTY FINE TO MEDIUM SAND, dark brown, moist to wet, race roots to 2, with roots and trace clay from 2' to 3.8' 1

(ML) CLAYEY SILT, wet to saturated, dark 4 brown, with organics

5 END OF BORING @ 5'

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 Auger DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18 Location: K-1 Soil Type(s): SAND (SM, SP-SM)

Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils

No. of Cumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 89 1 5 127 5 282 1 5 409 1 5 544 1 10 254 5 732 1 4 846 1 15 381

20 508 DEPTH, in. DEPTH, 25 635 mm DEPTH,

30 762

35 889

40 1016 0.1 1.0 10.0 100.0

BEARING CAPACITY, psf

0 2000 4000 6000 8000 10000 12000 0 0

5 127

10 254

15 381

20 508 DEPTH, in DEPTH,

25 635 mm DEPTH,

30 762 Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland 35 Cement Association, page 8, 1955) 889

40 1016 0 14 28 42 56 69 83 BEARING CAPACITY, psi DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18 Location: K-2 Soil Type(s): SAND (SM, SP-SM)

Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils

No. of Cumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 107 1 5 127 5 259 1 5 335 1 5 399 1 10 254 5 465 1 5 577 1 15 381 5 671 1 5 754 1 20 508 5 846 1

1 866 1 in. DEPTH, 25 635 mm DEPTH,

30 762

35 889

40 1016 0.1 1.0 10.0 100.0

BEARING CAPACITY, psf

0 2000 4000 6000 8000 10000 12000 0 0

5 127

10 254

15 381

20 508 DEPTH, in DEPTH,

25 635 mm DEPTH,

30 762 Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland 35 Cement Association, page 8, 1955) 889

40 1016 0 14 28 42 56 69 83 BEARING CAPACITY, psi DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18 Location: K-3 Soil Type(s): SAND (SM), SILT (ML)

Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils

No. of Cumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 81 1 5 127 5 180 1 5 284 1 5 439 1 10 254 5 615 1 5 709 1 15 381 5 798 1 3 874 1 20 508 DEPTH, in. DEPTH, 25 635 mm DEPTH,

30 762

35 889

40 1016 0.1 1.0 10.0 100.0

BEARING CAPACITY, psf

0 2000 4000 6000 8000 10000 12000 0 0

5 127

10 254

15 381

20 508 DEPTH, in DEPTH,

25 635 mm DEPTH,

30 762 Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland 35 Cement Association, page 8, 1955) 889

40 1016 0 14 28 42 56 69 83 BEARING CAPACITY, psi DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18 Location: K-4 Soil Type(s): SAND (SM)

Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils

No. of Cumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 142 1 5 127 5 259 1 5 333 1 5 404 1 10 254 5 480 1 5 564 1 15 381 5 754 1 5 831 1 20 508 2 853 1 DEPTH, in. DEPTH, 25 635 mm DEPTH,

30 762

35 889

40 1016 0.1 1.0 10.0 100.0

BEARING CAPACITY, psf

0 2000 4000 6000 8000 10000 12000 0 0

5 127

10 254

15 381

20 508 DEPTH, in DEPTH,

25 635 mm DEPTH,

30 762 Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland 35 Cement Association, page 8, 1955) 889

40 1016 0 14 28 42 56 69 83 BEARING CAPACITY, psi DCP TEST DATA

Project: South Brunswick HS - Tennis Courts Date: 1-Nov-18 Location: K-5 Soil Type(s): ABC, SAND (SM), SILT (ML)

Hammer Soil Type 10.1 lbs. CH 17.6 lbs. CL Both hammers used All other soils

No. of Cumulative Type of CBR Blows Penetration Hammer 0.1 1.0 10.0 100.0 (mm) 0 0 0 0 1 5 41 1 5 127 5 81 1 5 170 1 5 236 1 10 254 5 330 1 5 406 1 15 381 5 615 1 5 782 1 20 508 2 861 1 DEPTH, in. DEPTH, 25 635 mm DEPTH,

30 762

35 889

40 1016 0.1 1.0 10.0 100.0

BEARING CAPACITY, psf

0 2000 4000 6000 8000 10000 12000 0 0

5 127

10 254

15 381

20 508 DEPTH, in DEPTH,

25 635 mm DEPTH,

30 762 Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland 35 Cement Association, page 8, 1955) 889

40 1016 0 14 28 42 56 69 83 BEARING CAPACITY, psi

APPENDIX C – Supplemental Report Documents

GBA Document

Important Information about This Geotechnical-Engineering Report

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) Typical changes that could erode the reliability of this report include has prepared this advisory to help you – assumedly those that affect: a client representative – interpret and apply this • the site’s size or shape; geotechnical-engineering report as effectively • the function of the proposed structure, as when it’s as possible. In that way, clients can benefit from changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse; a lowered exposure to the subsurface problems • the elevation, configuration, location, orientation, or that, for decades, have been a principal cause of weight of the proposed structure; construction delays, cost overruns, claims, and • the composition of the design team; or disputes. If you have questions or want more • project ownership. information about any of the issues discussed below, contact your GBA-member geotechnical engineer. As a general rule, always inform your geotechnical engineer of project Active involvement in the Geoprofessional Business changes – even minor ones – and request an assessment of their Association exposes geotechnical engineers to a impact. The geotechnical engineer who prepared this report cannot accept wide array of risk-confrontation techniques that can responsibility or liability for problems that arise because the geotechnical be of genuine benefit for everyone involved with a engineer was not informed about developments the engineer otherwise would have considered. construction project. This Report May Not Be Reliable Geotechnical-Engineering Services Are Performed for Do not rely on this report if your geotechnical engineer prepared it: Specific Purposes, Persons, and Projects • for a different client; Geotechnical engineers structure their services to meet the specific • for a different project; needs of their clients. A geotechnical-engineering study conducted • for a different site (that may or may not include all or a for a given civil engineer will not likely meet the needs of a civil- portion of the original site); or works constructor or even a different civil engineer. Because each • before important events occurred at the site or adjacent geotechnical-engineering study is unique, each geotechnical- to it; e.g., man-made events like construction or engineering report is unique, prepared solely for the client. Those who environmental remediation, or natural events like floods, rely on a geotechnical-engineering report prepared for a different client droughts, earthquakes, or groundwater fluctuations. can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first Note, too, that it could be unwise to rely on a geotechnical-engineering conferring with the geotechnical engineer who prepared it. And no one report whose reliability may have been affected by the passage of time, – not even you – should apply this report for any purpose or project except because of factors like changed subsurface conditions; new or modified the one originally contemplated. codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, Read this Report in Full ask what it should be, and, in general, if you are the least bit uncertain Costly problems have occurred because those relying on a geotechnical about the continued reliability of this report, contact your geotechnical engineering report did not read it in its entirety. Do not rely on an engineer before applying it. A minor amount of additional testing or executive summary. Do not read selected elements only. Read this report analysis – if any is required at all – could prevent major problems. in full. Most of the “Findings” Related in This Report Are You Need to Inform Your Geotechnical Engineer Professional Opinions about Change Before construction begins, geotechnical engineers explore a site’s Your geotechnical engineer considered unique, project-specific factors subsurface through various sampling and testing procedures. when designing the study behind this report and developing the Geotechnical engineers can observe actual subsurface conditions only at confirmation-dependent recommendations the report conveys. A few those specific locations where sampling and testing were performed. The typical factors include: data derived from that sampling and testing were reviewed by your • the client’s goals, objectives, budget, schedule, and geotechnical engineer, who then applied professional judgment to risk-management preferences; form opinions about subsurface conditions throughout the site. Actual • the general nature of the structure involved, its size, sitewide-subsurface conditions may differ – maybe significantly – from configuration, and performance criteria; those indicated in this report. Confront that risk by retaining your • the structure’s location and orientation on the site; and geotechnical engineer to serve on the design team from project start to • other planned or existing site improvements, such as project finish, so the individual can provide informed guidance quickly, retaining walls, access roads, parking lots, and whenever needed. underground utilities. This Report’s Recommendations Are perform their own studies if they want to, and be sure to allow enough Confirmation-Dependent time to permit them to do so. Only then might you be in a position The recommendations included in this report – including any options to give constructors the information available to you, while requiring or alternatives – are confirmation-dependent. In other words,they are them to at least share some of the financial responsibilities stemming not final, because the geotechnical engineer who developed them relied from unanticipated conditions. Conducting prebid and preconstruction heavily on judgment and opinion to do so. Your geotechnical engineer conferences can also be valuable in this respect. can finalize the recommendationsonly after observing actual subsurface conditions revealed during construction. If through observation your Read Responsibility Provisions Closely geotechnical engineer confirms that the conditions assumed to exist Some client representatives, design professionals, and constructors do actually do exist, the recommendations can be relied upon, assuming not realize that geotechnical engineering is far less exact than other no other changes have occurred. The geotechnical engineer who prepared engineering disciplines. That lack of understanding has nurtured this report cannot assume responsibility or liability for confirmation- unrealistic expectations that have resulted in disappointments, delays, dependent recommendations if you fail to retain that engineer to perform cost overruns, claims, and disputes. To confront that risk, geotechnical construction observation. engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate This Report Could Be Misinterpreted where geotechnical engineers’ responsibilities begin and end, to help Other design professionals’ misinterpretation of geotechnical- others recognize their own responsibilities and risks. Read these engineering reports has resulted in costly problems. Confront that risk provisions closely. Ask questions. Your geotechnical engineer should by having your geotechnical engineer serve as a full-time member of the respond fully and frankly. design team, to: • confer with other design-team members, Geoenvironmental Concerns Are Not Covered • help develop specifications, The personnel, equipment, and techniques used to perform an • review pertinent elements of other design professionals’ environmental study – e.g., a “phase-one” or “phase-two” environmental plans and specifications, and site assessment – differ significantly from those used to perform • be on hand quickly whenever geotechnical-engineering a geotechnical-engineering study. For that reason, a geotechnical- guidance is needed. engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of You should also confront the risk of constructors misinterpreting this encountering underground storage tanks or regulated contaminants. report. Do so by retaining your geotechnical engineer to participate in Unanticipated subsurface environmental problems have led to project prebid and preconstruction conferences and to perform construction failures. If you have not yet obtained your own environmental observation. information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report Give Constructors a Complete Report and Guidance prepared for a different client, site, or project, or that is more than six Some owners and design professionals mistakenly believe they can shift months old. unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent Obtain Professional Assistance to Deal with Moisture the costly, contentious problems this practice has caused, include the Infiltration and Mold complete geotechnical-engineering report, along with any attachments While your geotechnical engineer may have addressed groundwater, or appendices, with your contract documents, but be certain to note water infiltration, or similar issues in this report, none of the engineer’s conspicuously that you’ve included the material for informational services were designed, conducted, or intended to prevent uncontrolled purposes only. To avoid misunderstanding, you may also want to note migration of moisture – including water vapor – from the soil through that “informational purposes” means constructors have no right to rely building slabs and walls and into the building interior, where it can on the interpretations, opinions, conclusions, or recommendations in cause mold growth and material-performance deficiencies. Accordingly, the report, but they may rely on the factual data relative to the specific proper implementation of the geotechnical engineer’s recommendations times, locations, and depths/elevations referenced. Be certain that will not of itself be sufficient to prevent moisture infiltration. Confront constructors know they may learn about specific project requirements, the risk of moisture infiltration by including building-envelope or mold including options selected from the report, only from the design specialists on the design team. Geotechnical engineers are not building- drawings and specifications. Remind constructors that they may envelope or mold specialists.

Telephone: 301/565-2733 e-mail: [email protected] www.geoprofessional.org

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