6036_MeckCompost_ApprovedApplic_27606_20170406

Mecklenburg County Compost and Recycling Facility
Solid Waste Compost Facility Permit Application
140 Valleydale Road
Charlotte, NC
September 2016
Mecklenburg County, North Carolina
Mecklenburg County Compost and
Recycling Facility
140 Valleydale Road
Charlotte, North Carolina
Signature page of applicant -
Name of facility ____________________ _
I certify under penalty of law that this document and all attachments were prepared under my
direction or supervision and that the information provided in this application is true, accurate, and
complete to the best of my knowledge.
I understand that North Carolina General Statute 130A-22 provides for administrative penalties of up
to fifteen thousand dollars ($15,000.00) per day per each violation of the Solid Waste Management
Rules. I further understand that the Solid Waste Management Rules may be revised or amended in
the future and that the facility siting and operations of this solid waste management facility will be
required to comply with all such revisions or amendments.
Signature Print Name Date
Title
Business or organization name
Mecklenburg County Compost and Recycling Facility
140 Valleydale Road
Composting Permit Application

1 August 26, 2016
SOLID WASTE COMPOST FACILITY
PERMIT APPLICATION SUBMITTAL
Company Name:Mecklenburg County
Site Name:Mecklenburg County Compost and Recycling Facility
Site Address:140 Valleydale Road, Charlotte, NC
Summary: This is an application submittal for the permitting of a new Type I facility.
REQUIRED SUBMITTAL INFORMATION
.1405 APPLICATION REQUIREMENTS FOR SOLID WASTE COMPOST FACILITIES
(a) The following information is required for an application for a permit to construct and operate a
proposed Type 1, or a Small Type 2 or 3 solid waste compost facility; unless the permitting requirements
are exempted by Paragraph (g) of Rule .1402 of this Section:
(a)(1) An aerial photograph or scaled drawing, where one inch is less than or equal to 400 feet, accurately
showing the area within one-fourth mile of the proposed site' s boundaries with the following specifically
identified:
(A) Entire property owned or leased by the person proposing the facility;
(B) Location of all homes, wells, industrial buildings, public or private utilities, roads, watercourses, dry
runs, and other applicable information regarding the general topography within 500 feet of the proposed
facility; and
(C) Land use zoning of the proposed site.
§An aerial exhibit of the facility can be found in Appendix VII as Figure 1. This figure shows the
property boundaries of the facility as well as the area within one-fourth mile of the propertyboundary.
§Figure 2 in Appendix VII includes an aerial exhibit that shows the location of all homes, wells,
industrial buildings, utilities, roads, and other applicable information regarding the generaltopography within 500 feet of the proposed facility.
§Figure 3 in Appendix VII includes the land use zoning (I-2 Heavy Industrial) and surrounding
land use zoning.
(a)(2) A letter from the unit of government having zoning jurisdiction over the site which states that the
proposed use is allowed within the existing zoning, if any, and that any necessary zoning approval or permit
has been obtained.
§A zoning verification letter provided by the City of Charlotte Zoning Office is included in
Appendix III
(a)(3) An explanation of how the site complies with siting and design standards in Rule .1404 of this Section.
§A detailed explanation documenting compliance with Rule .1404 is included in Appendix I.
(a)(4) A detailed report indicating the following:
2 August 26, 2016
(A) Waste type(s), source and estimated quantity of the solid waste to be composted, including the source
and expected quantity of any bulking agent or amendment (if applicable), any expected recycle of bulking
agent or compost, and any seasonal variations in the solid waste type or quantity; and
§The site is designed to accept up to 122,000 tons per year of commingled yard waste (brush, grass
clippings and leaves) and vegetative land clearing debris. The source of these materials includes
properties (residential and commercial) in Mecklenburg County and surrounding Counties.
§Mecklenburg County may use this facility to process storm debris and vegetative material during
inclement weather situations.The amount of material to be processed on site could exceed the
design amount by as much as 100%.
§The seasonal variation of waste quantity is insignificant; however, the variation in waste type isestimated to be 70% grass in the spring and 85% leaves in the fall.
§Mecklenburg County may use bulking agents or amendments based on market conditions and
material availability.
(a)(4)(B) For facilities that utilize natural soils as a pad, a soil evaluation of the site conducted by a soil
scientist down to a depth of four feet, or to bedrock or evidence of a seasonal high water table, to evaluate
all chemical and physical soil properties and depth of the seasonal high water table.
§Facility operations will be conducted on concrete pavement. Natural soil pads will not be used for
the composting operations at this facility.
(a)(5) Site plan at a scale where one inch is less than or equal to 100 feet to the inch that delineates the
following:
(A) Existing and proposed contours, at intervals appropriate to the topography;
(B) Location and elevations of dikes, trenches, and other water control devices and structures for the
diversion and controlled removal of surface water;
(C) Designated setbacks and property lines;
(D) Proposed utilities and structures; and
(E) Areas for unloading, processing, active composting, curing, and storing of material.
§The following plans are included in Appendix VII:
o Figure 4 includes a Site plan showing setbacks, property lines, unloading, composting processand tree save areas.
o Figure 5 includes a Grading plan showing existing and proposed contours at 1 foot intervals,permanent diversion ditches, and location of a wet detention pond.
o Figure 6 includes a Utility plan showing proposed water, sanitary sewer, and storm sewer lines.
3 August 26, 2016
(a)(6) A description of the operation of the facility, which must include at a minimum:
(A) Name, address and phone number for the person responsible for the operation of the facility;
Solid Waste Director
2145 Suttle Avenue
Charlotte, North Carolina 28208(980) 314-3863
(a)(6)(B) List of personnel required and the responsibilities of each position;Mecklenburg County will staff the facility with positions that are commensurate with duties that
are required at the facility and are in conformance with the personnel regulations of Mecklenburg County.Typical positions may include the following:
§Environmental Supervisor: Supervision of site personnel, marketing of materials, safety program,environmental compliance
§Maintenance and Operations Supervisor: Responsible for day to day operations and maintenance.
§Maintenance and Operations Specialist: Responsible for operating equipment (wheel loaders, tubgrinders, windrow turner, screening equipment, and trucks).
§Senior Maintenance and Operations Technician: Responsible for servicing and repairing theequipment.
§Maintenance and Operations Technician: Operation of light vehicles, environmental monitoring,
site cleanliness
§Cashier: Responsible for collecting fees and recording incoming and outgaining tonnages.
(a)(6)(C) Operation plan for the facility;
§The Operations and Maintenance Manual for the facility is included in Appendix VI
(a)(6)(D) Special precautions or procedures for operating during wind, heavy rain, snow, freezing or other
adverse conditions;
§During inclement weather, facility operations will be modified to assure that the facility operates
within the requirements of the Operating Permit.
(a)(6)(E) A description of actions to be taken to minimize noise, vectors, air borne particulates, and odors;
and
§Noise – The facility will be located in an industrial zoned area. Staff will under normal operatingconditions position equipment to best minimize offsite noise.
§Vectors – Vectors are rarely a problem for Type I compost facilities and historically have not been
an issue for the existing Compost Central site on West Blvd. To ensure that vectors are minimized,
putrescible garbage generated by customers and staff will be stored in closed containers andremoved from the site on a regular basis. In addition, yard waste will be ground and placed into
windrows in a timely manner, as described in the Operations and Maintenance Manual included as
Appendix VI.
§Airborne Particles – To minimize airborne particles, moisture may be incorporated into materials
when needed.
4 August 26, 2016
§Odors – To minimize odors, incoming yard waste will ground in a timely manner under normal
operating conditions in accordance with the operations manual. Ground yard waste will either beplaced in a windrow or removed from the site in a timely manner under normal operatingconditions. Material will be turned as needed, ensuring aerobic conditions prevail.
(a)(6)(F) A description of the ultimate use for the finished compost, method for removal from the site, and
a contingency plan for disposal or alternative usage of residues or finished compost that cannot be used in
the expected manner due to poor quality or change in market conditions.
§The finished compost will be sold primarily to residents, landscapers, and landscape supply
companies for use as a soil amendment. Mecklenburg County will continue to explore variousmarkets as they become available.
§Residues and off-spec materials generated from the composting process will be sold as a
supplemental fuel or disposed of in an approved disposal facility.
(a)(7) A report on the design of the facility, including;
(A) Design capacity of the facility;
§The facility is designed to accept 122,000 tons per year of material. The composting design capacityfor this facility is approximately 91,600 tons of material annually for Year 2019 conditions. The
remainder of materials will be ground and removed from the site.
(a)(7)(B) A process flow diagram of the entire facility, including the type, size and location of all major
equipment, and feedstock streams. The flow streams shall indicate the quantity of materials on the wet
weight and volumetric basis;
§The process flow diagram is included in Appendix V.
(a)(7)(C) The means for measuring, shredding, mixing, and proportioning input materials;
§As this facility will be a Type I composting facility, input materials for composting consist of yard
waste, garden waste, wood waste, and water. The amount of water that needs to be added (if any)to the composting material to attain a percent moisture content of 40-60% based on weather
conditions. This will be determined by sight, feel, and experience.
§The composting process that will occur at the proposed facility is described in the Operations andMaintenance Manual, included as Appendix VI.
§Major equipment used at the facility will include equipment that is sized and sufficient to handleand process all materials received. Mecklenburg County currently owns the following types ofequipment and is evaluating other types of equipment to improve the efficiency and environmental
footprint of our organization. Equipment on hand currently includes the following:
o Backhaus 6.65 Windrow Turner
o Diamond Z 1460B Tub Grinder
o Powerscreen Phoenix 1600 Trommel screener
o McCloskey 621 Trommel screener
o Airlift Separator (for removal of remaining plastics during the screening process.)
5 August 26, 2016
§Mecklenburg County from time to time will acquire and replace equipment commensurate with the
needs of the facility. Specifications for the major equipment used at the facility is available uponrequest.
(a)(7)(D) Anticipated process duration, including receiving, preparation, composting, curing, and
distribution;
§The composting facility process from reception to distribution will take approximately 6-7 months
but may be reduced based on use of bulking agents, amendments and additional changes inprocessing equipment.
(a)(7)(E) A description of the location of all temperature, air and any other type of monitoring points, and
the frequency of monitoring;
§As stated in the Operation and Maintenance Manual, as attached in Appendix VI, temperatures of
the material will typically be measured at least once a week. The temperature will be measured
with a four-foot long thermometer fully inserted toward the cross-sectional center of the material.
(a)(7)(F) A description of how the temperature control and monitoring equipment will demonstrate that the
facility meets the requirements in Rule .1406 Item (10), (11) or (12) of this Section, as appropriate for the
feedstock;
§Temperature measurements collected at least once a week will ensure that compost is maintained
at or above 55o C (131o F) for at least three (3) days. The material will be aerated as needed using
mechanized equipment to ensure temperatures are being maintained.
(a)(7)(G) The method of aeration provided the capacity of aeration equipment; and
§Material will be turned using mechanized equipment suitable for the operation. All material at thefacility will be turned as needed in accordance with the operations manual. Material will be turned
to maintain aerobic conditions and maximize composting operations.
(a)(7)(H) A description of the method to control surface water run-on and run-off; and the method to
control, treat, and dispose of leachate generated; and
§The facility will discharge stormwater in accordance with the NGC240000 General Permit for
Storm Water and Process Wastewater Discharges associated with SIC Code 2875 CompostFacilities and like activities, dated October 1, 2011. See Appendix III.
§Swales will be down gradient of the composting pad to collect surface water run-off and direct itto a large wet detention pond.
§The site sits at the top of the Long Creek watershed so no run-on is anticipated
(a)(8) A description of the label or other information source that meets the requirements of Rule .1407(g)
of this Section.
§Documentation of compliance is included in Appendix III.
6 August 26, 2016
(a)(9) Plans and specifications for the facility, including manufacturer’s performance data for all
equipment selected.
§Detailed plans and specifications will be maintained at the facility and available upon request.
(a)(10) A detailed operations and maintenance manual outlining:
(A) A quality assurance plan for the process and final product which lists the procedures used in
inspecting incoming materials, monitoring, sampling, and analyzing the compost process and final
product, testing schedule, and recordkeeping requirements;
(B) Contingency plans detailing corrective or remedial action to be taken in the event of equipment
breakdown; non-conforming waste delivered to the facility; spills, and undesirable conditions such
as fires, vectors and odors; and
(C) An explanation of how the facility will comply with operational requirements as outlined in
Rule .146 of this Section, detailed operational information and instruction, an outline of reports to
be submitted in compliance with this Section, and safety instructions.
§An explanation of how the facility will comply with the operational requirements as outlined inRule .1406 is included in Appendix II. An Operation and Maintenance Manual is included in
Appendix VI.
Appendix I
Section .1404 Compliance
1 August 26, 2016
SOLID WASTE COMPOST FACILITY
SITING/DESIGN REQUIREMENTS SUBMITTAL
Company Name:Mecklenburg County
Site Name:Mecklenburg County Compost and Recycling Facility
Site Address:140 Valleydale Road, Charlotte, NC
.1404 SITING/DESIGN REQUIREMETNS FOR SOLID WASTE COMPOST FACITLITIES
(a) A site shall meet the following requirements at the time of initial permitting and shall continue to meet
these requirements throughout the life of the permit only on the property owned or controlled by the
landowner(s) at the time permitting;
(a)(1) A site located in a floodplain shall not restrict the flow of the 100-year flood; reduce the temporary
storage capacity of the floodplain; or result in washout of solid waste so as to pose a hazard to human life,
wildlife, land or water resources;
§As shown on Figure 7 in Appendix VII, the site is not located in a floodplain.
(a)(2) A 100-foot minimum buffer is required between all property lines and compost areas for Type 3 and
4 facilities; 50-foot for Type 1 or 2 facilities;
§As the facility will be a Type I facility, a 50-foot buffer will be maintained between composting
areas and the property lines.
(a)(3) a 500-foot minimum buffer is required between compost areas and residences or dwellings not owned
and occupied by the permittee; except that Type 1 and Small Type 2 and 3 shall have a 200-foot minimum
buffer;
§As the facility will be a Type I facility, a 200-foot minimum buffer is required between compost
areas and residences or dwellings. As shown on Figure 2 in Appendix VII, no residences ordwellings existing within 200 feet of the facility.
(a)(4) A 100-foot buffer is required between all wells and compost areas, except monitoring wells;
§Charlotte Water provides water service to the area. As a result, no potable water wells are locatedwithin 100 feet of the compost area, as shown on Figure 2 in Appendix VII.
(a)(5) A 50-foot buffer is required between perennial streams/rivers and compost areas;
§The nearest stream is an unnamed tributary of Gum Branch that runs along the eastern property line
of the site. All composting operations will occur over 50-feet away from this tributary.
(a)(6) A compost facility shall be located in accordance with 15A NCAC 2B .0200, Classification and Water
Quality Standards Applicable to Surface Waters in North Carolina;
§Gum Branch, Long Creek and the Catawba River at Lake Wylie are all classified as WS-IV waters.
The storm water runoff discharge from the facility will not cause any violations of water qualitystandards for WS-IV waters
2 August 26, 2016
(a)(7) All portions of any compost facility located over a closed-out disposal area shall be designed with a
pad adequate to protect the disposal area cap from being disturbed, as defined in Part (a)(10)(E) of this
Rule, and there shall be no runoff from the pad onto the cap or side slopes of the closed out area;
§This composting facility will not be located over a closed-out disposal area.
(a)(8) A 25-foot minimum distance is required between compost areas and swales or berms to allow for
adequate access of firefighting equipment;
§This facility will allow for twenty-five (25) foot minimum distance between berms and compost
areas for adequate access of firefighting equipment.
(a)(9) A site shall meet the following surface water requirements:
(a)(9)(A) A site shall not cause a discharge of materials or fill materials into waters or wetlands of the state
that is in violation of Section 404 of the Clean Water Act;
§This facility will not discharge dredged or fill materials into waters or wetlands of the state.
(a)(9)(B) A site shall not cause a discharge of pollutants into waters of the state that is in violation of the
requirements of the National Pollutant Discharge Elimination System (NPDES), under Section 402 of the
Clean Water Act; And
§The site will discharge storm water runoff in accordance with the NGC240000 General Permit for
Storm Water and Process Wastewater Discharges associated with SIC Code 2875 Compost
Facilities and like activities, dated October 1, 2011. See Appendix III.
(a)(9)(C) A site shall not cause non-point source pollution of waters of the state that violates assigned water
quality standards;
§Operations at the facility have been designed to minimize the impact on the surface waters of thestate. All stormwater will be discharged from the facility via a wet detention pond to one
stormwater outfall. Swales will be located down gradient of the composting pad to collect surface
water run-off and direct it to a wet detention pond. The material will generally be turned when itis raining in order to incorporate the moisture throughout the material. A natural buffer will remain
around the perimeter of the site to filter any stormwater runoff or leachate prior to leaving the site.
(a)(10) (A) A site shall not contravene groundwater standards as established under 15A NCAC 2L;
§Operations at the facility have been designed to minimize the impact on the ground-waters of thestate. Composting activities will be performed on concrete pavement. Borings were performed on
the site and extended from 8.1 to 15 below the surface. No groundwater was observed. A summary
of the boring results is located in Appendix IV.
3 August 26, 2016
(a)(10)(B) Portions of a site used for waste receipt and storage, active composting, and curing shall have
a soil texture finer than loamy sand and the depth to the seasonal high water table shall be maintained at
least 12 inches for a Type 1 or 2 facility and 24 inches for a Type 3 facility, unless a pad is provided;
§Operations at the facility have been designed to minimize the impact on the ground-waters of the
state. Composting activities will be performed on concrete pavement. Borings were performed onthe site and extended from 8.1 to 15 below the surface. No groundwater was observed. A summary
of boring results is located in Appendix IV.
(a)(10)(C) A pad shall be provided for portions of Type 4 facility used for waste receiving and storage,
active composting, and curing;
§This facility will not process Type 4 waste.
(D) A pad not required for storage of finished product that is dried as to pass the Paint Filter Liquid Test
(EPA Method 9095), and for which the storage area is prepared in such a manner that water does not
collect around the base of the stored material, and where the depth to the seasonal high watertable is
maintained at least 12 inches; and
§Finished product at this facility will be stored on a concrete pad.
(E) The linear coefficient of permeability of pads required in accordance with this Rule shall not be greater
than 1 x 10ି଻ centimeters per second. If natural soils are used, the liner must be at least 18 inches thick.
§Composting activities at this facility will be performed on concrete pads with a linear coefficient
of permeability greater than 1 x 10-7 centimeters per second.
(b) For subparagraphs (a)(2) through (a)(4) and Part (a)(10)(B) of this Rule, (dependent upon waste type,
facility design, and regional topography) alternative minimum buffers or requirements may be increased if
deemed necessary by the Division in order to protect public health and the environment or to prevent the
creation of a nuisance.
§The Division has not added additional buffers or requirements for this facility.
(c) A site shall meet the following design requirements:
(c)(1) A site shall not allow uncontrolled public access;
§The site access will be controlled through the use of fences and gates as well as natural barriers.
(c)(2) A site shall meet the requirements of the Sedimentation Pollution Control Law (15 A NCAC 4);
§The site has been designed to meet the requirements of the Sedimentation Pollution Control Law.
A copy of the letter of Approval from the North Carolina Department of Environment, Health andNatural Resources is included in Appendix III.
(c)(3) A site shall meet the requirements of the Air Pollution Control Requirements (15A NCAC 2D) to
minimize fugitive admissions and odors; and
4 August 26, 2016
§To minimize odors, incoming yard waste will ground in a timely manner under normal operatingconditions in accordance with the operations manual. Ground yard waste will either be placed in awindrow or removed from the site in a timely manner under normal operating conditions. Material
will be turned as needed, ensuring aerobic conditions prevail. To minimize airborne particles,
moisture may be incorporated into materials when needed.
(c)(4) The site shall be designed to minimize odors at the property boundary.
§To minimize odors, incoming yard waste will ground in a timely manner under normal operating
conditions in accordance with the operations manual. Ground yard waste will either be placed in awindrow or removed from the site in a timely manner under normal operating conditions. Materialwill be turned as needed, ensuring aerobic conditions prevail.
Appendix II
Section .1406 Compliance
1 August 26, 2016
SOLID WASTE COMPOST FACILITY
OPERATIONAL REQUIREMENTS SUBMITTAL
Company Name:Mecklenburg County
Site Name:Mecklenburg County Compost and Recycling Facility
Site Address:140 Valleydale Road, Charlotte, NC
.1406 OPERATIONAL REQUIREMENTS FOR SOLID WASTE COMPOST FACILITIES
Any person who maintains or operates a solid waste compost facility shall maintain and operate the site to
conform with the following practices:
(1)Plans and Permit Requirements
(1)(A) Construction plans and conditions of permit shall be followed; and
(1)(B) A copy of the permit, plans, and operational reports shall be maintained on site at all times.
§Conditions of the operating permit will be followed at all times and a copy of the permit, plans, and
operational reports will be maintained on site at all times.
(2) Adequate erosion control measures shall be practiced to prevent on-site erosion and to control the
movement of soil or contaminants from the site.
§All processing areas are located on concrete. The perimeter of the site will be vegetated to prevent
erosion. In addition, grass swales are located at the end of the processing area to capture site run-off and direct it to a wet detention pond.
(3) Surface water shall be diverted from the operational, compost curing, and storage areas.
§The site will be located near the top of the Long Creek watershed and no surface water run-on is
anticipated. Site runoff will be routed through bioswales to an extended detention wet pond.
(4) Leachate shall be contained on site and treated to meet the standards of the off-site disposal method.
§Rain that falls directly on the material will be absorbed into the material and will not run-off. The
material will be managed to incorporate moisture throughout the material. The perimeter of thesite will be completely vegetated to prevent erosion. In addition, grass swales will be located atthe end of the processing area to capture site run-off and direct it to a large wet detention pond.
(5) Access and Security Requirements:
(5)(A) Large sites shall be secured by means of gates, chains, berms, fences, or other security measures
demonstrated to provide equivalent protection approved by the Division, to prevent unauthorized entry.
§A perimeter fence will be used to secure the site. The entry will be through a security gate, whichwill be locked after hours.
(5)(B) An operator shall be on duty at the site at all times while the facility is open for public use to ensure
compliance with the operational requirements and access to such facilities shall be controlled.
2 August 26, 2016
§An operator will be on duty at all times during which the facility is open for public use.
(5)(C) The access road to the site shall be of all-weather construction and maintained in good condition.
§The access road will be constructed with concrete to provide all weather access.
(6) A site shall only accept those solid wastes that it is permitted to receive.
§The site will accept only those materials that it is permitted to receive.
(7) Safety Requirements
(7)(A) Open burning of solid waste is prohibited.
§Open burning of anything will be prohibited on site.
(7)(B) Equipment shall be provided to control accidental fires and arrangements made with the local fire
protection agency to immediately provide fire-fighting services when needed.
§All pieces of equipment will include a fire extinguisher. Fire hydrants will be available to provide
firefighting capabilities. The City of Charlotte fire department will also be available to provideimmediate firefighting services.
(7)(C) Personnel training shall be provided to insure that all employees are trained in site specific safety,
remedial and corrective action procedures.
§Staff will receive the training required.
(8) Sign Requirements:
(8)(A) Signs providing information on waste that can be received, dumping procedures, the hours during
which the site is open for public use, the permit number and other pertinent information shall be posted at
the site entrance.
(8)(B) Traffic signs/markers shall be provided as necessary to promote an orderly traffic pattern to and
from the discharge area and to maintain efficient operating conditions.
(8)(C) Signs shall be posted stating that no hazardous waste, asbestos containing waste, or medical waste
can be received on this site.
§Signage will include hours of operation, material accepted, fees, permit number, emergency contact
information, traffic routing, “No Hazardous Waste” signage, “No Asbestos Containing Waste”signage, and “No Medical Waste” signage.
(9) Monitoring Requirements:
(9)(A) Specific monitoring and reporting requirements shall be met.
3 August 26, 2016
(9)(B) The temperature of all compost produced shall be monitored sufficiently to ensure that the pathogen
reduction criteria is met.
§Temperatures of the material will typically be measured at least once a week. The temperature will
be measured with a four-foot long thermometer fully inserted toward the cross-sectional center of
the material. Annual reporting will be submitted.
(10) Compost processed at Type 1 facilities shall be maintained at or above 55 degrees Celsius for 3 days
and aerated to maintain elevated temperatures.
§Temperature measurements collected at least once a week will ensure that compost is maintainedat or above 55o C (131o F) for at least three (3) days. The material will be aerated as needed usingmechanized equipment to ensure temperatures are being maintained.
(11) Types 2, 3, and 4 facilities shall maintain the compost process at a temperature above 40 degrees
Celsius (104 degrees F) for 14 days or longer and the average temperature for that time shall be higher
than 45 degrees Celsius (113 degrees F) or, Types 2, 3, and 4 facilities shall met the vector attraction
reduction requirements in 40 CFR 503.33(b)(4) or (7). Requirements of 40 CFR 503.33(b)(4) or (7) are
hereby incorporated by references, including and subsequent amendments or additions.
§As this facility will be a Type I facility, this section does not apply.
(12) The composting process shall qualify as a process to further reduce pathogens for all Type 3 and Type
4 facilities. The following are acceptable methods:
(12)(A) The windrow composting method, in which the following requirements apply: aerobic conditions
shall be maintained during the compost process. A temperature of 131 degrees F (55 degrees Celsius) or
greater shall be maintained in the windrow for at least 15 days. During the high temperature period, the
windrow shall be turned at least 5 times.
(12)(B) The static aerated pile composting method, in which the following requirements apply: Aerobic
conditions shall be maintained during the compost process. The temperature of the compost pile shall be
maintained at 131 degrees F (55 degrees Celsius) or greater for at least three days.
(12)(C) The within-vessel composting method, in which the temperature in the compost pile shall be
maintained at a minimal temperature of 131 degrees F (55 degrees Celsius) for at least three days.
§As this facility will be a Type I facility, this section does not apply.
(13) Nitrogen bearing waste shall be incorporated as necessary to minimize odor and the migration of
nutrients.
§The incorporation of nitrogen-bearing waste is described in the Operation and Maintenance Manual
included in Appendix VI.
(14) Miscellaneous Requirements:
(14)(A) The finished compost shall meet the classifications and distributions requirements outlined in Rule
.1407 of this Section.
§The finished compost will meet the classification of “Produced at Type I Facility.”
4 August 26, 2016
(14)(B) The quality of the final product shall determine the allowable uses as outlined in Rule .1407 of this
Section.
§The finished compost will have an “Unrestricted Application and Distribution” grade.
(14)(C) The final product shall be approved by the Solid Waste Section as outlined in Rule .1407
Subparagraph (6)(b) if this Section.
§The final product will be approved by the Solid Waste Section.
(14)(C))(i) Non-compostable solid waste and unacceptable compost shall be disposed in solid waste
management facility permitted to receive the particular type of waste under 15A NCAC 13B.
§Should any non-compostable materials be detected by frontline staff during operations, thematerials will be removed from the site to be disposed in a proper solid waste management facility.
Once the compost has reached maturity, the material will be screened at 3/8 inch to remove any
non-conforming waste that may have been missed during the original screening. The material notpassing the 3/8-inch screen will be sent back to the grinder for reprocessing.
(14)(C)(ii) The amount of compost stored at the facility shall not exceed the designed storage capacity.
§The amount of compost stored at the facility will not exceed the design storage capacity.
Appendix III
Solid Waste Compost Facility Permit
Supporting Regulatory Documentation
Zoning Verification Letter
Erosion and Sedimentation Control Plan Letter of
Approval
Compost Customer Handouts
NPDES Stormwater Discharge Permit
USING COMPOST
IN THE LANDSCAPE

Compost has been used by gardeners in backyard landscaping and gardening for many
years. The benefits are substantial, especially when compost is used on the compacted,
nutrient-deficient soils common in many urban areas and on red clay soil such as we have
in Mecklenburg County.

Your product. The compost you have purchased is classified as “unrestricted application
and distribution” and can be used on any soil. The compost is made from yard waste,
including leaves, limbs, grass clippings and brush. It has been treated by pathogen-free
requirement procedures (PFRP), which means it is maintained at 131 °F for a minimum of
72 hours. This treatment ensures that the compost is free of disease-causing organisms.

Benefits. Compost enhances the physical, chemical and biological properties of soils. In
clay soils, organic materials such as compost increase drainage and air space. Compost
tends to raise pH and increase the soil’s biological activity. In sandy soils, compost
increases the ability to hold moisture and nutrients. Landscapers find that all these
characteristics help ornamental plants become established and develop a good root system.

How to use:
1. For landscape use and vegetable gardening: (a) apply compost in a 3 to
4 inch layer spread over the soil surface; (b) incorporate it into the root
zone
2. For over seeding established lawns: (a) core aerate; (b) apply a ½-inch
layer of compost over the lawn; (c) incorporate the seed and fertilizer
into this layer
3. For new lawns: (a) apply a 1-inch layer of compost over the soil
surface; (b) incorporate it into the top 1 inch of soil; (c) apply the seed
and fertilizer per manufacturers’ recommendations

Visit our website at WipeOutWaste.com or call 704-583-7371 for more information
about Mecklenburg County’s compost and mulch operations.
Mecklenburg County Solid Waste Management
2145 Suttle Avenue
Charlotte, NC 28208

GENERAL PERMIT NO. NCG240000
Compost Facilities
IMPORTANT CHANGES & GUIDANCE
Authorization to Construct
GENERAL PERMIT NO. NCG240000
Compost Facilities
discharge of stormwater and process
wastewater tothe surfacewaters of NorthCarolina
Coverage underthis GeneralPermit is applicableto:
Except upon DWQ determination of similarity as provided immediately above, the following
activities and associated discharges are excluded from coverage under this General Permit:
Original signed by Matt Matthews
for
TABLE OF CONTENTS
PARTI–INTRODUCTION
SECTION A: GENERALPERMIT COVERAGE
For discharges to watersheds affected by a TMDL, coverage under
this permit maydepend onthe facility demonstrating it does not have reasonable potential
to violate applicable water quality standards for those pollutants as a result of discharges.
SECTION B: PERMITTED ACTIVITIES
The types of authorized discharges are
dependent upon DWQ approval and are detailed in the permittee’s individual Certificate of
Coverage (COC); where applicable, the COC also details DWQ’s Authorizationto Construct
(ATC) and authorization to operate process wastewatertreatment facilities.
The discharges allowed by this General Permit shall not cause or contribute to violations of
Water Quality Standards.
SECTION C: COMPLIANCE SCHEDULEFOR NEWAND EXISTINGDISCHARGERS
New dischargers.
Existing dischargers.
PART II –MONITORING,CONTROLS, AND LIMITATIONS FOR PERMITTED
DISCHARGES
SECTION A: STORMWATER DISCHARGES: STORMWATERPOLLUTION PREVENTION
PLAN
develop and implement
SitePlan
impaired
watershed for which a TMDL has
been established,
The permittee shall re certify annuallythat the
stormwater outfalls have beenevaluated for the presence of non stormwater
discharges.
Stormwater Management Plan.
Feasibility Study
Secondary Containment Requirementsand Records
BMP Summary.
Rain gauge.
Spill Prevention and Response Plan.
PreventativeMaintenanceand GoodHousekeeping Program
Employee Training
ResponsibleParty.
SPPP Amendment.
Facility Inspections.
SPPPImplementation.The permittee shall implement the SPPP and all appropriateBMPs to ensure that contaminants do not enter surface waters via stormwater.Implementation of the SPPP shall include documentation of all monitoring,
measurements, inspections, maintenance activities, and training provided to employees,
including the log of the sampling data and of actions taken to implement BMPs
associated with the industrial activities, including vehicle and equipment maintenanceactivities. Such documentation shall be kept on-site for a period of five years and made
available to the Director or the Director’s authorized representative immediately upon
request.
SECTION B: STORMWATER DISCHARGES: ANALYTICAL MONITORING REQUIREMENTS
Tables1
through3
Table1 AnalyticalMonitoringRequirements forStormwaterDischarges
Discharge
Characteristics Units
Measurement
Frequency1
Sample
Type2
Sample
Location3
1.. The permittee may
petition DWQ to reduce the monitoring frequency for any parameter after four consecutive quarters of
analytical resultsbelow the benchmark values in Table 3.
4.
. The permittee is not required to sample
stormwater discharges resulting from a rainfall greater than the 25 yr, 24 hr event for the site location.
A measurable storm event results in anactual
at
least 48 hours
Table2
Table2 StormwaterAnnual MonitoringSchedule
QuarterlyMonitoring
Events1,2
StartDate3 End Date
3
If no discharge occurs during the sampling period, the permittee must record “No Flow”or “No Discharge”
within 30 days of theend of the quarterly sampling period in the SPPP.“No Flow”or “No Discharge”shallbe
reported onthe individual quarterly DMRs
Table3
Table3 Benchmark Values for Stormwater Discharges
Discharge Characteristics Benchmark Values
Tier One
If:
Then:
within two weeks of
receiving sampling results.
within two months of theinspection.
Tier Two
If:two (2) consecutive
Then:
Tier Three
four (4) occasions
within 30 days of receipt of the fourth analytical result
SECTION C: STORMWATERDISCHARGES: ON SITE VEHICLE AND EQUIPMENT
MAINTENANCE MONITORINGREQUIREMENTS
Table4
Table2
Table4 AnalyticalMonitoringRequirements from On Site Vehicle and Equipment
Maintenance Activities
Discharge Characteristics Units Measurement
Frequency
Sample
Type
Sample
Location
EPA Method 1664 (SGT HEM)
The permittee may petition DWQ to reduce the monitoring
frequency for any parameter after fourconsecutive quarters of analytical results below the benchmark
values in Table5.
The permittee is not required to
sample stormwater discharges resulting from a rainfall greater than the 25 yr, 24 hr event for thesite
location.
Table5
Table5 Benchmark Values for On Site Vehicle and Equipment Maintenance Activities
SECTION D: STORMWATER DISCHARGES:QUALITATIVE MONITORING
REQUIREMENTS
Table6
.
Table2
Table6 Qualitative Monitoring Requirements
Discharge Characteristics Frequency1 Monitoring Location
2,3
The quarterly monitoring frequency for qualitative
monitoring is not eligible for a reduced monitoring frequency.
The permittee is not required tomonitor stormwater discharges resulting froma rainfall greater than
the 25 yr, 24 hr event for the site location.
Discharge Characteristics Benchmark Values
A written recordof the permittee’s investigation,evaluation, and
response actions shallbe keptin theSPPP
;
SECTION E: PROCESS WASTEWATER DISCHARGES: EFFLUENT LIMITATIONS AND
MONITORING REQUIREMENTS
Finished Compost
Table7 Table8
Table 7 Monitoring Requirements for Process Wastewater Discharges
Discharge
Characteristics Units
Measurement
Frequency
Sample
Type
Sample
Location
Table9 The
quarterly monitoring frequency for process wastewater discharges is not eligible for a reduced monitoring
frequency.
Table8 Effluent LimitationsforProcess WastewaterDischarges
Discharge Characteristics Effluent Limitations
1
Quarterly Average Daily Maximum
Table9
Table9 Process Wastewater Discharge Monitoring Schedule
Quarterly
Monitoring Events
1,2 StartDate3 EndDate3
If no discharge occurs during the sampling period, the permittee must record “No Flow”or “No Discharge”
within 30 days of theend of the quarterly sampling period in the SPPP.“No Flow”or “No Discharge”shallbe
reported onthe individual quarterly DMR
PART III –AUTHORIZATION TO CONSTRUCT AND OPERATEA PROCESS
WASTEWATER TREATMENT FACILITY
SECTION A: REQUIREMENTS TO CONSTRUCT A PROCESS WASTEWATER TREATMENT
FACILITY ATA NEWCOMPOSTINGFACILITY
SECTION B: REQUIREMENTS FOR OPERATION OF A PROCESS WASTEWATER
TREATMENT FACILITY
PART IV –STANDARD CONDITIONS
SECTION A: COMPLIANCE AND LIABILITY
SECTION B: GENERAL CONDITIONS
Permitteeis requiredto
notify DWQ within 90 days in the event the permitted facility is sold or closed
SECTION C: OPERATION AND MAINTENANCE OF POLLUTION CONTROLS
SECTION D: MONITORING AND RECORDS
SECTION E: REPORTING REQUIREMENTS
no later
than 30 days from the date the facility receives the sampling results from the laboratory
not
PARTV–LIMITATIONS REOPENER
PART VI –ADMINISTERING AND COMPLIANCE MONITORING FEE
REQUIREMENTS
PART VII –DEFINITIONS
Process wastewater
Appendix IV
Solid Waste Compost Facility Permit
Groundwater Level Readings
Report of Preliminary
Geotechnical Exploration
Rozzelles Ferry Road Site
Charlotte, North CarolinaS&ME Project No. 1351-13-133
Prepared For:
Mecklenburg County
Land Use & Environmental Services Agency
700 North Tryon Street
Charlotte, North Carolina 28202
Prepared By:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
NC PE Firm License No. F-0176
October 1, 2013
TABLE OF CONTENTS
1. INTRODUCTION.....................................................................................................................1
1.1 PROJECT BACKGROUND....................................................................................................1
1.2 PURPOSE AND SCOPE.......................................................................................................1
2. EXPLORATION PROCEDURES............................................................................................2
2.1 FIELD ACTIVITIES ..............................................................................................................2
2.2 LABORATORY ACTIVITIES...................................................................................................2
3. AREA GEOLOGY AND SUBSURFACE CONDITIONS ........................................................3
3.1 PHYSIOGRAPHY AND AREA GEOLOGY ................................................................................3
3.2 SUBSURFACE CONDITIONS ................................................................................................5
3.3 WATER LEVEL MEASUREMENTS.........................................................................................5
4. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS ............................................5
4.1 SITE CONSIDERATIONS......................................................................................................5
4.1.1 Expansive Soils and Fill Soils.....................................................................................5
4.1.2 Fill Soils......................................................................................................................6
4.1.3 Excavations................................................................................................................6
4.1.4 Re-Use of On-site Soils as Structural Fill...................................................................7
4.1.5 Fill Placement.............................................................................................................7
4.2 SEISMIC DESIGN PARAMETERS..........................................................................................7
4.3 FOUNDATIONS ..................................................................................................................7
4.4 FLOOR SLABS...................................................................................................................8
4.5 PAVEMENTS......................................................................................................................8
4.6 FINAL GEOTECHNICAL EXPLORATION .................................................................................9
5.0 LIMITATIONS.....................................................................................................................9
APPENDIX
Site Vicinity Map, Figure 1
Boring Location Plan, Figure 2
Legend to Soil Classification
Boring Logs
Lab Results
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
Rozzelles Ferry Road Site – Charlotte, North Carolina October 1, 2013
1
1. INTRODUCTION
1.1 Project Background
Project information is based on a telephone conversation between Mr. Steinhilber with
Mecklenburg County and Mr. Brian McKean of S&ME on August 21, 2013. It is our
understanding that the county is looking to purchase the parcel located along Rozelles
Ferry Road in Charlotte, North Carolina and identified as parcel No. 03505423. Based on
aerial photographs, the parcel appears to be relatively open in the center and surrounded
by trees. Additionally, historical aerial images obtained from Google Earth
®, indicate that
the site was previously wooded and the current open area is a result of the site being
previously used as a borrow source, most likely for the construction of Fred Alexander
Boulevard as seen in the photo below. While the site appears to have been lowered
generally uniformly, the potential of waste borrow pits on the site does exist. The site is
currently covered in low-grasses and some waist-high brush.
Mr. Steinhilber indicated that future development plans for the site are still preliminary
but that construction will include asphalt and concrete pavements, stockpile storage areas
and small structures consistent with a compost facility. No site plans are available at this
time. It is our understanding that the county wants to evaluate the subsurface conditions
at the site to evaluate the site’s suitability for future development.
1.2 Purpose and Scope
The purpose of this preliminary geotechnical study was to explore the subsurface
conditions at the site and develop preliminary geotechnical recommendations for the
design and construction of the project. S&ME has completed the following scope of
geotechnical services for this project:
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Visited the site to observe site conditions and mark proposed boring locations.
Contacted the North Carolina One-Call Center to mark the locations of existing
underground utilities in the exploration area;
Mobilized a power drilling rig and crew to the site;
Drilled nine soil test borings at the site;
Measured groundwater levels, backfilled the boreholes with soil cuttings to the
ground surface;
Prepared this preliminary geotechnical engineering report.
Please note that this report does not address potential environmental contamination of the
soil, rock, or groundwater at this site.
2. EXPLORATION PROCEDURES
2.1 Field Activities
In order to explore the general subsurface conditions at the project site, nine soil test
borings (B-1 through B-9) were drilled to depths of 8.1 to 15 feet below existing grades.
The soil test borings were advanced at the approximate locations shown on the attached
Boring Location Plan (Figure No. 2) in the Appendix. The locations of the borings were
selected and located in the field by an S&ME staff professional by using a handheld GPS
device.
A track-mounted, D-50 drill rig was used to advance the borings with hollow-stem,
continuous flight augers. Standard Penetration Test (SPT) split spoon sampling was
performed at designated intervals in the soil test borings in general accordance with
ASTM D 1586 to provide an index for estimating soil strength and relative density or
consistency and to retrieve samples for soil classification purposes. Representative
portions of each soil sample were taken to our laboratory.
The drill rig used to drill the borings is equipped with a hydraulic automatic hammer for
Standard Penetrations tests rather than the traditional rope, cathead and safety hammer.
The N-values reported on the attached Boring Logs are the actual field measured blow
counts and are not corrected for the hammer energy.
Water level measurements were attempted at the termination of drilling activities. All
boreholes were backfilled with soil cuttings prior to de-mobilizing from the site.
2.2 Laboratory Activities
A geotechnical staff professional visually examined each sample in general accordance
with the Unified Soil Classification System (USCS) to estimate the distribution of grain
sizes, plasticity, organic content, color, and apparent geological origin. The results of the
classifications, as well as the field test results, are presented on the individual boring logs
included in the Appendix. Similar materials were grouped into strata on the logs. The
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
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3
strata contact lines represent approximate boundaries between the soil and rock types; the
actual transition between the soil and rock types in the field may be gradual in both the
horizontal and vertical directions.
Laboratory testing was performed on a selected soil sample obtained during the field
exploration. The laboratory testing included the following tests and the results are
presented in the Appendix:
Soil Plasticity Tests (Atterberg Limits Test):Representative samples were
selected for Atterberg Limits testing to determine the soil's plasticity
characteristics. The Plasticity Index (PI) is representative of this characteristic
and is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid
Limit is the moisture content at which the soil will flow as a heavy viscous fluid
and the Plastic Limit is the moisture content at which the soil begins to lose its
plasticity. These tests were conducted in accordance with ASTM D 4318.
3. AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1 Physiography and Area Geology
The site is located within the Charlotte Belt of the Piedmont Physiographic Province of
North Carolina as shown in the following figure. The Piedmont Province generally
consists of well-rounded hills and ridges, which are dissected by a well-developed system
of draws and streams. The Piedmont Province is predominantly underlain by
metamorphic rock (formed by heat, pressure and/or chemical action) and igneous rock
(formed directly from molten material), which were initially formed during the
Precambrian and Paleozoic eras. The volcanic and sedimentary rocks deposited in the
Piedmont Province during the Precambrian eras were the host for the metamorphism and
were changed to gneiss and schist. The more recent Paleozoic era had periods of igneous
emplacement, with at least several episodes of regional metamorphism resulting in the
majority of the rock types seen today.
Physiographic Provinces of North Carolina
The topography and relief of the Piedmont Province have developed from differential
weathering of the igneous and metamorphic rock. Because of the continued chemical and
physical weathering, the rocks in the Piedmont Province are now generally covered with
APPROXIMATESITE LOCATION
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
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4
a mantle of soil that has weathered in place from the parent bedrock. These soils have
variable thicknesses and are referred to as residuum or residual soils. The residuum is
typically finer grained and has higher clay content near the surface because of the
advanced weathering. Similarly, the soils typically become coarser grained with
increasing depth because of decreased weathering. As the degree of weathering
decreases, the residual soils generally retain the overall appearance, texture, gradation
and foliations of the parent rock. The 1985 Geologic Map of North Carolina indicates
that the site is underlain by metamorphosed quartz diorite.
The boundary between soil and rock in the Piedmont is not sharply defined. A
transitional zone termed “Partially Weathered Rock” is normally found overlying the
parent bedrock. Partially Weathered Rock (PWR) is defined for engineering purposes as
residual material with Standard Penetration Resistances (N-values) exceeding 100 blows
per foot. The transition between hard/dense residual soils and PWR occurs at irregular
depths due to variations in degree of weathering. A depiction of typical weathering
profiles in the Piedmont Province is presented in the following figure.
Typical Piedmont Weathering Profiles (After Sowers/Richardson, 1983)
Water is typically present in the residual soils and within fractures in the PWR or
underlying bedrock in the Piedmont. On upland ridges in the Piedmont, water may or
may not be present in the residual soils above the PWR and bedrock. Alluvial soils,
which have been transported and deposited by water, are typically found in floodplains
and are generally saturated to within a few feet of the ground surface. Fluctuations in
water levels are typical in residual soils and PWR in the Piedmont, depending on
variations in precipitation, evaporation and surface water runoff. Seasonal high water
levels are expected to occur during or just after the typically wetter months of the year
(November through April).
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5
3.2 Subsurface Conditions
The generalized subsurface conditions as based on the soil test borings are further
described below. For more detailed soil descriptions, stratifications, water levels, cave-in
depths, etc. at a particular boring location, the respective boring log should be reviewed.
Fill:Fill soils were encountered in Borings B-1 and B-5 to depths of approximately 1 to
3 feet below the surface materials. The fill generally consisted of silty clays (CH) and
sandy clay (CL). N-values ranging from 7 to 9 bpf were observed in the fill material.
Residuum:Residual soils were encountered below the fill soils or at the surface in all of
the borings. The residuum generally consisted of clayey silts (MH), sandy silts (ML),
and silty sands (SM). N-values in the residual soils ranged from 3 to 55 bpf.
Partially Weathered Rock and Auger Refusal:Partially Weathered Rock was
encountered in Boring B-8 at a depth of 6 feet below the existing ground surface. When
sampled, the PWR encountered generally breaks down into silty fine to coarse sands.
Boring B-8 was terminated at an approximate depth of 8.1 feet below the ground surface
due to auger refusal. Auger refusal is defined as material that could not be penetrated
with the drill rig equipment used on the project. Auger refusal material may consist of
large boulders, rock ledges, lenses, seams or the top of parent bedrock. Core drilling
techniques would be required to evaluate the character and continuity of the refusal
material. However, rock coring was beyond the scope of the previous study.
3.3 Water Level Measurements
Water level measurements were attempted in all of the borings at the termination of
drilling operations. Water was not observed in the soil borings. The observed hole cave-
in depths for the soil test borings are also included on the individual logs and may be an
indication of the groundwater level at or near the hole cave-in depth. The boreholes were
backfilled prior to de-mobilizing from the site.
Water levels tend to fluctuate with seasonal and climatic variations, as well as with some
types of construction operations. Therefore, water maybe encountered during construction
at depths not indicated during this study.
4. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
4.1 Site Considerations
4.1.1 Expansive Soils and Fill Soils
Based on the results of the soil test borings and laboratory tests performed, highly plastic,
residual silty clays (CH) and clayey silts (MH) were encountered at the site in Borings B-
1, B-2 and B-7 to depths of 1 to 3 feet. These soils have a moderate to high shrink-swell
potential, are very moisture sensitive, and can be difficult to work. Due to their
shrink/swell potential, support of foundations, slabs and pavements directly above these
materials poses a risk of excessive settlement and structural distress and should be
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
Rozzelles Ferry Road Site – Charlotte, North Carolina October 1, 2013
6
accounted for during planning of general site development. To reduce this risk, we
recommend adequate separation be provided between these plastic soils and structural
subgrades.
We recommend a minimum of 2 feet of separation material consisting of clean, low-
plasticity soils be provided between stable, in-place moderate to high plasticity clay and
silt soils (CH, MH) and structural subgrades (e.g., pavement, slab and foundation bearing
elevations). Site grading should be performed with this recommendation in mind, which
may increase “stripping” depths locally.
4.1.2 Fill Soils
As previously mentioned, this site was once used as a source of borrow material and
historical aerials indicate that stockpiles of fill may be present on the site. Borings B-1
and B-5 encountered some fill soils to depths of 1 to 3 feet, but the potential for other
areas of undocumented fill does exist. The extent of fill soils on the site is unknown at
this time. An additional evaluation including test pits and more borings would be required
to further evaluate the presence and extent of fill soils at this site and their potential
impact on site grading.
If fill materials are encountered during grading operations, they should be further
evaluated by the project geotechnical engineer.
4.1.3 Excavations
The residual and fill soils can typically be excavated using backhoes, trackhoes, front-end
loaders, bull dozers and other types of typical earthmoving equipment.
Areas that encountered PWR or auger refusal (B-8) will require non-conventional
methods for excavation. Our experience in this geological area indicates that the upper 2
to 3 feet of PWR can generally be excavated using pans and scrapers by first loosening
with a single tooth ripper attached to a suitable sized dozer, such as a Caterpillar D-8 or
D-9, or suitable sized trackhoe such as a Caterpillar C320 equipped with a rock bucket.
Jackhammering or blasting should be anticipated for excavation of the majority of the
PWR, rock, and, if present, boulders during open site excavation (i.e., excavations more
than 10 feet wide and 30 feet long). In confined excavations (footings, utility trenches,
etc.), these materials will probably require the use of blasting, pneumatic hammers, or
hydraulic hammers to excavate. This should be anticipated for footing and utility
excavations in these materials.
Rock in a weathered, boulder, and massive form varies erratically in depth and location in
the Piedmont Geologic Province. Therefore, there is always a potential that these
materials could be encountered at shallower depths between the boring locations and may
be encountered during general site grading and in trench excavations for the installation
of footings and utilities.
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
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7
4.1.4 Re-Use of On-site Soils as Structural Fill
The near-surface highly plastic clays and silts are not suitable for re-use as structural fill
for the project unless used in deeper fill areas and are separated from structural subgrades
and foundation bearing elevations by a minimum of two feet. The low plasticity residuals
soils and PWR materials are suitable for re-use as structural fill. Some moisture
conditioning may be required, for materials excavated from beneath the water table.
4.1.5 Fill Placement
All fill used for site grading operations should consist of a clean (free of organics and
debris), low plasticity soil (Liquid Limit less than 50, Plasticity Index less than 25). The
proposed fill should have a maximum dry density of at least 90 pounds per cubic foot as
determined by a Standard Proctor compaction test, ASTM D 698. All fill should be
placed in loose lifts not exceeding eight inches in thickness and compacted to a minimum
of 95 percent of its standard Proctor maximum dry density, with the final 18 inches below
subgrade compacted to at least 98 percent.
We recommend that field density tests, including one-point Proctor verification tests, be
performed on the fill as it is being placed at a frequency of 1 test per 5,000 square feet per
lift in the building, 10,000 square feet in parking areas and one test per lift per 100 linear
feet in utility trenches.
Final project slopes should be designed at 3 horizontal to 1 vertical or flatter. The tops
and bases of all slopes should be located a minimum of 10 feet from structural limits and
a minimum of 5 feet from pavement limits. The fill slopes should be adequately
compacted, as outlined in this report, and all slopes should be seeded and maintained
after construction.
4.2 Seismic Design Parameters
For preliminary design , the proposed building should be designed to resist possible
earthquake effects as determined in accordance with the North Carolina Building Code.
We estimate weighted average N-values in the soils underlying the building area to be
greater than 15 and less than 50 in the top 100 feet below the existing ground surface.
Based on Section 1615.1.1 and Equation 16-45 of the International Building Code, the
calculated weighted average N-values indicate a Seismic Site Class D.
4.3 Foundations
Provided the earthwork procedures and recommendations outlined in this report are
implemented, we anticipate that buildings with typical column loads of less than 75 kips
could be supported on a shallow foundation system with allowable bearing pressures of
2,000 to 3,000 pounds per square foot (psf) for design of the foundations bearing on the
low-plasticity residual soils or on newly placed structural fill compacted to at least 95
percent of its Standard Proctor maximum dry density.
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
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8
All footing excavations should be observed by the geotechnical engineer's representative
to verify that suitable soils are present at and below the proposed bearing elevation and to
confirm their consistency with the conditions upon which our recommendations are
based. If evaluation with DCP testing encounters very soft to soft or other unsuitable
materials in the footing excavations, they should be corrected per the recommendations
of the project geotechnical engineer.
4.4 Floor Slabs
Immediately prior to constructing the floor slabs, we recommend that the areas be
evaluated via probing, hand auger borings with DCP testing or proofrolling to detect any
softened, loosened or disturbed areas that may have been exposed to wet weather or
construction traffic. Areas that are found to be disturbed or indicate pumping action
during the proofrolling should be undercut and replaced with adequately compacted
structural fill. Proofrolling should be observed by the staff professional or a senior soil
technician under his/her direction. Proofrolling procedures are discussed in previous
sections of this report.
4.5 Pavements
Provided the site grading and separation recommendations are implemented during
construction we anticipate that the resulting subgrades will provide suitable support for
asphalt pavement thicknesses as follows:
PavementType Material Thickness
Light-Duty Heavy Duty
Flexible
Asphalt Concrete 2 to 3 3 to 4
Crushed Stone (ABC) 5 to 6 6 to 10
Rigid
Reinforced Concrete --6 to 7
ABC Stone --5 to 6
These recommendations are based on CBR values of 4 to 5 percent and ESAL loadings
of 20,000 to 100,000. Traffic loading was not provided to us at this time.
Light-duty pavements should be designated for car parking areas and lightly traveled
service roads. Heavy-duty pavements should be designated for entrances and exits,
access roads and driveways. Heavy-duty concrete pavement should be used in areas in
front of loading docks and dumpsters.
The early placement of the graded aggregate base course will minimize the deterioration
of the prepared soil subgrades. However, some loss of graded aggregate due to rutting
and surface contamination may occur prior to final asphalt paving. Some infilling and re-
grading of the graded aggregate in conjunction with sweeping with a wire broom may be
required.
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
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9
Prevention of infiltration of water into the subgrade is essential for the successful
performance of any pavement. Both the subgrade and the pavement surface should be
sloped to promote surface drainage away from the pavement structure.
4.6 Final Geotechnical Exploration
The preliminary conclusions and recommendations submitted in this report are based in
part upon the data obtained from a limited subsurface exploration program and are
intended to provide a general assessment of geotechnical conditions at select locations on
the site. Once final grades, building locations, and pavement locations have been
determined, we recommend that additional soil test borings and supplemental test pits be
performed to develop the geotechnical design and construction recommendations for
design and construction purposes.
5.0 LIMITATIONS
The test locations given in this report should be considered accurate only to the degree
implied by the methods used to determine them.
The test pit and boring logs represent our interpretation of the subsurface conditions
based on the field logs, and visual examinations of excavated soils and samples by a staff
professional or technician, in addition to tests of the field samples. The lines designating
the interfaces between various strata may be gradual.
The generalized subsurface strata and profiles described in this report are intended to
convey trends in subsurface conditions. The boundaries between strata are approximate
and idealized. They have been developed by interpretations of widely-spaced tests.
Therefore, actual subsurface conditions may vary from those given between test
locations.
Water levels have been measured or inferred in the test pits and borings at the times and
under the conditions stated on the exploration logs in this report. Changes in the water
conditions may occur due to variations in rainfall, evaporation, construction activity,
surface water runoff, and other site specific factors.
Our geotechnical services include storing the samples collected and making them
available for inspection for 90 days. The samples are then discarded unless our client
requests otherwise.
The assessment of site environmental conditions and the determination of contaminants
in the soil, rock, surface water or groundwater of the site were beyond the scope of this
geotechnical study.
The recommendations provided in this report are based on our understanding of the
project information given in this report and on our interpretation of the surface and
subsurface data collected. We have made our recommendations based on our experience
with similar subsurface conditions and similar projects. The recommendations apply to
the specific project discussed in this report; therefore, any changes in the project
Report of Preliminary Geotechnical Exploration S&ME Project No. 1351-13-133
Rozzelles Ferry Road Site – Charlotte, North Carolina October 1, 2013
10
information should be provided to us so we may review our conclusions and
recommendations and make any appropriate modifications. S&ME should be retained for
a general review of the design drawings and specifications to verify that geotechnical
recommendations are properly interpreted and implemented.
Regardless of the thoroughness of a geotechnical study, there is always a possibility that
subsurface conditions will be different from those at test locations, that conditions will
not be as anticipated by the designers or contractors, or that the construction process will
alter soil conditions. Therefore, qualified geotechnical personnel should observe
construction to confirm that the conditions indicated by the geotechnical borings actually
exist. We recommend the owner retain S&ME for this service since we are already
familiar with the project, the subsurface conditions at the site, and the intent of the
recommendations and design.
This report has been prepared for the exclusive use of the client for specific application to
the subject project and project site. It has been prepared in accordance with generally
accepted geotechnical engineering practice for specific application to this project. The
conclusions and recommendations contained in this report are based upon applicable
standards of our practice in this geographic area at the time this report was prepared. No
other warranty, expressed or implied, is made.
SCALE:
CHECKED BY:
DRAWN BY:
DATE:
FIGURE NO.
1
PROJECT NO.: 1351-13-133
NTS
BCM
KHH
10/1/13
SITE VICINITY MAP
Rozzelles Ferry Road SIte
CHARLOTTE, NORTH CAROLINA

Approximate
Site Location
SCALE:
CHECKED BY:
DRAWN BY:
DATE:
FIGURE NO.
2
PROPOSAL NO.: 1351-13-133
NTS
BCM
LAC
10/2/2013
BORING LOCATION PLAN
ROZELLES FERRY ROAD PROPERTY
CHARLOTTE, NORTH CAROLINA
30’ Approximate Boring Location
B-2
B-7
B-3
B-8
B-1
LEGEND
B-4
B-6
B-5
B-9
3
2
3
2
2
4
2
3
2
2
4
2
2
3
2
7
4
6
4
4
SS-1
SS-2
SS-3
SS-4
SS-5
FILL: SILTY CLAY (CH) - red orange brown
RESIDUUM: SANDY SILT (ML) - soft to firm,
tan orange, fine
Boring terminated at 15 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-1
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:15.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
15
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
7
4
6
4
4
4
1
2
2
1
3
3
2
2
2
3
2
2
2
2
7
4
4
4
3
SS-1
SS-2
SS-3
SS-4
SS-5
RESIDUUM: CLAYEY SILT (MH) - firm, tanorange
SANDY SILT (ML) - soft, tan orange, fine
Boring terminated at 15 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-2
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:15.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
15
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
7
4
4
4
3
3
5
2
3
3
5
7
6
3
4
3
3
2
2
3
8
12
8
6
7
SS-1
SS-2
SS-3
SS-4
SS-5
RESIDUUM: SANDY SILT (ML) - firm to stiff,tan orange brown, fine
Boring terminated at 15 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-3
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:15.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
15
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
8
12
8
6
7
6
8
9
11
10
12
14
14
5
6
7
6
16
20
23
25
SS-1
SS-2
SS-3
SS-4
RESIDUUM: SANDY SILT (ML) - very stiff, tanbrown, fine
Boring terminated at 10 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-4
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:10.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
16
20
23
25
4
14
17
13
6
5
20
15
14
8
5
10
13
9
6
9
34
32
27
14
SS-1
SS-2
SS-3
SS-4
SS-5
FILL: SANDY CLAY (CL) - stiff, brown redorange
RESIDUUM: SILTY SAND (SM) - dense, graywhite, fine to medium
SANDY SILT (ML) - stiff, gray brown, fine
Boring terminated at 15 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-5
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:15.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
15
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
9
34
32
27
14
6
10
6
7
28
7
12
8
9
22
5
8
4
7
21
13
22
14
16
50
SS-1
SS-2
SS-3
SS-4
SS-5
RESIDUUM: SILTY SAND (SM) - mediumdense to dense, gray white, fine to medium
Boring terminated at 15 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-6
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:15.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
15
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
13
22
14
16
50
3
2
2
5
3
3
4
6
3
2
1
3
6
5
6
11
SS-1
SS-2
SS-3
SS-4
RESIDUUM: CLAYEY SILT (MH) - firm, browntan red
SANDY SILT (ML) - firm to stiff, brown tan red,fine to medium
Boring terminated at 10 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-7
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:10.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
6
5
6
11
22
7
50/5"
28
8
7
10
22
50/1.5"
50
15
50/5"
50/1.5"
SS-1
SS-2
SS-3
SS-4
RESIDUUM: SILTY SAND (SM) - mediumdense to dense, gray, fine to medium
PARTIALLY WEATHERED ROCK - sampled
as gray brown silty fine to medium sand
Refusal at 8.1 feet
Boring terminated at 8.1 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-8
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:8.1 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
50
15
100
100
37
7
4
1
18
8
6
3
27
9
3
3
55
15
10
4
SS-1
SS-2
SS-3
SS-4
RESIDUUM: SILTY SAND (SM) - dense, tanwhite, fine to coarse, with weathered rock
fragments
SILTY SAND (SM) - medium dense, tan white,fine to medium
SANDY SILT (ML) - soft to stiff, tan brown, fine
Boring terminated at 10 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:B-9
EASTING:
2n
d

6
i
n

/

R
E
C
BORING DEPTH:10.0 ft
LOGGED BY:B. McKean
3r
d

6
i
n

/

R
Q
D
GR
A
P
H
I
C
LO
G
N
V
A
L
U
E
DE
P
T
H
(f
e
e
t
)
Page 1 of 1
NOTES:
DATE DRILLED: 9/10/13
DRILL RIG: D-50
DRILLER: J. Cain
HAMMER TYPE: Automatic
SAMPLING METHOD: Split
DRILLING METHOD: 2¼" H.S.A.
5
10
1s
t

6
i
n

/

R
U
N

#
BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1351-13-133
Rozzelles FerryCharlotte, NC
NORTHING:
ELEVATION:
WATER LEVEL:
EL
E
V
A
T
I
O
N
(f
e
e
t
)
WA
T
E
R

L
E
V
E
L
REMARKS
SA
M
P
L
E

N
O
.
SP
T

R
E
C
.

(
i
n
.
)
SA
M
P
L
E

T
Y
P
E
S&
M
E

B
O
R
I
N
G

L
O
G

1
3
-
1
3
3

R
O
Z
Z
E
L
L
E
S

F
E
R
R
Y
.
G
P
J

S
&
M
E
.
G
D
T

1
0
/
2
/
1
3
8060302010
STANDARD PENETRATION TEST DATA(blows/ft)
55
15
10
4
A
B
C
D
E
F
N
LL
25
45.1%
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
1.000
0%
Group Symbol
Laboratory Manager
24.71
One-point Method
30
Tare Weight
LL =F * FACTOR
Revision No. 0
Oven 1454
2/27/2013
1024
LL Apparatus 21217
6/13/2013
Balance (0.01 g)
Type and Specification
Project #:
Project Name:
Form No. TR-D4318-T89-90
AASHTO T 90xo
Revision Date: 11/20/07
Cal Date: Type and Specification
11/3/2012
Red Brown Sandy SILT
S&ME ID # Cal Date:
ASTM D 4318 AASHTO T 89
SS-1
o
B-2 Sample #:
Test Methods:
Client Address:
Client Name:
Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Sample Description:
N/A
Report Date:
9/25 - 9/26/2013
9/26/2013
Location:
Boring #:
Wet Soil Weight + A
Dry Soil Weight + A
Sample Date:
Rozelles Ferry Property Test Date(s)
25.03
20.17
Liquid Limit
Grooving tool
4.54
# OF DROPS
% Moisture (D/E)*100 62.8%
35
Water Weight (B-C)
Dry Soil Weight (C-A)7.23
12.89
8.40
44.5%
21.22 21.43
13.03
15
65.1% 70.3%
Moisture Contents determined
by ASTM D 2216
3.81
8.33
18.9820.47
3.74
25.17
6.06
23.24
12.92
4.26
12.94
7 21
13.08
25.28
7.39
4.81
25
Offset:Site Borehole
Plastic Index
45.7%
Plastic Limit
Notes / Deviations / References:
Ave. Average
Signature
66
45
21
Multipoint Method
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
MH
o
0.995
0.974
28
30
26
1.018
NP, Non-Plastic
0.99
24
2923
1 - 2.5 ft.
0.979
0.985
Air Dried Estimate the % Retained on the #40 Sieve:
Liquid Limit
Position
Mal Krajan, ET
Wet Preparation Dry Preparation
Date
1051-13-133
1.022
20
21
N Factor
Tare #:
1.005
1.014
1.00927
Technical Responsibility
Pan #
Factor
One Point Liquid Limit
Depth (ft):
9
S-1 5/20/2013
9/13/2013
Plastic Limit
26
S&ME ID #
Liquid Limit, Plastic Limit, and Plastic Index
22
N
15 20 25 30 35 40
61.0
62.0
63.0
64.0
65.0
66.0
67.0
68.0
69.0
70.0
71.0
10 100
%

M
o
i
s
t
u
r
e

C
o
n
t
e
n
t
A
B
C
D
E
F
N
LL
25
Liquid Limit, Plastic Limit, and Plastic Index
22
N
Depth (ft):
3
S-1
Pan #
1.014
29 1.018
1.00927
One Point Liquid Limit
26
Test Methods:
Tare #:
Plastic Limit
5/20/2013
9/13/2013
Estimate the % Retained on the #40 Sieve:
Liquid Limit
NP, Non-Plastic
23
FactorFactor
1051-13-133
1.022
20
21
N
0.99
24
1.005
Wet Preparation
Signature Position
Air Dried 1%Dry Preparation
Date
1 - 2.5 ft.
0.979
0.985
25.60
Moisture Contents determined
by ASTM D 2216
1.000
Group Symbol
Notes / Deviations / References:
Ave. Average
18.3%
Mal Krajan, ET
44
18
26
Multipoint Method
Plastic Index
Technical Responsibility
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
0.995
0.974
CL
Plastic Limit
1.90
10.66
17.8%
o
28
B-5 Sample #:
Offset:Site Borehole
26.90
22.41
Liquid Limit
12.97
12 16
13.06
4.24 3.63
20.7722.66
24.40
13.03
9.60 7.74
25 15
44.2% 46.9%
13.0412.52
25.12
10.65
1.95
11
23.17 23.70
4.00
# OF DROPS
% Moisture (D/E)*100 42.4%
35
Water Weight (B-C)
Dry Soil Weight (C-A)9.44
Wet Soil Weight + A
Dry Soil Weight + A
Report Date:
Sample Date:
Rozelles Ferry Property Test Date(s)9/25 - 9/26/2013
9/26/2013
ASTM D 4318 AASHTO T 89 o
S&ME ID # Cal Date:
Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Sample Description:
N/A
Type and Specification
Project #:
Project Name:
Form No. TR-D4318-T89-90
AASHTO T 90xo
Revision Date: 11/20/07
Revision No. 0
Client Address:
Client Name:
Grooving tool
Cal Date: Type and Specification
SS-1
S&ME ID #
Brown Sandy CLAY
Location:
Boring #:
Oven 1454
2/27/2013
1024
LL Apparatus 21217
6/13/2013
11/3/2012Balance (0.01 g)
26.41
One-point Method
28
Tare Weight
LL =F * FACTOR
Laboratory Manager
18.1%
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
30
15 20 25 30 35 40
40.0
41.0
42.0
43.0
44.0
45.0
46.0
47.0
48.0
49.0
50.0
10 100
%

M
o
i
s
t
u
r
e

C
o
n
t
e
n
t
A
B
C
D
E
F
N
LL
25
Liquid Limit, Plastic Limit, and Plastic Index
22
N
Depth (ft):
15
S-1
Pan #
1.014
29 1.018
1.00927
One Point Liquid Limit
26
Test Methods:
Tare #:
Plastic Limit
5/20/2013
9/13/2013
Estimate the % Retained on the #40 Sieve:
Liquid Limit
NP, Non-Plastic
23
FactorFactor
1051-13-133
1.022
20
21
N
0.99
24
1.005
Wet Preparation
Signature Position
Air Dried 0%Dry Preparation
Date
1 - 2.5 ft.
0.979
0.985
29.18
Moisture Contents determined
by ASTM D 2216
1.000
Group Symbol
Notes / Deviations / References:
Ave. Average
43.9%
Mal Krajan, ET
67
43
24
Multipoint Method
Plastic Index
Technical Responsibility
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
0.995
0.974
MH
Plastic Limit
3.73
8.76
42.6%
o
28
B-7 Sample #:
Offset:Site Borehole
22.44
20.26
Liquid Limit
13.05
22 8
12.46
3.98 5.25
20.2618.46
25.51
13.01
6.00 7.25
25 15
66.3% 72.4%
16.6912.94
25.40
8.66
3.80
25
21.60 25.45
4.54
# OF DROPS
% Moisture (D/E)*100 63.0%
35
Water Weight (B-C)
Dry Soil Weight (C-A)7.21
Wet Soil Weight + A
Dry Soil Weight + A
Report Date:
Sample Date:
Rozelles Ferry Property Test Date(s)9/25 - 9/26/2013
9/26/2013
ASTM D 4318 AASHTO T 89 o
S&ME ID # Cal Date:
Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Sample Description:
N/A
Type and Specification
Project #:
Project Name:
Form No. TR-D4318-T89-90
AASHTO T 90xo
Revision Date: 11/20/07
Revision No. 0
Client Address:
Client Name:
Grooving tool
Cal Date: Type and Specification
SS-1
S&ME ID #
Red Brown Sandy Clayey SILT (Vis.)
Location:
Boring #:
Oven 1454
2/27/2013
1024
LL Apparatus 21217
6/13/2013
11/3/2012Balance (0.01 g)
24.80
One-point Method
809
Tare Weight
LL =F * FACTOR
Laboratory Manager
43.3%
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
30
15 20 25 30 35 40
62.0
63.0
64.0
65.0
66.0
67.0
68.0
69.0
70.0
71.0
72.0
73.0
10 100
%

M
o
i
s
t
u
r
e

C
o
n
t
e
n
t
Appendix V
Mecklenburg County Compost and Recycling Facility
Process Flow Diagram
Wa
s
t
e

R
e
c
e
i
p
t
(1
4
,
8
0
0

S
F
)
Fe
e
d
s
t
o
c
k

G
r
i
n
d
i
n
g

&

St
o
r
a
g
e
(5
0
,
5
0
0

S
F
)
Ac
t
i
v
e

C
o
m
p
o
s
t
i
n
g

(4
5

d
a
y
s
)
(5
2
2
,
0
0
0

S
F
)
Product Storage (60,000 SF)Compost to Market
Me
c
k
l
e
n
b
u
r
g

C
o
u
n
t
y

N
C

C
o
m
p
o
s
t

C
e
n
t
r
a
l
91
,
6
0
0

T
P
Y

Y
a
r
d

W
a
s
t
e

C
o
m
p
o
s
t
i
n
g

F
a
c
i
l
i
t
y
Vo
l
u
m
e
t
r
i
c

P
r
o
c
e
s
s

F
l
o
w

D
i
a
g
r
a
m
An
n
u
a
l
C
o
m
p
o
s
t

P
r
o
d
u
c
t
i
o
n

–

Y
r

2
0
1
9
Overs to Boiler Fuel or Mulch Screening (6,500 SF)
In
c
o
m
i
n
g

Y
a
r
d

W
a
s
t
e
(1
2
2
,
0
0
0

T
P
Y
)
Cu
r
i
n
g

(
6
0

d
a
y
s
)
(4
1
2
,
8
0
0

S
F

)
Gr
o
u
n
d

B
r
u
s
h

t
o

Bo
i
l
e
r

F
u
e
l

o
r

M
u
l
c
h
(3
0
,
4
0
0

T
P
Y
;

1
1
6
,
5
0
0

C
Y
/
y
r
)
(9
1
,
6
0
0

T
P
Y
;

40
0
,
0
0
0

C
Y
/
y
r
)
(8
5
,
8
0
0

T
P
Y
;

25
4
,
0
0
0

C
Y
/
y
r
)
(8
3
,
2
0
0

T
P
Y
;

23
7
,
6
0
0

C
Y
/
y
r
)
(12,400 TPY; 47,500 CY/yr)(70,800 TPY; 190,000 CY/yr)(70,800 TPY; 190,000 CY/yr)
Appendix VI
Solid Waste Compost Facility Permit
Operation Manual
Composting
Operation and Maintenance Manual
for
Mecklenburg County Compost and
Recycling Facility
2
Operation & Maintenance Manual
Mecklenburg County
Compost and Recycling Center
Composting Operations
Table of Contents
General Information ..................................................................................... 1
Quality Assurance Plan ................................................................................ 2
Inspection of Incoming Material .................................................................. 2
Material Preparation .................................................................................... 2
Composting Process ..................................................................................... 3
Final Product ............................................................................................... 3
Contingency Plan ......................................................................................... 4
Equipment Breakdown ................................................................................. 4
Non-conforming Waste ................................................................................ 4
Fire Contingency ......................................................................................... 4
Vectors and Odors ....................................................................................... 5
Reporting and Record Keeping .................................................................... 6
1
General Information
The Mecklenburg County Compost and Recycling Facility is located on 55 acres at 140Valleydale Road. The land is located within the limits of the City of Charlotte. An
additional portion of the land is used for a full service, staffed recycling center. The facility
is designed to receive up to approximately 122,000 tons of yard waste.
There will be two scales at the compost and recycling facility. All paying customersdisposing of material and customers purchasing products must cross the scale at the
scalehouse for transactions.
All incoming material is weighed with the exception of pick-up and automobile traffic.These customers are charged by the size of vehicle and their weight is based upon volume.Material sent out as boiler fuel in tractor trailers is weighed using the scales. Material being
sold (compost, mulch, nuggets, and etc.) is sold on a per cubic yard basis.
Compost will be tested on a regular basis. Testing may include the U.S. Composting
Council’s Seal of Testing Assurance (STA) Program.
2
Quality Assurance Plan
Inspection of Incoming Material
1.The cashier initially performs visual screening of incoming material at the time it
is being weighed. The inspection is to insure that no municipal solid waste,
recyclables, household hazardous waste, treated wood, dirt or other contaminants
are in the load.
2.If any of these items are detected at this time, the customer is directed to dispose of
the materials either at the on-site full-service recycling center or at another
appropriate approved disposal facility.
3.On-site compost facility staff perform secondary screening on the tipping pad.
These operators inspect the material both at the time of tipping as well as
immediately before the material is placed into the tub grinders to ensure that
material type as well as size are appropriate to be processed by the grinders.
4.Should any non-conforming waste be detected by the operators during grinding
operations, the waste will be removed from the site to be disposed properly.
Material Preparation
1.After inspection, the material is processed through a grinder.
2.The ground material is then removed from the processing area and either placedinto windrows for composting or shipped off site for use in other markets.
3.Upon placement of the material into windrows, moisture requirements are
determined by performing a squeeze test of the material:
a.A handful of material is gathered and squeezed in one hand.
b.If the material does not stay in a ball, but falls apart after squeezing it, the
moisture is probably below 50%.
c.If the material stays in a ball and little or no moisture drips from the ball,
then this is interpreted as 40%-60% moisture – the optimum moisturecontent.
d.If water is dripping from the ball of material, then moisture content is most
likely above 65%.
4.Natural rainfall usually provides enough water to keep the moisture content of thematerial at optimum conditions. The windrows will generally be turned when it is
raining in order to incorporate moisture throughout the windrow. In the event of a
3
low rainfall period, water hydrants are located on site to provide additional water
to maintain optimal moisture content in the windrows. Additional equipment may
be used as needed to incorporate moisture in the process.
5.In normal operations, high nitrogen yard wastes are incorporated into windrows assoon as possible to minimize odors. All yard waste, including green waste (grass
clippings), under normal operating conditions is processed through the grinder in a
timely manner. The grinding process gives the material its initial charge of oxygen
for its aerobic decomposition. Under normal operating conditions, the material isthen incorporated into windrows within a timely manner if space is available or is
sent out to be used in other markets. Mecklenburg County may use bulking agents
or amendments based on market conditions and material availability.
Composting Process
1.Generally, the windrowed material will be turned as needed using mechanized
equipment suitable for the operation. Material will be turned to maintain aerobicconditions and maximize composting operations.
2.Throughout the composting process the material is monitored qualitatively for
moisture content and aesthetics.
3.Temperature measurements will be collected at least once a week to ensure thatcompost is maintained at or above 55oC (131oF) for at least three (3) days. The
material will be aerated as needed using mechanized equipment to ensure
temperatures are being maintained. The temperature will be measured with a four-
foot thermometer fully inserted toward the cross-sectional center of the windrow.
Final Product
1.The compost material is turned regularly until the internal temperature falls below55 °C.
2.Upon reaching the desirable temperature the material is screened to remove any
off-spec material.
3.The material not passing the screen is returned for reprocessing. Residues and
off-spec materials generated from the composting process may also be sold as a
supplemental fuel or disposed of in an approved disposal facility.
4.The material passing the screen is placed in a curing pile separate from the rest ofthe facility for ultimate distribution.
4
5.The finished compost will be sold primarily to residents, landscapers, and
landscape supply companies for use as a soil amendment. Mecklenburg Countywill continue to explore various markets as they become available.
6.Mecklenburg County may use bulking agents or amendments based on market
conditions and material availability.
Contingency Plan
Equipment Breakdown
1.All equipment has at least one backup. The concern that all pieces of a specific kindof equipment are out of service for any period of time is minimal.
Non-conforming Waste
1.All waste is screened as described in the Quality Assurance Plan. Waste notconforming to the facility’s compost permit is not excepted at the facility.
2.Should waste not conforming to the facility’s permit be received at the tipping area,
any contaminants are immediately loaded back onto the vehicle from which it came
and are redirected to a proper solid waste management facility.
3.Should any non-conforming waste be detected by the operators during grinding
operations, the waste is removed from the site to be disposed of in a proper solid
waste management facility.
4.Mecklenburg County may use this facility to process storm debris and vegetative
material during inclement weather situations. The amount of material to be
processed on site could exceed the design amount by as much as 100%.
Fire Contingency
1.The local Fire Department station will be made aware of the compost facility and
the nature of its operation.
2.Threat of fire is minimized by not allowing stock piles to age over four weeks and
by keeping its volume to a minimum.
3.Water hydrants area located throughout the site in case of a fire.
4.All pieces of equipment will include a fire extinguisher.
5
Vectors and Odors
1.Vectors are rarely a problem for yard waste (Type I) composting facilities.
2.The timely manner in which yard waste is ground and placed into windrows will
assist in the prevention of vectors.
3.To minimize odors, incoming yard waste will be ground in a timely manner undernormal operating conditions. Ground yard waste will either be placed in a windrow
or removed from the site. Material will be turned as needed to ensure that aerobic
conditions prevail. To minimize airborne particles, moisture may be incorporated
into materials when needed.
6
Reporting and Record keeping
1.An annual report, covering the period from July 1 to June 30, will be submitted tothe North Carolina Department of Environment and Natural Resources (NCDENR)by August 1 for the prior year. The annual report shall contain the information ascontained in Section 1408 of the North Carolina Solid Waste Management Rules.
Note:Monitoring records are maintained for five years and are available for inspection by division
personnel. Records include daily quantity of processed material, temperature data, quantity and
source of material received, and the quantity and type of material removed for the use or disposal
by product classification and the market or permitted disposal facility.
Appendix VII
Solid Waste Compost Facility Permit
Maps & Drawings
V
ALLEY
D
ALE
R
O
A
D
F R E D D .A L E X A N D E R
B O U L E V A R D
ROZZELLES FERRY
ROAD
B
R
O
O
K
S
HIR
E
B
O
U
L
E
V
A
R
D
O
A
K
S
T
R
E
E
T
LAND USE:
SINGLE FAMILY RESIDENTIAL
LAND USE:
SINGLE FAMILY RESIDENTIAL
LAND USE:
SINGLE FAMILY RESIDENTIAL
LAND USE:
SINGLE FAMILY RESIDENTIAL
LAND USE:
SINGLE FAMILY RESIDENTIAL
LAND USE:
INDUSTRIAL
LAND USE:
INDUSTRIAL
LAND USE:
INDUSTRIAL
LAND USE:
INDUSTRIAL
PROJECT SITE
AP
P
R
O
V
E
D

B
Y
CA
D

F
I
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E

P
A
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PR
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D

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JO
B

N
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.
SC
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NO
.

D
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B
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K:\
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MECKLENBURG COUNTY3205 FREEDOM DRIVE, SUITE 101CHARLOTTE, NC 28208
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MECKLENBURG COUNTY3205 FREEDOM DRIVE, SUITE 101CHARLOTTE, NC 28208
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500 FT PROPERTY LINE OFFSET
PROPERTY LINE
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ROZZELLES FERRY ROAD
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MECKLENBURG COUNTY3205 FREEDOM DRIVE, SUITE 101CHARLOTTE, NC 28208
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(VARIABLE PUBLIC RIGHT-OF-WAY)
MB 55, PG 744
7
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SITE LEGEND
PROPOSED 30" CURB AND GUTTER, TYP.
PROPOSED 18" CURB AND GUTTER, TYP.
HANDRAIL (SEE DETAIL SHEET)
PROPOSED CONCRETE SIDEWALK
PROPOSED PARKING SPACE 9' X 18', TYP. (WHITE 4" PAINT STRIPING)
PROPOSED RETAINING WALL (SEE STRUCTURAL PLANS)
PROPOSED WINDROW (SEE SITE PLAN FOR SPACING)
PROPOSED CURING PAD ROW (SEE SITE PLAN FOR SPACING)
PROPOSED RECYCLING COMPACTORS WITH CONCRETE PAD (SEE DETAIL
SHEETS) (COMPACTORS TO BE PROVIDED BY MECKLENBURG COUNTY)
PROPOSED BULK CONTAINERS (PROVIDED BY MECKLENBURG COUNTY)
6' TALL MANUAL DOUBLE CANTILEVERED SLIDING GATE. (SEE DETAIL SHEET)
PRODUCT WALL (PROVIDED BY MECKLENBURG COUNTY)
SCREEN WALL (SEE ARCH. PLANS)
WHEEL STOPS
STRIPING LEGEND
PAINT (4" WHITE, 120 MILS) 4" X 10" MINISKIP
PAINT (4" WHITE, 120 MILS) SOLID LANE LINE
PAINT (4" YELLOW, 120 MILS) SINGLE SOLID LINE
PAINT (8" WHITE, 90 MILS) GORE LINE
NOT USED
PAINT (24" WHITE, 120 MILS) STOP BAR
PAINT ( WHITE ALPHANUMERIC CHARACTERS, 90 MILS)
PAINT (WHITE TRAFFIC ARROW, 90 MILS)
SITE LEGEND (CONTINUED)
INFO BOOTH (PROVIDED BY MECKLENBURG COUNTY)
6' CHAIN LINK FENCE
CONCRETE SCALES (PROVIDED BY CONTRACTOR)
"STOP" SIGN. SEE DETAIL SHEET.
ACCESSIBLE PARKING SPACE TYPICAL. SEE DETAIL SHEET FOR ACCESSIBLE
PARKING SPACE SIZE, SIGN AND SYMBOL ("VAN"-INDICATES VAN ACCESSIBLE
SPACE).
SHORT TERM BICYCLE PARKING (2 REQUIRED)
LONG TERM COVERED BICYCLE PARKING. SEE ARCH. PLANS. (1 REQUIRED)
20' WIDE FENCE GATE
BOLLARDS
PROPOSED MONUMENT SIGN (BY MECKLENBURG COUNTY)
4' WIDE FENCE GATE
TRANSITION CURB
POST CONSTRUCTION CONTROLS EASEMENT
SITE LEGEND (CONTINUED)
6' TALL ELECTRIC CANTILEVERED SLIDING GATE (SEE DETAIL SHEET). ELECTRIC
GATE TO HAVE DETECTOR LOOPS ON THE SECURE SIDE AND REMOTE ACCESS
FROM THE PUBLIC SIDE.
AP
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MECKLENBURG COUNTY3205 FREEDOM DRIVE, SUITE 101CHARLOTTE, NC 28208
Pl
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s

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p
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FIGUREKnow what's
R
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P
L
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NORTH
MATCHLINE - SEE SHEET 6221 - SITE PLAN
4.1
FIGURE
STORMWATER POND
WINDROWS
PRODUCT STORAGE
AND SCREENING AREA
V
A
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E
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A
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MAINTENANCE
EQUIPMENT
STORAGE
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G
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1
SITE LEGEND
PROPOSED 30" CURB AND GUTTER, TYP.
PROPOSED 18" CURB AND GUTTER, TYP.
HANDRAIL (SEE DETAIL SHEET)
PROPOSED CONCRETE SIDEWALK
PROPOSED PARKING SPACE 9' X 18', TYP. (WHITE 4" PAINT STRIPING)
PROPOSED RETAINING WALL (SEE STRUCTURAL PLANS)
PROPOSED WINDROW (SEE SITE PLAN FOR SPACING)
PROPOSED CURING PAD ROW (SEE SITE PLAN FOR SPACING)
PROPOSED RECYCLING COMPACTORS WITH CONCRETE PAD (SEE DETAIL
SHEETS) (COMPACTORS TO BE PROVIDED BY MECKLENBURG COUNTY)
PROPOSED BULK CONTAINERS (PROVIDED BY MECKLENBURG COUNTY)
6' TALL MANUAL DOUBLE CANTILEVERED SLIDING GATE. (SEE DETAIL SHEET)
PRODUCT WALL (PROVIDED BY MECKLENBURG COUNTY)
SCREEN WALL (SEE ARCH. PLANS)
WHEEL STOPS
STRIPING LEGEND
PAINT (4" WHITE, 120 MILS) 4" X 10" MINISKIP
PAINT (4" WHITE, 120 MILS) SOLID LANE LINE
PAINT (4" YELLOW, 120 MILS) SINGLE SOLID LINE
PAINT (8" WHITE, 90 MILS) GORE LINE
NOT USED
PAINT (24" WHITE, 120 MILS) STOP BAR
PAINT ( WHITE ALPHANUMERIC CHARACTERS, 90 MILS)
PAINT (WHITE TRAFFIC ARROW, 90 MILS)
SITE LEGEND (CONTINUED)
INFO BOOTH (PROVIDED BY MECKLENBURG COUNTY)
6' CHAIN LINK FENCE
CONCRETE SCALES (PROVIDED BY CONTRACTOR)
"STOP" SIGN. SEE DETAIL SHEET.
ACCESSIBLE PARKING SPACE TYPICAL. SEE DETAIL SHEET FOR ACCESSIBLE
PARKING SPACE SIZE, SIGN AND SYMBOL ("VAN"-INDICATES VAN ACCESSIBLE
SPACE).
SHORT TERM BICYCLE PARKING (2 REQUIRED)
LONG TERM COVERED BICYCLE PARKING. SEE ARCH. PLANS. (1 REQUIRED)
20' WIDE FENCE GATE
BOLLARDS
PROPOSED MONUMENT SIGN (BY MECKLENBURG COUNTY)
4' WIDE FENCE GATE
TRANSITION CURB
POST CONSTRUCTION CONTROLS EASEMENT
SITE LEGEND (CONTINUED)
6' TALL ELECTRIC CANTILEVERED SLIDING GATE (SEE DETAIL SHEET). ELECTRIC
GATE TO HAVE DETECTOR LOOPS ON THE SECURE SIDE AND REMOTE ACCESS
FROM THE PUBLIC SIDE.
AP
P
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D

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MECKLENBURG COUNTY3205 FREEDOM DRIVE, SUITE 101CHARLOTTE, NC 28208
Pl
a
n
s

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p
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4
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2
8
2
0
3
FIGUREKnow what's
R
SI
T
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P
L
A
N
NORTH
MATCHLINE - SEE SHEET 6220 - SITE PLAN
4.2
FIGURE
AP
P
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D

B
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F
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5.1
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5.2
FIGURE
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11 13
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6 14
ROZZELLES FERRY ROAD (SR 1784)
(VARIABLE PUBLIC RIGHT-OF-WAY)
MB 55, PG 744
J
11
K
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CLTWATER TRACKING NUMBER 600-15-550
WATER LINES TO BE PERMITTED
SIZE (INCHES)MATERIAL LENGTH (LF)
3"PVC 2068
8"PVC 1469
TOTAL LF 3537
PVT. FH'S 5
ISSUING PROJECT
PERMIT NUMBER ____________________ DATE__________
SIGNING OFFICIAL___________________ TITLE____________
9
9
16
16
I
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16
L
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6
21 M12
K
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SANITARY SEWER NOTES
1. CONTRACTOR TO COORDINATE WITH CHARLOTTE WATER AND PAY FOR TIE IN TO CHARLOTTE WATER SANITARY SEWER
PROPOSED FOR THIS PROJECT.
2. CONTRACTOR TO LOCATE LATERAL CONNECTIONS TO BUILDING PER PLUMBING PLANS.
3. PLACE CLEAN-OUTS ON SANITARY SEWER LATERALS AS REQUIRED BY PLUMBING CODE.
4. TRENCHES FOR SEWER LATERALS MUST REMAIN OPEN FOR PLUMBING INSPECTION.
FIRE DEPARTMENT CONNECTION (F.D.C.) NOTES
5. ALL FIRE DEPARTMENT CONNECTIONS SHALL BE PROVIDED A CLEAR SPACE OF TEN FEET HORIZONTALLY AND VERTICALLY IN ALL
DIRECTIONS. (GAS METERS, ELECTRICAL TRANSFORMERS, AND PARKED VEHICLES CANNOT BE LOCATED WITHIN THIS SPACE.)
6. ALL FIRE DEPARTMENT CONNECTIONS SHALL BE READILY VISIBLE AND NOT MORE THAN FIFTY FEET FROM A STREET, FIRE LANE,
OR SIMILAR AREA PROVIDING ACCESS TO FIRE DEPARTMENT APPARATUS. THE AREA BETWEEN THE CONNECTION AND
VEHICULAR ACCESS SHALL BE FREE OF OBSTRUCTION.
7. THERE SHALL BE AN APPROVED PUMPER FIRE HYDRANT WITHIN TWO HUNDRED FEET OF THE FIRE DEPARTMENT CONNECTION
MEASURED ALONG AN APPROVED PATH OF TRAVEL FOR THE FIRE APPARATUS.
8. FOR ADDITIONAL INFORMATION OF FIRE PROTECTION SYSTEM, REFER TO FIRE PROTECTION PLANS BY OTHERS.
UTILITY NOTES
9. SEE GENERAL NOTES SHEET FOR UTILITY PLAN NOTES.
10. ALL CHANGES IN DIRECTION OF THE CONDUIT SHALL UTILIZE STANDARD SWEEPS WITH A MINIMUM BENDING RADIUS LISTED IN THE
NEC. NO MORE THAN (2) 90-DEGREE BENDS WILL BE ALLOWED BETWEEN PULLING POINTS, OR A TOTAL OF 180 DEGREES
COMBINED IN SEVERAL BENDS. PULL BOXES SHALL BE LOCATED EVERY 400 FEET UNLESS THE COMBINED TOTAL OF BENDS
REQUIRE ADDITIONAL MANHOLES.
11. ALL EMPTY CONDUITS SHALL HAVE PULL BOXES AT A MINIMUM EVERY 150', AND 200' OF RUN. EACH PULL BOX SHALL HAVE A ROAD
GRADE LIDS MARKED "COMMUNICATIONS".
12. ALL CONDUITS FOR FUTURE USE (i.e. GATES), SHALL TERMINATE IN A PULL BOX WITH A ROAD GRADE LID MARKED
"COMMUNICATIONS.
BACKFLOW NOTES
13. THERE SHALL BE NO TAPS, PIPING BRANCHES, UNAPPROVED BYPASS PIPING, HYDRANTS, FIRE DEPT. CONNECTION POINTS, OR
OTHER WATER USING APPURTENANCES CONNECTED TO THE SUPPLY LINE BETWEEN ANY WATER METER AND ITS CHARLOTTE
WATER-REQUIRED BACKFLOW PREVENTER.
14. EACH CHARLOTTE WATER-REQUIRED BACKFLOW PREVENTION ASSEMBLY IS REQUIRED TO BE TESTED BY A CHARLOTTE
WATER-APPROVED CERTIFIED TESTER PRIOR TO PLACING THE WATER SYSTEM IN SERVICE.
15. 2”, 3" AND 6" REDUCED PRESSURE PRINCIPLE BACKFLOW PREVENTION ASSEMBLY AS APPROVED BY CHARLOTTE WATER AND
INSTALLED BY CONTRACTOR DURING CONSTRUCTION. ASSEMBLY TO BE INSTALLED ABOVE-GROUND WITHIN INSULATED
ENCLOSURE PER CHARLOTTE WATER REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORT(S) FOR DISCHARGE WATER PER
CHARLOTTE WATER REQUIREMENTS. ENCLOSURE TO BE LOCATED OUT OF SETBACK. SEE DETAILS.
16. PERMANENT INSULATION SHALL NOT BE INSTALLED ON BACKFLOW ASSEMBLY. BACKFLOW ASSEMBLY INSPECTOR REGARDING
HEATING OPTIONS.
17. BACKFLOW ASSEMBLY SERVING A FIRE LINE SHALL BE HEATED TO MAINTAIN A MINIMUM OF 40° F.
UTILITY NOTES
WATER DISTRIBUTION NOTES
16. FIRE LINE METER INSTALLED BY CHARLOTTE WATER; CONTRACTOR IS RESPONSIBLE FOR
COORDINATING AND PAYING FOR INSTALLATION.
17.3" DOMESTIC WATER METER INSTALLED BY CHARLOTTE WATER; CONTRACTOR IS RESPONSIBLE FOR
COORDINATING AND PAYING FOR INSTALLATION.
18.2”, 3" AND 8" REDUCED PRESSURE PRINCIPLE BACKFLOW PREVENTION ASSEMBLY AS APPROVED BY
CHARLOTTE WATER AND INSTALLED BY CONTRACTOR DURING CONSTRUCTION. ASSEMBLY TO BE
INSTALLED ABOVE-GROUND WITHIN BUILDING PER CHARLOTTE WATER REQUIREMENTS. SEE DETAIL
SHEETS FOR FURTHER INFORMATION.
19. CONTRACTOR TO LOCATE TIE-INS TO ALL BUILDINGS BASED ON PLUMBING PLANS.
20. ALL WATER MAINS 6" AND LARGER SHALL BE PVC IN ACCORDANCE WITH AWWA C-900. THE PIPE
SHALL BE PRESSURE CLASS 200 WITH SDR OF 14. DUCTILE IRON PIPE (NO PVC) TO BE USED WITHIN 5
FT. OF BACKFLOW PREVENTION DEVICES.
21. THERE SHALL BE NO TAPS, PIPING BRANCHES, UNAPPROVED BYPASS PIPING, HYDRANTS, FIRE
DEPT. CONNECTION POINTS, OR OTHER WATER USING APPURTENANCES CONNECTED TO THE
SUPPLY LINE BETWEEN ANY WATER METER AND ITS CHARLOTTE WATER-REQUIRED BACKFLOW
PREVENTER.
22. TAMPER SWITCHES TO BE INSTALLED ON THE FIRE LINE BACKFLOW PREVENTER. INSTALL 1"
CONDUIT FROM FIRE LINE BACKFLOW VAULT TO BUILDING ALARM SYSTEM INSIDE BUILDING.
COORDINATE WITH ALARM SYSTEM MANUFACTURER.
23. EACH CHARLOTTE WATER-REQUIRED BACKFLOW PREVENTION ASSEMBLY IS REQUIRED TO BE
TESTED BY A CHARLOTTE WATER-APPROVED CERTIFIED TESTER PRIOR TO PLACING THE WATER
SYSTEM IN SERVICE.
24. CONTRACTOR IS RESPONSIBLE FOR OBTAINING AN ENCROACHMENT AGREEMENT PERMIT TO
CONSTRUCT UTILITY CONNECTIONS.
25. LOCATE FIRE DEPARTMENT CONNECTION (FDC) AS SHOWN ON THESE PLANS AND FIRE
DEPARTMENT REQUIREMENTS.
26. ALL FIRE HYDRANTS SHALL HAVE A 5-INCH STORZ PUMPER CONNECTION.
27. ALL METERS SHALL HAVE A VALVE BEFORE AND AFTER METER PER CHARLOTTE WATER
REQUIREMENTS (SEE CHARLOTTE WATER STANDARD DETAILS).
28. APPLY FOR CLTWATER TO MAKE SERVICE CONNECTIONS TO EXISTING PUBLIC WATER AND SEWER
MAINS THROUGH THE NEW SERVICES SECTION. THE DEVELOPER'S CONTRACTOR IN NOT
AUTHORIZED TO MAKE THE WATER AND SEWER SERVICE CONNECTIONS.
UTILITY LEGEND
2" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTION ASSEMBLY
INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER CHARLOTTE
WATER REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORT(S) FOR
DISCHARGE WATER PER CHARLOTTE WATER REQUIREMENTS.
3" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTION ASSEMBLY
INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER CHARLOTTE
WATER REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORT(S) FOR
DISCHARGE WATER PER CHARLOTTE WATER REQUIREMENTS.
8" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTION ASSEMBLY
INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER CHARLOTTE
WATER REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORT(S) FOR
DISCHARGE WATER PER CHARLOTTE WATER REQUIREMENTS.
2" IRRIGATION METER
3" COMPOUND METER
8" DETECTOR CHECK,1" DETECTOR METER
12"X8" TAPPING SLEEVE & VALVE
8"X8"X8" TEE
4"X3" REDUCER
12"X4" TAPPING SLEEVE & VALVE
2"X2"X2" TEE
3"X3"X3" TEE
8" 90° BEND W/ BLOCKING
3" 90° BEND W/ BLOCKING
2" 90° BEND
8" GATE VALVE
3" GATE VALVE
2" GATE VALVE
12" X2" SERVICE SADDLE &
CORPORATION STOP
2" 45° BEND
2" 22.5° BEND
2" 11.25° BEND
8"X8"X8" TEE
UTILITY KEY NOTES
6" SANITARY SEWER LATERAL AT MINIMUM 0.6% SLOPE. COORDINATE WITH
ARCHITECTURAL PLANS.
GAS ENTRY WITH GAS METER. CONTRACTOR RESPONSIBLE FOR INSTALLING PIPE
BOLLARD PROTECTION AT METER. CONTRACTOR SHALL COORDINATE WITH GAS
COMPANY FOR TYING OF INDIVIDUAL METER.
CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH GAS COMPANY
REGARDING THE SIZE AND INSTALLATION OF GAS SERVICE LINE.
PROPOSED LOCATION OF TRANSFORMER PAD. CONTRACTOR TO VERIFY EXACT
LOCATION AND SIZE WITH POWER COMPANY PRIOR TO INSTALLATION.
CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF CONCRETE PAD.
CONDUIT AND PIPE BOLLARDS AS REQUIRED BY THE ELECTRIC COMPANY.
CONTRACTOR SHALL COORDINATE SAID WORK WITH THE ELECTRIC COMPANY.
FINAL LOCATION OF TRANSFORMER AND BOLLARD CANNOT CONFLICT WITH
TRUCK ACCESS TO DOCK DOOR.
UNDERGROUND TELEPHONE FROM POLE TO BUILDING TO BE EXTENDED BY
TELEPHONE COMPANY.
CONTRACTOR IS RESPONSIBLE TO COORDINATE WITH THE TELEPHONE COMPANY
FOR THE INSTALLATION OF OVERHEAD TELEPHONE LINES. CONTRACTOR SHALL
COORDINATE THE TYING OF INDIVIDUAL METERS WITH THE ELECTRIC COMPANY.
CONTRACTOR TO COORDINATE WITH TELEPHONE COMPANY TO INSURE PROPER
SEPARATION BETWEEN OVERHEAD LINES AND LIGHT POLES.
3" DOMESTIC WATER LINE ENTRY. CONTRACTOR SHALL BE RESPONSIBLE FOR
INSTALLING ANY APPURTENANCES ON THE DOMESTIC LINE SUCH AS BACKFLOW
PREVENTION DEVICES, GATE VALVES, ETC., WHICH MAY BE REQUIRED.
CONTRACTOR TO COORDINATE WITH CHARLOTTE WATER.
PROPOSED PVT. FIRE HYDRANT AND ASSEMBLY, TYPICAL AS INDICATED. SEE
DETAIL SHEET.
YARD HYDRANT. SEE DETAIL SHEET
PROPOSED LOCATION OF GAS LINE FOR FUTURE COMPRESSED NATURAL GAS
FUELING STATION.
2" SCHEDULE 40 PVC CONDUIT
PULL BOXES EVERY 300' OR (2) 90° BENDS. ALL PULL BOXES LOCATED IN PAVED
AREAS SHALL BE "H-20" LOAD RATED. THE TYPICAL PULL BOX SIZE WILL BE
17"X30"X28" "QUAZITE" PG1730BA28 BOX WITH PG1730HH00 LID OR APPROVED
EQUAL. DEEPER BOXES MAY BE REQUIRED WHEN THE CONDUIT ALIGNMENT IS
AFFECTED BY OTHER UTILITIES. THE PULL BOX SHALL BE INSTALLED PER THE
MANUFACTURER'S SPECIFICATION WITH A CONCRETE COLLAR AND A MINIMUM OF
8" OF GRAVEL COMPACTED PER PROJECT SPECIFICATIONS.
6" FIRE ENTRY. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ANY
APPURTENANCES ON THE DOMESTIC LINE SUCH AS BACKFLOW PREVENTION
DEVICES, GATE VALVES, ETC., WHICH MAY BE REQUIRED. CONTRACTOR TO
COORDINATE WITH CHARLOTTE WATER.
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NORTH
MATCHLINE - SEE SHEET 6281 - UTILITY PLAN
DETAIL "B"
DETAIL "A"
6.1
A
I
16
H
I
16
16
I
16
11
K
K
I169
L
L
UTILITY LEGEND
2" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTION ASSEMBLY
INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER CHARLOTTE
WATER REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORT(S) FOR
DISCHARGE WATER PER CHARLOTTE WATER REQUIREMENTS.
3" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTION ASSEMBLY
INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER CHARLOTTE
WATER REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORT(S) FOR
DISCHARGE WATER PER CHARLOTTE WATER REQUIREMENTS.
8" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTION ASSEMBLY
INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER CHARLOTTE
WATER REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORT(S) FOR
DISCHARGE WATER PER CHARLOTTE WATER REQUIREMENTS.
2" IRRIGATION METER
3" COMPOUND METER
8" DETECTOR CHECK,1" DETECTOR METER
12"X8" TAPPING SLEEVE & VALVE
8"X8"X8" TEE
4"X3" REDUCER
12"X4" TAPPING SLEEVE & VALVE
2"X2"X2" TEE
3"X3"X3" TEE
8" 90° BEND W/ BLOCKING
3" 90° BEND W/ BLOCKING
2" 90° BEND
8" GATE VALVE
3" GATE VALVE
2" GATE VALVE
12" X2" SERVICE SADDLE &
CORPORATION STOP
2" 45° BEND
2" 22.5° BEND
2" 11.25° BEND
8"X8"X8" TEE
UTILITY KEY NOTES
6" SANITARY SEWER LATERAL AT MINIMUM 0.6% SLOPE. COORDINATE WITH
ARCHITECTURAL PLANS.
GAS ENTRY WITH GAS METER. CONTRACTOR RESPONSIBLE FOR INSTALLING PIPE
BOLLARD PROTECTION AT METER. CONTRACTOR SHALL COORDINATE WITH GAS
COMPANY FOR TYING OF INDIVIDUAL METER.
CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH GAS COMPANY
REGARDING THE SIZE AND INSTALLATION OF GAS SERVICE LINE.
PROPOSED LOCATION OF TRANSFORMER PAD. CONTRACTOR TO VERIFY EXACT
LOCATION AND SIZE WITH POWER COMPANY PRIOR TO INSTALLATION.
CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF CONCRETE PAD.
CONDUIT AND PIPE BOLLARDS AS REQUIRED BY THE ELECTRIC COMPANY.
CONTRACTOR SHALL COORDINATE SAID WORK WITH THE ELECTRIC COMPANY.
FINAL LOCATION OF TRANSFORMER AND BOLLARD CANNOT CONFLICT WITH
TRUCK ACCESS TO DOCK DOOR.
UNDERGROUND TELEPHONE FROM POLE TO BUILDING TO BE EXTENDED BY
TELEPHONE COMPANY.
CONTRACTOR IS RESPONSIBLE TO COORDINATE WITH THE TELEPHONE COMPANY
FOR THE INSTALLATION OF OVERHEAD TELEPHONE LINES. CONTRACTOR SHALL
COORDINATE THE TYING OF INDIVIDUAL METERS WITH THE ELECTRIC COMPANY.
CONTRACTOR TO COORDINATE WITH TELEPHONE COMPANY TO INSURE PROPER
SEPARATION BETWEEN OVERHEAD LINES AND LIGHT POLES.
3" DOMESTIC WATER LINE ENTRY. CONTRACTOR SHALL BE RESPONSIBLE FOR
INSTALLING ANY APPURTENANCES ON THE DOMESTIC LINE SUCH AS BACKFLOW
PREVENTION DEVICES, GATE VALVES, ETC., WHICH MAY BE REQUIRED.
CONTRACTOR TO COORDINATE WITH CHARLOTTE WATER.
PROPOSED PVT. FIRE HYDRANT AND ASSEMBLY, TYPICAL AS INDICATED. SEE
DETAIL SHEET.
YARD HYDRANT. SEE DETAIL SHEET
PROPOSED LOCATION OF GAS LINE FOR FUTURE COMPRESSED NATURAL GAS
FUELING STATION.
2" SCHEDULE 40 PVC CONDUIT
PULL BOXES EVERY 300' OR (2) 90° BENDS. ALL PULL BOXES LOCATED IN PAVED
AREAS SHALL BE "H-20" LOAD RATED. THE TYPICAL PULL BOX SIZE WILL BE
17"X30"X28" "QUAZITE" PG1730BA28 BOX WITH PG1730HH00 LID OR APPROVED
EQUAL. DEEPER BOXES MAY BE REQUIRED WHEN THE CONDUIT ALIGNMENT IS
AFFECTED BY OTHER UTILITIES. THE PULL BOX SHALL BE INSTALLED PER THE
MANUFACTURER'S SPECIFICATION WITH A CONCRETE COLLAR AND A MINIMUM OF
8" OF GRAVEL COMPACTED PER PROJECT SPECIFICATIONS.
6" FIRE ENTRY. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ANY
AP
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FIGURE
MATCHLINE - SEE SHEET 6280 - UTILITY PLAN
Know what's
R
NORTH
1. SEE SHEET 6280 - UTILITY PLAN FOR NOTES.
UTILITY NOTES
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