18030_The Standard at Boone_EMP_20150330

NORTH CAROLINA BROWNFIELDS PROGRAM
ENVIRONMENTAL MANAGEMENT PLAN
This form is to be used to prepare an Environmental Management Plan (EMP) for projects in the
North Carolina Brownfields Program at the direction of a project manager for the program.
Prospective Developers and/or their consultants must complete and submit this form and all
pertinent attachments to their project manager prior to any site earthmoving or other
development related activities. For the resultant EMP to be valid for use, it must be completed,
reviewed by the program, and signed by all signers at the bottom. Consult your project
manager if you have questions.
GENERAL INFORMATION
Date: 3/19/2015
Brownfields Assigned Project Name: Sharon Ecl<ard
Brownfields Project Number: 18030-14-095
Brownfields Property Address: 784, 862, and 862-B Blowing Rocl< Road; and 299, 311, 325 and 339
Faculty Street and three unaddressed parcels.
Brownfields Property Area (acres): Approximately 4.68
Is Brownfields Property Subject to RCRA Permit? ❑Yes X No
If yes enter Permit No.: Click here to enter text.
Is Brownfields Property Subject to a Solid Waste Permit? ❑Yes X No
If yes, enter Permit No.: Click here to enter text.
COMMUNICATIONS
Prospective Developer (PD): The Standard at Boone, LLC
Phone Numbers: Office: 706.543.1910.....Mobile: N/A
Email: [e-mail]
Primary PD Contact: Andrew Young
Phone Numbers: Office: 706.543.1910 Mobile: N/A
Email:
Environmental Consultant: Altamont Environmental, Inc. (Mike Falknor)
Phone Numbers: Office: 828.281.3350.....Mobile: [phone]
Email: [e-mail]
Brownfields Program Project Manager: Sharon Eckard
Office: Raleigh
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EMP Form ver.1, October 23, 2014

Email: [e-mail]
Other DENR Program Contacts (if applicable, i.e., UST Section, Inactive Hazardous Site Branch,
Hazardous Waste, Solid Waste): Carin Kromm (Winston-Salem Regional Office, UST Section)
NOTIFICATIONS TO THE BROWNFIELDS PROGRAM 11
Advance Notification Times to Brownfields Project Manager: Check each box to accept minimum
notice periods (in calendar days) for each type of onsite task:
On -site assessment or remedial activities: Within 10 days_ X
Construction or grading start: Within 10 days X
Discovery of stained soil, odors, USTs, buried drums or waste, landfill, or other signs of previously
unknown contamination: Within 48 hours X
Implementation of emergency actions (e.g. dewatering, flood, or soil erosion control
measures in area of contamination, venting of explosive environments):
Installation of mitigation systems:
Within 48 hours X
Within 10 days X
Other notifications as required by local, state or federal agencies to implement
redevelopment activities: (as applicable): Within 30 days X
REDEVELOPMENT PLANS
1) Type of Redevelopment (check all that apply):
X Residential ❑Recreational ❑Institutional X Commercial X Office XRetail ❑Industrial
X Other specify: food and beverage or as defined in the finalized Brownfields agreement.
2) Summary of Redevelopment Plans (attach conceptual or detailed plans as available):
a) Do plans include demolition of structures)?: X Yes ❑ No ❑Unknown
b) Do plans include removal of building foundation slab(s) or pavement.
X Yes ❑ No [I Unknown
c) Provide brief summary of redevelopment plans, including demolition, removal of building
slabs/pavement and other structures: Site activities will include asbestos abatement
associated with existing Site structures. Once asbestos abatement is completed, the Site
structures will be demolished, with foundations, slabs, and parking structures (flatwork) left in
place. Pending demolition of the Site structures, all USTs (believed to be 8) will be removed
from the Site in accordance with agreed upon terms of a pending Site -associated Brownfields
agreement. Once remedial activities are completed, flatwork will be removed and Boone
Creek rerouted and restored in accordance with permits obtained from NCDENR, NCDEM, and
USACE. Redevelopment will also require areas of grading as detailed on the attached grading
plan.
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3) Which category of risk -based screening level is used or is anticipated to be specified in the
Brownfields Agreement?
X Residential ❑ Non-residential or Industrial/Commercial
Note: If children frequent the property, residential screening levels shall be cited in the Brownfields
Agreement for comparison purposes.
4) Schedule for Redevelopment (attach construction schedule):
a) Phase I start date and anticipated duration (specify activities during each phase).
1/14/2015
Abestos abatement and building demolition. See attached construction schedule for further
details.
b) If applicable, Phase 2 start date and anticipated duration (specify activities during each
phase):3/1/2015
Below ground demolition, stream restoration, and building construction to commence. See
attached construction schedule for further details.
c) Additional phases planned? If yes, specify activities if known:
❑ Yes X No ❑Not in the foreseeable future ❑Decision pending
d) Provide the planned date of occupancy for new buildings: 8/24/2016
CONTAMINATED MEDIA
Contaminated Media (attach tabulated data summaries for each impacted media and figure(s) with
sample locations):
Part 1. Soil:
Part 6. Sub -Slab Soil Vapor:
Part 7. Indoor Air:
X Yes El No El Suspected
❑ Yes X No El Suspected
X Yes ❑ No ❑Suspected
❑ Yes X No ❑ Suspected
PART 1. SOIL— Please fill out the information below, using detailed site plans, if available, or estimate
using known areas of contaminated soil and a conceptual redevelopment plan. Provide a figure
overlaying new construction onto figure showing contaminated soil and groundwater locations.
1) Known or suspected contaminants in soil (list specific compounds): See attached figures and
tables.
2) Depth of known or suspected contaminants (feet)
See attached figures and tables.

3) Area of soil disturbed by redevelopment (square feet): See attached grading plan.
4) Depths of soil to be excavated (feet): Variable. Expected between 2 and 12 feet below surface
grade.
5) Estimated volume of soil (cubic yards) to be excavated (attach grading plan): Estimated at 11,500
cubic yards.
6) Estimated volume of excavated soil (cubic yards) anticipated to be impacted by contaminants:
Quantities of soil are not known. Soil is expected to be reused on -Site if not impacted.
7) Estimated volume of contaminated soil expected to be disposed of offsite, if applicable. Impacted
soil will be disposed in accordance with applicable regulations and oversight. Soil that is disposed
off -Site will be characterized and final quantities reported to DENR.
IMPORTED FILL SOIL
1) Will fill soil be imported to the site? X Yes ❑ No ❑Unknown
2) If yes, what is the estimated volume of fill soil to be imported? Approximately 12,000 cubic yards.
3) If yes, what is the depth of fill soil to be used at the property? Estimated at 2 to 10 feet
depending on subgrade competency.
If a range of depths, please list the range.
4) PRIOR TO ITS PLACEMENT AT THE BROWNFIELDS PROPERTY, provide plan to analyze fill soil to
demonstrate that it meets acceptable standards and can be considered clean for use at the
Brownfields property (Check all that apply):
X Volatile organic compounds (VOCs) by EPA Method 8260
X Semi -volatile organic compounds (SVOCs) by EPA Method 8270
X Metals RCRA List (8) (arsenic, barium, cadmium, chromium (speciated), mercury, lead,
selenium and silver)
❑ Metals —Hazardous Substance List -14 (antimony, arsenic, beryllium, cadmium, chromium
(speciated according to IHSB protocol), copper, lead, manganese, mercury, nickel, selenium, silver,
thallium, and zinc)
❑ Metals — EPA Priority Pollutant List —13 (arsenic, beryllium, cadmium, chromium (speciated
according to IHSB protocol), copper, mercury, nickel, lead, antimony, selenium, silver, thallium, and
zinc)
❑ Other Constituents &Analytical Method: Click here to enter text.
❑ Known borrow material (DESCRIBE SOURCE AND ATTACH SAMPLING PROFILE): If soil is
brought to the Site, the DENR Brownfields Project Manager will be notified and a sampling profile
completed.
EMP Form ver.1, October 23, 2014

MANAGING OIVSITE SOIL
1) If soil in known or suspected areas of contamination is anticipated to be excavated from the
Brownfield Property, relocated on the Brownfields Property,or otherwise disturbed during site
grading or other redevelopment activities, please provide a grading plan that clearly illustrates
areas of cut and fill (approximate areas & volumes are acceptable, if only preliminary data
available).
2) HAZARDOUS WASTE DETERMINATION — Does the soil contain a LISTED WASTE as defined in the
North Carolina Hazardous Waste Section under 40 CFR Part 261.jai -261.35? ❑Yes X No
If yes, explain why below, including the level of knowledge regarding processes generating the
waste( include pertinent analytical results as needed). Clicl< here to enter text.
If yes, do the soils exceed the "Contained -Out" levels in Attachment 1 of the North Carolina
Contained -In Policy? ❑ Yes ❑ No
NOTE: IF SOIL MEETS THE DEFINITION OF A LISTED HAZARDOUS WASTE AND EXCEEDS THE
CONTAINED -OUT LEVELS IN ATTACHMENT 1 TO THE NORTH CAROLINA CONTAINED -IN POLICY THE
SOIL MAY NOT BE REUSED ON SITE AND MUST BE DISPOSED OF IN ACCORDANCE WITH DENR
HAZARDOUS WASTE SECTION RULES AND REGULATIONS.
3) HAZARDOUS WASTE DETERMINATION —Does the soil contain a CHARACTERISTIC WASTE?:
❑ Yes X No
If yes, mark reason(s) why below (and include pertinent analytical results).
❑ Ignitability
❑ Corrosivity
❑ Reactivity
❑ Toxicity
❑ TCLP results
❑ Rule of 20 results (20 times total analytical results for an individual hazardous
constituent on TCLP list cannot, by test method, exceed regulatory TCLP standard)
If no, explain rationale: Only petroleum constituents, including benzene, have been identified in Site
soils. Benzene is a petroleum constituent but can be considered hazardous by itself. However,
because the benzene source is associated with on -site fuel, the presence of benzene and other
petroleum constituents is not considered hazardous.
NOTE: IF SOIL MEETS THE DEFINITION OF A CHARACTERISTIC HAZARDOUS WASTE, THE SOIL MAY NOT
BE RE -USED ON SITE AND MUST BE DISPOSED OF IN ACCORDANCE WITH DENR HAZARDOUS WASTE
SECTION RULES AND REGULATIONS.
4) Screening criteria by which soil disposition decisions will be made (e.g., left in place, capped in
place with low permeability barrier, removed to onsite location and capped, removed offsite):
X Preliminary Health -Based Residential SRGs 9/1/2014
❑ Preliminary Health -Based Industrial/Commercial SRGs Clicl< here to enter a date.
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❑ Site -specific risk -based cleanup level, or acceptable concentrations determined via
calculated cumulative risk. Enter details of methods used for determination/explanation.
Click here to enter text.
5) Check the following actions) to be taken during excavation and management of said soils:
X Manage fugitive dust from site:
X Yes ❑ No
If yes, describe method; If no, explain rationale: Dust control will be managed through typical
construction measures including appropriate "house keeping" methods and from use of water trucks
if determined necessary. If it appears water used for dust control could become impacted by surface
or excavated constituents of concern, the use of other dust control methods, such as foam, may be
utilized.
X Field Screening:
X Yes ❑ No
If yes, describe method; If no, explain rationale: Soil wil be field screened using a PID during
excavation within the vicinity of on -Site USTs.
X Soil Sample Collection:
X Yes ❑ No
If yes, describe method (e.g., in -situ grab, composite, stockpile, etc.); If no, explain rationale:
Based on conversations with the Brownfields Project Manager, up to two soil samples for VOCs and
SVOCs (EPA Methods 8260 and 8270) will be collected from each UST excavation from sidewalls or
base areas (above the water table) which indicate the most elevated field -screening results. Historical
information indicates that on -Site USTs have contained either heating oil or gasoline. Additional
analysis for lead will be completed within the vicinity of former gasoline USTs.
X Stockpile impacted soil in accordance with NCDENR IHSB protocol in the current version of
the "Guidelines for Assessment and Cleanup", and provng erosion control, prohibiting
contact between surface water/precipitation and contaminated soil, and preventing
contaminated runoff. Explain any variances,
Soil will be stockpiled, transported and disposed off -Site in accordance with
guidance received from the DENR Brownfields Project Manager and the receiving
facility requirements. Stockpile locations are shown on the approved erosion
and sediment control plan. Stockpiles which will be removed from the Site
will be submitted for TPH analysis in accordance with disposal facility
guidance. Stockpiled soil, which may be requested to be reused on -Site, will
be analyzed as detailed below with the addition of analysis for lead from
soil removed within the vicinity of former gasoline USTs:
X Analyze potentially impacted soil for the following chemical analytes:
X Volatile organic compounds (VOCs) by EPA Method 8260
X Semi -volatile organic compounds (SVOCs) by EPA Method 8270
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EMP Form ver.1, October 23, 2014

❑ Metals RCRA List (8) (arsenic, barium, cadmium, chromium (speciated), mercury,
lead, selenium and silver)
❑ Metals —Hazardous Substance List 44 (antimony, arsenic, beryllium, cadmium,
chromium (speciated according to IHSB protocol), copper, lead, manganese, mercury, nickel,
selenium, silver, thallium, and zinc)
❑ Metals — EPA Priority Pollutant List —13 (arsenic, beryllium, cadmium, chromium
(speciated according to IHSB protocol), copper, mercury, nickel, lead, antimony, selenium, silver,
thallium, and zinc)
X Other Constituent(s) & Analytical Method(s): When applicable, stock -piled soil will
be submitted for TPH analysis in accordance with disposal facility requirements.
X Proposed Measures to Obtain Pre -Approval for Reuse of Impacted Soil within the
Brownfields Property Boundary
X Provide documentation of analytical report(s) to Brownfields Project Manager
X Provide documentation of final location, thickness and depth of relocated soil on
site map to Brownfields Project Manager once known
X Use geotextile to mark depth of fill material (provide description of material)
X Manage soil under impervious cap X or clean fill ❑
Describe cap or fill: Cap will consist of building foundations and parking lot pavement.
Fill will be used as shown on the included grading plan. (provide location diagram)
❑ Confer with NC BF Project Manager if Brownfield Plat must be revised (or re-
recorded if actions are Post -Recordation).
❑ Other: Click here to enter text.
X Final grade sampling of exposed soil (i.e., soil that will not be under buildings or permanent
hardscapep Iif not checked provide rationale for not needingj
Provide diagram of soil sampling locations, number of samples, and denote Chemical
Analytical Program with check boxes below (Check all that apply).
X Volatile organic compounds (VOCs) by EPA Method 8260
X Semi -volatile organic compounds (SVOCs) by EPA Method 8270
X Metals RCRA List (8) (arsenic, barium, cadmium, chromium (speciated), mercury,
lead, selenium and silver)
❑ Metals —Hazardous Substance List -14 (antimony, arsenic, beryllium, cadmium,
chromium (speciated according to IHSB protocol), copper, lead, manganese, mercury, nickel,
selenium, silver, thallium, and zinc)
❑ Metals — EPA Priority Pollutant List —13 (arsenic, beryllium, cadmium, chromium
(speciated according to IHSB protocol), copper, mercury, nickel, lead, antimony, selenium, silver,
thallium, and zinc)
❑ Pesticides
❑ PCBs
❑ Other Constituents &Analytical Method: Click here to enter text.
OFFSITE TRANSPORT &DISPOSITION OF EXCAVATED SOIL
NOTE: Unless soil will be transported offsite for disposal in a permitted facility under applicable
regulations, no contaminated or potentially contaminated soil may leave the site without approval
from the brownfields program. Failure to obtain approval may violate a brownfields agreement,
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EMP Form ver.1, October 23, 2014

endangering liability protections and making said action subject to enforcement. Justifications
provided below must be approved by the Program in writing prior to completing transport activities.
X Transport and dispose of impacted soil offsite (documentation of final disposition must be sent to
Brownfields Project Manager)
X Landfill — analytical program determined by landfill
X Landfarm or other treatment facility If not reused on -Site, excavated soil, identified to be
impacted by petroleum constituents will be transported and disposed at an approved off -Site facility.
❑ Use as Beneficial Fill Offsite —provide justification:
❑ Use as Beneficial Fill at another Suitable Brownfields Site — (Note: a determination that a
site is a "Suitable Brownfields" site will require, at a minimum, that similar concentrations of the same
or similar contaminants already exist at both sites, use of impacted soil as beneficial soil will not
increase the potential for risk to human health and the environment at that site, and that notarized
documentation of the acceptance of such soil from the property owner of the receiving site is
provided to Brownfields. Provide justification: Click hereto enter text.
MANAGEMENT OF UTILITY TRENCHES
X Install liner between native impacted soils and base of utility trench before filling with clean fill
(Preferred)
❑ Last out, first in principle for impacted soils (if soil can safely be reused onsite and is not a
hazardous waste), i.e., impacted soils are placed back at approximately the depths they were
removed from such that impacted soil is not placed at a greater depth than the original depth from
which it was excavated.
X Evaluate whether necessary to install barriers in conduits to prevent soil vapor transport, and/or
degradation of conduit materials due to direct impact with contaminants? Result: Yes ❑ No A
If no, include rationale here. Previous sampling data has not indicated the potential for contaminant
migration. If impacted soil is identified, it will be assessed in accordance with direction from the
Brownfields Project Manager and/or be removed from utility corridors.
If yes, provide specifications on barrier materials
Other comments regarding managing impacted soil in utility trenches: Click here to enter text.
PART 2. GROUNDWATER —Please fill out the information below and attach figure showing
distribution of groundwater contaminants at site
What is the depth to groundwater at the Brownfields Property? Between approximately 2 and 13
feet below grade surface.
Is groundwater known to be contaminated by ❑onsite ❑ offsite X both ❑ or unknown sources?
Describe source(s): Sources likely include eight on -Site USTs and releases from several off -Site
petroleum -fuel -based releases.
What is the direction of groundwater flow at the Brownfields Property? South -Southwest
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EMP Form ver.1, October 23, 2014

Will groundwater likely be encountered during planned redevelopment activities? Ayes ❑ No
If yes, describe these activities: Suburface soil work, including excavation and drilling for footers,
piers, and pilings.
In the event that contaminated groundwater is encountered during redevelopment activities (even if
no is checked above), list activities for contingent management of groundwater (e.g., dewatering of
groundwater from excavations or foundations, containerizing, offsite disposal, discharge to sanitary
sewer, or sampling procedures): Groundwater/soil/sludege mix may be generated during the
installation of building piers, pilings, and foundations. If generated, observations will be made for the
presence of contaminants. If contaminants are suspected, the material will be containerized, sampled,
placed on -Site and/or disposed at an approved facility pending characterization.
PART 3. SURFACE WATER — Please fill out the information below.
Attach a map showing the location of surface water at the Brownfields Property.
Is surface water at the property known to be contaminated: ❑ Yes X No
Will workers or the public be in contact with surface water during planned redevelopment activities?
X Yes ❑ No
In the event that contaminated surface water is encountered during redevelopment activities, or
clean surface water enters open excavations, list activities for management of such events (e.g.
flooding, contaminated surface water run-off, stormwater impacts): Surface water, stream
restoration, and redirection of Boone Creek will be managed under the approved CLOMR agreement
between the State of North Carolina and the PD. In the event that surface water enters excavations
associated with UST removal or other impacted areas, Altamont will contact the Brownfields Project
Manager, and will address the infiltrating surface water on a case -by -case basis.
PART 4. SEDIMENT —Please fill out the information below.
Is sediment at the property known to be contaminated: X Yes ❑ No
Will workers or the public be in contact with sediment during planned redevelopment activities?
If yes, attach a map showing location of known contaminated sediment at the property.
In the event that contaminated sediment is encountered during redevelopment activities, list
activities for management of such events (stream bed disturbance): If impacted sediment is identified
(olfactory, visual evidence), that material will be segregated, profiled, and disposed in accordance
with direction from the Brownfields project manager.
PART 5. SOIL VAPOR— Please fill out the information below.
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EMP Form ver.1, October 23, 2014

Do concentrations of volatile organic compounds at the Brownfields property exceed the following
vapor intrusion screening levels in the following media:
IHSB Residential Screening Levels:
Soil Vapor: ❑Yes ❑ No X Unknown
Groundwater: X Yes ❑ No ❑ Unknown
IHSB Industrial/Commercial Screening Levels:
Soil Vapor: ❑Yes
Groundwater: X Yes
❑ No X Unknown
❑ No ❑ Unknown
Attach a map showing the location of soil vapor contaminants that exceed site screening levels.
If applicable, at what depths) is soil vapor known to be contaminated? Clicl< here to enter text.
Will workers encounter contaminated soil vapor during planned redevelopment activities?
❑ Yes ❑ No X Unknown
In the event that contaminated soil vapor is encountered during redevelopment activities (trenches,
manways, basements or other subsurface work, list activities for management of such contact: While
not expected, if soil vapor is encountered, the Brownfields project manager will be notified and a plan
developed to address potential vapor exposure or intrusion as detailed in Appendix -Vapor Intrusion
Mitigation Plan.
PART 6. SUB -SLAB SOIL VAPOR -please fill out the information below if existing buildings or
foundations will be retained in the redevelopment.
Are sub -slab soil vapor data available for the Brownfields Property? ❑Yes X No ❑Unknown
If data indicate that sub -slab soil vapor concentrations exceed screening levels, attach a map showing
the location of these exceedances.
At what depths) is sub -slab soil vapor known to be contaminated? ❑ 0-6 inches ❑Other, If other
describe: Click here to enter text.
Will workers encounter contaminated sub -slab soil vapor during planned redevelopment activities?
❑ Yes ❑ No X Unknown
In the event that contaminated soil vapor is encountered during redevelopment activities, list
activities for management of such contact:
EMP Form ver.1, October 23, 2014

PART 7. INDOOR AIR — Please fill out the information below.
Are indoor air data available for the Brownfields Property? ❑ Yes X No ❑ Unknown
If yes, attach a map showing the location where indoor air contaminants exceed site screening levels.
If the structures where indoor air has been documented to exceed risk -based screening levels will not
be demolished as part of redevelopment activities, will workers encounter contaminated indoor air
during planned redevelopment activities?
❑ Yes ❑ No ❑ Unknown
In the event that contaminated indoor air is encountered during redevelopment activities, list
activities for management of such contact: Existing on -Site structures will be demolished. Active
vapor mitigation is not proposed as part of the redevelopment plan, as the most recent groundwater
data did not indicate an intrustion risk.
PART 8 —Vapor Mitigation System — Please fill out the information below .
Is a vapor intrusion mitigation system proposed for this Brownfields Property?
X Yes ❑ No ❑ Unknown
If yes, provide the date the plan was submitted to the Brownfields Program.
3/18/2015
Attach the plan.
Has the vapor mitigation plan been approved by the NC Brownfields Program?
X Yes ❑ No ❑ Unknown
Has the vapor mitigation plan been signed and sealed by a North Carolina professional engineer?
❑ Yes X No
What are the components of the vapor intrusion mitigation system?
❑ Sub -slab depressurization system
❑ Sub -membrane depressurization system
❑ Block -wall depressurization system
❑ Drain tile depressurization system
X Passive mitigation methods
X Vapor barriers
X Perforated piping vented to exterior
❑ Other method: For details see Appendix -Vapor Intrusion Mitigation Plan
PART 9. CONTINGENCY FOR ENCOUNTERING UNKNOWN TANKS, DRUMS, OR OTHER WASTE
MATERIALS
EMP Form ver.1, October 23, 2014

Please provide a contingency plan in the event unknown tanks, drums, fuel lines, landfills, or other
waste materials are encountered during site activities.
Check the following activities that will be conducted prior to commencing earth -moving activities at
the site:
X Review of historic maps (Sanborn Maps, facility maps)
X Conducting geophysical surveys to evaluate the location of suspect UST, fuel lines, utility lines, etc.
X Interviews with employees/former employees/facility managers/neighbors
Notification to State Brownfields Project Manager, UST Section, Fire Department, and/or other
officials, as necessary and appropriate, is required when new potential source(s) of contamination are
discovered. See Notification Section on Page 1 for notification requirements.
In accordance with the site's Brownfield Agreement, provide a report within the designated schedule
to the State Brownfields Project Manager.
X Check box to acknowledge consent to provide a redevelopment summary report incompliance with
the site's Brownfields Agreement.
APPROVAL SIGNATURES
Prospecti Developer -Date
Printed ame/Title/Company
J. Wes 1 y Rogers, Manager of IR Manager, LLC, the Manager of LCD Boone, LLC, the Member managing
LA-Stonegate, LLC, the Memb managing HSRE-LCD V, LLC, the sole Member of Boone Realty, LLC,
the sole Member of the Prospective Developer, The Standard at Boone, LLC
Consultant
Printed Name/Title/Company
Stuart Ryman, PG, President of Altamont Environmental, Inc.
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EMP Form ver.1, October 23, 2014
Date

Brownfields Project Manager
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EMP Form ver.1, October23, 2014
`3 o /S'
Date

ATTACH M ENT A

E N G I N E E R f N G 8: H Y❑ R❑ G E D L O G Y
231 HAYWOOD STREET, ASHEVILLE, NC 28801
TEL.[phone] FAC,828,281.3351
W W W.ALTAMONTLNVI RONM LNTAL.COM
ATTACHMENT A
To supplement the Site -specific Environmental Management Plan (EMP), and provide clarification for Site
contractors, Altamont is including this attachment to define Site sampling criteria and procedures for
addressing areas of known or suspected petroleum impacts, as well as previously unidentified areas which
may be encountered during Site construction activities.
Task 1: Subsurface Soil Evaluation
Historical documentation has identified the potential for petroleum -impacted soil to be located and remain
in -place beneath the foundation of an existing structure and within the boundaries of the parcel identified as
299 Faculty Street. Once the structure has been demolished, Altamont will complete a series of soil test pits
to evaluate subsurface soil conditions in order to estimate potential quantities of remaining petroleum -
impacted material prior to stream restoration and rerouting work, which will occur within the vicinity of the
footprint of the existing structure. For purposes of initial investigative activities, Altamont proposes to screen
excavated soils using a photo ionization detector (PID). The areas and depths of material in which elevated
screening results are identified, will be documented in order to estimate locations and quantities of
materials that may require excavation, transport, and disposal prior to stream restoration activities. Soil
excavated during the completion of test pit activities will be placed back in the same excavation from which
it was removed, unless free -product is identified co -mingled with soil. Soil impacted with free -product will
need to be placed in a lined, bermed, and covered stockpile. This stockpiled soil will be sampled for
characterization purposes prior to disposal. Once stream restoration and rerouting begins, identified
impacted areas will be excavated and disposed off -Site in accordance with guidance from the North Carolina
Brownfields program. Confirmation sampling within the vicinity of this area will be submitted for analysis of
volatile organic compounds (VOCs) by Environmental Protection Agency (EPA) Method 8260, and semi -
volatile organic compounds by EPA Method 8270. Additional analysis, as requested by the approved
disposal facility, will also be completed.
Task 2: Stockpile Characterization
Representatives of the Prospective Developer (PD) have indicated that approximately 11,500 cubic yards of
soil will be excavated from the Subject Site during construction activities. Excavated material that is
suspected to be impacted by petroleum constituents either from visual or olfactory observation should be
stockpiled on -Site by Site contractors in accordance with DENR regulations and existing erosion and
sediment control procedures. Once material is stockpiled, Altamont will conduct soil characterization in
accordance with guidance from the associated disposal facility and/or as requested by the DENR
Brownfields program. Once characterization data is available, and assuming the assessed material is not
considered hazardous, it will be disposed of at an approved facility in accordance with applicable regulations
or reused on -Site in accordance with the Brownfields Agreement. Based on conversations with two accepting
facilities (Environmental Soils, and Republic Landfill —Foothills), analysis of constituents other than total
petroleum hydrocarbons (TPH) will not be required.
Task 3: Environmental Observation
In order to prevent project delays related to the potential identification of impacted soils during stream
restoration and rerouting activities within the vicinity of 299, 311, and 325 Faculty Street, Altamont can
maintain a full-time, on -Site presence during the completion of project activities in these areas. Altamont will
provide observation and be available to respond to identified concerns, as well as assess material via visual,
field -screening (PID), and analytical methods. Altamont will also document areas from which impacted media
P:\Landmark Properties\EMP\Appendices\Component\Attachment A.Docx

Landmark Construction, LLC
February 24, 2015
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is identified and the removal of that media. If analytical testing is necessary, Altamont proposes a sampling
structure similar to that described under Task 4.
Task 4: Confirmation Sampling
Based on comments from the Brownfields program, confirmation soil samples from each UST basin will be
submitted for analyses of:
• Volatile organic compounds (VOCs) by Environmental Protection Agency (EPA) Method 8260
• Semivolatile organic compounds (SVOCs) by EPA Method 8270
• Lead (within the vicinity of former gasoline USTs only)
• Chromium (if evidence of used/waste oil storage is identified)
Based on excavation size, two soil samples will be collected from each UST basin in the areas considered to
be most representative of specific basin conditions.
In addition, DENR has requested that other areas of excavation within the boundaries of the Site, which are
completed in order to remove soil that is potentially impacted by petroleum constituents (i.e., stream banks)
should also be sampled under the same guidance.
Task 5: Off -Site Fill Material Characterization
Based on conversations with representatives of the PD, it is expected that approximately 11,500 cubic yards
of fill material will be brought to the Site from off -Site sources. As directed by the Brownfields program,
representative samples will be collected from source areas to verify that material is un-contaminated before
it is brought to the Site. Specifically, a discrete soil sample will be collected from the fill material source and
analyzed for VOCs, SVOCs, and Resource Conservation and Recovery Act (RCRA) metals by EPA Method
7470/7471. In general, based on the large quantity of fill material, one soil sample will be collected from
each source area in conjunction with a review of historical documents such as historical aerial photos,
environmental records, and interviews with current and/or past property owners of the source areas.
Task 6: Final Grade Sampling
Upon completion of Site development activities, and as requested by the North Carolina Brownfields
program, Altamont will complete final grade sampling from within areas of exposed soils from which the
public could have access. Altamont proposes five final -grade sampling locations for analysis of VOCs, SVOCs,
and RCRA metals.
Task 7: Installation of Monitoring Well
At the request of the Brownfields program, Altamont will observe the installation of one monitoring well
within the vicinity of former sampling location MW-13 (299 Faculty Street).
The monitoring well will be installed using a 3-1/4-inch hollow stem auger (HSA). The monitoring well will be
composed of 2-inch nominal inside -diameter (ID) Schedule 40 polyvinyl chloride (PVC). A 5-foot-long,
0.010-inch, machine -slotted screen will be set to intersect the water table. A #2 filter sand will be used to fill
the annular space between the well screen and the borehole from the base of the borehole to a depth of
approximately 2 feet above the top of the well screen. Approximately 1 foot of hydrated bentonite pellets will
be placed above the filter sand. A cement/bentonite grout mixture will be used to fill the annular space to
within 1 foot of the surface. The monitoring well will be completed with a flush -mount manhole cover set in a
concrete pad. A locking well plug will be used to seal the well.
P:\Landmark Properties\EMP\Appendices\Component\Attachment A.Docx

Landmark Construction, LLC
February 24, 2015
Page 3 of 3
One sampling event be conducted, and samples collected for VOC and SVOC analysis. Groundwater data will
be compared to North Carolina Administrative Code (NCAC) 2L Groundwater Quality Standards, as well as
applicable Inactive Hazardous Sites Branch (IHSB) Vapor Intrusion Screening Levels for Preliminary
Acceptable Groundwater concentrations.
Assuming analytical data does not exceed applicable standards agreed to by the Brownfields Program and
the PD, the monitoring well will be abandoned pending approval from DENR.
P:\Landmark Properties\EMP\Appendices\Component\Attachment A.Docx

FIGURES

r."
1
BCSWS-2 pg/L MW-8
p-Isopropyltoluene ND p-Isopropylt(
Ethylbenz
r Ethylbenzene ND Naphthal,
E-299-MW-13
- Pill, E-299-MW-5
. � E-299-MW-6
2DR01 1LkLg
5 \
a
GRO NA i9i9
'
41* 41,
UST-5
UST-6 ' , ! 's
' MW-2 pg/L
No
ND ••-. f r-l..�- ti
ND MW-7 pg/L
p-Isopropy,-uene ND❑'
J 311-S1 mg/kg ;�- Ethylbenzane ND r
UST-7 Bcsed-t mg/kg y}
- DRO 10.8 Naphthalene ND
DRO 80.7
GRO NA Xylene (Total ND
GRO ND m&p-xylene ND
- 311-S2 mg/kg 1 1
ILPo-Xyiene I ND
�. UST-2
MW 1 pg/L r
r
• - p-Isopropyltoluene ND '111- -' UST-3
.t Ethyl6enzene ND
Naphthalene ND - 0. MW-4 pg/L :.
Xyene(Tota1) ND �� �_, p-Isopropyttoluene ND
m&p-XA ne lZ i9 Ethylbenzane ND
o-Xyene ND Naphthalene ND
MW-3 pg/L Xylene (Total) iT
BCSWS-1 pg/L p-Isopropyttoluene ND m&p-Xylene ND
p-Isopropyttoluene ND Ethylbenzane ND o-Xylene ND ' 5 `Nt,//
Ethylbenzane ND Naphthalene ND
Naphthalene ND Xylene (Total) ND A�W, r
Xylene (Total) ND m&p-Xylene ND 6e�J �J
m&p-Xylene ND o-Xylene ND �I Ti
o-Xylene ND ,BUST-1
MW-6 pg/L r
♦ �' _ p-Isopropyttoluene 1.6
e�
'i • ♦, - Ethylbenzane ND
MW-5 pg/L\ Naphthalene 5.4
p-Isopropp toluene ND RCI Sump pg/L Xylene (Total) T3
Ethylbenzane ND _ p-Isopropyltoluene 1.6 .r m&p-Xylene 3.0 _ e�
0�
Naphthalene ND - Ethylbenzene 1.4 o-Xylene 1.3
Xylene (Total) ND Naphthalene 2.7 �tiC
r m&p-Xylene ND Xylene (Total) I 173 Q
. '.� OC
o-Xylene ND m&p-Xyene 4.9 �
pa; o-Xylene 12.5 '~
•RCI B S-1 mg/kg I
- DRO 2,550
� RCI B S-2 mg/kg � r, -
- DRO 1,030 GRO NA
GRO NA 4
' r '� F
icy`
.4 A, t5
s T •�,. �.� ' .may 4
LEGEND
A Surface Water Samples i B � ` � Aw
O Sediment Samples A
0 Soil Samples
Sump/Groundwater Sample
❑ Above Ground Storage Tanks w7NT�RG{ `s '
Underground Storage Tank
VL
Potential Underground Storage Tank +° I
® Monitoring Wells _ •� ;!
r f
Existing Monitoring Wells
Roads r.r , d� •
Subject Parcels
Data Sources: i a r -NC OneMap, NC Center for4 eo phicslnfor atior:
Parcels - Watagua County GIS PPPPP
Roads - Watagua County GIS
Notes: > n G .-E E N n G S WY D H D I E G L 0 G V
1. Underground storage tank (UST) and monitoring well
locations are approximate. '828 28
3."NA"indicates not analyzed. .w ....r.-o
4. "ND" indicates not detected.
5. ,DRO' indicates diesel range organics.
6. "GRO" indicates gasoline range organics.
7. Parcel boundary lines were obtained from Watagua 50 25 0 50 Feet
County GIS, and are approximate and are not based on
survey data. P:\Landmark Properties\The Standard at Boone - Phase 11
`sis, NC 911 Board
2
S docs

IM
Ilk
MW-8
pg/L
p-Isopropyltoluene
ND
Ethylbenzene
ND
r
Naphthalene
ND
{ Xylene (Total)
ND
xe�
m&p-Xylene
o-Xylene
ND
ND
`'
MW
Or
BC SWS-2
pg/L -
p-Isopropyltoluene
ND
J r
Ethylbenzene
ND
Naphthalene
ND
Xylene (Total)
ND BCsed2 mg/kg
UST-5
m&p-Xylene
ND DRO 14.3
7-S
o-Xylene
ND GRo ND
�J
UST-6
E-299-MW-13T
u -
0
- �
r
E-299-MW-5
MW-2
pg/L
p-Isopropyltoluene
ND
E-299-MW-6
Ethylbenzene
1.1
Naphthalene
ND
299-S1 mg/kg Xylene (Total)
ND
299-S-2 m g/kg
DRO 11.5 m&p-Xylene
ND
DRO 6.1
GRO NA o-Xylene
ND
GRO NA
w 311-S1 mg/kg
f
MOR,,
1W
AZI
LEGEND
®
Monitoring Wells
®
Existing Monitoring Wells
Underground Storage Tank
i
Potential Underground Storage Tank
Surface Water Samples
}�
O
Sediment Samples
O
Soil Samples
Above Ground Storage Tanks
Roads
Subject Parcels
MW-7 pg/L
p-Isopropyltoluene ND ;
Ethylbenzene ND
Naphthalene ND
Xylene (Total) ND
m&p-Xylene ND
o-Xylene ND
�a�
Q
M W-3
(See Figure 4)
ke
WV-4
(See Figure
Data Sources: NC OneMap„ NC Center for Geographi Info matian andrnalysis, NC 911 Board
Parcels - Watagua County GIS
Roads - Watagua County GIS
Notes:
1. Underground storage tank (UST) and monitoring well E n x E E e, n c & WY u N nI c o Ld G r
locations are approximate. "* "" ` ... '
3. "NA" indicates not analyzed. ; ;9„r
4. "ND" indicates not detected.3
5. "DRO" indicates diesel range organics.
6. "GRO" indicates gasoline range organics.
7. Parcel boundary lines were obtained from Watagua 20 10 0 20 Feet
County GIS, and are approximate and are not based on
survey data.
P:\Landmark Properties\The Standard at Boone -Phase 11 ESA\Report\Fi ures\GIS docs

UST-2
N
0ly,L r r ✓
'PO . •�'
ND
ND +�l
ND
ND
ND �
1�
� f�
■
• MW-6 pg/L
p-Isopropyltoluene 1.6
Ethylbenzene ND
Naphthalene 5.4
_ Xylene (Total) 4.3
m&p-Xylene 3.0
Opp,\ o-Xylene 1.3
66LM—W-5 pg/L ;
p-Isopropyltoluene ND RCI Sump pg/L� _
Ethylbenzene ND p-Isopropynoluene 1.6 N. r
Naphthalene ND Ethylbenzene 1.4 , „•
Xylene (Total) ND Naphthalene 2.7
•
m&p-Xylene ND Xylene (Total) 17.3
o-Xylene ND m&p-Xylene 4.9
o-Xylene 12.5
RCI B S-2 mg/kg
w104
DRO 1,030 ROBS-1 mg/kg.
GRO NA DRO 2,550
UST-4 GRO NA 44
wJ -1
s
- •4
LEGEND
® Monitoring Wells • ��CG r5,
Existing Monitoring Wells H•
} r {
0 Surface Water Samples s
O Sediment Samples
O Soil Samples * a►
A Sump/Groundwater Sample
Underground Storage Tank ..,
i Potential Underground Storage Tank
❑ Above Ground Storage Tanks
'ti ' •� le
Roads
r� •
Subject Parcels AVAr
- ~
! �r
Data Sources: - NC • ne ,-a NC Center for Geographic Information and Analysis, N,G 911 Board.
Parcels - Watagua County GIS
Roads - Watagua County GIS
Notes:
1. Underground storage tank (UST) and monitoring well " �' x E "' " G & H r D "", e o L- V G
locations are approximate.
3. "NA" indicates not analyzed. ; ;9„r o„r•„,,,a, •„,-,-
4. "ND" indicates not detected.
5. "DRO" indicates diesel range organics.
4
6. "GRO" indicates gasoline range organics.
7. Parcel boundary lines were obtained from Watagua
County GIS, and are approximate and are not based on 20 10 0 20 Feet
survey data.
P:\Landmark Properties\The Standard at Boone -Phase 11 ESA\Report\Figures\GIS docs

MW-8
(91.02)
- .,Y
E-299-M W-5
E-299-M W-6
m�
20
09
r u�;
l
A
LEGEND
Monitoring Wells
Existing Monitoring Wells
Generalized Potentiometric Surface Contour Lines (1-foot interval)
2-Foot Elevation Contours
Roads
Subject Parcels
Data Sources:
Parcels - Watagua County GIs
Roads - Watagua County GIS
4
"87 MW-4
(87.33) �s r',
86 ,..� "NO.,
cep �
r
MW-6
• 84 (84.56)
*'
" - ai
MW-5
~ 1
Elevation Contours - NCDOT E . G ­C k G& H Y U N n r, e O ­G f
4
Notes: *e B29 211 .. ..
1. Groundwater contours are based on measurements .w.......o�r�'...� ,, .,.
collected on May 19, 2014.
2. Groundwater contours are relative to 100-foot 5
benchmark.
3. Parcel boundary lines were obtained from Watagua 30 15 0 30 Feet
County GIS, and are approximate and are not based on
survey data. P:\Landmark Properties\The Standard at Boone - Phase 11 ESA\Report\Figures\GIS docs

f
,. look
AV
i
BC SWS-2 I uo/L I MW-8 pg/L
E-299-MW-13 f
E-299-M W-5
E-299-M W-6
p-Isopropyltoluene ND � vn'
Ethyl benzene
Naphthalene ND
BC Sed 2 mg/kg
Xylene (Total) ND
DRO 14.3 m&p-Xylene ND -
GRO ND 1
o-Xylene ND
MW-2 pg/L t4 -
UST-5 P p-Isopropyltoluene ND ~
Ethylbenzene 1.1
UST-6 "$^�� Naphthalene ND '
(ill , g y rrXAene (Total) N rn&p-D r
�7 m&p-Xylene ND
o-Xylene ND
IT TIT
�
MW-7 pg/L
ng/kg p-Isopropyltoluene ND , ^�
10.8 Ethylbenzene ND, -
UST -7 C� Naphthalene ND
NA 14� Xylene (Total) ND 'T-
-S2 mg/kg ❑U$T-$ m&p-Xylene ND _
O 6.3 o-Xylene
O NA
BCSed-1 119/1,9
DR 80.7
GRO ND .yam �c�, .r r 1• -
MW'1 pg/L UST=-
pdsopropyltoluene ND
Ethylbenzene ND
Naphthalene ND
Xylene (Total) ND
m&p-Xyiene ND MW-3 pg/L
o-Xylene ND pdsopropyltoluene ND
Ethylbenzene ND
BCSWS-1 pg/L Naphthalene ND
-Iso ro Atoluene ND
MW-4
pg/L
pdsopropyltoluene
ND
Ethylbenzene
ND
Naphthalene
ND
Xylene (Total)
ND
m&p-Xylene
ND
o-Xylene
ND
p p 3
- - Ethylbenzene ND -
Naphthalene ND;
Xylene (Total) ND F• y
10.
m&p-Xylene ND
o-Xylene ND T�
-.6± '•l.
Xylene (Total) ND , -
USTr_1L.�
m&p-Xylene ND
ND 1
o-Xylene tP
MW-6 pg/L_
pdsopropyltoluene 1.6
y �
Ethylbenzene ND
MW-5 pg/L
pdsopropyltoluene ND
RCI Sump
pg /L Naphthalene 5.4
Xylene (Total) 4.3 �
M1 O �.
1�.F,
Ethylbenzene ND
p-IsoproWoluene
Ethyibenzene
1.6
m&p-Xylene
1.4
' 0
Naphthalene ND
Naphthalene
o-Xylene 1.3
2.7
4�N
_ ..
Xylene (Total) ND
m&p-Xylene ND
Xylene (Total)
17.3
4.9
p IA
9
C3�Cjsd sr 9
_
o-Xylene ND
m&p-Xylene
o-Xylene
12.5 }
C
�(�', F��• �� yC'PF
�4,Ire US
r F
.a. f
Ff'{y
RCI B S-1 mg/kg
DRO 2.550
%.
%j
RCI B S-2 mg/kg
GRO NA
-
DR 1.030
GRO NA
• •
s
ryLl�'Yhh
J
• w
r
LEGEND
Proposed Final Grade Soil Sample Locations
® Monitoring Wells
® Existing Monitoring Wells
A Surface Water Samples
m Sediment Samples
® Soil Samples
A, Sump/Groundwater Sample
❑ Above Ground Storage Tanks
Underground Storage Tank
Potential Underground Storage Tank
Data Sources:
Parcels - Watagua County GIS
Roads- Watagua County GlS„G,xEEH rvG & HMSHflGE�LdGY-
Notes: . waaa s ur.r n n�v ,.r Hr. x
* B28 291.396a c-8£9 26 335E
1. Underground storage tank (UST) and monitoring well .w..•.r•.o..�.v .a..:.�.�-moo.
locations are approximate.
3. "NA" indicates not analyzed.
4. "ND" indicates not detected.
5. "DRO" indicates diesel range organics.
6. "GRO" indicates gasoline range organics. 0 25 50 100 Feet
7. Conceptual Site Plan provided by Landmark
i�L

TABLES

Table 1
Groundwater Elevations
Proposed Standard at Boone
Boone, North Carolina
Well ID
Depth to
Groundwater
Total Well
Depth
Water
Column
Length
Top of
Casing
Elevation
Groundwater
Elevation (feet)
(feet)
(feet)
(feet)
(feet)
(feet)
MW-1
4.50
6.55
2.05
92.98
88.48
MW-2
2.40
13.00
10.60
92.78
90.38
MW-3
5.60
13.90
8.30
90.14
84.54
MW-4
12.31
18.70
6.39
99.64
87.33
MW-5
8.50
15.00
6.50
91.86
83.36
MW-6
13.22
18.41
5.19
97.78
84.56
MW-7
7.45
17.10
9.65
98.52
91.07
MW-8
2.09
4.75
1 2.66
93.11
1 91.02
Notes:
1. Top of casing elevation measured relative to 100 foot benchmark.
2. Top of casing elevations measured on May 20, 2014 by Altamont Environmental, Inc.
2. Groundwater elevation is relative to benchmark.

Table 2
Field Measurements
Proposed Standard at Boone
Boone, North Carolina
Well
Date
(mm/dd/yy)
Sample
Collection
Time
(hh:mm)
pH
(SU)
Specific
Conductivity
(PS/cm)
Temperature
(0C)
Dissolved
Oxygen
(mg/L)
Oxidation
Reduction
Potential
(mV)
MW-1
05/21/14
12:30
7.36
0.336
11.92
10.2
-5.8
MW-2
05/21/14
14:45
6.79
0.734
16.11
1.11
7.8
MW-3
05/21/14
11:45
7.17
0.304
13.32
7.17
64.0
MW-4
05/21/14
11:00
7.36
1.749
13.86
7.29
70.5
MW-5
05/21/14
14:00
7.50
0.445
11.72
1.93
-25.4
MW-6
05/21/14
10:00
7.67
0.340
13.05
7.29
70.5
MW-7
05/21/14
15:30
6.39
1.311
11.98
8.86
113.9
MW-8
1 05/21/14
16:00
7.33
0.763
13.46
1.96
60.5
Notes:
1. Listed field parameters measured at time of sample collection.
2. SU is Standard Units.
3. pS/cm is microsiemens per centimeter.
4. *Cis degrees Celsius.
5. mg/L is milligrams per liter.
6. mV is millivolts.
P:\Landmark Properties\The Standard at Boone - Phase 11 ESA\Report\Tables\Field Parameters - Table 2 Page 1 of 1

Table 3
Analytical Data Summary
Proposed Standard at Boone
Boone, North Carolina
Volatile Organic Compounds (8260)
Total Petroleum Hydrocarbons
c
a
y
Sample
Sample
Sample
Sample
Sample
2,
a
N
m
o
m
m
Collection
Depth
2
a
m
~
ar
4.
Identification
Date
Location
Matrix
0
z
m
X
c
i.
t
L
m
w
�.
a
-6
5
X
w
ar
o
a
w
z
X
E
o
o
C9
(ft-bgs)
pg/L
pg/L
p /L
pg1L
p /L
pg/L
mglkg
mglkg
MW-1
05/19/2014
UST-7&8
water
ND
ND
ND
ND
ND
ND
NA
NA
MW-2
05/19/2014
UST-5 & 6
water
ND
1.1
ND
ND
ND
ND
NA
NA
MW-3
05/19/2014
UST-3
water
ND
ND
ND
ND
ND
ND
NA
NA
MW-4
05/19/2014
UST-2
water
ND
ND
ND
ND
ND
ND
NA
NA
MW-5
05/19/2014
UST-4
water
ND
ND
ND
ND
ND
ND
NA
NA
MW-6
05/19/2014
UST-1
water
1.6
ND
5.4
4.3
3.0
1.3
NA
NA
MW 7
05/19/2014
Downgradient
water
of Pantry #141
ND
ND
ND
ND
ND
ND
NA
NA
05/19/2014
Downgradient
water
MW-8
of WATA
--
Radio
ND
ND
ND
ND
ND
ND
NA
NA
05/19/2014
East end of
soil
299-Sl
AST at 299
0.5-1
Faculty St.
NA
NA
NA
NA
NA
NA
11.5
NA
05/1912014
West end of
soil
299-S-2
AST at 299
0.5-1
Faculty St.
NA
NA
NA
NA
NA
NA
6.1
NA
05/19/2014
North end of
soil
311-Sl
AST at 311
0.5-1
Faculty Street
NA
NA
NA
NA
NA
NA
10.8
NA
05/19/2014
South end of
soil
311-S2
AST at 311
0.5-1
Faculty Street
NA
NA
NA
NA
NA
NA
6.3
NA
05/20/2014
South end of
soil
RCI B S-1
basement at
0.5-1
RCI.
NA
NA
NA
NA
NA
NA
2,550
NA
05/20/2014
North end of
soil
RCI B S-2
basement at
0.5-1
RCI
NA
NA
NA
NA
NA
NA
1,030
NA
05/20/2014
Sump in
water
RCI Sump
basement of
-
RCI
1.6
1.4
2.7
17.3
4.9
12.5
NA
NA
BC SWS-1
05/20/2014
Boone Creek
water
--
ND
ND
ND
ND
ND
ND
NA
NA
BC Sed-1
05/20/2014
Boone Creek
sediment
0.5-1
NA
NA
NA
NA
NA
NA
80.7
ND
BC SWS 2
05/21/2014
Boone Creek
water
--
ND
ND
ND
ND
ND
ND
NA
NA
BC Sed 2
05/21/2014
Boone Creek
sediment
0.5-1
NA
NA
NA
NA
NA
NA
14.3
ND
Trip Blank
05/19/2014
water
ND
ND
ND
ND
ND
ND
NA
NA
15A NCAC 02L .0202 Groundwater Standards
NE
600
6
500
500
500
IHSB Residential Vapor Intrusion Screening Levels
NE
30.2
1 34.8
98.5
71.1
98.5
NCDENR UST Section Preliminary Action Levels
I --
--
I --
--
--
--
10
10
Notes:
1. ft-bgs - feet below ground surface
2. mg/kg - milligrams per kilogram
3. pg/L - micrograms per liter
4. Volatile organic compounds (VOCs) analyzed according to US Environmental Protection Agency (EPA) Method 8260.
5. Total Petroleum Hydrocarbon compounds analyzed according to US EPA Method 8015
6. ND = Non Detect
7. NA = Not Analyzed by Method
8. NE = Not Established
9. Only detected constituents are listed on this table. For a complete list of analytes please see the laboratory analytical report.
10. Bold = Exceedence of standard
P:\Landmark Properties\The Standard at Boone - Phase 11 ESA\Report\Tables\Tables 1 and 3 Page 1 of 1

APPENDICES

GRADING PLAN

INDEX OF DRAWINGS
...............................
...............................
...........................
....
:
G DWG. NO.
DESCRIPTION SHEET NO. DWG. NO. DESCRIPTION
SHEET NO.
`ry
C-1
COVER SHEET
1 OF 37 C-20 EROSION CONTROL - PHASE 2C
20 OF 37
w
C-2
PROJECT NOTES
2 OF 37 C-21 EROSION CONTROL - PHASE 2D
21 OF 37
9
�O
C-3
BASE MAP - EXISTING CONDITIONS 3 OF 37 C-22 EROSION CONTROL - PHASE 3
22 OF 37
�'L
C-4
BASE MAP - PROPOSED CONDITIONS 4 OF 37 C-23 SEWER PLAN & PROFILE
23 OF 37
•cam
N
0
C-5
FLOODWAY SHEET
5 OF 37 C-24 SEWER PLAN & PROFILE
24 OF 37
`� Q . .
a....
C-6
C-7
SITE PLAN 1
SITE PLAN 2
6 OF 37 C-25 STORM DRAINAGE PROFILES
7 OF 37 C-26 DRAINAGE INLET PLAN
25 OF 37
26 OF 37
•�
CO
SITE
C-8
DECELERATION PLAN
8 OF 37 C-27 SITE DETAILS 1
27 OF 37
C-9
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LANDSCAPE PLAN 2
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APPLICANT: SURVEYOR:
THE STANDARD AT BOONE, LLC APPALACHIAN PROFESSIONAL
16930 WEST CATAWBA AVENUE LAND SURVEYORS &
SUITE 100D CONSULTANTS, PA
THE STANDARD AT E30ONE
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CORNELIUS, NC 28031 1480 US HIGHWAY 421S
..............................
[phone] EXT. 7004 BOONE, NC 28607.....................
....
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[phone]
MIXED USE PROJECT
..........................
...............................
CIVIL ENGINEER: ENVIRONMENTAL ENGINEER:
MUNICIPAL ENGINEERING BLUE RIDGE ENVIRONMENTAL
SERVICES COMPANY, PA CONSULTANTS, PA
US HIGHWAY 321
PO BOX 349 1305 SOUTH COLLEGIATE
DRIVE
671 WEST KING STREET WILKESBORO, NC 28697
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BOONE, NC 28607 [phone]
(828) 262 176 7BOONE
NORTH CAROLINA
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ARCHITECT:
PROJECT NO. B1301803
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LINETYPES
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STORMWATER MANAGEMENT
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EX. POWER POLE PROPOSED POWER POLE
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PROPOSED WATERMAIN
SITE IS CONDITIONAL ZONED B-3 (GENERAL BUSINESS DISTRICT)
EXISTING
IMPERVIOUS SURFACE AREA = 143,489 FT2
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EX. SS MANHOLE O PROPOSED SS MANHOLE
PROPOSED IMPERVIOUS SURFACE AREA = 109,234 FT2
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EX. SS CLEANOUT ❑S PROPOSED SS VAULT
PROPOSED CONTOURS
PROVIDED ALLOWED
THEREFORE, NO STORMWATER DETENTION IS REQUIRED.
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EX. GATE VALVE ® PROPOSED SS CLEANOUT
100
EXISTING CONTOURS
LOT AREA = 209,825 FT 2 > MIN = 5,000 FT2
EX. FIRE HYDRANT ►/ PROPOSED GATE VALVE
STREAM OR CREEK
(4.816 AC)
EX. LIGHT POLE PROPOSED FIRE HYDRANT
ERAIIIIIIIIIIIIIII
PROPOSED DRAINAGE PIPE
LOT WIDTH = 544 FT > MIN = 50 FT
EX. CATCH BASIN PROPOSED LIGHT POLE
EXSTORM DRAINAGE
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PROPOSED DRAINAGE
PROPOSED S.S. MAIN
BUILDING FOOTPRINT = 92,445 FT2 < MAX = * 96,520 FT2 (46%)
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EX. DROP INLET STRUCTURE
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CENTERLINE
OPEN SPACE = 117,380 FT2 > MIN = '� 113,306 FT2 (54%)
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PROPOSED YARD
EX. WATER METER DRAINAGE INLET
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FENCES
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LIVABILITY SPACE 101,940 FT2 > MIN 56,653 FT2
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EX. GUY WIRE ® PROPOSED WATER METER
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EX. WATERLINE
RECREATION SPACE = 30,370 FT2 > MIN = 13,009 FT2
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EX. TEST PIT
RIGHT-OF-WAY LINE AND EASEMENTS
5,518 FT2 INDOOR GYM
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TEMPORARY DITCH WATTLE
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EX. SANITARY SEWER
Municipal Engineering Services Company, P.A.
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EX. DRAINAGE
MANHOLE
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24,852 FT2 ACCESSIBLE AREA OF STREAM BUFFER
Boone, N.C. Garner, N.C.
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TEMPORARY ROCK PIPE
EX. GAS MARKER INLET PROTECTION
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PERMANENT DIVERSION
BUILDING HEIGHT = 67 FT > MAX 67 FT
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TEMPORARY BERM DITCH
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EX. WELL TEMPORARY HARDWARE
CLOTH & GRAVEL INLET
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PROTECTION
EX. TREE
EXISTING WOODS LINE
TOTAL AREA OF BUILDING = 79,604 FT2 ° 2
54.4 /o = 43, 305 FT
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EX. BUSH
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EXISTING POWERLINE
COMMERCIAL AREA
Professional En ineer
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DATE:
12/03/2014
EX. SIGN
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EXISTING FIBER OPTICLINE
1ST FLOOR OF 321 BLDG. = 47,709 FT 2 > MIN = 4330FT2
DRWN.
BY: EGT / TLM
CHKD. BY: MPT
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PROJECT NUMBER
B13018.3
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EX. TELEPHONE
PEDESTAL
* VARIANCE HAS BEEN GRANTED.
PRELIMINARY
DRAWING
SHEET NO.
FOR REGULATORY REVIEW ONLY
C-11
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OF 37

AUTOMOBILE PARKING REQUIREMENTS
1.1 MIXED -USE MULTI -FAMILY RESIDENTIAL:
49 STUDIO OR ONE BEDROOM UNITS
46 TWO BEDROOM UNITS
9 THREE BEDROOMS UNITS
98 FOUR BEDROOM UNITS
MAXIMUM PARKING SPACE REQUIREMENTS
STUDI0/1 BEDROOM UNITS: 1 PARKING SPACE / UNIT X
49 UNITS
= 49 SPACES
2 BEDROOM UNITS: 2 PARKING SPACES / UNIT X
46 UNITS
= 92 SPACES
3 BEDROOM UNITS: 3 PARKING SPACES / UNIT X
9 UNITS
= 27 SPACES
4 BEDROOM UNITS: 3 PARKING SPACES / UNIT X
98 UNITS
= 294 SPACES
MAXIMUM RESIDENTIAL AUTOMOBILE PARKING SPACES:
= 462 SPACES
2.1 COMMERCIAL RETAIL:
COMMERCIAL RETAIL SPACE:
= 23,075 FT
MAXIMUM SPACE REQUIRMENT: 5 SPACES / 1,000 FT OF RETAIL SPACE
MAXIMUM COMMERCIAL AUTOMOBILE PARKING SPACES:
= 115 SPACES
TOTAL MAXIMUM AUTOMOBILE PARKING SPACES:
= 577 SPACES
An
MOTORCYCLE PARKING REQUIREMENTS
TOTAL NUMBER OF AUTOMOBILE PARKING SPACES:
MOTORCYCLE PARKING SPACE REQUIREMENT: 1 SPACE / 40 AUTOMOBILE PARKING SPACES
MINIMUM NUMBER OF MOTORCYCLE PARKING SPACES REQUIRED:
PROVIDED MOTORCYCLE PARKING SPACES:
ALL MOTORCYCLE SPACES WILL BE LOCATED ALONG THE SIDEWALK ON EITHER SIDE
OF THE ENTRY DRIVE TO THE PARKING DECK UNDER THE RESIDENTIAL OVERHANG.
BICYCLE PARKING REQUIREMENTS
SHORT TERM BICYCLE SPACES
0, AUTOMOBILE PARKING SPACES PROVIDED
= 497 SPACES
= 12 SPACES
= 12 SPACES
LOCATION
PARKING SPACE TYPE
TOTAL
SPACES
STANDARD
ACCESSIBLE
COMPACT
PARKING DECK BASEMENT
16
1
24
41
PARKING DECK LEVEL 1
31
5
36
72
PARKING DECK LEVEL 2
43
2
38
83
PARKING DECK LEVEL 3
43
2
38
83
PARKING DECK LEVEL 4
43
2
38
83
PARKING DECK LEVEL 5
40
2
40
82
PARKING DECK LEVEL 6
21
0
25
46
FACULTY STREET LOT
4
3
7
TOTAL
241
17
239
497
TOTAL MAXIMUM ALLOWABLE AUTOMOBILE PARKING SPACES
TOTAL PROVIDED AUTOMOBILE PARKING SPACES:
TOTAL NUMBER OF RESIDENTIAL UNITS:
= 202 UNITS
RESIDENTIAL SHORT TERM BICYCLE SPACE REQUIREMENT: 1 SPACE / 20 UNITS
MINIMUM NUMBER OF SHORT TERM BICYCLE SPACES REQUIRED FOR RESIDENTIAL:
= 10 SPACES
TOTAL COMMERCIAL GROSS FLOOR AREA:
= 23,075 FT
COMMERCIAL SHORT TERM BICYCLE SPACE REQUIREMENT: 1 SPACE / 5,000 FT GROSS FLOOR AREA
MINIMUM NUMBER OF SHORT TERM BICYCLE SPACES REQUIRED FOR COMMERCIAL:
= 5 SPACES
MINIMUM NUMBER OF SHORT TERM BICYCLE SPACES REQUIRED:
= 15 SPACES
PROVIDED SHORT TERM BICYCLE SPACES:
= 15 SPACES
LONG TERM BICYCLE SPACES
TOTAL NUMBER OF RESIDENTIAL UNITS:
= 202 UNITS
RESIDENTIAL LONG TERM BICYCLE SPACE REQUIREMENT: 1 SPACE / 4 UNITS
MINIMUM NUMBER OF LONG TERM BICYCLE SPACES REQUIRED FOR RESIDENTIAL:
= 51 SPACES
TOTAL COMMERCIAL GROSS FLOOR AREA:
= 23,075 FT
COMMERCIAL LONG TERM BICYCLE SPACE REQUIREMENT: 1 SPACE / 12,000 FT GROSS FLOOR AREA
MINIMUM NUMBER OF LONG TERM BICYCLE SPACES REQUIRED FOR COMMERCIAL:
= 2 SPACES
MINIMUM NUMBER OF LONG TERM BICYCLE SPACES REQUIRED:
= 53 SPACES
PROVIDED LONG TERM BICYCLE SPACES:
= 59 SPACES
2 SHORT TERM BICYCLE RACKS (5 SPACES EACH) WILL BE LOCATED IN FRONT OF US HWY. 321 BUILDING &
1 RACK (5 SPACES) TO BE LOCATED BESIDE FACULTY STREET BUILDING.
ALL LONG TERM BICYCLE SPACES WILL BE PROVIDED IN THE PARKING DECK.
(18 ON THE BASEMENT LEVEL AND 39 ON LEVEL 1)
BICYCLE PARKING NOTES
ALL BICYCLE PARKING FACILITIES SHALL MEET THE REQUIREMENTS OF THE TOWN
OF BOONE'S UNIFIED DEVELOPMENT ORDINANCE. IN PARTICULAR, BICYCLE
PARKING FACILITIES SHALL BE CONSTRUCTED OF MATERIALS OF SUFFICIENT
STRENGTH TO SIGNIFICANTLY RESIST THEIR DISPLACEMENT OR REMOVAL, AND
THEY SHALL BE SECURELY ANCHORED IN CONCRETE OR OTHER EQUIVALENT
MATERIAL OR SYSTEM OF SUFFICIENT STRENGTH TO SIGNIFICANTLY RESIST
REMOVAL. BICYCLE PARKING FACILITIES SHALL SUPPORT BICYCLES IN A STABLE
POSITION WITHOUT DAMAGE TO WHEELS, FRAME OR OTHER COMPONENTS AND
ALLOW FOR THE USE OF EITHER A CABLE, U-SHAPED, OR SIMILAR LOCK TO
SECURE BOTH WHEELS OF THE BICYCLE. NO LESS THAN 4' SHALL BE PROVIDED
BETWEEN PARALLEL RACKS.
EXAMPLES OF ACCEPTABLE FACILITIES:
ni IQ
= 577 SPACES
= 497 SPACES
0 VARIANCES GRANTED TO THE PROJECT:
THE FOLLOWING VARIANCES WERE GRANTED BY THE TOWN OF BOONE'S
BOARD OF ADJUSTMENT ON APRIL 3, 2014.
1. VARIANCE FROM UDO SUBSECTION 14.08.04(A) TO ALLOW TWO (2)
DRIVEWAYS ONTO PROTECTED THOROUGHFARE.
2. VARIANCE FROM UDO SUBSECTION 15.11.04(A)(2)(b)(ii) TO EXEMPT THE
RESIDENTAIL COMPONENT OF THE STREET LEVEL FLOOR FROM BEING
BUILT TO COMMERCIAL STANDARDS.
3. VARIANCE FROM UDO SUBSECTION 16.08.03 TO ALLOW PORTIONS OF
THE BUILDING TO ENCROACH IN THE SECONDARY HEIGHT SETBACK,
SPECIFICALLY 13' ENCROACHMENT ALONG BLOWING ROCK ROAD AND
A 15' ENCROACHMENT TO THE SOUTHERN PORTION OF THE BUILDING
NEAR MCDONALD'S PROPERTY.
4. VARIANCE FROM UDO SUBSECTION 14.08.04(D) TO ALLOW A
REDUCTION IN THE SPACING OF TWO (2) DRIVEWAYS ALONG THE
PROTECTED THOROUGHFARE, SPECIFICALLY ALLOWING AN 80' DISTANCE
BETWEEN THE SERVICE DRIVEWAY AND THE DRIVEWAY FOR WATA.
5. VARIANCE FROM UDO SUBSECTION 15.11.04(A)(2)(b)(i) TO ALLOW A
REDUCTION FROM 100% OF STREET LEVEL GROSS FLOOR TO 54.4% OF
THE COMMERCIAL AREA.
6. VARIANCE FROM UDO SUBSECTION 16.01.01(E) TO INCREASE THE
MAXIMUM BUILDING FOOTPRINT FROM 30% TO 46%.
7. VARIANCE FROM UDO SUBSECTION 20.04.03(B) TO ALLOW TEMPORARY
AND PERMANENT ENCROACHMENTS OF 5,590 SQUARE FEET INTO THE 25'
BUFFER ZONE.
0 CONDITIONS OF APPROVAL:
THE FOLLOWING CONDITIONS WERE PLACED ON THE PROJECT BY THE TOWN
COUNCIL DURING THE CONDITIONAL REZONING HEARING - MAP AMENDMENT
CASE 20140049, ON JUNE 19, 2014
1. WHERE THERE IS A CONFLICT BETWEEN THE APPLICATION INFORMATION
AND THE PLANS (BEARING A RECEIVED DATE OF APRIL 17, 2014), THE PLANS
SHALL CONTROL. INSIGNIFICANT DEVIATIONS MAY BE PERMITTED TO
COMPLY WITH THE REQUIREMENTS OF THE UDO.
2. ANY COMMITMENTS OR REPRESENTATIONS CONCERNING THE PROPOSED
PROJECT MADE BY THE APPLICANT OR ITS (HIS OR HER) REPRESENTATIVES
AT THE PUBLIC HEARING SHALL ALSO BECOME A CONDITION OF THE PERMIT,
AND A BASIS FOR A STOP WORK ORDER AND/OR PERMIT REVOCATION IF
VIOLATED.
3. FINAL PLANS SHALL BE SUBMITTED THATARE IN COMPLIANCE WITH THE
PROVISIONS OF THE UDO AND OTHER PROVISIONS OF THE TOWN CODE.
4. THE TOWN OF BOONE WILL BE GIVEN THE NECESSARY EASEMENTS FOR
PUBLIC SIDEWALKS WHICH LEAVE EXISTING STREET RIGHT-OF-WAY.
5. ALL DRIVEWAY PERMITS SHALL BE OBTAINED PRIOR TO ISSUANCE OF A
ZONING PERMIT.
6. THE PROJECT MUST BE IN COMPLIANCE ARTICLE 15, SUBSECTION 15.10.02
(LIMITS PHASING FOR THE SINGLE -USE MULTI -FAMILY BUILDING.)
7. THE APPLICANT MUST SUBMIT APPROPRIATE DOCUMENTATION FOR THE
CLOMAR FOR THE RELOCATION AND OPENING OF BOONE CREEK PRIOR TO
ISSUANCE OF A ZONING PERMIT.
8. ALONG BLOWING ROCK ROAD, THE AREA BETWEEN THE ROAD AND THE
BUILDING SHALL CONSIST OF CURB AND GUTTER, FIVE FOOT SIDEWALK NEXT
TO THE CURB AND GUTTER AND PAVERS BETWEEN SIDEWALK AND BUILDING
WHICH ALSO INCLUDES LANDSCAPE AREA. LANDSCAPING WILL BE
COORDINATED WITH PLANNING STAFF.
9. THE ADDITION OF EDUCATIONAL SIGNAGE DESCRIBING IMPROVEMENTS TO
BOONE CREEK ALONG FACULTY STREET PROVIDING IT DOES NOT AFFECT
THE FLOODWAY.
10. THE BIKE LANE DETAILS PROVIDED BY THE DEPARTMENT OF
TRANSPORTATION FOR HIGHWAY 321.
11. THERE WILL BE NO BALCONIES LOCATED ON THE FACULTY STREET SIDE
OF THE FACULTY STREET BUILDING.
12. A ROOM SHALL BE OFFERED AT REDUCED PRICE TO A LAW
ENFORCEMENT OFFICER.
13. THE DEVELOPMENT SHALL INCLUDE A LIVE-IN MANAGER.
14. THE LEASE SHALL SHALL INCLUDE BEHAVIORAL EXPECTATIONS FOR
TENANTS.
SEWER MAIN & SERVICE NOTES:
1. CONTRACTOR SHALL LOCATE ALL UNDERGROUND
UTILITIES PRIOR TO EXCAVATION.
2. NEW SANITARY SEWER MAINS SHALL BE 12" CLASS
350 DUCTILE IRON PIPE UNLESS SPECIFIED OTHERWISE.
3. ALL SANITARY SEWER SERVICES SHALL BE 6" SCH 40
PVC, CONSTRUCTED ACCORDING TO NC BUILDING
CODE. PLACE 2-DIRECTIONAL CLEANOUTS ON S.S.
SERVICE WITHIN 10' OF BUILDING.
4. PLUMBING ENGINEER SHALL CONFIRM SIZE,
MATERIAL, AND LOCATION OF ALL SEWER SERVICES.
5. SANITARY SEWER MAIN SHALL BE BEDDED IN STONE
IN POOR SOIL CONDITIONS AND AT DEPTHS GREATER
THAN 10' OR AS DIRECTED BY ENGINEER.
6. RIM ELEVATIONS MAY VARY AFTER GRADING IS
COMPLETED. MATCH RIM ELEVATIONS TO FINISHED
GRADE.
7. SANITARY SEWER MANHOLES WITH UPSTREAM PIPE
GRADES ABOVE 8% SHALL BE CONSIDERED "HIGH
VELOCITY" MANHOLES. INVERTS SHALL BE COATED
WITH 4 MILS OF ABRASION RESISTANT EPDXY RESIN.
SEE DETAIL ON DETAIL SHEET.
8. THE CONTRACTOR/PROPERTY OWNER IS
RESPONSIBLE FOR ANY DAMAGE TO THE SEWER MAINS
IN THE CONSTRUCTION AREA UNTIL CONSTRUCTION IS
COMPLETE.
9. ALL NEW SEWER MAINS LOCATED OUTSIDE THE
TOWN OF BOONE'S ROAD RIGHT-OF-WAY SHALL HAVE A
25EASEMENT DEDICATED TO THE TOWN OF BOONE.
THE EASEMENT SHALL BE GENERALLY CENTERED ON
THE NEW SEWER MAIN, HOWEVER IT MAY BE OFFSET
TO AVOID EXISTING STRUCTURES.
FIRE PROTECTION NOTES:
1. CONTRACTOR IS RESPONSIBLE FOR CONFIRMING
LOCATION, SIZE & TYPE OF ALL EXISTING PIPES AT
TIE-IN POINTS, PRIOR TO ORDERING NEW PIPE OR
FITTINGS.
2. SPRINKLER CONTRACTOR SHALL NOT CALCULATE
FOR SPRINKLER SUBMITTAL ABOVE 90% AVAILABLE
WATER. NO VALVE PITS OR BUILDING ENTRY FOR SHUT
OFF. PROVIDE KNOX BOX SECURITY SYSTEM FOR FIRE
DEPARTMENT ENTRY. COORDINATE LOCATION OF KNOX
BOX, FDCs AND PIVs WITH FIRE MARSHALL.
3. SPRINKLER CONTRACTOR SHALL CONFIRM SIZE,
MATERIAL, AND LOCATION OF ALL FIRE AND FDC LINES.
4. RPZ DETECTORS SHALL BE LOCATED ON THE FIRE
LINE IN EACH OF THE SPRINKLER ROOMS OR OUTSIDE
IN A HOT BOX. A DRAIN MUST BE INSTALLED TO
HANDLE CATASTROPHIC FAILURE OF THE RELIEF
VALVES AND OUTLET TO THE ATMOSPHERE IF
INSTALLED IN SPRINKLER ROOMS. SPRINKLER
CONTRACTOR TO PROVIDE MIKE TRIVETT, TOWN OF
BOONE'S BACK FLOW PREVENTION COORDINATOR,
WITH SPECIFICATIONS FOR RPZ DETECTOR AND
CALCULATIONS FOR DRAIN.
5. FIRE DEPARTMENT CONNECTIONS (FDCs) SHALL BE
LOCATED A MAXIMUM OF 100' FROM FIRE HYDRANTS.
FDCs SHALL BE PROPERLY MARKED.
6. STANDPIPES SHALL BE ARE REQUIRED DUE TO
BUILDING ELEVATIONS. THEY SHALL BE A DRY TYPE
SYSTEMS WITH CONNECTIONS LOCATED ON THE
INTERVENING STAIR LANDINGS. THE CONNECTIONS
SHALL BE LOCATED AT THE SAME LOCATION AS THE
FDCs. WALL MOUNTED OR FREE STANDING PIVs ARE
APPROVED TYPES.
7. THE MAIN STRUCTURE ADDRESS NUMBER HEIGHT
SHALL BE 8" OF CONTRASTING COLOR TO THE
BUILDING WITH THE LOCATION TO BE DETERMINED BY
THE BOONE FIRE DEPARTMENT. UNIT NUMBERS SHALL
BE SUBMITTED TO THE TOWN GIS DEPARTMENT FOR
APPROVAL. ADDITIONAL REQUIREMENTS ARE POSSIBLE
UPON REVIEW OF BUILDING PLANS.
A 8. DRY STANDPIPE CONNECTION SHALL BE LOCATED
NEXT TO FDC.
0 SIDEWALK AND LANE CLOSURE NOTES:
1. ROADWAY LANE CLOSURES SHALL BE PERFORMED IN STRICT
ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF
UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).
2. CONTRACTOR SHALL COORDINATE WITH TOWN OF BOONE AND/OR
NCDOT PRIOR TO CLOSINGS.
3. THE CONTRACTOR SHALL COORDINATE SIDEWALK CLOSURES ON
ALL STREETS AND LANE CLOSURES ON FACULTY STREET WITH THE
TOWN OF BOONE PUBLIC SERVICES DEPARTMENT. CONTACT ERIC
GUSTAVESON AT 828-268-6230.
4. THE CONTRACTOR SHALL COORDINATE LANE CLOSURES ON US
HIGHWAY 321 WITH NCDOT. CONTACT BRANDON GREER AT
828-268-6028.
WATER MAIN & SERVICE NOTES:
1. ALL UNDERGROUND UTILITIES SHALL BE FIELD
LOCATED BY CONTRACTOR PRIOR TO EXCAVATION.
2. CONTRACTOR IS RESPONSIBLE FOR CONFIRMING
LOCATION, SIZE & TYPE OF ALL EXISTING PIPES AT
TIE-IN POINTS, PRIOR TO ORDERING NEW PIPE OR
FITTINGS.
3. ANY NEW WATER MAINS SHALL BE CLASS 350
DUCTILE IRON OR C-900 PVC PIPE.
4. ALL WATER SERVICE LINES SHALL BE SDR 13.5 PVC
UNLESS OTHERWISE SPECIFIED.
5. ALL WATER MAINS AND SERVICES SHALL HAVE A
MINIMUM X COVER UNLESS SPECIFIED OTHERWISE.
6. ALL VALVES SHALL BE RESILIENT -SEAT DUCTILE
IRON GATE VALVES.
7. COORDINATE LOCATION OF ALL NEW TAPS &
METERS WITH TOWN OF BOONE UTILITY DEPARTMENT
(828-268-6250).
8. CONCRETE THRUST BLOCKING SHALL BE PROVIDED
AT ALL BENDS AND FITTINGS FOR MAINS AND SERVICES
OVER 4" IN DIAMETER.
9. ALL BENDS AND TEES SHALL BE RESTRAINED JOINT
AND HAVE THRUST BLOCKING. SEE DETAIL SHEET FOR
SCHEDULE OF THRUST BLOCKING.
10. ALL HYDRANTS MUST BE KENNEDY K-81 HYDRANTS
OR APPROVED EQUAL. COORDINATE WITH TOWN OF
BOONE UTILITY DEPARTMENT.
11. HYDRANT LOCATORS SHALL BE ADDED TO ALL FIRE
HYDRANTS IN THE PROJECT AREA FOR IDENTIFICATION
DURING INCLEMENT WEATHER.
12. PLUMBING ENGINEER SHALL CONFIRM SIZE,
MATERIAL, AND LOCATION OF ALL WATER SERVICES.
SPRINKLER CONTRACTOR SHALL CONFIRM SIZE,
MATERIAL, AND LOCATION OF ALL FIRE AND FDC LINES.
13. PLUMBING CONTRACTOR & SPRINKLER
CONTRACTOR SHALL COORDINATE WITH MIKE TRIVETT
AT TOWN OF BOONE UTILITY DEPARTMENT REGARDING
BACKFLOW PREVENTION REQUIREMENT PRIOR TO
CONSTRUCTION (828-268-6250).
14. THE CONTRACTOR/PROPERTY OWNER IS
RESPONSIBLE FOR ANY DAMAGE TO THE WATER MAINS
IN THE CONSTRUCTION AREA UNTIL CONSTRUCTION IS
COMPLETE.
WATER METER NOTES:
1. ALL WATER METERS FOR THE US HWY 321 BUILDING
SHALL BE LOCATED INSIDE THE BUILDING IN METER
ROOMS. THE INSIDE METERS SHALL BE SENSUS RADIO
READ OR APPROVED EQUAL WITH DUEL CHECK
SETTERS OR DUEL CHECK VALVES.
2. ALL METERS FOR THE FACULTY STREET BUILDING
SHALL BE LOCATED OUTSIDE IN INDIVIDUAL METER
BOXES. THE OUTSIDE METERS SHALL BE SENSUS
TOUCH READ OR APPROVED EQUAL WITH DUAL CHECK
SETTERS.
3. COORDINATE TAPS AND METERS WITH TOWN OF
BOONE UTILITY DEPARTMENT (828-268-6250).
BACKFLOW PREVENTION NOTES:
0 1. RPZ DETECTORS ARE REQUIRED FOR THE FIRE LINES
INTO EACH BUILDING. A 6" RPZ DETECTOR FOR THE US
HWY 321 BUILDING WILL BE LOCATED IN A SPRINKLER
ROOM ON LEVEL 1 OF THE PARKING GARAGE. A 4" RPZ
DETECTOR FOR THE FACULTY STREET BUILDING WILL
BE LOCATED ABOVE GROUND HOT BOX OUTSIDE THE
BUILDING.
2. A REDUCED PRESSURE PRINCIPAL ASSEMBLY (RP) IS
REQUIRED ON ALL DOMESTIC WATER SERVICE LINES
ENTERING THE US HWY 321 BUILDING. IN ADDITION,
ALL COMMERCIAL USES IN THE US HWY 321 BUILDING
SHALL HAVE RPs ON THEIR INDIVIDUAL SERVICE LINES.
THESE RPs WILL BE LOCATED IN BACKFLOW ROOMS IN
THE PARKING GARAGE AND THE SERVICE AREA.
3. ALL RPZ DETECTORS AND RPs LOCATED IN
SPRINKLER OR BACKFLOW ROOMS SHALL HAVE A
DRAIN INSTALLED TO HANDLE CATASTROPHIC FAILURE
OF THE RELIEF VALVES AND OUTLET TO THE
ATMOSPHERE.
4. SPRINKLER CONTRACTOR AND PLUMBING ENGINEER
SHALL PROVIDE MIKE TRIVETT, TOWN OF BOONE'S
BACK FLOW PREVENTION COORDINATOR, WITH
SPECIFICATIONS FOR RPZ DETECTOR AND RPs ALONG
WITH CALCULATIONS FOR DRAIN.
GENERAL NOTES:
1. SITE IS CURRENTLY ZONED CONDITIONAL DISTRICT B-3
0 2. PROPOSED PROPERTY AREA = 4.817 ACRES.
3 UPON APPROVAL, PROPERTIES WILL BE RECOMBINED
INTO ONE TRACT.
4. PRIOR TO ANY EXCAVATION, CONTRACTOR SHALL
LOCATE ALL UNDERGROUND UTILITIES. CALL
1-800-632-4949.
5. ALL UTILITIES SHALL BE UNDERGROUND.
6. CONTACT NEW RIVER LIGHT & POWER FOR LOCATION
OF POWER (828-264-3671).
7. CONTACT AT&T FOR PHONE SERVICE (828-262-4908).
8. CONTACT CHARTER COMMUNICATIONS FOR CABLE
SERVICE (828-733-1510).
9. ALL SIDEWALKS WITHIN THE TOWN OF BOONE RIGHT OF
WAY SHALL CONFORM TO ALL REQUIREMENTS OF
SECTION 23.08 OF THE TOWN OF BOONE'S UNIFIED
DEVELOPMENT ORDINANCE.
10. 24" CONCRETE CURB & GUTTER (NC DOT STD. 846.01)
SHALL BE USED AS SHOWN ON PLAN.
11. PARKING SPACE DIMENSIONS ARE TO FACE OF CURB
(TYP). RADII ARE TO BACK OF CURB (TYP).
12. THE CONTRACTOR/PROPERTY OWNER IS RESPONSIBLE
FOR ANY DAMAGE TO THE WATER & SEWER MAINS IN THE
CONSTRUCTION AREA UNTIL CONSTRUCTION IS
COMPLETE.
13. ALL ROOFTOP EQUIPMENT SHALL BE SCREENED OR
OTHERWISE PLACED OUT OF VIEW FROM ADJACENT
STREETS.
14. ALL UTILITIES INCLUDING BUT NOT LIMITED TO HVAC
UNITS AND METERS SHALL BE SCREENED FROM
ADJACENT PROPERTIES AND PUBLIC STREETS PER
SECTION 25.02 OF THE TOWN OF BOONE'S UNIFIED
DEVELOPMENT ORDINANCE.
15. HANDICAP SPACES SHALL BE MARKED BOTH ON
PAVEMENT & WITH SIGNS IN COMPLIANCE WITH THE
LATEST EDITION OF THE NORTH CAROLINA ACCESSIBILITY
CODE.
16. COMPACT AUTOMOBILE AND MOTORCYCLE SPACES
SHALL BE MARKED ON PAVEMENT ONLY.
17. MOTORCYCLE AND SCOOTER SPACES SHALL HAVE
MINIMUM DIMENSIONS OF 4'x8' AND PROVIDED WITH A
FIXED FEATURE FOR SECURING THE MOTORCYCLES AND
SCOOTERS. IN ADDITION, SPACES SHALL CONFORM TO ALL
OTHER REQUIREMENTS OF SECTION 24.10 OF THE TOWN
OF BOONE'S UNIFIED DEVELOPMENT ORDINANCE.
18. LONG TERM AND SHORT TERM BICYCLE RACKS AND
SPACES SHALL CONFORM TO ALL REQUIREMENTS OF
SECTION 24.09 OF THE TOWN OF BOONE'S UNIFIED
DEVELOPMENT ORDINANCE.
19. ALL RECOMMENDATIONS SPECIFIED IN THE
TRANSPORTATION IMPACT ANALYSIS PREPARED BY
DAVENPORT ENGINEERING DATED 1-15-14 SHALL BE
FOLLOWED.
SIGNAGE NOTES:
0' 1. ALL SIGNAGE SHALL BE PERMITTED SEPARATELY.
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
SHEET NO.
C-2
1 2 OF 37

:. ---
\ `_
ex. catch bash
'---\ rim=3144.31
B� Gty
OVAlROC
Vyl, l�
ex. NG VA RO 321 \
C°nC � -__- - w- -
RO
----- ex. catch basin
ex. catch basin _ - - w- \ - I,I _ - --_- rim 3 143.28
rim=3 144.44 - ,1:, ----
�-_; --_, - �- ----- ---- invert-invert=3 1 40OG
\ w l ex. water vave
_----- 3195 _---- ___•, ex. catch basin \ ��
,;;� :`_ �\` Y •.\.;: 1� ^ - 'I - - // - w- ex. fire hydrant _ -\ \\'I ------ ;'\\-- j~, 3--�_ - -srim=3 138.7 1
.14 - ','I /^
-`` \ S ` ``\ `.L�•V, I \\\\ \\ / / \ } / 3195 - w_ - --- - -1 �/\_--' / --'-______�' ,(-______
"-- _ _ _ ---- ---- ,i
` /y
I ' M1 `, `,, � '/ ` �,�/` i L sPhaft _ � \•. / `r-_--^ - w_ _ // [/�Jl�sa--tea. \ \_ _ __ _-_____-
mag-ns - w // --- -- ,------ ;-- -- ------ - - -- ---- -- �j--__--- ,
\\ /I / II / ,\ `y `` ` \\ • � \ �•• ' 1� \••S •� \�` \ \ \ ___`` W_ _ _ w_ _ / `11 I /' '_��F .. �•�// 1-� ' ' -
\ °��\ - >�� - w_ _ / I � ex. catch basin �� _ ` , .:�= �,•✓ / - - J•
'3 \ �, /\`� ,�' ``� c tt/Sh /�� I ',�� - w- - - w_ // rim=3 140.08`, \ I .t;- --- ----�
\ ex. water valve
ex.\m rntoring well �\ J / '\' �.t nn �� 1 I �. -_ r, i--------
HIGHWAY o-Or ex. fire h `C�{\ant US 321 -
\ i invert=3I37.02 Y AY
-I BLOWING ROCK"\ROA
�// I/ ,/�\ \� \ 6u//d,n •.._ _ _ .._• L %-�_�, teal s rice set - - - - _ - _ _ \ \\ _ ex. sidewalk
1,33
steel 9 - . --� �,- _�� - M .j , \
boxes , ••\ Sr�7a/t , __ '' ' / / '/ �'. \ O `\
Fo , ! - ------ ex. catch basin \\ M� , r -\
�\ i / - M ex: `5/8 rebar I / ex. �a6wer pole ,
round storage tank , r %, I M ;
, ` `• . l _ ;I I r ,-- --- " C'J rim-3 139.23
ex, retain n 11 shad
apse sPhatt ., 4y Ty.. '•'...._.. _..y �. , \ \ ,\ ,�, , may. e \ 87
y f ©x - - _ L _ - -
/ - e \, ex. monitorin p. - - - /, ex. 500- r T`l od hrle 29 - - -
\ - �. ., \ a \ "� _ - one. si Ewa 1 � /
- \ � I I I h -- - - fir•-- - f•.
\ \ 1 _ _ _
/
d - -
- 1 - T a r s -
h h n \, 1 � '':� - I ex. cafe bas •.:
\ set \ / - "� �� _ y -- - -...
-/` \
ex. 100 r fl od line
ex. rea e tra >
g p - - ,
Co���„�\ Qo \ - - - \ ex. rock�vl �1- _ - _ --- -
h d "\! \. _- n / 1'.L. rig _ - - \F\\r Co ex. sewer ml - - , ,-I
�' a �% \ _ _ \ ko l - `� ;``\.�, `st,� �\� ym, -------------
t \ ex. c-on�rete
- " p p - o/ �c ----- -- I - .
� �max. ro �n� _ o _ \ - - � - . sewer h' ---
% - -_ _ Re rim I _ \ - - _ � _ - C - 3 377 _ r - - a r o J7� \ - -- /
r _ ,
S�- �,,, � '`, �\•.\ \\y�, s/de � / .\ _- � / � \ ,, \ \ two°d tank ,�i'l , � --_- 1'dr{ _ �.--____ --- - _ _ - "__, -__\ ,-' 2" my In=��l 2G.2 rl�'n=3�1 8.7 _"------- - ► row monument ,
1 \�/ nCe K+ ��\ \ bullCl f�an7 I,� _\� `�• ` �•, R� / \ /SIND-w1 Qr�ljviA{F�C1 ---_- I `a 1 r "
e a- -! /++ate' r
FF _ \ .. C`a3` --- �_,'-#r�-bvrl�}i \ - �- - - I m✓ in=3 125.E
'IR _•Yi.. 1e•' 1�-L�,•: __, \ I I 1' I asphalt I r \ •,i• --
rebar set ex. ro ar1 - ---- / - - '�- \ - -
- - - -'-" -
3 p p -- / - -- � -_----� -" --------------- � \-a I i6v but=3 1 25.5 /
m -Hall set
sag --- - - �n� •.S�»j \ \ ex. 48 cm /
,
-
rr - - - '-�� - / -- _->..i , - / ex. floodwaY
c - _�-w, I I ,N; - \ \\ r , I' \ 4 invert out =13 I 5 g.t.
\
`-,/1 `\\`tee^ w y -•\ ', \ \ / o�.y___ �' I� '\ , ' ex. sewer mh
Two i oW - ex. sidewaYk I \ ; ; ----- 1./'
i
I
/Sat x >, ; i �� "' ex I st ry j ! I ;rim 3 134 9
,,• ��� ---w,-� \,L' / ood Pry � �� t� ' -, ex. floodway -_ •�..- a �: � � ° � •^'' ------
\, �xo er�iank -�-_Q fry li `T � - --�-.� _ 1 � � � .. \ i , : - mqsonr ildm � j /
'``•\ \� ' f / 6/// The '\ -hree �� _ , - i `-', � �= � �� :�::. �\.. \-:���: --.--: -G I �..� I <' \ I\ ---i •^�' \•. i ,-_,'" Y" , , 9 ./'' 1 2 my m=3 1 24.8
.•\� , w, ,� I l l\ ln� / // / fra tOry 11 - = - _ �\ �• i �V DQ s) II I I \(nv out=3 1 24.C-
----- m bull w od ex.
c Id i / • - i
e W.
/ - /
a
ex. GO" a ch �.. \ ` ;\ . , r'7r L] ' - --
`::... kb �_13s eX� sW�mmin 001 \ I \ "'' •• �T w / - - - - I -------- eX:-9GLcone. pipe
-
• �'• - _ `_ .>/ . n r, / \ '. . �,- culvert ��. 9 p,.rJ- _4- - 2 1 0 A I --
Parcel Line Table
Line #
Length
Direction
L1
136.80
S41'24'53"W
L2
4.93
S48'43'48"E
L3
180.28
S48'42'35"E
L4
61.10
S48'44'00"E
L5
129.78
S41'19'19"W
L6
61.19
N49°16'32"W
L7
1.56
S41'21'43"W
L8
60.00
N49'45'42"W
L9
15.83
S41'13'21"W
L10
126.34
N49'52'26"W
L11
2.44
S43'44'03"W
L12
147.33
N45'44'32"W
L13
32.47
N36°43'12"W
L14
154.84
N26'45'42"W
L15
60.39
N26'55'23"W
L16
10.39
N56'04'48"E
ex. PK Nall
ex. sewer mh
rim=3 140.2
1 5" inv=3 132.9
Parcel Line Table
Line #
Length
Direction
L17
75.60
N27'15'22"W
L18
4.12
S56°12'14"W
L19
75.46
N26'42'39"W
L20
68.04
N27'04'16"W
L21
68.04
N27'12'53"W
L22
64.95
N27'10'40"W
L23
107.48
N55°55'47"E
L24
49.79
S31'30'20"E
L25
109.90
N55°55'47"E
L26
300.36
S34'41'24"E
L27
77.55
S33'57'17"E
L28
74.99
S32'17'55"E
L29
75.02
S41'22'23"E
L30
96.00
S67'41'12"E
L31
43.38
S41 °24'53"W
EX. POWER POLE
O
EX. SS MANHOLE
O
EX. SS CLEANOUT
X
EX. GATE VALVE
EX. FIRE HYDRANT
EX. LIGHT POLE
EX. CATCH BASIN
�] EX. DROP INLET
0 EX. WATER METER
-)-- EX. GUY WIRE
TP
EX. TEST PIT
O
EX. DRAINAGE
MANHOLE
4G
EX. GAS MARKER
EX. WELL
EX. TREE
0
EX. BUSH
EX. SIGN
Fz EX. TELEPHONE
PEDESTAL
ex. curb and gutter
ex. underground storage tank
ex. light pole
ex. monitoring well
��� ; - `ex-cnonrt®rirlg well
EXISTING PAVEMENT / SIDEWALK
EXISTING BUILDING
ex. steel spiKe -1- ­ ""
rim=31 35.75 invert=3 128.98
invert=3 132.88 ex. sewer mh
rim=3 135.3± ex. catch basin
rim=3 133.70
1 5" inv=3 18.0± invert=3 130.07
GRAPHIC SCALE
0 20 40 80
(IN FEET)
1 inch = 40 ft.
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
11 /06/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
SHEET NO.
C-3
3 OF 37

SHEET I
LQ
CID
'z
1
\ W/NG A y 321 _/� - 1
\ ROCK w, 1
SHEET 2
BIKE RACK #1
�\ O 9, W, _ APPROXIMATE LOCATION OF 2ND
_� -�- FLOOR BUILDING OVERHANG -
$ERV� NEW ONC. CATCH BASIN
CEgRF (NC OT 840.02) TYPE "F" FRAME, GRATE & HOOD T -
�. 31g3.3 '4 BIKE RACK #2-
R4s i O
US HIGHWAY REROUTED SEWER LINE :\ \ NEC. C M��,`C�/1� HW
ii SEE SHEET C.23 FOR \ \ �, s FFe,31 sPgC _ AY 32
PAIRS Q 46 F � � � ., _
ii CONTINUATION �\ ��� ,��-M-�- \\ BLOWING ROCK ROA
"i /AD
• . \ - � o � � � . D NEW NCDOT CONC. CATCH BASIN
\ O 0 EX 15" RCP IN NEW CURBLINE 'V CONC. CATCH BASIN
�� e \ \\ �\ FF•E. x31 / Plot B i ��` .A�� s (NC .02) ON W/840.02 TYPE F FRAME, GRATE &HOOD - - - - -,. - - - ------
DOT M - - -M - -
D T 84
4s ATi♦ I ® --w "' ' RAME, GRATE & HOOD ) \\
g_
F
L23�J• - I I 1 O� Otretback - � - -
�i i - / /\ \ \ �•�m �`'� C ® COMME12CIq� SPA -
Sao 9C/I&TY'gRp _ MAIL FFE = 31as q E I J-1-----------
/C,qI NCDOT 840.14 ----- --- _
�/� �. ho d fr L `. \ "pJ I DROP INLET
� ^ / ��'� ame `'� �.'� \ �� STA/ 1 - - ®o PROPOSED 100-YR
Y / - RS W o NEW RIM: RFF ±3143.52
CO 1 I FLOOD LINE \1 /� \ \`•� \\\ y UR) ®0®03 I NEW INVERT. ±31 .32
\� 1 srFF GqRAGE
ex. I story
masonry building
`•�. 0- °.,_ „- - - ---" T I I (McDonald's) .
441
PROPOSED 100-YR w� \w\/� \'�>\\\�� - A��OH�// \ PROPOS D FLOODW - - -\I_ _ - - - - �i _ _ _ - - ex, retalnln wall
- - -
FLOOD LINE ��`��a �•\� \ ��. _ / 1 x - - - _ _ = a g - - - - - eX X goo: arch _
Setback =_ - == �� _ X• `X ,
-•- -
\ w\ L>6 \ \ � �.., mow\ \ \ \i ,. _ COVERED BRIDGE ,., � ' %cP110 \6 JI. - _ - - -•= -•- ...... = -• - - - � I lit _ _
-----_-'-'-' - NEWS�RE; ' III t
qRF
STAIRS II \ sTAI$ FF.E. 31 I!P
1
1
Parcel Line Table
Parcel Line Table
Line #
Length
Direction
Line #
Length
Direction
1
,
L1
136.80
S41°24'53"W
L17
75.60
N27°15'22"W
'
L2
4.93
S48°43'48"E
L18
4.12
S56°12'14"W
7 1
L3
180.28
S48°42'35"E
L19
75.46
N26°42'39"W
L
1
'
L4
61.10
S48°44'00"E
L20
68.04
N27°04'16"W
J
L5
129.78
S41°19'19"W
L21
68.04
N27°12'53"W
= 1
L6
61.19
N49°16'32"W
L22
64.95
N27°10'40"W
1 ,
v '
L7
1.56
S41 °21'43"W
L23
107.48
N55°55'47"E
1
L8
60.00
N49°45'42"W
L24
49.79
S31 °30'20"E
1
1
L9
15.83
S41°13'21"W
L25
109.90
N55°55'47"E
1
L10
126.34
N49°52'26"W
L26
300.36
S34°41'24"E
L11
2.44
S43°44'03"W
L27
77.55
S33°57'17"E
1
L12
147.33
N45°44'32"W
L28
74.99
S32°17'55"E
L13
32.47
N36°43'12"W
L29
75.02
S41°22'23"E
L14
154.84
N26°45'42"W
L30
96.00
S67°41'12"E
L15
60.39
N26°55'23"W
L31
43.38
S41 °24'53"W
L16
10.39
N56°04'48"E
TRANSIT BIKE RACK #1
SHELTER
SHEET 2
TYP .
GRAPHIC SCALE
0 20 40 80
( IN FEET)
I inch = 40 ft.
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
11 /06/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-4
SHEET NO.
4 OF 37

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// \ i STAIRS O FFE 146 A�.e. w _ _ .
__ BLOWING R K ROA
//// BW:37.0 p o "':;: l ;:•r:: 'ADD NEW NCDOT CONC. CATCH BASIN - "�- =M = -\\
- _
/� \ QFF.F• ; POp� B00
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ATH ®H LEE81VIE, GRATE & HOOD \\ I
�� // / / •\ \•\ \• BW:34.5 UgTYARO ° �___ � i�.:x: +
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BW:34.5 RR% Coo ®o CEI I p J
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s7 FFE i o \
3146 I � O cn
� � � � � �•� .� O B 3 ENTe3 � m \
D CX. I 5tOry
h� TW:41.0 TW:40.3 0 - T D m masonry budding
\ \ BWE33.0 BW:32.3 o 4- -- --- _ _ > 0 (McDonald'5) II
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TW:37.9 TW:36.0 - - - - -
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TW:45.9 6 Z
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W H W W y W > L6 m a
m w +? w U.m m /
BASE FLOOD ELEVATIONS > U. 0-m
m m
ELEVATION DATA PROVIDED FROM CLMOR REPORT " THE
STANDARD @ BOONE" DATED 10.21.2014 BY BLUERIDGE
ENVIRONMENTAL CONSULTING
0
N W
0 FLOOD NOTES: 0.1 o
N
SHADED AREA = NEW 100-YR "AE" FLOODPLAIN GRAPHIC SCALE
SCALE: AS SHOWN
® HATCHED AREA = NEW 100-YR FLOODWAY
0 20 an so DATE: 12/03/2014
DRWN. BY: EGT / TLM
1. THE CONTRACTOR IS REQUIRED TO PROVIDE THE REQUIRED FLOOD CHKD. BY: MPT
ELEVATION CERTIFICATIONS FOR EACH BUILDING (3): IN FEET PRELIMINARY
PRE -CONSTRUCTION, AFTER FIRST FLOOR IS ESTABLISHED, AND ( � PROJECT NUMBER
ft
FINAL CONSTRUCTION. 1 inch = 40 .
813018.3
FOR REGULATORY REVIEW ONLY
DRAWING NO. SHEET NO.
C-5 5 OF 37

CONTRACTOR SHALL TIE PROPOSED CURB LINE INTO
EX. CURB LINE. CONTRACTOR SHALL FIELD ADJUST
Q CURB AS NECESSARY TO ACHIEVE A SMOOTH GRADE
\ TRANSITION.
WHEELCHAIR CURB RAMP WITH DETECTABLE 6" WATER SERVICE LINE
w WARNING DOMES & CURB DEPRESSION (TYP.) COORDINATE WITH MEP PLANS FOR CONNECTIONS
(is
w (NCDOT STD. DWG. 848.05) ex. Ilght pole
w RELOCATE BEHIND SIDEWALK
N/G_
TYPE 1 TURN ARROWS (TYP)VVA
w \ CONTRACTOR SHALL COORDINATE ENTRANCE
/ O VALLEY CURB ACROSS DRIVEWAY ENTRANCE (TYP.)
w (NCDOT STD. DWG. 848.02) LOCATIONS WITH THE ARCHITECTURAL PLANS.
, { �� BICYCLE RACK #1
G 2 w
Rock
/ \ \ CROSS WALK. CROSS SLOPE SHALL MATCH ADA J \ � +.
w STANDARDS. MAX 2.0% � \\ ex. catch basin EASEMENT FOR SIDEWALK1-1 REPLACE EX. C.B. W/ NEW CONC. CATCH BASIN
WHEELCHAIR CURB RAMP WITH DETECTABLE OUTSIDE R/W
�O w \ WARNING DOMES & CURB DEPRESSION TYP. IN NEW CURB LINE (NCDOT 840.02) W/ TYPE "F"
q (TYP.) FRAME, GRATE & HOOD (TYP)
TYPE 2 TURN ARROW TYP cJ
(NCDOT STD. DWG. 848.05) � / • • � � • • •
TAPER CURBS BACK TO 24" R20.0' 'I - ex. catch basin ` ex. 30" conc. curb gutter 1 LANDSCAPED MEDIAN
CURB & GUTTER
CENTRALIZED RECYCLING TO REPLACE W/ CONC. DROP INLET REMOVE FOR DECELERATION WHEELCHAIR CURB RAMP WITH DETECTABLE
LANE AND TURN LANE STORAGE � U
� NCDOT 840.14 W/ DOUBLE FRAME &GRATE WARNING DOMES &CURB DEPRESSION (TYP.) •
BE LOCATED IN SERVICE AREA \ SKIP WHITE MARKING IN , ( ) .........Cj
/ HEAVY DUTY PAVEMENT ' w ACCORDANCE WITH NCDOT NCDOT STD. DWG. 848.05
o..
� 30" CURB AND GUTTER \ v.. .
LOADING ZONE (NCDOT STD. 846.01) w \ WHITE EDGE PAVEMENT MARKING VALLEY CURB ACROSS DRIVEWAY ENTRANCE (TYP.) w
(NCDOT STD. DWG. 848.02)
IN ACCORDANCE WITH NCDOTVV
�. .
z..
0.
... .. z.
\ \\ w...
w U_
X \ J
P 24 0 w
/\\ � � •.a_.__ - • 80,TAPER ...
Y w\
w
\� ex. Ilght pole ' ...... .
N \\�
♦ \ \ w RELOCATE BEHIND ......... .
♦` \ \ \ \�\ .� //' � - w CONC. SIDEWALK .... � �
\Y 0 � I �RqG �w\ N..
♦ \. �\ �� O N \ �'� E NEW CONC. CATCH BASIN .....z... .
O
♦ \ \ S. C O \ w w ` (NCDOT 840.02) TYPE "F" FRAME, GRATE & HOOD r W.
\ ♦ ♦ h Q� FF e R 20 S\ Se� w W �w (71
w - _� _ BIKE RACK#2 (TYP.) .�
♦ \ \ eG L R5.0 3143 q ck \ - ��
\ ♦ ♦♦ \ \''� k •3 10' STREETYARD & MIXED a _ I ' - w NEW 5' CONCRETE \ X
\ \ 'RAsiu
USE SETBACK LINE 0 - w - SIDEWALK (TYP.) °GRA INLw-30" CURB AND GUTTER �\ \.(NCDOT STD. DWG. 840. 4) - / - w - L' Q - (NCDOT STD. 846.01) j
10 HDPE STORM LATE L P REc O' ........................................
CONNEG`TED TO GRATE INLE c �� R^ \ / ex. catch bas r - -
v w G�
CURB�INE TO DEAD END ," C P
0 0 0 /q \ - �W JS / REMOVE +. h w - w - _
INTO ENCLOSURE FFE Sp q I ell
STq l 1 3146 C� / ex. conc. curb gutter
DUMPSTER�NCLOSURE & i 1 TO BE REMOVED TYP.
\ w I \ ex. ncdot drainage easement
\ RECYCLING CENTER ♦♦ \ �" a � �nfi � � FDC &DRY STANDPIPE
TIE RETAINING WALL TO
\ ` ° NYLOPLAST BASINS 0 CONNECTION I \ \ 3 R20.01 , ®12"Rcp ADD NEW NCDOT CONC. CATCH BAS
EX. RETAINING WALL � N w
' \ ♦ \ \ � o I � � � ® (NCDOT 840.02) ON EX. 15" RCP IN
\ \ pQ TYPE F FRAME, GRATE & HOOD PIV w „
SEGMENTAL BLOCK \ .� o� a y
RETAINIII- WALL DESIGN BY \ ♦ �\ �,'' eq ry o ° I WHEELCHAIR CURB RAMP WITH G
OTHERS W/ SAF�Y RAILING ♦ \ \ I DETECTABLE WARNING DOMES
9 �L TIE�RELOCATED & DAYLIGHT ♦ \ - - w
\ \ \ Cp � &CURB DEPRESSION (TYP.) -_._ �• J
TREAM CHANNEL TO EXISTING • - l� vR� I (NCDOT STD. DWG. 848.05) - ---�_ J
_ :.
24" HDPE _-- "`-� s---
HEADWALL--�C\p z 77
STREAM NNEL \ \ \ \ I► Y�' \ _ �, � \�!'.' _____- L
\ ►► 1 D I MOTORCYCLE BOLLARDS SEE �, i 'a.� w
DETAILS TYPE 2 TU�R��TYP) � _ O J
N OPLAST BASIN _ �a 4" WHITE PAVEMENT MAF<KlT4b- z
^� I REASE TRAP (1,500 GALLON) U I ' 30 LF O O O
/ S \� \ o ° \ MOPED /MOTORCYCLE PARKING ® 20' Street
S� \ \ g CURB TO DEAD END INTO S m O (�
/ \ \C� 6" SERVICE L T RALS I 1 BUILDING m \\ r11
d \ \ \ NYLOPLAST BASIN NYLOPLAST BASIN F MOTORCYCLE BOLLARDS SE COMME Q T U
18" HDPE Cw �� Q F DETAILS RC�AL S q
Q ? a
HEADWALL \ I Y GREASE TRAP (1,500 GALLS \ �IFFE = 3146
Or eX � \ \ � ►► �I qR� � c� � MAI - 24.0 '� 6„ SERVICE LATERALS � 11� �-
/rn� �S' 0 \ I h p 2 - LONG TERM COMMERICAL c_�RECgREq)I® Q Li
\ h 0 BICYCLE PARKING W/ SIGNAG ® � 0 LK O
\ Off/ f!' / \ . \ ® Nop &RACK
\ \ ro \ \• \ 0 NYLOPLAST BASIN L s LU
Z vJ Uj
OF NEW \ \ �� I CO/ 1/� t ' o I r^
\\ \ um REAM (TYP.) \ : \ \ ) \ Y �J� \ o v,
CC
O \ �s� PROPOSED - yQ ~ w MM
S FLOODWAY \ - d - ° W
\ w \ ��� \' \. \ � . � `� • • \ I NYLOPLAST BASIN o � �.5� � PARKING -
\ \ \ TOP OF STREAM BANK e a 12" SEWER SERVICE
(TYP.) ' . \.
' 1ST FF GAR GE N
s water ma \\\\ \\ \ .. _ \ d \ iavdwa, BASEMENT 3146
\ n \ �P � \ ' o vdwo� 13
\ \ vdw� 6
\ w \ \ \ \\ \ . •. \ \ o ° ` ` W x \ '•> ddwpp dwp� VdwpD d
\ _ vs„a, ex. 1 2 sewer
-_ vdfto ELOCATE
— _ \ a v -
w B�ffor / x ` NYLOPLAST BASIN — _ o Ga vdwp� vdwo,
d
® 4
00
NEW UTILITY POLE #7 \ ���,� \ \ \ o� o ex. sewer mh x �
l
SSE R MANHOLE \ \ \ RCp \ ' : \ \ °�, o Q
\ \ \ C' T \ \ r' w x STAIRWELL a REMOVE i w
REROUTED SEWER LINE SEE SHEET w \ \ �. q Fp \ o, .. ex. catch b sin
C.23 - SEWER PLAN & PROFILE FOR \ \ \ PD1 OUTLET
CONTINUATION 12 \ \ \ \, \ �` O,q.y� \ ''. \ \ �, ~ CONCRETE STAIRS O REMOVE
w \ \ /Gyp y ' _ - d' - - - - w o
NYLOPLAST BASIN RECREATION AREA .Ia - - x _ _ _ x _ _ _ P
PROPOSED 100-YR \ w \ \ \\r\� \ \ Sh'gpF� \� \ \ a� \ s.o \ NYLOPLAST BASIN RETAINING WALL (TYP. o CIO
FLOOD LINE w w
i _
ex. sewer mh \ \ \ \ � ~\�,��$\ ..'\\ . \ •_ v_. a -`.,a ._ - � , d� SAFETY RAILING � � Uj
w 15 HDPE
\ P ' HEADWAL\ \` .. �' . Z
\ ���. \ \ —�� INSTALL STORMWATER BACKFLOW o 0
\ ASSEMBLY. SEE DETAILS.
m� z
\ \ \ \. \ 15" HDPE 0 �
30" CURB AND GUTTER \ \ \ \ \� \p \ \ \ �.
NCDOT STD. 846.01 \ \ \ S \
( ) \ w \ \ \ \� \ t\' \� \ ' REMOVE HEADWALL \ Z
TIE TO EXISTING CURB \ \ .\. \ J
& GUTTER TYP. _
( ) ` \ w \ \ �� �\ \ .`� \�: \ HEADWALL
SEGMENTAL BLOCK \ w =T-I�q g Q a
\ M
RETAINING WALL DESIGN BY \ \ 18" HDPE r\ \\ \ �' \.( \ : \ - - =TYP
OTHERS W/ SAFETY RAILING \ �^ \ \ �/.� ex. junctio.n'box'
OP - }
w \ \ EN II f
ex. 1 8 cm �� \ \ \. \� . \ '�J (REC )
�� � \ \P REMOVE \ AREA (7YP m (�
p \ \ \ AREA RETAINING WALL DESIGN BY
REMOVE NEW UTILITY POLE #6 \ �\ \ ) CONCRETE LANCING
ex. catch basin \ \ \ \\ A \.' \ EDGE OF NEW OTHERS W/ SAFETY RAILING 0 0
r \ BRIDGE ABUTMENT o 0
w \ \ \ \�\ d� STREAM (TYP.) a
\ \ \ \p \� HE ALL J . _ _ PARKING DECK OUTLINE PROPOSED
\ '� \ \ - TOP OF STREAM BANK
w \ a w\v�l \ \ \ . \ _ .. _ FLOODWAY
N W CATCH BASIN \ \ \ \ (TYP.)
\ \\ \ \ _ _ ----' SCALE: AS SHOWN
GR TE INLET \ w \\ \ -. - .
NCDO WG. 840.14 \ \ \ \�^ ... .. �. DATE: 12/03/2014
41
GRAPHIC SCALE g\\�.
\ w\ \ 18" HDPE---_, \ \ \ \ \ .\ DRWN. BY: EGT / TLM
0 o zo 40 \ \1 \ \ ` 1_ nA
CHKD. BY: MPT
ex. fire hydrant \ �\ \\ \
\ \ \
d �\ \\ \ �' �.. � PROJECT NUMBER
TO REMAIN \ F _ _
IN FEET NEW CATCH BASIN \ R N\ \ \
PRELIMINARY
( ) �FC,q RFq \ \ FOR REGULATORY REVIEW ONLY
ex. water valve INLET GRATE \ RFq (Ty� \
DRAWING NO. SHEET NO.
I inch = 20 ft.
ex. catch basin NCDOT STD. DWG. 840.14) \ ` ��\ \�� �\ \ \ C- 6 6 OF 37

low
RNA
.CHAIR CURB RAMP WITH
'.TABLE WARNING DOMES
'URB DEPRESSION (TYP.)
�ex. catch basin
4CDOT STD. DWG. 848.05)
cmp
�, ; '�� .�•���� Irk \ — I '\• . AI, ��•=■,��1 �rr-- 1 -
IXCYCLE BOLLARDS SEE
, nrrrrrrrrrrru::rrrrir!!!lree arre
DETAILS �^RCP
OP
= rrrrrrrrro.rr�rrirnmwr:7��iInr�i�
rrrniSE -.- . • F _
�IPEWSWiwi
. ��I • �� e� �.. • ,� j1
I � '� � �-,- I1� L���' - �- -�- -�� � • I�,�� III � o -- �/�
r_ • C
o,� I % 1 �� � � ,� u� _ ��, . z � •I � : fiiiill
• � � �• t LJILJ III �
PROPOSED 100-YR
FLOOD LINE
CJ
Q
ICCT�`l
l
v
..::....::..
........
..
— —
...
......00..
...Cr
m
z
w
r
w...
....
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.... :�:
STD. SEWER MANHOLE W.
P ' 1sT GgRgGE N 12" SEWER SERVICE ❑ I ... z
' < g S FFE = 314iI m .....Q.
....
1 iovd EN►ENT = 3136 ' \ I �..�
a r.
M vd"°o vawo� ❑ \ PROPOSED 100-YR o ..�.
w x vdwa, v d _ "AE" FLOOD LINE eX. I story ::::::::::::::::::::o::::
..m....
a � d v ex. 12 sewer rn
\ masonry building ex.48 I ..................0....
1 \ _ ea "1O� vdwao vawao EL AT - ♦V^+ .............................
va'voa vd \ (McDonald s) IREMOVE p :::...:::....:::..::...a...
x ` INYLOPLAST BASIN a <a i1O' vdwoo dwa� ITl /� /
GRATE INLET
ex. grease traps
x � ' � ��- _ •° —a.- — — — — ; -° (NCDOT STD. DWG. 84 .14) O JJ . •
ex. sewer mh
ex. sewer mh L� Z ex. sewer mh J ex. sewer mh I
a x ' STAIRWELLS a o`er° ` REMOVE > \ TO REMAIN
= x Q PD1 OUTLET ` ` ex. catch b sin r _ — ex. GGN90" pipe arch I
CONCRETE STAIRS TO ° ' - REMOVE o \ \ I ex. 1 2" sewer R REMOVE I
a. — d — ex. 48 m —
ASIN RECREATION AREA a — /� — — d — — — p STR '
— d — — i �5 ------
REMOVE 9•0. NYLOPLAST BASIN RETAINING WALL (TYP.)
SAFETY RAILING — — — d — — _ — — — — eX . reta I n I n g Wa Q �� ii� n G w J 7
E INSTALL STORMWATER BACKFLOW ° ° \ / _ z L
/ \ 15" HDPE ASSEMBLY. SEE DETAILS. �L I i 11 / W
.I 0 Landscape Buffer— of ��^^ arch J
ex. 18 cm p ' DO NOT TJFPROPOSED _ __ _ ► X b z
REMOVE HEADWALL STAI I I I I I I I I I R TAINING WALL TO EX. 17' Interior Setback . = X• O O
RETAINING WALL (LEAVE O N
HEADWALL
... O M
SHORT BY ± 6 INCHES) r. m
_ �. T
ex: jVn* tion' box ' _ — --TOP OF STREAM BANK . . 1 _ —
OPEN gREA — — i . I
REMOVE \ (REC AREA)(TYP.) RETAINING WALL DESIGN BY 8' WIDE PEDESTRIAN BRIDGE \ f _
\ \ . CONCRETE LA�I 61NG — — —
. `. \ OTHERS W/ SAFETY RAILING ABOVE BASE FLOOD ELEV.
\ EDGE OF NEW BRIDGE ABUTMENT GREE I SUPPORT COLUMNS
\ \ _ STREAM TYP. _ i . SHOWN FOR VISUAL PURPOSES ONLY I ER (TY I L.L _nn
\ STREAM(TYP.) PARKING DECK OUTLINE _ YLIc'IT UFF 0 V 0
HEA9INALL� �. —. _. _ TOP OF STREAM BANK PROPOSED _ . TES & �. i . %' \ 5' STREAM TIE RETAINING WALL TO EX. Z Q T z
(TYP.) FLOODWAY �. RE O ' I • • • • /RETAINING WALL Q
\A \ — — 16" DIA. CONCRETE SUPPORT
�� .�. —. �I � 'COLUMN (TYP.) vJ Q � Z
5' WIDE CONCRETE SIDEWALK TYP.
�w \ \ \ \ y . ex. 18" cmp FFER (TYP. _ o • o • o- (TYP.)
REMOVE 25 STREAM — ° a RESTRIPE PARKING LOT TO w
\.. �\ Op \\\ ——.—.—.—.—._ .—.—.—.—.—.—.—.—.— — — ° ❑ STANDARD PARKING SPACE M
\ \ \ PROVIDE ACCESSIBLE AND O
A F
w
IN \�P �RFcNAA \ \ CONCRETE LANDING • • • • • �❑ LAYOUT SHOWN W
AFq \ \ ELEVATEB'DEE]CK \ FOUNDATION WALL 3
\ RFq� (Ty� HEADWALL / ° DUMPSTER ENCLOSURE W/ 4000
G. 840.14) \�" \�� �\ \ 0 I I I ° ° 0 ❑� PSI CONCRETE PAD
�.
STAIRS TO REC. AREA �\ / ❑ I I 0 3 ° RETAINING WALL
❑ � a
\`FR \ 18" HDPE \ w 0 3 ° 5' WIDE CONCRETE SIDEWALK (TYP.)
FF.E. 31 PIV III
STAIRS ST IRS \ STA!14� 4" DOMESTIC WATER LINE TAP TO
EX. MAIN: 15 - 3/4" METERS
— — ---- -- 5'x 9'HOT BOX WITH 4" BACK
C
PLACED ON A CONC PREVENTOR ASSEMBLY. OX TO BE — —
°
. PEDESTAL AT
✓�
• ° °
d 1,V _ o ELEVATION 3129 0 —° x� I u" cP-'�
TP--•�'— --- Fo Fo Fo Fo
111
— _ —
— . ... ....r-.. _ —
P
w �-
1 w — — — — — — — _ — —oO� — — ex. sid alk 4" DIP FIRE LINE �; a
— W — — \ W — — W — — — W — — — W — — W — W — — W — — — W — — —�V — �W — — W — — — W — W — W — — M — M — — AA — I I ~ z w Z
/ ex. cat basin 12" x 4" WATER — M � o
UTILITY POLE #3 — — —
�— — TAP AND SLEEVE ex. 18" cmp o I a
ex. sewer mh J' — — —s _ = i�EM E — j'= — — — — � r_^
SJUNCTION BOX 6d — — — — o o v 1
NEW UTILITY POLE #5 _ c
ex. sewer mh FDC &DRY STA PIPE eZ- c� — — — — — — — — o o
' EDUCATIONAL SIGNAGE Q
CONNECTION ex. catch basin m Z 7
PROPOSED 100-YR (STREAM RESTORATION) ex. 15" sewer FAC O w L
' FLOOD LINE FIRE HYDRANT ASSEMBLY z a
TRANSIT SHELTER 4" DOMESTIC WATER LINE TAP TO EX. MAIN Q J
' REFER TO AMENITY PLANS BIKE RACK #3 (TYP.) 15 - 3/4" METERS CONCRETE PEDESTRIAN / 4" DOMESTIC WAT E TAP
TRASH RAMP 1 V:12H MAX. SLOPE 15 - 3/4" METERS N w
CONC. PAD 6'x10' ex. 55 5Vc. for red carpet Inn RETAINING WALL DESIGN BY Q a I ' '
JUNCTION BOX 6 HIGH WOODEN FENCE p a W
TO BE ABANDONED AND PLUGGED OTHERS �_z
' NEW UTILITY POLE #4 SAFETY RAILING M :2 m
ENTRY W/ STAIRS
' PROPOSED 100-YR -
FLOOD LINE 1 a
o o
N N
SCALE: AS SHOWN
' GRAPHIC SCALE DATE: 12/03/2014
o io zo ao DRWN. BY: EGT / TLM
1
(INFEET)
1 inch = 20 ft.
1
CHKD. BY: MPT
PROJECT NUMBER
813018.3
DRAWING N0. SHEET N0.
C— 7 7 OF 37

_
..�
INS
PiE
EX. 4' BICYCLE LANE
CONTRACTOR SHALL MAINTAIN
CROWN POINT. (IE. NOT FLAT) 12"
(MIN.)
EX. ±2-%/ cross slope
ex. pavement sectlon
GRING A MINIMUM OF 12" WIDE STRIP
ALONG EDGE OF EXISTING PAVEMENT
TO A MINIIMUM DEPTH OF 2.0".
PLACE TACK COAT AND PAVE WITH
SURFACE COURSE OF ASPHALT THAT
IS CONTIUNOUS WITH NEW ASHPALT
DECELERATION LANE.
NEW MINI -SKIP LINE
(SEE CONST. NOTE #4)
RE -STRIPE EXISTING WHITE BIKE
LANE LINE TO PROVIDE MINI -SKIP
ALONG DECELERATION LANE TAPER
ex. property line
ex. right of way line
ex. curbllne
PROPOSED EASEMENT
PROPOSED CONC. SIDEWALK PROPOSED RIGHT TURN ARROW ex. 4' bike lane white line NEW STOP BAR & STOP
(SEE CONST. NOTE #3)
SIGN PER NCDOT STDS.
--v
-80'T PA ERA °
COMMERCIAL SOACE
FFE = 3146
NEW 5' C1
NEW 30" CL
NEW 10' DECELERATION LANE
ex. curb � gutter
2% CROSS SLOPE
..... .... . ................
....... ................
ex. edge of asphalt
I
125.0' STORAGE
CONSTRUCTION NOTES:
1. PLACE ADVANCE CONSTRUCTION SIGNING IN ACCORDANCE WITH THE LATEST
EDITION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES AND PERFORM
TEMPORARY LANE CLOSURE IN ACCORDANCE WITH NCDOT STD. 1101.02. NARROW
TRAFFIC TO ONE LANE.
2. SAW CUT AND REMOVE EXISTING PAVEMENT AS SHOWN. NEW PAVEMENT SECTION
SHALL BE AS FOLLOWS:
2" ASPHALT CONCRETE SURFACE COURSE
TYPE S9.5C
3" ASPHALT CONCRETE INTERMEDIATE COURSE
TYPE 119.0C
2.5" ASPHALT CONCRETE BASE COURSE
TYPE B25.00
2.5" ASPHALT CONCRETE BASE COURSE
TYPE B25.00
TACK COAT AS APPROPRIATE PER NC DOT STANDARD, SECTION 605.
3. ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH APPROPRIATE SECTIONS
OF NCDOT STANDARD DRAWING 1205. POLYUREA SHALL BE USED FOR NEW PAVEMENT
MARKINGS.
4. GRIND EXISTING BIKE LANE LINE TO CREATE MINI -SKIP LINE ALONG DECELERATION
LANE TAPER.
5. RELOCATE ANY EXISTING SIGNAGE AWAY FROM NEW EDGE OF PAVEMENT PER
NCDOT STANDARDS.
6. COORDINATE WITH MR. BRANDON GREER AT NC DOT (265-5380)
7. REMOVE CONSTRUCTION SIGNAGE.
NEW WHITE LINE
(SEE CONST. NOTE #3)
NEW LANDSCAPE ISLAND
° - V - R20.0'
— — °
° o 0 0 o
- -V — v \ I R0.3'
o ° 0
o
PROPOSED 30" CURB & GUTTER
(NCDOT STD. 846.01)A
2" SURFACE COURSE ASPHALT
3" INTERMEDIATE COURSE ASPHALT
2 LAYERS OF 2.5" BASE COURSE ASPHALT FOR A TOTAL OF 5"
PAVEMENT SECTION DETAIL
NTS
BUILDING LINE
A 3 COMPACT INKBERRY
(LOW GROWING VEGETATION ONLY)
SEE LANDSCAPE PLAN - SEE C-12
co
0
0
E40191
R 1.3'
GRAPHIC SCALE
0 5 10 20
( IN FEET)
I inch = 10 ft.
TIE NEW WHITE LINE INTO
EDGE OF CONCRETE GUTTER
AT END OF RADIUS
PRELIMINARY
FOR REGULATORY REVIEW ONLY
...............................
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DATE: ----
DRWN. BY: EGT / TLM
CHKD. BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO. SHEET NO.
C-8 8 OF 37

SHEET
U-i
G/.Y
VVA
W�J
w\�\ex. catch basinO \ \\\\ II ►�------- rim=3144.44
I \ REPLACE EX. C.B. W/ NEW CONC. CATCH BASIN
3 w \ \ \ \ \ IN NEW CURB LINE NCDOT 840.02 W/ TYPE "F" FRAME GRATE &HOOD
2
vv RocW� ex. catchba51n
\\\rim=3144.31
w \ \\ II / i �',// // \• --_ \--
l \ - REPLACE W/ CONC. DROP INLET
NCDOT 840.14 W/ DOUBLE FRAME & GRATE
TC:45.54 44.42 - \ W
\ - \
BC:44.18 CONCRETE SIDEWALK SHALL HAVE
44.42 TC:44.66 w \ \ A MAXIMUM CROSS SLOPE OF 2%
\\ 'I
44.40
a \ TC:44.86
\IF
TC: .49 x/ 44.38 ` W _ _ _ \ \ \ J - - - - -BC: 3.99 TC:44.82 \ -
TC:44.50 \ BC:44.32BC 44.00
45.13 _ . _ 44.47
\ l i .J• TC:44.42 W\ \ ----- _-
PROPOSED 100-YR \ y - - - - -
���/// TC:44.09 44.56 _ _ / 45 - I\ �
FLOOD LINE aw X BC:43.59 W //
\• \ A \ \ BC:44.44 1 w L , - - - - - _ 1
TIC 3.80 \ 45_38 w s _ -
BC:43.30 O \ \ �w \ \ - I \
` \ \ 45_16 _ w
\ 8" F I \ TC:42.60 L °tea_ BC:44.64-
CORRU AT s \ \ 45_17 C 44sa \ / - 3 / 45 _ w , , NEW CONC. CATCH BASIN \�
TC:43.69 Q 45.14 \ \ TC:45.39 - - - �
PIPE CONNECT TO rr �0 �, \ V' - Bc:44.s9 I / - - _ _ w (NCDOT 840.02) TYPE F FRAME, GRATE &HOOD
♦ DROp INL T �� �n,,' 43.40 F ` ^ o S\ �\ w \o\-- ------ W_
�7 �.l F C eet \ \ \_\° . <v - 45.09 TC:45.70
\ - \ \ ,C� C ��/ et / \ \ 45_19 w - - BC:45.20 \ W
\ . A \ � \ A V � TC:43.27 3 F � lJaCrC �' \ w
\AO \\ \ \ Glr� BC:42.77 X 3
45.73 -
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45.40 \ \ _ `\
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A2 Rq /,__ ROOF / COURTYARD w - - _ - \
S 45 39 BC:45.34 / \
o �/ COA-� \ \45-5�^��\'_. e \ mow\ �45.55 , / Q \\ W-
\ \ TW:40.0 � _ \
R/^^^� �p19� DRAINAGE LINES ^^ o
S \ BW:37.0 .TC.42.00 `C % RD ` \ ,° - - _\Iv / \ \ W - \
BC:41.50. ' �RD \ `C' \ ^_;�\r �_" - �w \ \ ex. catch basin �'"\ - -
�TC:41.00 A` \ a \.\ o »�: _ \ W _
\\ ♦ \ A BC:40.50 ;�_\ i RI) ` �. \ ``�_��\ ^_ - ' _ _ \
F _ / TC:45.90 �, \ Invert=3 142.24 , ex. 1 5" rc
\ ♦ \ \ ,' F Qc .= _ �-'\ rim=3144.31 \
\ \ \ ♦ \\.\ \ \ \ \ S TCA2 06 STq/\\\�/� O RD` ` 146 / C \ \` �. \ _ _ / BC:45.40
\ \ l BC:41.56 RD \.a\\\' N _ _ 12 \ \ REMOVE
\ ♦ \\ ,, x � �"�� o � �RD R.D. #3 I \ \. � _ o �.• ,
\ ♦ ♦� \ 1 �� �Ro S \ \\` �a5_s7 - TC' 562-�_ TC:45.72 TC:45.79 \ \ ex. ncdot drainage easement �\ \
\ \\ \\ J S \ \ BCA5.12 BC:45.22 BC:45.29 \
\ \ \ 42.64 / R.D. #1 Q RD I _ - L ADD NEW NCDOT CONC. CAT
(NCDOT 840.02) ON EX. 15" RC
7\ \ \ \ ♦ 24" HDPE F 45_30 �A RD I \ �460=a�•� ® TYPE "F" FRAME, GRATE & HC
TW:41.0 o r I1 TC:45.59
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RD I \ • r BC:45.09
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\ \ RD R.D.#10
' IR 45_30 �RD � TC:45.49 9 � 1
8" HDPE LATERAL '� TW:42.0 45_30 v ` �y,Q � I _ BC:44.99 46_)
CONNECTED 12" ` �\ BW:34.5 �► q ' 1RD ® ®� I - TC:4510 TCF45.54
RD _ _ _ _ - BC:45.10 B 4 �
NYL PAST IN BASIN \ 45_30 R.D. #4 �R° _ gam` 13 12" TRENCH DRA1�Ft- =
\ \ 12" HDPE R.D. #11 \
\ 3 \ I I TIC 5.64 SEE DETAILS
CO ACTOR SHALL \\ '4g �%� � J \ \ R°�RD TC:45I951 I \BC.45.14 \\ 0®
DIRECT WATER TO DRAIN SSA . , \ ��.\ \ � \ °° t R °° R p � Bc1�.45i � F 'I \ \ � �� ®® � �01-9
AND NOT LET WATER \ \ \ / Q I ' \ R.D. #12
\ \ \ G2 \ \ A 5 L -118' EEL - I TC:46.0� I \
FALL OVER WALL ��'e �\ �� , F6 _ - - - BC:45.8 I \ ` ® C0N►ME
\ \ 45.18 C� W/ PE PIPE I D-RD_RD -� RC�gL S
18 HDPE vRp\ _ a TC:46.0 RD R.D. #13 FFE _ AC\ m y ' '
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RD 3146
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\ 3 \. I RD I
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\ \ building REMOVE _
i.: \ \ - \ I R.D.
\ - \ ► - -
ROOF / COURTYARD _ -
\ PROPOSED \ \ BW:34.5 , _ DRAINAGE LINES
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FLOODWAY - - --
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\ ex REFER TO SHEET C-19 FOR \ w \ \ \ - 3 I \ \ \ �\ Str ® ` - Rom R.D. #8 _ _ \ PARKING DECK ROOF / TRENC Yam, RELOCATE
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FLOOD LINE \ \ \ w N \ \ \ \ a a a;< ITA�L STORVI_IWATER BACKFLOW > o
- \_ _\ \ \ r; o ASSEMBLY-s€E-DE, _ - -- UJ w \ \ TW:40.6 a - -
ex. sewer mh - _ \ ✓N a \ \ • \ \ \\ TW:40.1 > = 1 - ' F w
rim=3 140.2 \ 61 �\ \ 3� \ BW:32.6 - BW:32.3 - TY o 0
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1 5" inv=3 132.9 \ \ \ \ \ \ \ \ . \ / F1 \ m -
\TW:40.5 / ex. 18" cm \ 39.30 SEE DETAIL TW:39.0 \ o J
\ \ \ \ \ BW:32.5 - _ _ BW:31.0 z a
PROPOSED \ \ \ \ \ \ / / \ . \ REMOVE - _ _ o N
FLOODWAY \�\ ` _ \ \ \ \ \/(ti
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TW:40.3 L39.3o
\ 62 \ \P ' \ \ 3 BW:32.3 TW:40.1 ' \ - El Q a w z
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ex. unction box \
ex. catch basin i \ r w \ \ \\ \ Cl'- REMOVE \ ,LLJ 25' STREAM - -� - - / m
ex. 18 cmp rim=3 137.82 � \ \ \ \ \ \ \\
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\ \ \ \ o L \ 3131 SWALE (TYP.) o
ex. catch basin \ \ \ \ \ \ TW:41.8 a
rim=3 137.G5 \� \ \ \ \� _ STREAM TO \ BW:36.0
invert=3 135.35 \ w � \ \ \ \ \ \ . \ - . -
OF BANK (TYP.) \
GRASS INED SWALE \ \ per\ �p \ \ _ SCALE: AS SHOWN
GRAPHIC SCALE - -
0 25' STREAM NEW UTILIT ����\ C2 �\ \`p V �• DATE: 12/03/2014
� \ \ 3j2� DRWN. BY: EGT / TLM
o io zo 40 BUFFER (TYP) _ _ ��
CHKD. BY: MPT
PROJECT NUMBER
...... PRELIMINARY
(IN FEET _ _ ex. catch ba5rn ex. catch ba51n \ ` 3732 \\\ 813018.3
1inch = 20 ft. ' - ` ' rim=3 137.50 `� rim=3 137.GG , \\ ' �� \ FOR REGULATORY REVIEW ONLY DRAWING NO. SHEET NO.
invert=3 133.G5 `I invert=3 134.23
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BC:45.8
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RD _R.D. # 13 FFE \ \ \ XFI
BC:a6.0 ,
M /1' TC:45.95 . ♦ RD _ _ _ _ v� iY]
a�l�p I1 6 \ I \I J-1
-Bc:s\ \ \ _ II 1 - - - - �� - - - QNCDOT 840.14 \
� 3 145 _ - - \ \ _ \\ • R° RD R.D. #14 /\ I DROP INLET / 11 - - w.'.'.
\ Q - RD D , I, i-NEW RIM: ±3143.52
TC:46.0p _ - �_R RD - - NEW INVERT: ±3139.32 \ ..'.'.'.w...
PROPOSED 100-YR ti
T- ---------- I ----
\ FLOOD LINE I I ..... ....................O ODRAINAGESWALE
:
c
ROOF tCOURT YARD--_-JT
..--.. '� � ....N�....�..
DRAINAGE LINES . .. . c.) ::�_ ---R.D.
KIG GA z CF4 I SFRAGE
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1 I I
"d►ro, rd 3 36 - - I ` / \ .ta � dwo, "dwa' d r \ \ " Wet �V \ __❑
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vd°� eX. '1 St0ry REMOVE EXISTING O I
, .'.'.mX..'..'.. .........................eX.'..
'
R.D. #8 \ pq <D CK M050nry� bullding BE REMOVED
\ o ( / , �� ....................... .
r r \ _ 2 sewer _ �' ' ........................... .
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I _ _ \ 1 ' ex. GG"x9G" pipe arch) \
d►ral I I - \\ I \ \ \ �x. greasy\raps 11 ex. sewer mh / REMOVE I \
F3 - - - - - �ARK IriG DaCKROQEJ - - I - `" \�� - - \ \ 1 rim=3 138.7 J i ��I III - - �'- -
- J
-DRATNA-GGE CONNECTTO II - - I + - - - \ 1 12" Inv in=3 125.8STAIRS TO REC , , o M \ I \
s ewer m I \ I i
A -RE YP a S�3 4b ' I I ex. sewer mh - ' - - mh
,~�.. ; rim =�E � CZ ----- I \ x \ \ - --- ---- -- ---- - �i / rim sewer .9
\ I - - rim=3134.9 , �- P - - a .. 4�� Inv in 3 13�2 i � .I dl I I M � \�� I I rim=3 137.7 � \ - - - - - � ' 1 /
Q fRE-TALa I WALL_ n =3I 28.5 v o H2 I I 42 inv- �L2G.2 1 2 Inv In=3k 4.8 I _ 1 i
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ai ' �DESIGJ�1 O� S rim=3 134.4 1 0 M 36.50 I i `\ �- _ 1 2' Inv out=3124.G -
12" inv out=3 1 2G. I ' I 1
, - _ _ , 4 - I' 12 in out=mil 2�3 invert=3 132.92 _ _�V`x--- d RD TO REMAIN TW'37'1 ex. 4 m - ' _- -
\ F2, �2E VIE REMOVE - - - =x= - - I - - - BW:30.0 �
40.10 1 44 - o - - - - - TW:36.7 REMOV p TW:37.9 ' TW:36.0
ao.5� - _ _ .: .- ® - - - - - - x - f BW:36.0 =tee - - - BW29.0
- - � 1, . A. _. I: � �'` - R.D. #16 - - - - - - x - _ - \ - - ,' Bw:28.o
b b E2 IN STORMMWAT BACKf LOW _ _ TW:4 .0 - \ -
TW:40.1 ,a,r• ASSEMBLY-S€ED�1 ILS y,- --_ _ - _ d 1 ��HDPE,_ "" l= - ----------- - _-_ I LL.I J
BW:32.3 ,d=l a -_ TW:45.7 - - �-�� � -- ---- OX�fOtalPl�W-a------- ,�i�= _��i/i � 7�
SAFETY RAILING (TYP)- \ BW:39.3 - 's�33 `\_ ?�'' , �/
F1 --- SEE DETAIL \ TW:45.9 __�- - _- - ----__ n I
3Q, --- -- -- -_--------�--__ - eX• - h p w J
\ \ \ BW:39.3 H 1 \�'L - - J i �� Arc
I
TW:39.0
REMOVE BW:31.0_ _ : ,� _----CXISTNTOWALLTO _------- 6, X 96_ a O z
TW:40.0 BE REMOVED - - - _ M /� Bw:2s.o
\ TW:40.3 tz
_ - - - - - - -
TW:39.0 --- _
BW:32.3 ' E 1 - _ \ - " " - - - - - - - - _. _ _ T' __ 1 TW:34.8 i -
_ _ _ \
BW:32.2 - BW-34.0 \ - _ �_' - - __---_- --- BW:28.0
ex. unction box \ _ - - - -
- / ' TW:39.0 BW:31.0 // �' I
5
REMOVE ' 25 STREAM - < : _ . _ _ I II 0
TW:39.0 BW:31.0 ' . F - _ _ I
%. BUFFER (TYP)0 GRASS LINED TW:39.0 BW:31.0 - - \ I : XTEND EXISTING I II I/
.......- i HEADWALL TO TIE II I
�\•\. 3130 \• \•\ \ 3131 BW:31.0 I .• i w �� -
\ (TYP.) �' I //. - _ - - 25' STREAM -TO NEW GRADE I
SWALE TYP. '� I 16 DIA. CONCRETE
STREAM TO BW:36.0 - I I I I BUFFER (TYP) SUPPORT COLU /
OF BANK TYP. 25- STREAM � I z 0 = C
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\p \ \ \ \ \. \ .\ 3;3•• ..\.�.\• .' - ..- (TYP.) \ .� � .• .' � .� � .�. � ��' � ex. 18" cmp /• 1 • • ',� a BUFFER (TYP) , /� I Q r^ ^
REMOVE - I i Z �+J I I I
VIA
o TW:42.0 J TW:41.0 I �iS W
Ilk-'' I ND TI RD .. #17 m I ❑
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TAIR _ BW:35.5 Bw:37.8 STAI \
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/ F \�... �� 25' STREAM 0 TW:41.8 `rna:3 - - - _ - -�� - o \ a1.3o 3, a TW:36.9
\
40 \ - A \ \ BW:37.2 ' k°` a1_s5t - - ❑ - - - a� - - BW:35.1
1 - -
ss 8 42.07
�.. BUFFER (TYP) r - - - _ - - - -
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_ - _ - _ - - - - - - - - - - - - - - - - -
-T T - BW:36.6 - - - TW:41.6 Tw:36.o NEW UTILITY POLE #3 - _ - - - -I I- - - o �' U
_ _ ex. I\5 sewer BW:35.7 BW:35.5 - ex. catch basin -I I- - - - _ w o w I
NEW UTILITY POLE #5 Tg� - - _ / - - - - - - _ - - e t-3 1 30.40 - - _ _ _ _ _ _ _ - - - -
_ o
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REMOVE - - - - - - - - - - Z z
ex. sewer mh TW:37.1 - - - - - - - - - - - 0 0
' rim=3137.2± BW:36.6 BW:36.0 NEW RETAINING \ m Z Q
PROPOSED 100-YR 15" inv in=3 129.9±
FAC ALL (TYP) - - _ \ - - - - - - - 0 w
' FLOOD LINE 12" INV IN=3130.81 TW-41.8 - - - _ _ - - - - _ 3 0-
n
BW:39.0 ex. catch basin ex. sewer mh - - _ - - Q �L
' BIKE RACK #3 (TYP.) rim=3 135.53 rim= 135.3±
invert=3 13 1.98 15" Inv 3 18.0± ex. catch basin ex. catch basin
ex. catch basin Invert I3 30.07 N w
� CONC. PAD 6'x10' rim=3 133.59 Q a
rim=3 135.75 invert=3 126.98 z
NEW UTILITY POLE #4 invert=3 132.88 r
GRAPHIC SCALE
0 10 20 40
( IN FEET)
1 inch = 20 ft.
m Q
PROPOSED 100-YR
FLOOD LINE
o a
0
Ipriar -1 N N
SCALE: AS SHOWN
DATE: 12/03/2014
DRWN. BY: EGT / TLM
CHKD. BY: MPT
PROJECT NUMBER
B13018.3
DRAWING N0. SHEET N0.
C-10 10 0F 37

NEW RIVER SOIL & WATER
OVERHEAD POWER & FIBER OPTIC LINE
_- FO
T JN P
2' x 2' PULL BOX
18" cm-E- j
P w
- FO FO FO
TO BE REMOVED
ex. sewer mh
NEW UTILITY POLE
WITH MAST ARMS EXTENDED
TOWARDS FACULTY STREET
DESIGN & INSTALLED BY OTHERS
BLUE RIDGE ELECTRIC CORPORATION
OVERHEAD POWER
I V L V 4 V I I L 1 1 1 1 V L L
WITH MAST ARMS EXTENDED
TOWARDS FACULTY STREET
DESIGN & INSTALLED BY OTHERS
GA. C.QLUI VQDIII
II I II
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NEW UTILITY POLE
DESIGN & INSTALLED BY OTHERS
SELECTED
EARTH
BACKFILL
WARNING 30" MIN
TAPE
3"
SPACER �
FO P
7" D CD CD a
FO P
3" CD CD
4" I O FO P
19b
24"
9-WAY DUCT LINE
54"
24"
4" SCH. 40 PVC
CONDUIT LINES
NOTES:
1. CONCRETE SHALL BE 2000 P.S.I. @ 28 DAYS, OR AS SPECIFIED.
2. PROVIDE REINFORCING RODS ON TOP AND BOTTOM OF DUCTS WHEN
CROSSING OR PLACED IN ROADWAYS.
3. MINIMUM COVER TO TOP OF ENVELOPE SHALL BE 30".
4. ALL FOREIGN UTILITY PERPENDICULAR CROSSING MUST HAVE 12" MINIMUM
SEPARATION FROM DUCT BANK.
5. DUCK TO SPACERS SHALL BE USED IN ACCORDANCE WITH SEPARATE
DETAIL.
SI WAY DUCT BANK (4" DUCTS
FOR USE WITH PARKER FIBER, AT&T, CHARTER
ex. power pole ---\
—Wr ° T-4-V- T.,.
p w P-
- BLUE RIDGE ELECTRIC CORPORATION
OVERHEAD POWER
GRAPHIC SCALE
0 10 20 40
"O!!!�
( IN FEET)
1 inch = 20 ft.
7
RAPHIC SCALE
10 20 40
( IN FEET)
1 inch 20 ft.
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
C-11
SHEET NO.
1 11 OF 37

::7:�;:�
0 WHITE OAK
10' REQUIRED TYPE "A"
SIDEYARD BUFFER (28 LF)
10' REQUIRED TYPE "A" SIDEYARD BUFFER (100 LF)
10' STREETYARD BUFFER
(US HWY 321 SOUTH) (485 L.F):
10' REQUIRED STREETYARD BUFFER
(WESTERN -ADJACENT TO HOUSE)
(WESTERN -ADJACENT TO WATA)
(FACULTY STREET) (472 L.F):
VEGETATION REQUIRED:
VEGETATION REQUIRED:
NOTE:
NOTE:
LARGE DECIDUOUS TREES =
1
LARGE DECIDUOUS TREES =
1
THE WIDTHS OF THE DRIVEWAYS AND SIDEWALK
THE WIDTHS OF THE DRIVEWAYS, SIDEWALK
SMALL DECIDUOUS TREES =
1
SMALL DECIDUOUS TREES =
2
ENTRANCES HAVE BEEN DEDUCTED FROM THE
ENTRANCES AND RIPARIAN BUFFER HAVE BEEN
EVERGREEN TREES =
1
EVERGREEN TREES —
3
TOTAL LENGTH OF THE STREETYARD BUFFER
DEDUCTED FROM THE TOTAL LENGTH OF THE
SHRUBS=
4
SHRUBS=
14
VEGETATION REQUIRED:
STREETYARD BUFFER
VEGETATION REQUIRED:
VEGETATION PROVIDED:
VEGETATION PROVIDED:
LARGE DECIDUOUS TREES = 16
EVERGREEN SHRUBS= 162
=
LARGE DECIDUOUS TREES 16EVERGREEN
LARGE DECIDUOUS TREES =
1
LARGE DECIDUOUS TREES =
1
SHRUBS— 157
SMALL DECIDUOUS TREES =
1
SMALL DECIDUOUS TREES =
2
Al EVERGREEN TREES =
0 (NO ROOM IN 28' BUFFER)
EVERGREEN TREES =
3
DECIDUOUS SHRUBS =
1
DECIDUOUS SHRUBS =
3
VEGETATION PROVIDED:
EVERGREEN SHRUBS =
3
EVERGREEN SHRUBS =
11
AN ALTERNATE PLANTING SCHEME IS
VEGETATION PROVIDED:
vv
PPROPOSED IN ORDER TO PROVIDE A
® SMALL —MEDIUM DECIDUOUS TREES = 16
STREETSCAPE FOR THE MIXED USE PROJECT.
EVERGREEN SHRUBS= 157
d —
SEE STREETSCAPE PLAN
INKBERRY
B-3 ZONING
SE = RADIO STATION
WATA BUFFER
\\� 10' SIDE YARD BUFFER (TYP.)
TYPE A - 100 LINEAR FEET
CANADIAN HEMLOCK
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CURB
a
Azn
QCONCRETE SIDEWALK
a Q
A Q A
VAFHIES
III
TYPICAL PLANTING BED DETAIL FOR 10' STREET YARD BUFFER PLANTING BEDS (485 L.F.)
/ 3 SCALE:
1 "=3'
10' REQUIRED STREET YARD BUFFER
PLANTING BEDS WITHIN THE 10' STREET YARD LANDSCAPE BUFFER:
TYPICAL STREET YARD PLANTING BEDS (9 COUNT)
• 2 SMALL TREES PER PLANTING BED
• 18 EVERGREEN SHRUBS PER PLANTING BED
• 16 ORNAMENTAL GRASSES PER PLANTING BED
ADDITIONAL STREET YARD PLANTING BEDS (4 COUNT)
• SEE LANDSCAPE PLANS 1 & 2
STREAM BUFFER PLANT SCHEDULE
LANDSCAPE PLANTING LEGEND
SYMBOL
QTY.
SCIENTIFIC NAME
COMMON NAME
SIZE AT PLANTING
TYPE OF PLANT
0
110
Hamamelis virginiana
AMERICAN WITCH HAZEL
BARE ROOT OR LARGER
SHRUB
200
Ilex verticillata
WINTERBERRY
BARE ROOT OR LARGER
SHRUB
300
Physocarpus
NINE BARK
BARE ROOT OR LARGER
SHRUB
�r
400
Aronia arbutifolia
RED CHOKEBERRY
BARE ROOT OR LARGER
SHRUB
0
300
Cephalanthus occidentalis
BUTTONBUSH
BARE ROOT OR LARGER
SHRUB
100
Rhododendron
RHODODENDRON
BARE ROOT OR LARGER
SHRUB
200
Sambucus canadensis
ELDERBERRY
100 LIVESTAKES
300 BARE ROOT OR
LARGER
SHRUB
250
Alnus serrulata
TAG ALDER
LIVESTAKE
SHRUB
400
Salix sericea
SILKY WILLOW
LIVESTAKE
SHRUB
250
Cornus amomum
SILKY DOGWOOD
LIVESTAKE
SHRUB
50
Salix nigra
BLACK WILLOW
BARE ROOT OR LARGER
TREE
10' REQUIRED FRONT YARD BUFFER
R
VEGETATION REQUIRED: VEGETATION PROVIDED:
LARGE DECIDUOUS TREES = 16 AN ALTERNATE PLANTING SCHEME IS
EVERGREEN SHRUBS= 162 PROPOSED IN ORDER TO PROVIDE A
STREETSCAPE FOR THE MIXED USE PROJECT.
SEE STREETSCAPE PLAN
10
Byssa sylvatica
BLACKGUM
BARE ROOT OR LARGER
TREE
50
Fraxinus pennsylvanica
GREEN ASH
BARE ROOT OR LARGER
TREE
20
Acer saccharinum
SILVER MAPLE
BARE ROOT OR LARGER
TREE
140
Plantanus occidentalis
SYCAMORE
BARE ROOT OR LARGER
TREE
75
Acer rubrum
RED MAPLE HYRBID
BARE ROOT OR LARGER
TREE
150
Betula nigra
RIVER BIRCH
BARE ROOT OR LARGER
TREE
35
Tsuga canadensis
EASTERN HEMLOCK
BARE ROOT OR LARGER
TREE
- -
30
Salix bablyonica
WEEPING WILLOW
BARE ROOT OR LARGER
TREE
30
Quercus rubra
NORTHERN RED OAK
BARE ROOT OR LARGER
TREE
60
Prunus serotina
BLACK CHERRY
BARE ROOT OR LARGER
TREE
N/A
210
Juncus effusus
COMMON RUSH
PLUG
GRASS
USE TABLE FOR PLANTING QUANTITIES, PLANTING PLAN PER USACE PERMIT
C7 1
ADDITIONAL STREET YARD PLANTING BED
BUILDING
o°
O
PLANTING AREA FOR 10' STREET YARD BUFFER PLANTING BEDS (485 L.F.) - US HWY 321
SCALE:
1 "=50'
BUFFER YARD PLANT SCHEDULE
QTY COMMON BOTANICAL SIZE
NAME NAME
TREES- DECIDUOUS
°
4
WHITE OAK
QUERCUS ALBA
2.5" CALIPER/
/
12' TALL
0
7
YOSHINO CHERRY
PRUNUS X YEDOENSIS
2.5" CALIPER/
12' TALL
ZL
+
19
EUROPEAN COLUMNAR
CARPINUS BETULUS
2.5" CALIPER/
1
HORNBEAM
'FASTIGIATA'
12' TALL
0
9
RIVER BIRCH
BETULA NIGRA
2.5" CALIPER/
12' TALL
1
+
1
7
RED MAPLE
ACER RUBRUM 'AUTUMN FLAME'
2.5" CALIPER/
12' TALL
0 1
15
TRIDENT MAPLE
ACER BUERGERUM
2" CALIPER/
8' TALL
1
0
6
FLOWERING DOGWOOD
CORNUS FLORIDA
2" CALIPER/
8' TALL
A�
6
SERVICE BERRY
AMELANCHIER ARBOREA
2.5" CALIPER/
8' TALL
TREES- EVERGREEN
3
CANADIAN HEMLOCK
TSUGA CANADENSIS 'MONEN'
8' TALL
2
WEEPING WHITE SPRUCE
PICEA GLAUCA'PENDULA'
8' TALL
4
COLUMNAR EASTERN
WHITE PINE
PINUS STROBUS'FASTIGIATA'
8' TALL
SHRUBS- DECIDUOUS
ZL
40
RED HEAD FOUNTAIN
GRASS
PENNESETUM ALOPECURIODES
'RED HEAD'
18" TALL
0
108
NORTHERN SEA OATS
CHASMANTHIUM LATIFOLIUM
18" TALL
ZL
'RIVER MIST' PP#20,643
9
MALEPARTUS
MISCANTHUS
MISCANTHUS SINENSUS
'MALEPARTUS'
18" TALL
SHRUBS- EVERGREEN
73
JAPANESE PIERIS
PIERIS JAPONICA WOUNTAIN
FIRE'
24" TALL
O
29
INKBERRY
ILEX GLABRA
18" TALL
#
308
COMPACT INKBERRY
ILEX GLABRA'COMPACTA'
18" TALL
2
RHODODENDRON
RHODODENDRON SPP.
30" TALL
PLANTED
r
METAL
EDGING
COMPACTED
SUBGRADE
GRANULAR BACKFILL J
#57 STONE
FILTER FABRIC
4" PERFORATED PIPE
(TIE INTO NEAREST
CATCH BASIN)
CONCRETE UNIT PAVER
BOND-2 3/8" THICK
1" SETTING BED
SAND SWEPT JOINTS
6"-8" COMPACTED BASE
VARIES
5'x5' TREE GRATE SIDEWALK
5' MIN.
3" MIN
TREE GRATE
3" TYP.
6'-0"
4'-0"
Z� STREET TREE PIT DETAIL
STRUCTURAL SOILS
/ PLANTING MIX
3 SCALE:
1 "=50'
TREE PITS ARE DESIGNED AS PER RECOMMENDATION BY BRIAN JOHNSON, URBAN DESIGN
SPECIALIST FOR THE TOWN OF BOONE, TO PROVIDE ADEQUATE ROOT ZONE TO MAXIMIZE
TREE HEALTH FOR PLANTINGS ALONG HWY 321.
ADDITIONALLY, PROPOSED PLANTINGS ON HWY 321 HAVE BEEN SPECIFIED TO BE TREES
WHICH ARE SHADE TOLERANT: EUROPEAN COLUMNAR HORNBEAM, AUTUMN FLAME RED
MAPLE & TRIDENT MAPLE, PER RECOMMENDATION BY BRIAN JOHNSON, URBAN DESIGN
SPECIALIST FOR THE TOWN OF BOONE.
GENERAL LANDSCAPE NOTES:
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1. NO PORTION OF VEHICULAR SURFACE AREA SHALL BE FURTHER THAN SIXTY FEET (60')
w O
FROM THE TRUNK OF A TREE.
cc
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2. TREES IN THE STREETYARD MUST BE NO LESS THAN 10' FROM VEHICULAR SURFACE TO
COUNT TOWARDS PARKING LOT REQUIREMENTS.
3. SHRUBS SHALL NOT BE PLANTED WITHIN SIX FEET (6) OF THE TRUNK OF A NEW TREE,
NOR WITHIN THE DRIP LINE OF EXISTING TREES.
4. ALL LANDSCAPING MUST BE INSTALLED BY A NORTH CAROLINA LICENSED LANDSCAPE
CONTRACTOR.
5. NO STORAGE OF MATERIALS, DUMPING OF WASTE MATERIALS, FILL OR PARKING OF
EQUIPMENT SHALL BE ALLOWED WITHIN PROTECTED TREE AREAS, EITHER DURING
CONSTRUCTION OR AFTER COMPLETION.
6. IF PROTECTED TREES OR SHRUBS DIE AFTER CERTIFICATE OF OCCUPANCY IS ISSUED
FOR THE PROJECT, THE OWNER(S) OF THE PROPERTY AND THEIR AGENTS, HEIRS, OR
ASSIGNS SHALL BE REQUIRED TO REPLACE THE TREES OR SHRUBS USING THE
(�
CREDITS IN ARTICLE 31.12. SUCH REPLACEMENT MUST TAKE PLACE WITHIN THIRTY (30)
J
DAYS AFTER DEATH AND THIS CONDITION SHALL BE A CONTINUING CONDITION OF THE
,z,
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VALIDITY OF THE PERMIT.
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7. THE OWNER(S) OF THE PROPERTY AND THEIR AGENTS, HEIRS, OR ASSIGNS SHALL BE
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RESPONSIBLE FOR THE INSTALLATION, PRESERVATION, AND MAINTENANCE OF ALL
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PLANTING AND PHYSICAL FEATURES REQUIRED UNDER ARTICLE 31.12 OF THE TOWN OF
w
BOONE UDO.
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8. INSTALLER IS TO USE THE NUMBER SPECIFIED ON THE PLAN, ACTUAL PLANTS SHOWN
o
ON THE PLAN ARE FOR GRAPHIC REPRESENTATION ONLY.
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9. LANDSCAPE CONTRACTOR SHALL REFER TO APPENDIX B OF THE TOWN OF BOONE UDO
(f�
FOR SPECIFICATIONS REGARDING SOIL PREPARATION, PLANT INSTALLATION,
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FERTILIZING & LIMING, WATERING, MULCHING, STAKING, PRUNING, TURF AND SOD
7
INSTALLATION.
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10. NO AREA LIGHTING, TREES, PARKING SPACES, POWER POLES OR CERTAIN
0°
�I
LANDSCAPING SHALL BE PERMITTED WITHIN 15' OF ALL FIRE HYDRANT PORTS OR FIRE
DEPARTMENT CONNECTIONS.
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11. ALL LANDSCAPED AREAS SHALL RECEIVE 8" MIN. (LOOSE) TOPSOIL.
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SCALE: AS SHOWN
DATE: 1111912014
DRWN. BY: EGT / TLM
CHKD. BY: MPT
PROJECT NUMBER
B13018.3
DRAWING N0. SHEET N0.
C-14 14 OF 37

6 PLANTED TREE WELLS
400 CY OF SOIL / TREE
= REQ'D 2,400 CY OF SOIL
APPROXIMATELY 130 LF
CROSS SECITON = 6' x 4' x 175' = 3,120 CY
Oq0
8 PLANTED TREE WELLS
vs
400 CY OF SOIL /TREE
3,200 CY OF SOIL
0 0 / FFE c3j4A•SFq
L _ APPROXIMATELY 175 LF
I G
BUILDING
,q YARD
12" HDP
mul
a
CONCRETE UNIT PAVER
BOND-2 3/8" THICK
1" SETTING BED
SAND SWEPT JOINTS
6"-8" COMPACTED BASE
VARIES SIDEWALK
5'x5' TREE GRATE
5' MIN.
r 3" MIN
METAL
EDGING
COMPACTED
SUBGRADE
GRANULAR BACKFILL
#57 STONE
FILTER FABRIC
4" PERFORATED PIPE
(TIE INTO NEAREST
CATCH BASIN)
o TREE PIT DESIGN DETAIL
NTS
COMMERCIAL SPgCE
3746
CROSS SECITON = 6' x 4' x 175' = 41200 CY
WIDE NYLON WEBBII
ROOT CROWN TO BE AT FINISH
GRADE OR 1-2" ABOVE GRADE
2"x2" WOOD STAKE AT
OR BELOW GRADE
FINISH GRAD
2X WIDTH OF
ROOTBALL
TREE PLANTING DETAIL
NTS
TREE PLANTING NOTES:
120'
TREE TRUNK
GUY WIRE (NYLON WEBBING)
STAKE
PLAN VIEW
=TTLED LAYER OF MULCH
ED OR BROKEN UP SOIL
12" DEEP
1. ALL PLANT PLANTING MUST BE PERFORMED IN ACCORDANCE WITH APPENDIX B IN THE TOWN OF BOONE'S UNIFIED
DEVELOPMENT ORDINANCE, "GUIDE FOR LANDSCAPING".
2. DIG THE PLANTING HOLE A MINIMUM OF 2x WIDTH OF ROOTBALL FOR AT LEAST THE FIRST 12 INCHES OF DEPTH. BELOW 12
INCHES, DIG HOLE WIDE ENOUGH TO PERMIT ADJUSTING. DO NOT DIG THE HOLE DEEPER THAN ROOT BALL DEPTH.
3. SCARIFY THE SUBGRADE AND SIDES OF THE PLANTING HOLE WHEN PLANTING IN CLAY SOILS (MORE THAN 15% CLAY).
4. LIFT AND SET THE TREE BY ROOT BALL ONLY. DO NOT LIFT USING THE TREE TRUNK AND DO NOT USE TREE TRUNK AS A
LEVER.
5. SET THE TOP OF THE ROOT BALL LEVEL WITH THE SOIL SURFACE OR SLIGHTLY HIGHER IF THE SOIL IS PRONE TO SETTLING.
6. AFTER THE TREE IS SET IN PLACE, REMOVE BURLAP, WIRE AND STRAPS FROM AT LEAST THE UPPER 1/3 OF THE ROOTBALL.
7. BACKFILL WITH EXISTING SOIL THAT HAS BEEN WELL -TILLED OR BROKEN UP. AMEND THE SURFACE WITH MULCH.
8. USE THREE 2" X 2" WOOD STAKES DRIVEN INTO UNDISTURBED SOIL A MINIMUM OF 16 INCHES. SPACE STAKES EQUALLY
AROUND THE TREE.
9. ATTACH 3/4" NYLON WEBBING TO CONNECT THE TREE TO STAKES. ATTACH WEBBING AT 1/3 THE TREE HEIGHT.
10. APPLY A 2-3" (SETTLED) DEPTH OF PINE STRAW OR BARK MULCH TO THE PLANTING SURFACE. LEAVE A 2" SPACE AROUND
THE TRUNK FOR AIR CIRCULATION.
11. PRUNING SHALL BE LIMITED TO DEAD, DISEASED, OR BROKEN LIMBS ONLY AND SHALL BE IN ACCORDANCE WITH THE TOWN
OF BOONE STANDARDS.
12. REMOVE ANY TRUNK WRAP REMAINING AT TIME OF PLANTING. NO WRAPS SHALL BE PLACED ON TRUNK.
TREE PLANTING DETAIL
NTS
ROOT CROWN TO BE
AT FINISH GRADE OR
1-2" ABOVE GRADE
FINISH GRADE
TLED
OF MULCH
I OR BROKEN
L MIN 12" DEEP
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SHRUB PLANTING DETAIL
SHURB PLANTING NOTES: NTS
Q
N
1. ALL PLANT PLANTING MUST BE PERFORMED IN ACCORDANCE WITH APPENDIX B IN THE TOWN OF
Lu
U
BOONE'S UNIFIED DEVELOPMENT ORDINANCE, "GUIDE FOR LANDSCAPING".
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2. DIG PLANTING HOLE AT LEAST 2X THE WIDTH OF THE ROOT BALL OR CONTAINER.
0
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3. SCARIFY SUBGRADE AND SIDES OF PLANTING HOLE WHEN PLANTING IN CLAY SOIL.
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0
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4. SET THE TOP OF THE ROOT BALL LEVEL WITH THE SOIL SURFACE, OR 1-2" ABOVE IF THE SOIL IS
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0
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5. IF CONTAINER GROWN PLANT, GENTLY SLIDE PLANT OUT OF CONTAINER. DISTURB THE ROOTS.
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6. IF B&B PLANT, REMOVE BURLAP FROM AT LEAST THE TOP 12 INCHES OF THE ROOTBALL, WITHOUT
rvn
DISTURBING THE ROOTBALL. REMOVE ALL CORD FROM THE TRUNK. REMOVE BURLAP AND WIRE
v 1
BASKET (IF PRESENT) FROM THE ROOT BALL.
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7. BACK FILL THE PLANTING HOLE WITH EXCAVATED NATIVE SOIL, BROKEN UP OR TILLED. WATER TO
Q
REMOVE AIR POCKETS.
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8. PLACE PINE STRAW OR BARK MULCH ON THE SURFACE TO A (SETTLED) DEPTH OF 1 TO 3 INCHES.
0
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SHRUB PLANTING DETAIL
N
NTS
SCALE:
AS
SHOWN
PRELIMINARY
FOR REGULATORY REVIEW ONLY
DATE:
1111912014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
C-15
SHEET NO.
15 OF 37

NPDES & SELF INSPECTION REQUIREMENTS:
1. THIS PROJECT REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
NPDES STORMWATER PERMIT TO DISCHARGE STORMWATER UNDER THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT #NCG01000). ANY PERMIT
NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY NCDENR. INFORMATION REGARDING NCGO10000 CAN BE
FOUND AT:
HTTP://PORTAL.NCDENR.ORG/WEB/WQ/WS/SU/CONSTRUCTION.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A WEEKLY
SEIDMENTATION AND EROSION CONTROL INSPECTION REPORT TO BE MADE
AVAILABLE UPON REQUEST. THE INSEPCTION REPORT SHALL BE PREPARED IN
STRICT ACCORDANCE WITH NPDES GENERAL PERMIT NCG010000. A SAMPLE
"INSPECTION REPORT" IS SHOWN ON SHEET C-28.
3. THE OWNER IS RESPONSIBLE FOR IMPLEMENTATION OF A SELF INSPECTION
PROGRAM PER NCDENR-LAND QUAILTY SECTION. A SELF INSPECTION REPORT
FORM CAN BE FOUND AT:
CONSTRUCTION NOTES
1. CONTOUR INTERVAL = 1'
2. REFER TO SPECIFICATIONS FOR GRADING, COMPACTING, DRAINAGE AND EROSION
CONTROL.
3. ALL EROSION CONTROL FABRIC SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S GUIDELINES.
4. IF CONTRACTOR WISHES TO USE AN EROSION CONTROL FABRIC OTHER THAN
WHAT IS SPECIFIED, PRIOR APPROVAL MUST BE GRANTED BY ENGINEER.
5. CONTRACTOR SHALL PLACE CONCRETE INVERTS TO THE LEVEL OF OUTLET PIPE IN
ALL DRAINAGE STRUCTURES SO THAT THERE IS NO PONDING IN STRUCTURES.
NEW STABILIZATION TIMEFRAMES
KEY
SITE DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES,
O
SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW ZONES)
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
14 DAYS
AND HQW ZONES
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW .HTML.
CID
ex. curb and gutter
pS N� ex. underground storage tank
B`oV v��^ Y — \ ex. light pole
GRO 21, '
\ _ N 3 \ W \ (((��� ex. monitoring well I v�
\ - X /� l / '
- ` CK �Q W rrro�ltaring well
fix. M� ter` �a1ve
ex. catch basin - ; iE1:O(:
rim=3144.44 \�� _I �Ir 1\\ --
\
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W ex. water valve 31g\ 1 \y f - - r�
- � �- ' 5 � - - - - - - ex. catch basin
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\ \\ s � � � \/ rim=3I40.08 �----i-L � ---- ----f �- j
ex. mo itonn well W \ \ - - -
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CONTRACTOR SHALL REMOVE EXISTING pv
BUILDINGS, PAVEMENTS, AND PARKING LOTS IN A
SYSTEMATIC ORDER FROM NORTH TO SOUTH /
PHASE 1 A CONSTRUCTION SEQUENCE - L�3J —��� — �L�f _ _ _ , _ _ _ -
-- -
1. PRIOR TO ANY GROUND DISTURBING ACTIVITIES, CONTRACTOR SHALL LOCATE ALL
UNDERGROUND UTILITIES. CALL 811.
2. SCHEDULE PRE -CONSTRUCTION MEETING WITH THE TOWN OF BOONE.
3. INSTALL INITIAL EROSION CONTROL MEASURES AS SHOWN ON THE PLAN,
INCLUDING TEMPORARY SILT FENCE, SEDIMENT TRAPS, AND TEMPORARY
CONSTRUCTION ENTRANCES. INSTALL TEMPORARY DIVERSION CHANNEL TO THE
SEDIMENT INLET TRAP AS SHOWN ON THE PLANS.
4. REMOVE THE TOP 1/2 OF THE EXISTING 60" CMP CULVERT FOR 20' DOWNSTREAM TO
CREATE ACCESS FOR A PUMP AROUND INSTALLATION.
5. INSTALL PUMP AROUND FROM EXPOSED CULVERT SECTION TO THE INLET OF THE
EXISTING DOWNSTREAM 8' CULVERTS. PUMP MUST RUN CONTINUOUSLY UNTIL A
STABLE BYPASS CHANNEL IS CONSTRUCTED.
6. COMPLETE DEMOLITION OPERATIONS OF ITEMS THAT ARE ENCLOSED WITH IN THE
LIMITS OF DISTURBANCE.
7. REMOVE EXISTING 60" CMP CULVERT FROM THE PUMP AROUND LOCATION TO THE
DOWNSTREAM END OF THE PIPE, REMOVE ALL OF THE EXISTING 48" CMP CULVERT,
REMOVED EXISTING RETAINING WALL. COMPLETE ALL DEMOLITION OPERATIONS
NECESSARY TO REMOVE PIPE SEGMENT INCLUDING ANY MODIFICATIONS TO THE
EXISTING RETAINING WALL ADJACENT TO MCDONALDS.
6. REFER TO GRADING PLAN AND EROSION CONTROL PLAN FOR PHASE 2
CONSTRUCTION SEQUENCE.
ex. steel spike
LEGEND
EXISTING PAVEMENT / SIDEWALK
RIP -RAP APRON
EXISTING BUILDING
PROPOSED BUILDING / FOUNDATION
""""""""'
TEMP. SKIMMER SEDIMENT BASIN
STORM DRAINAGE PIPE
Al
STORM DRAINAGE STRUCTURE NUMBER
LOC
LIMITS OF DISTURBANCE
WATTLE
INLET PROTECTION
PD
PERMANENT DITCH
TD
TEMPORARY DITCH
GRAVEL CONSTRUCTION ENTRANCE
—xxxxx—
SILT FENCE
— x x x x —
SILT FENCE WATTLE BREAK
TPF
TREE PROTECTION FENCE
mag-nail set
— s — — — — — — r —
- - -
FACULTYSfEET
ex. catch basin TEMPORARY EXCAVATION-
rim=3 133.74 INLET SEDIMENT TRAP
invert=3 130.40
GRAPHIC SCAL
0 20 40
(INFEET)
1 inch = 40 ft.
LIMITS OF DISTURBANCE IN
CURRENT PHASE
2.02 AC
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-16
SHEET NO.
16 OF 37

NPDES & SELF INSPECTION REQUIREMENTS:
1. THIS PROJECT REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
NPDES STORMWATER PERMIT TO DISCHARGE STORMWATER UNDER THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT #NCG01000). ANY PERMIT
NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY NCDENR. INFORMATION REGARDING NCGO10000 CAN BE
FOUND AT:
HTTP://PORTAL.NCDENR.ORG/WEB/WQ/WS/SU/CONSTRUCTION.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A WEEKLY
SEIDMENTATION AND EROSION CONTROL INSPECTION REPORT TO BE MADE
AVAILABLE UPON REQUEST. THE INSEPCTION REPORT SHALL BE PREPARED IN
STRICT ACCORDANCE WITH NPDES GENERAL PERMIT NCG010000. A SAMPLE
"INSPECTION REPORT" IS SHOWN ON SHEET C-28.
3. THE OWNER IS RESPONSIBLE FOR IMPLEMENTATION OF A SELF INSPECTION
PROGRAM PER NCDENR-LAND QUAILTY SECTION. A SELF INSPECTION REPORT
FORM CAN BE FOUND AT:
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW .HTML.
CONSTRUCTION NOTES
1. CONTOUR INTERVAL = 1'
2. REFER TO SPECIFICATIONS FOR GRADING, COMPACTING, DRAINAGE AND EROSION
CONTROL.
3. ALL EROSION CONTROL FABRIC SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S GUIDELINES.
4. IF CONTRACTOR WISHES TO USE AN EROSION CONTROL FABRIC OTHER THAN
WHAT IS SPECIFIED, PRIOR APPROVAL MUST BE GRANTED BY ENGINEER.
5. CONTRACTOR SHALL PLACE CONCRETE INVERTS TO THE LEVEL OF OUTLET PIPE IN
ALL DRAINAGE STRUCTURES SO THAT THERE IS NO PONDING IN STRUCTURES.
CO
LOVV NG OVA y 32 - - -
R �,w,
• - ` �_ �9 _ \ \ w \ \ \ \ \� I I I �I/i/ ` \ �x X. w1ve
vv
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45
1 \ \ 1 // - - - -
W
ex.25ft
w_ --_--_ 1 / _ - __ __
5treambuffer \ 1 \ -i--_�_=----J'/l —,\l� --- 1'//I\�L�
vv
—i—\\ _ 45
� � \` \ __-lam �. - \__-----
NEW STABILIZATION TIMEFRAMES
KEY
SITE DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES,
O
SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW ZONES)
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
14 DAYS
AND HQW ZONES
JI UU IVUI KCIVIUVC UN I IL rr,FiJt ZU - - - - - - '
PUMP AROUND LOCATION
t
— / \ CONTRACTOR SHALL PROVIDE
ASKIMMER&OUTLET PIPE
t,c'\ -----
I
3/35
-�/�
\ \\ 1 ROUND LINE I
\ ,M 1 t T I x—x, �- \�
CONTRACTOR SHALL KEEP A DITCH LINE THAT _ w \ \ o x
DRAINS THE PORTION WITHIN THE LIMITS OFVIA
DISTURBANCE = AC. DITCHLINE WILL
DISAPPEAR AS STREAM GRADING PROGRESS LOx o
NORTH ` \ \ d \ rVIA c—oc/
LIMITS OF DISTURBANCE = 2.05 AC �\ \ \ °)VIA \ / /— — — —
REFER TO PHASE 2A FOR I /
CONTINUED STREAM GRADING I /
\ \ \ d
\\ 1 \ \,o00
\41\ 3135
\ \ ��
PHASE 16 CONSTRUCTION SEQUENCE --\- \_31
4_ �F���
dry
1. PRIOR TO BEGINNING ON PHASE 1 B CONSTRUCTION SEQUENCE, ALL ITEMS FROM
PHASE 1A CONSTRUCTION SEQUENCE MUST BE COMPLETED.
2. DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN CAREFUL L�3
SCHEDULING AND PERFORMANCE TO ENSURE THAT LAND STRIPPED OF ITS
NATURAL GROUND COVER IS EXPOSED ONLY IN SMALL QUANTITIES AND
THEREFORE LIMITED DURATIONS, BEFORE PERMANENT EROSION PROTECTION IS
ESTABLISHED.
3. BEGIN CONSTRUCTING NEW RECEIVING CHANNEL FROM THE DOWNSTREAM
PROJECT WORKING IN AN UPSTREAM DIRECTION. THE NEW CHANNEL SECTION
MUST BE COMPLETELY STABILIZED WITH STRUCTURES AND MATTING TO RECEIVE
FLOW FROM THE BYPASS CHANNEL DURING CONSTRUCTION.
4. BEGINNING IMMEDIATELY DOWNSTREAM OF THE PUMP AROUND LOCATION,
CONSTRUCT A BYPASS CHANNEL LINED WITH 6 MIL POLY AND CLASS A RIP RAP TO
CARRY STREAM DISCHARGE DURING CONSTRUCTION OPERATIONS. BYPASS
CHANNEL SHOULD ENTER THE NEWLY CONSTRUCTED CHANNEL AT STATION 9+55.
5. INSTALL A STONE CHECK DAM IN THE NEW MAIN CHANNEL UPSTREAM OF THE
BYPASS CHANNEL CONFLUENCE TO PREVENT SEDIMENT FROM ENTERING BASE
FLOW DURING THE REMAINING CHANNEL CONSTRUCTION.
6. REMOVE PUMP AROUND AFTER BYPASS CHANNEL IS STABILIZED AND EROSION
CONTROL MEASURES ARE IN PLACE.
7. AFTER PUMP AROUND IS REMOVED AND STONE CHECK DAM HAS BEEN INSTALLED.
BEGIN CONSTRUCTING THE NEW CHANNEL FROM THE DOWNSTREAM PROJECT
EXTENT TO AN UPSTREAM ENDING LOCATION AS SHOWN ON PHASE 2A.
8. AS WORK PROGRESSES, THE EXISTING STORMLINE FROM FACULTY STREET WILL
BE EXPOSED. CONTRACTOR SHALL PLACE INLET PROTECTION FILTER DAMS AT
EXISTING INLETS AND PROVIDE A RIP -RAP APRON FOR OUTFALL.
9. CONTRACTOR SHALL PROVIDE A TEMPORARY DITCH LINE THAT DRAINS PORTIONS
WITHIN THE LIMITS OF DISTURBANCE. DITCHLINE WILL DISAPPEAR AS STREAM
GRADING PROGRESSES NORTH
LEGEND
ronc
I gx . 9 Colic
Oc
ex. 6 x g6 arcs ­/
c
1 I \
_ X EARTHEN FILLED DAM
\ \ WITH GEOTEXTILE LINER 0 \ I
\ I
\ DOUBLE ROW SILT FENCE \ n
\ rl \ EXPOSE STORM LINE
TEMPORARY RIP -RAP I I I — \\• \_ _ \
a :zzzz oo, \ I II / APRON #1 «� �
\ ,
-�-
Vv — — W — — —- — —TN — — — W \ — M — — M — - - - - - - - - - - - -
- _ - - - - - - - — — - -_- - - - - r - - - - - - - - - - -
FACULTY STREET -------____�- _-----
EXISTING PAVEMENT / SIDEWALK
RIP -RAP APRON
EXISTING BUILDING
PROPOSED BUILDING / FOUNDATION
""""""""'
,,,,,,,,,•,,,,,,,,,,,,,,
TEMP. SKIMMER SEDIMENT BASIN
I•
STORM DRAINAGE PIPE
Al
STORM DRAINAGE STRUCTURE NUMBER
LOC
LIMITS OF DISTURBANCE
WATTLE
INLET PROTECTION
PD
PERMANENT DITCH
TD
TEMPORARY DITCH
GRAVEL CONSTRUCTION ENTRANCE
—x— x— x —x —x—
SILT FENCE
— x — x —x — x —
SILT FENCE WATTLE BREAK
TPF
TREE PROTECTION FENCE
GRAPHIC SCAL:
0 20 40
( IN FEET)
I inch = 40 ft.
LIMITS OF DISTURBANCE IN
CURRENT PHASE
2.05 AC
PRELIMINARY
FOR REGULATORY REVIEW ONLY
...............................
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0
DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
SHEET NO.
C-17
17 OF 37

NPDES & SELF INSPECTION REQUIREMENTS:
1. THIS PROJECT REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
NPDES STORMWATER PERMIT TO DISCHARGE STORMWATER UNDER THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT #NCG01000). ANY PERMIT
NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY NCDENR. INFORMATION REGARDING NCGO10000 CAN BE
FOUND AT:
HTTP://PORTAL.NCDENR.ORG/WEB/WQ/WS/SU/CONSTRUCTION.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A WEEKLY
SEIDMENTATION AND EROSION CONTROL INSPECTION REPORT TO BE MADE
AVAILABLE UPON REQUEST. THE INSEPCTION REPORT SHALL BE PREPARED IN
STRICT ACCORDANCE WITH NPDES GENERAL PERMIT NCG010000. A SAMPLE
"INSPECTION REPORT" IS SHOWN ON SHEET C-28.
3. THE OWNER IS RESPONSIBLE FOR IMPLEMENTATION OF A SELF INSPECTION
PROGRAM PER NCDENR-LAND QUAILTY SECTION. A SELF INSPECTION REPORT
FORM CAN BE FOUND AT:
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW .HTML.
CONSTRUCTION NOTES
1. CONTOUR INTERVAL = 1'
2. REFER TO SPECIFICATIONS FOR GRADING, COMPACTING, DRAINAGE AND EROSION
CONTROL.
3. ALL EROSION CONTROL FABRIC SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S GUIDELINES.
4. IF CONTRACTOR WISHES TO USE AN EROSION CONTROL FABRIC OTHER THAN
WHAT IS SPECIFIED, PRIOR APPROVAL MUST BE GRANTED BY ENGINEER.
5. CONTRACTOR SHALL PLACE CONCRETE INVERTS TO THE LEVEL OF OUTLET PIPE IN
ALL DRAINAGE STRUCTURES SO THAT THERE IS NO PONDING IN STRUCTURES.
NEW STABILIZATION TIMEFRAMES
KEY
SITE DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES,
O
SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW ZONES)
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
14 DAYS
AND HQW ZONES
CO
_ \
w \
�+ S
B G� W\
` `OVVNG VV yy ,
R
-_� OCKR
II i kI I I\� 1 CONTRACTOR SHALL LEAVE EXISTING PAVEMENT IN
PLACE WHILE UNDER PHASE 2A EROSION CONTROL
OPERATIONS
w-
/� w \ _ _ _ ` = `�)�/ ; _ _ CONTRACTOR SHALL CREATE A BERM TO PROHIBIT
A' o /I\��.` µ 1j \ I^ ` _��/ - yr WATER FROM CREATE NEWLY CREATE STREAM
PHASE 2A CONSTRUCTION SEQUENCE
1. PRIOR TO BEGINNING ON PHASE 2A CONSTRUCTION SEQUENCE, ALL ITEMS FROM
PHASE 1 B CONSTRUCTION SEQUENCE MUST BE COMPLETED.
2. DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN CAREFUL
SCHEDULING AND PERFORMANCE TO ENSURE THAT LAND STRIPPED OF ITS
NATURAL GROUND COVER IS EXPOSED ONLY IN SMALL QUANTITIES AND
THEREFORE LIMITED DURATIONS, BEFORE PERMANENT EROSION PROTECTION IS
ESTABLISHED.
3. WORKING IN THE UPSTREAM DIRECTION, CONTINUE GRADING NEW CHANNEL
STOPPING GRADING OPERATIONS SHORT OF CHANNEL CONNECTION AS SHOWN.
STREAM STABILIZATION STRUCTURES AND MATTING SHOULD BE INSTALLED AS
GRADING PROGRESSES.
4. INSTALL BERM WITH OVERFLOW APRON. CONTRACTOR SHALL USE THE EXISTING
CATCH BASIN AS THE INLET INTO THE 60" CMP PIPE.
5. AS GRADING PROGRESS IT WILL BE NECESSARY TO EXPOSE EXISTING COLLECTOR
STORM LINES FROM THE ROADWAY. CONTRACTOR SHALL PROVIDE RIP -RAP APRON
AS REQUIRED UNTIL PROPOSED STORMLINES CAN BE INSTALLED.
6. CONTRACTOR SHALL PLACE INLET PROTECTION FILTER DAMS AT NEW INLETS AND
PROVIDE A RIP -RAP APRON FOR OUTFALLS.
CONCRETE PIT WASH OUT AREA
\� INLET PROTECTION I
AS GRADING PROGRESS.
CONTRACTOR SHALL 3 W F \ �`—x—x—x— _�—
EXPOSE EX. 18" STORM LINE \ — 4p �` q J
--AND INSTALL NEW LINE C1 — \ �oo1 oo1 o /3135 _� r 3— — — — _ _
AA
3135 ` _ _ _ — _d _ —
\ \� W -- W — — — — W 44 — — W — — — — —GV — — — W — ` — AA— — — M — — — — I — — — — — — — — — —
LIMITS OF DISTURBANCE = 2.14 AC
s — — —
FACULTY STREET - - - - - -
LEGEND
Al
PD
TD
— x— x— x— x— x—
—x—x-400—x—x—
TPF
EXISTING PAVEMENT / SIDEWALK RIP -RAP APRON
EXISTING BUILDING
PROPOSED BUILDING / FOUNDATION """"""""' TEMP. SKIMMER SEDIMENT BASIN
STORM DRAINAGE PIPE
STORM DRAINAGE STRUCTURE NUMBER LOC LIMITS OF DISTURBANCE
WATTLE
PERMANENT DITCH INLET PROTECTION
TEMPORARY DITCH
GRAVEL CONSTRUCTION ENTRANCE
SILT FENCE
SILT FENCE WATTLE BREAK
TREE PROTECTION FENCE
DOUBLE ROW OF TEMPORARY SILT FENCE
CONTRACTOR SHALL PLACE HAY BALES IN
BETWEEN SILT ROWS
GRAPHIC SCALE
0 20 40
(IN FEET)
1 inch = 40 ft.
LIMITS OF DISTURBANCE IN
CURRENT PHASE
2.14 AC
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-18
SHEET NO.
18 OF 37

NPDES & SELF INSPECTION REQUIREMENTS:
1. THIS PROJECT REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
NPDES STORMWATER PERMIT TO DISCHARGE STORMWATER UNDER THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT #NCG01000). ANY PERMIT
NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY NCDENR. INFORMATION REGARDING NCGO10000 CAN BE
FOUND AT:
HTTP://PORTAL.NCDENR.ORG/WEB/WQ/WS/SU/CONSTRUCTION.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A WEEKLY
SEIDMENTATION AND EROSION CONTROL INSPECTION REPORT TO BE MADE
AVAILABLE UPON REQUEST. THE INSEPCTION REPORT SHALL BE PREPARED IN
STRICT ACCORDANCE WITH NPDES GENERAL PERMIT NCG010000. A SAMPLE
"INSPECTION REPORT" IS SHOWN ON SHEET C-28.
3. THE OWNER IS RESPONSIBLE FOR IMPLEMENTATION OF A SELF INSPECTION
PROGRAM PER NCDENR-LAND QUAILTY SECTION. A SELF INSPECTION REPORT
FORM CAN BE FOUND AT:
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW .HTML.
CONSTRUCTION NOTES
1. CONTOUR INTERVAL = 1'
2. REFER TO SPECIFICATIONS FOR GRADING, COMPACTING, DRAINAGE AND EROSION
CONTROL.
3. ALL EROSION CONTROL FABRIC SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S GUIDELINES.
4. IF CONTRACTOR WISHES TO USE AN EROSION CONTROL FABRIC OTHER THAN
WHAT IS SPECIFIED, PRIOR APPROVAL MUST BE GRANTED BY ENGINEER.
5. CONTRACTOR SHALL PLACE CONCRETE INVERTS TO THE LEVEL OF OUTLET PIPE IN
ALL DRAINAGE STRUCTURES SO THAT THERE IS NO PONDING IN STRUCTURES.
NEW STABILIZATION TIMEFRAMES
KEY
SITE DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES,
O
SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW ZONES)
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
14 DAYS
AND HQW ZONES
CO
n
� rcv
stoN�GI� W � \ \ � \ CONTRACTOR USE EXISTING STREAM CHANNEL AS
wiN� R q Y 32 ` W \ \ \ SEDIMENT STORAGE DURING PHASE 2C
C%cR ��
\ - O" �hJ_ W \ \ \ ` \ \ I I I/I / ` \ \ \ \ CONTRACTOR SHALL LEAVE EXISTING PAVEMENT IN
W
�I I / PLACE WHILE UNDER PHASE 2B EROSION CONTROL
OPERATIONS
jr
- ,I ; _ _� _��ll/ _ \ ` \ CONTRACTOR SHALL CREATE A SEEP BERM TO
/ \ PROHIBIT WATER FROM CREATE NEWLY CREATE
Iv STTREAM
\77
i
rey b fifer / \ W ' / / I— — -1 _ / - - - - - - - - - I I I �1
OUTFALL OF PUMP AROUND /
\`` �140.a� 3/3g
PHASE 213 CONSTRUCTION SEQUENCE
1. PRIOR TO BEGINNING ON PHASE 2B CONSTRUCTION SEQUENCE, ALL ITEMS FROM
PHASE 2A CONSTRUCTION SEQUENCE MUST BE COMPLETED.
2. DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN CAREFUL
SCHEDULING AND PERFORMANCE TO ENSURE THAT LAND STRIPPED OF ITS
NATURAL GROUND COVER IS EXPOSED ONLY IN SMALL QUANTITIES AND
THEREFORE LIMITED DURATIONS, BEFORE PERMANENT EROSION PROTECTION IS
ESTABLISHED.
3. CONTRACTOR SHALL INSTALL SEEP BERM AS SHOWN AND PER DETAILS LOCATED
ON SHEET C-32.
4. CONTRACTOR SHALL REMOVE EXISTING STRUCTURE AS SHOWN AND EXTEND SEEP
BERM TO PROPERTY EDGE.
5. COMPLETE DEMOLITION OPERATIONS OF ITEMS THAT ARE ENCLOSED WITH IN THE
LIMITS OF DISTURBANCE. CONTRACTOR WILL CONTINUE TO USE THE EXISTING
CATCH BASIN AS THE INLET INTO THE 60" CMP PIPE.
6. CONTRACTOR SHALL INSTALL PUMP AROUND AS SHOWN WITH OUTLET IN THE
NEWLY CONSTRUCTED POOL AS SHOWN. PUMP MUST RUN CONTINUOUSLY UNTIL
REMAINING PROPOSED CHANNEL IS STABILIZED.
7. COMPLETE DEMOLITION OPERATIONS OF EXISTING RETAINING WALLS ON STREAM
RIGHT AND STREAM LEFT OF THE EXISTING CHANNEL.
8. CONSTRUCT THE REMAINING PORTIONS OF THE PROPOSED CHANNEL.
9. AFTER PROPOSED CHANNEL IS STABILIZED WITH STRUCTURES AND MATTING,
REMOVE PUMP AROUND TO RELEASE FLOW TO NEW CHANNEL.
10. REMOVE STONE CHECK DAM.
INLET PROTECTION
\
3136 '�i
\ 3136 x 3135-
� x �
\ 313 3136 x�x—x�
4
PERMANENT RTP -RAP_
\ \ W \ \\ O APRON #3
RIP -RAP
PERMANENT RIP -RAP \\ a APRON #2
APRON #4 v
\
3134
001
vv
LEGEND LIMITS OF DISTURBANCE = 3.37 AC
INLET PROTECTION
— x— x— x— x x—
—x—x-400--x—x—
TPF
EXISTING PAVEMENT / SIDEWALK
EXISTING BUILDING
PROPOSED BUILDING / FOUNDATION
STORM DRAINAGE PIPE
STORM DRAINAGE STRUCTURE NUMBER
WATTLE
PERMANENT DITCH
TEMPORARY DITCH
SILT FENCE
SILT FENCE WATTLE BREAK
TREE PROTECTION FENCE
LOC
I I
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F-MI�I�I�I�;I
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\/ �� 3\3 � — _-• ---------- ---�— � � / i /vim\ —_,
.ems
No
✓.l \ems iri•11
DOUBLE ROW OF TEMPORARY SILT FENCE
via
AFTER PIERS ARE CONSTRUCTED CONTRACTOR
loom 0710.11,
SHALL USE RIP -RAP FOR STABILIZATION.
--
3135 - - - - - _ -
W — — — — VJ — — W < — M — — — M — — — — — — — — — — -
W —
— — — — r _
INLET PROTECTION FACULTY STREET------- -
RIP -RAP APRON ----
TEMP. SKIMMER SEDIMENT BASIN
LIMITS OF DISTURBANCE
INLET PROTECTION
GRAVEL CONSTRUCTION ENTRANCE
DOUBLE ROW OF TEMPORARY SILT FENCE
GRAPHIC SCA
0 20 40
( IN FEET)
1 inch = 40 ft.
LIMITS OF DISTURBANCE IN
CURRENT PHASE
3.37 AC
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRAIN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-19
SHEET NO.
19 OF 37

NPDES & SELF INSPECTION REQUIREMENTS:
1. THIS PROJECT REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
NPDES STORMWATER PERMIT TO DISCHARGE STORMWATER UNDER THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT #NCG01000). ANY PERMIT
NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY NCDENR. INFORMATION REGARDING NCGO10000 CAN BE
FOUND AT:
HTTP://PORTAL.NCDENR.ORG/WEB/WQ/WS/SU/CONSTRUCTION.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A WEEKLY
SEIDMENTATION AND EROSION CONTROL INSPECTION REPORT TO BE MADE
AVAILABLE UPON REQUEST. THE INSEPCTION REPORT SHALL BE PREPARED IN
STRICT ACCORDANCE WITH NPDES GENERAL PERMIT NCG010000. A SAMPLE
"INSPECTION REPORT" IS SHOWN ON SHEET C-28.
3. THE OWNER IS RESPONSIBLE FOR IMPLEMENTATION OF A SELF INSPECTION
PROGRAM PER NCDENR-LAND QUAILTY SECTION. A SELF INSPECTION REPORT
FORM CAN BE FOUND AT:
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW .HTML.
CONSTRUCTION NOTES
1. CONTOUR INTERVAL = 1'
2. REFER TO SPECIFICATIONS FOR GRADING, COMPACTING, DRAINAGE AND EROSION
CONTROL.
3. ALL EROSION CONTROL FABRIC SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S GUIDELINES.
4. IF CONTRACTOR WISHES TO USE AN EROSION CONTROL FABRIC OTHER THAN
WHAT IS SPECIFIED, PRIOR APPROVAL MUST BE GRANTED BY ENGINEER.
5. CONTRACTOR SHALL PLACE CONCRETE INVERTS TO THE LEVEL OF OUTLET PIPE IN
ALL DRAINAGE STRUCTURES SO THAT THERE IS NO PONDING IN STRUCTURES.
NEW STABILIZATION TIMEFRAMES
KEY
SITE DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES,
O
SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW ZONES)
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
14 DAYS
AND HQW ZONES
CO
o � �
\
G3 32
N _ \
I
KKR/ w\
—O�h�— _ \ \ \ \ \ \ \`\ I I \\ CONTRACTOR SHALL LEAVE EXISTING PAVEMENT IN
` w \/ PLACE WHILE STREAM CONSTRUCTION IS ONGOING
vv j)) f
y I
vv
a v
3145 _ — W CONCRETE PIT WASH OUT AREA - - - / -_ _ _ - _ I > _ - - — - \
---�\\
W III FT 1DR!"1TFf TI!"1N
PUMP AROUND LINE a:
s,34
\
\
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'
,
mason buddln
\ 9
I(McDdnald
r I J I!ACP IV1 OVrrCf Of1JCLJ /ii911A
\ LWW!
ON RELOCATED CREEK)
a,
v
V,--
\ s)
/
BAFFLE BASIN #4A
1
PARKING DECK
.L TEMPORARY SEDIMENT BASIN \ \
SHOULD BE CONSTRUCTED PRIOR TO TO REMOVAL OF
``140 i
° 3j39
REMAING PAVEMENT AND FOUNDATIONS
WALL SHALL BE 2 3' HIGHER
96 Ono.
'
0 CONTRACTOR SHALL PROVIDE - -
�+
—x_
THAN FILL BEING PLACED
BEHIND WALL SECITON
- -
— ---
- - - - — _ -
- _ _ - — —
- - -
I I / c.
9 con
Ipe \
p�
A SKIMMER & OUTLET PIPE `
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— x — x —
-
< \
- _ _ -
-
—
X
I ex•
\ \
x — - -
96il
arcs
-
\\
\\\—x—
PERMANENT RIP -RAP-
_ \w\
\
x—x—x— —
*/x \---_ f�s� APRON#5
TEMPORARY RIP -RAP OVERFLOW
FORSEDIMENTPOND
I \ -
_ _
\
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O
PERMANENT R-TP -RAP _ _
APRON#3
- — x
_
--------x
-
I�\\`
`\_kv
x--x—x—x
PERMANENT RIP -RAP
\
\
\\\
APRON #6
3131
g130
I p
PERMANENT RIP RAP
PERMANENT RIP -RAP
s13—x� = °
\
APRON#4 N\
APRON #2
`
\
3129
PHASE 2C CONSTRUCTION SEQUENCE
\
1. PRIOR TO BEGINNING ON PHASE 2C CONSTRUCTION SEQUENCE, ALL ITEMS
INLET PROTECTION
`
\ I \
\
w
�\
\ \
\ \ \
3131
1
FROM PHASE 2B CONSTRUCTION SEQUENCE MUST BE COMPLETED
\ \
'�\`
_ --
— — — — —=3x34
I` \ 3C4p\F,q
I
I
2. PRIOR TO ANY GROUND DISTURBING ACTIVITIES CONTRACTOR SHALL LOCATE
\_- `v/\
\ �V COS_
/ /
�`
ALL UNDERGROUND UTILITIES: CALL 811.
\ - - _ \ ' \� \ %��
001-001
001
,„
_
3135
- -
-�
_
_
_
_
---
J
3. REFER TO PROJECT SPECIFICATIONS FOR INSTALLATION MAINTENANCES
— - -'0�
— —
— —
— — —
_ - - -
- "
DETAILS AND AND SEEDING SPECIFICATIONS.
\ \�
w — — — — — -
— — = w ,
J _
- w — — — w — —
_ -Gv =
3135—\
— — w
<\ — M — — — M — —
—
w —
4. TEMPORARY BERM SHALL BE PLACED AT THE END OF EACH WORKING DAY TO
LIMITS OF DISTURBANCE = 4.53 AC
- - -
- - - - - - - - -
-
DIVERT RUN OFF INTO A EROSION CONTROL DEVICES.
INLET PROTECTION_ _ _ _ r
` -A —
_ _ _ __=_=
- - - - - - - - - -
— - - -
- - — — —
— —
— —
- - - r - - - - -
,
-_ _ _ —
— — — _ — —
_
INLET PROTECTION
FACULTY STREET-
— — — — — — —
5. PLACE INLET PROTECTION FILTER DAMS AT EACH CATCH BASIN INLET AS
BASINS ARE CONSTRUCTED
- -
- - - -
6. ALL DISTURBED AREAS SHALL BE STABILIZED IN ACCORDANCE WITH THE
STABILIZATION TIMEFRAMES ON PLAN SHEET C-30.
7. DURING THE EXCAVATION OF THE PARKING DECK, A SUMP PUMP WILL BE
REQUIRED FOR DEWATERING. CONTRACTOR SHALL DISCHARGE WATER INTO
TEMPOARY SEDIMENT BASIN.
8. ONCE STABLE PERMANENT GROUND COVER IS ESTABLISHED, TEMPORARY
EROSION CONTROL MEASURES MAY BE REMOVED. BARE SOIL AREAS
REMAINING AFTER THE REMOVAL OF TEMPORARY EROSION CONTROL
MEASURES SHALL BE IMMEDIATELY SEEDED AND MULCHED IN ACCORDANCE
WITH THE SEEDING SPECIFICATION ON PLAN SHEET C-30.
9. INSPECT ALL A EROSION CONTROL DEVICES WEEKLY AND AFTER EVERY RAIN
STORM SEDIMENT CONTROL DEVICES SHALL BE MAINTAINED UNTIL PERMANENT
COVER IS ESTABLISHED ON ARES THEY PROTECT QUEEN ALL DEVICES WHEN
THEY ARE ONE HALF FULL.
10. REPLACE STONE ENTRANCE PAD AS NECESSARY.
11. CONSTRUCT THE PARKING DECK AND BUILDING FOUNDATIONS AS SHOWN.
STABILIZE THE PARKING AREA WITH COMPACTED AGGREGATE BASE COURSE.
LEGEND
EXISTING PAVEMENT / SIDEWALK
RIP -RAP APRON
EXISTING BUILDING
PROPOSED BUILDING / FOUNDATION
a<',aw
TEMP. SKIMMER SEDIMENT BASIN
I•
STORM DRAINAGE PIPE
Al
STORM DRAINAGE STRUCTURE NUMBER
LOC
LIMITS OF DISTURBANCE
WATTLE
INLET PROTECTION
PD
PERMANENT DITCH
TD
TEMPORARY DITCH
GRAVEL CONSTRUCTION ENTRANCE
— x x x x x—
SILT FENCE
— x x 400-- x x —
SILT FENCE WATTLE BREAK
TPF
TREE PROTECTION FENCE
DOUBLE ROW OF TEMPORARY SILT FENCE
CONTRACTOR SHALL PLACE HAY BALES IN
BETWEEN SILT ROWS
GRAPHIC SCALE
0 20 40 80
( IN FEET)
I inch = 40 ft.
LIMITS OF DISTURBANCE IN
CURRENT PHASE
4.57 AC
PRELIMINARY
FOR REGULATORY REVIEW ONLY
...............................
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0
DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-20
SHEET NO.
20 OF 3

NPDES & SELF INSPECTION REQUIREMENTS:
1. THIS PROJECT REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
NPDES STORMWATER PERMIT TO DISCHARGE STORMWATER UNDER THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT #NCG01000). ANY PERMIT
NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY NCDENR. INFORMATION REGARDING NCGO10000 CAN BE
FOUND AT:
HTTP://PORTAL.NCDENR.ORG/WEB/WQ/WS/SU/CONSTRUCTION.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A WEEKLY
SEIDMENTATION AND EROSION CONTROL INSPECTION REPORT TO BE MADE
AVAILABLE UPON REQUEST. THE INSEPCTION REPORT SHALL BE PREPARED IN
STRICT ACCORDANCE WITH NPDES GENERAL PERMIT NCG010000. A SAMPLE
"INSPECTION REPORT" IS SHOWN ON SHEET C-28.
3. THE OWNER IS RESPONSIBLE FOR IMPLEMENTATION OF A SELF INSPECTION
PROGRAM PER NCDENR-LAND QUAILTY SECTION. A SELF INSPECTION REPORT
FORM CAN BE FOUND AT:
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW .HTML.
CONSTRUCTION NOTES
1. CONTOUR INTERVAL = 1'
2. REFER TO SPECIFICATIONS FOR GRADING, COMPACTING, DRAINAGE AND EROSION
CONTROL.
3. ALL EROSION CONTROL FABRIC SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S GUIDELINES.
4. IF CONTRACTOR WISHES TO USE AN EROSION CONTROL FABRIC OTHER THAN
WHAT IS SPECIFIED, PRIOR APPROVAL MUST BE GRANTED BY ENGINEER.
5. CONTRACTOR SHALL PLACE CONCRETE INVERTS TO THE LEVEL OF OUTLET PIPE IN
ALL DRAINAGE STRUCTURES SO THAT THERE IS NO PONDING IN STRUCTURES.
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KEY
SITE DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES,
O
SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW ZONES)
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
14 DAYS
AND HQW ZONES
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INSTALL PUMP /
AROUN
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COMPLETE DEMO OPERATIONS
C i �.\ hou°d fr \ \
�R e/a
CONSTRUCT REMAINING
PORTION OF CHANNEL
\
`"�`--w_ 1 \ US HIGHWAY 321-\\ ---\
25 FT STREAM BUFFER ( BASED ® - - - `\ \ \ \ \
ON RELOCATED CREEK) _ ;� �` `, - \\ \ \ BLOWING ROCK ROADAk-\
SILT FENCE - - roc \ \ \ - M \ \
j1 - M - - - ,"A -
WALL SHALL BE 2'-3' HIGHER / / I 1 I I / - _
\ \\ I \+ \ \ THAN FILL BEING PLACED - _ \ 11 \ \ \ \\ I I < r J 'lam I oc
BEHIND WALL SECTION I I \ \ \� \ I I \ -J,,_
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INLET PROTECTION
ex. II story
/ \\ \ . ' ' \ 25 FT STREAM BUFFER (BASED
0 - mason I /
\� PARKING DECK V I I J / \\ iMcD�naldbuddln's9 \ ON RELOCATED CREEK)
w\ \ \ I fillAi
-
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/ CONTRACTOR SHALL PROVIDE \ \ \ k ' , \ /� 0 C plp
�\ \ \ X I WALL SHALL IN 2PL HIGHER L J - - - - ®� / / _ 6 ,
A SKIMMER &OUTLET PIPE \ W k � - _ � � / � ' I ,gX• _i-
\ \ THAN FILL BEING PLACED
BAFFLE BASIN #4B.2 ` \ k - x X X _ BEHIND WALL SECTION 9 \
TEMPORARY RIP-RAPPERMANEarch
APRON #7 \ \ \ \ W \ \ 3132 \ \ \ x x _ x _ / - _ �f APRON #5NT RIP -RAP 3 25 eX. `�' x
_ \ \ PERMANENT RTP RAC
v vvwv �Av APRON#3
INLET PROTECTION \ \ / \
PERMANENT RIP -RAP I I
a \ \ APRON #6 3131 g130
\> PERMANENT RIP -RAP _
PERMA ENT RIP -RAP APRON #2 3130 / 3135 o
\ APRON #4 o ` \ \ °x -== - - _
pv
\ �\ 3130�� x \ \ \ I
WALL SHALL BE 2-3' HIGHER
THAN FILL BEING PLACED \ \
BEHIND WALL SECTION \ \ \ `\ \ \ ` 3131\\
PHASE 2D CONSTRUCTION SEQUENCE INLET PROTECTION I w\ -- -- 3134 --per- I \\ \\ I7
007 z = x = z = i x 1 �b I \\ \ \ \ I� \ ' /
1. PRIOR TO BEGINNING ON PHASE 2D CONSTRUCTION SEQUENCE, ALL ITEMS \3j4o \ w\F,q *% I �> I I I
FROM PHASE 2C CONSTRUCTION SEQUENCE MUST BE COMPLETED \ - - �° ` 3135
\ _ _ _ - - v \ \ \� ` \� r� ' °off 001 001 001 - I - -
-FAY
2. PRIOR TO ANY GROUND DISTURBING ACTIVITIES CONTRACTOR SHALL LOCATE \ \ � � - - - - - --- - - - - - -° � _ - - _ _ _ _ - - - _ _ _ _ \ ` - J ^ /
ALL UNDERGROUND UTILITIES: CALL 811 \� w - - - w w - - - - w J- w - - - w - - - -Gv = 3135 -D - AA - - - AA - - - - - - - -� - -
-------------
- w- -
3. REFER TO PROJECT SPECIFICATIONS FOR INSTALLATION MAINTENANCE �, I� - - - - II _ _ _ _ - - - - - - - -
LIMITS OF DISTURBANCE = 4.57 AC INLET PROTECTION - - - - - _ _ _ _ - _ - - - - \'
DETAILS AND SEEDING SPECIFICATIONS �� _ _ _ R W _ �_ _ - - - - -- _ _ _ _
4. TEMPORARY BERM SHALL BE PLACED AT THE END OF EACH WORKING DAY TO INLET PROTECTION FACULTY STREET ' - - - - �- _ _ - - - - J _ _ _ _ _ _ - - _ _ -
DIVERT RUN OFF INTO A EROSION CONTROL DEVICES
5. PLACE INLET PROTECTION FILTER DAMS AT EACH CATCH BASIN INLET AS
BASINS ARE CONSTRUCTED
6. ALL DISTURBED AREAS SHALL BE STABILIZED IN ACCORDANCE WITH THE
STABILIZATION TIMEFRAMES ON PLAN SHEET C-30.
7. AFTER REMOVAL OF THE BUILDINGS AND PARKING LOTS IN THE PREVIOUS
PHASE, CONTRACTOR SHALL SHIFT THE SEDIMENT POND TO THE NORTH.
7. CONTRACTOR SHALL BEGIN GRADING OPERATIONS TO BRING THE WALL AND
THE FILL UP TO GRADE. THE WALL SHALL BE 2-3 FT ABOVE THE TOP OF WALL
AFTER EACH WORK DAY. REINSTALL SILT FENCE AS NEEDED.
8. ONCE STABLE PERMANENT GROUND COVER IS ESTABLISHED, TEMPORARY
EROSION CONTROL MEASURES MAY BE REMOVED. BARE SOIL AREAS
REMAINING AFTER THE REMOVAL OF TEMPORARY EROSION CONTROL
MEASURES SHALL BE IMMEDIATELY SEEDED AND MULCHED IN ACCORDANCE
WITH THE SEEDING SPECIFICATION ON PLAN SHEET C-30.
9. INSPECT ALL A EROSION CONTROL DEVICES WEEKLY AND AFTER EVERY RAIN
STORM SEDIMENT CONTROL DEVICES SHALL BE MAINTAINED UNTIL PERMANENT
COVER IS ESTABLISHED ON ARES THEY PROTECT QUEEN ALL DEVICES WHEN
THEY ARE ONE HALF FULL
10. REPLACE STONE ENTRANCE PAD AS NECESSARY.
11. CONSTRUCT THE PARKING DECK AND BUILDING FOUNDATIONS AS SHOWN.
STABILIZE THE PARKING AREA WITH COMPACTED AGGREGATE BASE COURSE.
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PUMP AROUND LINE
\ w
BAFFLE BASIN #413.1 --
2 TEMPORARY SEDIMENT BASIN
LEGEND
EXISTING PAVEMENT / SIDEWALK
RIP -RAP APRON
EXISTING BUILDING
PROPOSED BUILDING / FOUNDATION
a<',aw
TEMP. SKIMMER SEDIMENT BASIN
STORM DRAINAGE PIPE
Al
STORM DRAINAGE STRUCTURE NUMBER
LOC
LIMITS OF DISTURBANCE
WATTLE
INLET PROTECTION
PD
PERMANENT DITCH
TD
TEMPORARY DITCH
GRAVEL CONSTRUCTION ENTRANCE
-x -xxxx-
SILT FENCE
- x - x -x - x -
SILT FENCE WATTLE BREAK
TPF
TREE PROTECTION FENCE
DOUBLE ROW OF TEMPORARY SILT FENCE
CONTRACTOR SHALL PLACE HAY BALES IN
BETWEEN SILT ROWS
GRAPHIC
0 20 40
( IN FEE'
I inch = 40 ft.
LIMITS OF DISTURBANCE IN
CURRENT PHASE
4.57 AC
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
SHEET NO.
C-21
21 OF 37

NPDES & SELF INSPECTION REQUIREMENTS:
1. THIS PROJECT REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
NPDES STORMWATER PERMIT TO DISCHARGE STORMWATER UNDER THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT #NCG01000). ANY PERMIT
NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY NCDENR. INFORMATION REGARDING NCGO10000 CAN BE
FOUND AT:
HTTP://PORTAL.NCDENR.ORG/WEB/WQ/WS/SU/CONSTRUCTION.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A WEEKLY
SEIDMENTATION AND EROSION CONTROL INSPECTION REPORT TO BE MADE
AVAILABLE UPON REQUEST. THE INSEPCTION REPORT SHALL BE PREPARED IN
STRICT ACCORDANCE WITH NPDES GENERAL PERMIT NCG010000. A SAMPLE
"INSPECTION REPORT" IS SHOWN ON SHEET C-28.
3. THE OWNER IS RESPONSIBLE FOR IMPLEMENTATION OF A SELF INSPECTION
PROGRAM PER NCDENR-LAND QUAILTY SECTION. A SELF INSPECTION REPORT
FORM CAN BE FOUND AT:
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW .HTML.
CONSTRUCTION NOTES
1. CONTOUR INTERVAL = 1'
2. REFER TO SPECIFICATIONS FOR GRADING, COMPACTING, DRAINAGE AND EROSION
CONTROL.
3. ALL EROSION CONTROL FABRIC SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S GUIDELINES.
4. IF CONTRACTOR WISHES TO USE AN EROSION CONTROL FABRIC OTHER THAN
WHAT IS SPECIFIED, PRIOR APPROVAL MUST BE GRANTED BY ENGINEER.
5. CONTRACTOR SHALL PLACE CONCRETE INVERTS TO THE LEVEL OF OUTLET PIPE IN
ALL DRAINAGE STRUCTURES SO THAT THERE IS NO PONDING IN STRUCTURES.
NEW STABILIZATION TIMEFRAMES
KEY
SITE DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES,
O
SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW ZONES)
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
14 DAYS
AND HQW ZONES
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_ �\ \ \
Qi 25 FT STREAM BUFFER (BASED BLOWING ROCK ROAD
\ \ � \ ` \
\
ON RELOCATED CREEK) \ \ \ \ \ INLET PROTECTION \
PERMANENT RIP -RAP \
APRON#9 \✓ \ \ \\\\\ \\ `� \ --- -- �'
-R/IAA
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L
INLET PROTECTION
\ s \ PERMANENT RIP- P
\� APRON _ INLET PROTECTION
INLET PROTECTION \ `
ex. II story mason 25 FT STREAM BUFFER (BASED
IV
- ' � \ /
\\ \ \ \ I(McDdlnald's) bulldln 9 ON RELOCATED CREEK)
3 u'sr � \ \
0 25-FT STREAM BUFFER
(BASED ON RELOCATED CREEK) \ \
I �
INLET PROTECTION L
PPAgP 1 rnnl(ZTRl Ir_Tlnnl gPnl lPnlrP
1. PRIOR TO BEGINNING ON PHASE 3 CONSTRUCTION SEQUENCE, ALL ITEMS FROM
PHASE 2 CONSTRUCTION SEQUENCE MUST BE COMPLETED
2. PRIOR TO ANY GROUND DISTURBING ACTIVITIES CONTRACTOR SHALL LOCATE ALL
UNDERGROUND UTILITIES: CALL 811
3. REFER TO PROJECT SPECIFICATIONS FOR INSTALLATION MAINTENANCE DETAILS
AND SEEDING SPECIFICATIONS
\\ ____E PERMANENT RIP -RAP �� 4
APRON #4 ti
Qi 25-FT STREAM BUFFER
(BASED ON RELOCATED CREEK) — —
INLET PROTECTION � �� _ _ -
4.
TEMPORARY BERM SHALL BE PLACED AT THE END OF EACH WORKING DAY TO
LEGEND
DIVERT RUN OFF INTO A EROSION CONTROL DEVICES
5.
PLACE IN PROTECTION FILTER DAMS AT EACH CATCH BASIN INLET AS BASINS ARE
CONSTRUCTED
EXISTING PAVEMENT / SIDEWALK
RIP -RAP APRON
6.
ALL DISTURBED AREAS SHALL BE STABILIZED IN ACCORDANCE WITH THE
EXISTING BUILDING
STABILIZATION TIMEFRAMES ON PLAN SHEET C-30.
PROPOSED BUILDING / FOUNDATION
""""""""'
TEMP. SKIMMER SEDIMENT BASIN
7.
ONCE STABLE PERMANENT GROUND COVER IS ESTABLISHED, TEMPORARY
EROSION CONTROL MEASURES MAY BE REMOVED. BARE SOIL AREAS REMAINING
STORM DRAINAGE PIPE
AFTER THE REMOVAL OF TEMPORARY EROSION CONTROL MEASURES SHALL BE
IMMEDIATELY SEEDED AND MULCHED IN ACCORDANCE WITH THE SEEDING
Al
STORM DRAINAGE STRUCTURE NUMBER
LOC
LIMITS OF DISTURBANCE
SPECIFICATION ON PLAN SHEET C-30.
8.
INSPECT ALL A EROSION CONTROL DEVICES WEEKLY AND AFTER EVERY RAIN
WATTLE
INLET PROTECTION
STORM SEDIMENT CONTROL DEVICES SHALL BE MAINTAINED UNTIL PERMANENT
PD
PERMANENT DITCH
COVER IS ESTABLISHED ON ARES THEY PROTECT QUEEN ALL DEVICES WHEN THEY
ARE ONE HALF FULL
TD
TEMPORARY DITCH
GRAVEL CONSTRUCTION ENTRANCE
9.
REPLACE STONE ENTRANCE PAD AS NECESSARY.
— x — x — x — x — x —
SILT FENCE
10.
CONSTRUCT A BUILDING FOUNDATION STABILIZE PARKING AREA WITH COMPACTED
— x — x —x — x —
SILT FENCE WATTLE BREAK
AGGREGATE BASE COURSE.
TPF
TREE PROTECTION FENCE
11. APPLY TOP DRESSING SIX MONTHS AFTER INITIAL SEEDING
FACULTY STREET
GRAPHIC SCALE
0 20 40 80
( IN FEET)
I inch = 40 ft.
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C- 22
SHEET NO.
22 OF 3

...............................
...............................
...............................
ex. ssmh
Airim:3 135.0 ................................................... .
ex. 12" vc sewer main
12" inv. in:3 128.5
TO BE ABANDONED128.3
00
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12" inv. out:3 1 28.3 N... .
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ex. ssmh \� REC. o RT , _ - _ �./' ex. jnlet M .'
rim:3 143.8 _';,,, _ L 3 COU µ:.. '_ _----' ----- ---- - ,
12" inv. in:3 134.20--------- - =�� , \ s COURTYARD YARD _- _ - _ =' f ,.� - 3 3 - - - - - /.� rim:3 I I I .98 .O
,� c _ _
12" inv. out:3 134.15 ; ------ ;�_```4p` ;� =s COURTYARD B,. 1 _ --_ ``: _:'=r''�,�. - _ - - �// -- - /•' i Q a nv 3 13 k��8 (�� 0 .. .
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rim: 3 144.54
12" mv. in:3 134.54
12" mv. out:3 134.34 - - __- _-- - - _ _
` lr \ -3� /-_vN - ______ - _�=_=_ _- -/� _ - II ! _, i / �� 1\_ \ 1 .. .... .. .
A 25' PERMANENT SEWER II I _ s C� _ _ � _ _ ✓� [T�
EASEMENT % 313� �.-'i - �- / -.� = / `I °°
---- - - - -- - - -
1 411\
ex. ssmh I_ _ , �� _ -
rim: ±3 147.0 sewer main II Ij I - - - \ 3> 4 v \ - _._. ! '' 27 i��� _ - �.• % --- /
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12" inv. in:3 134.9 I II II I '"------- NEW 85 LF 0 �� _. _ - . _ _._._._._._. - - - - . -_
II I e�: ° �•�� . RIM:3139.92 _ . 3131 3131 3130 -- ----- �32 "'� % .
_ for od fr, 4" DIP CL 350 MIN 1.0 / - ---.- = = - - _ �P w
12 inv. out:31 34.89 3129 - 3
0 NEW 12" INV. OUT 3134.89 ^ Q - ANEW 100 LF I Y ouse @ ° 12" INV IN:3133.37 ........
_ _ _ � _ _ _ - � 3130 3130 - - - /.• , i � ' �~'' � z
4" DIP CL 350 @ MIN 1 0% - _ - �/ 12 UT.3133.17 __ ._•_ _._---- �r -- _ _ _._•_, ._ _ -
_ INV O - -
_ _ -- -
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31334 3132 "' �' / • rim:3135.7 J.
/ ry
NEW 16.59LF -- -- ---- - �►.. ,..� - r,....��;,.: ,r8T-- _-- /
x
° �u NEW 6.99LF , -----------------
- ----- - ---- _ -- -- --_ �'�
Qi 12 DIP CL350S.S.@1.00% ------ _.------- -=-_----_-- _ ex. 15 vcsewermain (q
P
FA ULTY STREE - - - - - - - - - - - 3 12 DIP CL 350 S.S. @ 0.28/0 ----
- ---w---w---vI w--
II
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LTY STREE
,i i - - --__-_
__ _ _ _-- - -- - - ..
APRPDXIMATE LOC. MH 2 _ - ----------- ' -----' ---- -----' ------
SEWER MANHOLE ---- ----- -- - ���\ - 3140 -_/ ...... .
NEW 356.65 LF `- ____- --- --- `-- '
RIM:3146.50 - ----- .
12" DIP CL 350 S.S. @ 0.32% 1 5" pvc sewer main, - --..........0
12" INV IN:3134.72 ex. ssmh -------- - W . ?. .
ex. ssmh Z.
.w..r..
12" INV OUT:3134.52 rim:3 140.2 ex. inlet ex. inlet rim:3 137.2± ....... .Q.
1 5" mv. in:31 323 rim:3 137.G5 rim:3 137.GG 1 5" inv. in:31 29.9
1 5" mv. out:3 132.9 inv. out:3 135.35 inv. out:3 134.23 1 5" inv. out:3 129.9 X
NEW 15" INV. IN = 3133.15 ......................... ° ... .
m....
:.:.:...........:.:.:.:.:......o....
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3160
MH 2
EX. MH 2
M H 1 EX. H 1
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3130
3120
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m � � NEW 4" SERVICE LATERAL
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_M ch ELEV:3134.44 ELEV:3134.38
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SS PIPE 3
12"0 DIP
16.59 LF @ 1.00%
3+00
2+00
1+00
0 PUBLIC SEWER MAIN LINE EX. MH 1 TO EX. MH 2
Horz:1 "=40'
Vert:1 "=5'
SS PIPE 1
12"0 DIP
7.00 LF @ 0.28%
0
N
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3160
3150
3140
3130
3120
3110
GRAPHIC SCALE
0 20 40 80
( IN FEET)
I inch = 40 ft.
SEWER PROFILE LEGEND
1. REPORT ALL DISCREPANCIES TO WILLIAMS & ASSOCIATES
IMMEDIATELY.
2. ALL PIPES ARE MEASURED TO THE CENTER OF THE
STRUCTURE.
LEGEND
PROPOSED GRADE LINE
EXISTING GRADE LINE - - - - - - - - - -
RIM = RIM
INV = INVERT
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-23
SHEET NO.
23 OF 3

CONTRACTOR SHALL USE ECCENTRIC
MANHOLE RISER AS NEEDED TO ENSURE RIM
& COVER IS LOCATED OUTSIDE OF CURB FACE
25' WIDE PERMANENT
SAN. SEWER
20' LONG 16" STEEL CASING EASEMENT
(UNDERNEATH TRANSFORMER)
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SEWER MANHOLE]
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INV. IN: 3140.68
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(NCDOT R40.02) TYPE 'IF" FRAME, GRATE & HOOL ER MANHOLE ®
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RIM:3144.08 _� -
8 INV IN:3138.60 ��, `Y -�
02) TYPE F FRAME, GRATE
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IMATE LOC�yMH 4
APRPOSEWER (�
_3143. _
NEW INVERT: ±3139.32
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PERMIDANENT SAN. - ---_
- 8 INV OUT:3138.40
ii ` . 8" INV OUT:3137.09 NEW CONC. CATCH BASIN
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RIM:3144.08
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8" INV OUT:3137.09
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i I
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% _
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S.S. 1.00% /
@ I
SERVICE AR /
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DIP CL S
8" D 350S.S. @ 8.77%
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CLEANOUT
APPROX. LOCATION EX. 4"
SAN. SERVICE INV. AT
WATA BLDG. EXIT ±3141.80
3160 -
3150 -
3140 -
3130 -
3120 -
3110 -
MH 5
MH 6
MH 4
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223.00 LF @ 0.50%
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7+50 7+00
6+00
5+00
4+00
3+00
A PUBLIC SEWER MAIN LINE MH 3 TO MH 6
Horz:1 "=40'
Vert:1 "=5'
2+00
1+00
0+00
3160
3150
3140
3130
3120
3110
GRAPHIC SCALE
�m-
SEWER PROFILE LEGEND
1. REPORT ALL DISCREPANCIES TO WILLIAMS & ASSOCIATES
IMMEDIATELY.
2. ALL PIPES ARE MEASURED TO THE CENTER OF THE
r^ STRUCTURE.
PROPOSED GRADE LINE
EXISTING GRADE LINE
RIM = RIM
INV = INVERT
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE: 12/03/2014
DRWN. BY: EGT / TLM
CHKD. BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO. I SHEET NO.
C-24 24 OF 37

...............................
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Al ...............................
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C1 CD....
00
A2 .........................N...
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3150 3150 3150 B1 3150 3150 3150 3150 3150 3160 3160 Z.�..
B2 z.
O ev
C2 STORM PIPE INSTALLATION ....
a o D3 THE PUBLIC WORKS INSPECTOR MUST BE ONSITE DURING THE
O J O M
INSTALLATION OF ALL STORM SEWER PIPE SPECIFIED TO BE LAID X ... .
0o w Qo .
w w v, C0 o+ AT A SLOPE LESS THAN 1.00%. ANY PIPE FOUND TO BE INSTALLED m.. .
_ z + v ¢ ¢ AT A SLOPE LESS THAN 0.50% SHALL BE REMOVED AND
F O M W
¢ a J o = RE -INSTALLED AT THE SLOPE SPECIFIED ON THE APPROVED a... .
If � ¢ O D1 PLANS.>,
cDcnx 3:o w w ........
Lu w+ M W N M m N't m STORM PROFILE LEGEND
F Cl M F O Co O V A O N .
g g Cl) o M o 1. ALL PIPES ARE MEASURED TO THE CENTER OF THE
Cn EE z a + STRUCTURE. CENTER OF CIRCLE SHOWN ON STORM
3140 3140 3140 3140 3140 3140 3140 U) 1p � Z < 2 3140 3150 3150 STRUCTURE SYMBOL IS CENTER OF CATCH BASIN. O
2. ANY SUBSTITUTION MUST BE APPROVED BY WILLIAMS & [T�
-- — q E1 ASSOCIATES AND REGULATORY AGENCY ��1I
¢ o _ C14
0 0 --- CONNECT TO EX. E2 3. ALL INLET Q's DETERMINED WITH 25-YEAR STORM. ....o.. .
W _'� LINE IN FACULTY
_ 4. HDPE = HIGH DENSITY POLYETHYLENE. ADS-N12.
a STREET 5. MIN. 95% STD PROCTOR COMPACTION REQUIRED UNDER m.'.'.
STORM LINES, UNLESS OTHERWISE NOTED.
0- m SD PIPE D2 — n ..'
a w z..
IL z
Q J LEGEND tn..
W U ::::............ w ¢ .. ... Z. .
a wa
a ^ ^ 18 Q} HDPE o o WI.. .
¢ o m PROPOSED GRADE LINE
m N U 0- ° N ❑ o n o EXISTING GRADE LINE U.
3130 p M 3130 3130 "' 3130 3130 3130 3130 102.74LF@0.6 /o p 3130 3140 J(pM 3140 •—•—•—•—•—•—•—•— — — —
cn w w p w — + HYDRAULIC GRADE LINE —
M a m a � p w z =� o O M .... .........
g M a Ln w o a J J BASEMENT LEVEL FL = FLOW LINE
p p CO p a w p � `� OF PARKING DECK RIM = RIM
_M O H cn M W a a .....
Cl)
> p °2 a p a X INV = INVERT
Z o O o Lh u> p ao W w
Z m Z Co H p v Co `
> Z) cn Cl) m rn \\ V
Z Co M \ __ --- .. _
Z Z Z � •�
M M H M ,
N .
SD PIPE Al > > Co M p z N... .
24"0 HDPE z SD PIPE 61 z M p0 Z O> > vJ N
40.36 LF @ 2.89% 18"0 HDPE SD PIPE Cl Z > > Z_ z_ � ..... � . .
23.53 LF @ 5.61 % > �j...:.
18" 0 HDPE z z z � z. M
24.58 LF @ 2.64% X.
.... .....W..Ln.
....... ......Z..CN.
3120 3120 3120 3120 3120 3120 3120 SD PIPE D1 3120 3130 3130 Q
18"0 HDPE C7..rn.
34.21 LF @ 1.00% w �''
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Z M
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3110 3110 3110 3110 3110 3110 3110 3110 3120 z 3120
o N N o N � o N r Co 0 SD PIPE E1 Lo 0
Lo Lo r— M M N rn rn m co o o ti r rn cc 0 00 15" O HDPE c4 O Lo
CO c0 O? 00 M I- (V 6? � C0 Co I� C? Cfl M 14.74 LF @ 2.00% 6 O M
M M r M M M M M Co O M M O M M M M M O
r r i r r i r r i r r r r+----1 r r L T + fM MM M M M M cM ro M M M
J
0+00 1+00 0+00 1+00 0+00 1+00 0+00 1+00 2+00 0+00 1+00 Lj J Q
STORMLINE Al-A2 STORMLINE B1 TO B2 STORMLINE Cl TO C2 STORMLINE D1 TO D3 STORMLINE E1 TO E5 z LLI Z
� z J
Horz:1 "=40' Horz:1 "=40' Horz:1 "=40' Horz:1 "=40' Horz:1 "=40' o 0
Vert:1 -5 Vert:1 -5 Vert:1 -5 Vert:1 -5 Vert:1 -5 Co 0 N p[
O cn
3160 3160 3160 3160 3150 3150 3160 3160 3160 3160 0 Q
H2 J2
G1 Q � i i1 O
F4 F5 F6 DG2 G3 11 12 13
o =z
H1 T
Z
F3
z z z Z z F- W �Q �Lu
z
(n fn (n Q cn W O Z J CO co O
F2 ¢ a ¢ JO m ¢ Z'i n < ZNM
3150 = Q
H O H O H O ¢ O Cn N l j H O W N M ~ W+
F W m
n�M cnOM n�M cnOM— HOM
J L6 Ln a o n < ro ¢¢ d o+ � < m �¢� Z Cl o �-
3150 3150 3150 + o� 3150 3140 ��� 3140 3150 WOM —Z(o J� 3150 3150 �a —
C1 + 0_ + C1 + W H O M 0_ + O W + L!7 U` Ln f1 m
cn OoM O<M O<M cn �a OOM Hoc? ¢ 0. + F �1
m }Lu
H }H }H ZCn CY }H J q¢ F-
o¢M W OLn
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U) Qq + C� n� ZLnK ?CD
? a M STEEL CASING w DOT PIPE ACROSS 0
F1 m o ¢ co SHALL NOT = cn ❑ Cn (If
� o Nm z c4 CONNECT TO �-------------- ----�\ _ i• \
o STRUCTURE
a o+ 18" STEEL CASING _____ SD PIPE H1
O q m � % 12"Qi HDPE SD PIPE 11 SD PIPE 12
w ¢ g W/ 55 LF - 12"fd HDPE / po p
z ai / +'. 24.67 LF 2.00% _° o _ . — — — '
/ I @ EX. 15" RCP 1
/ 12"fb RCP
/ SD PIPE G2 12" 0 RCP c4
/ I 12" 0 HDPE
30.79 LF @ 1.00% = 56.92 LF @ 0.50% ^ 53.94 LF @ 0.50 o W
3140 0 3140 3140 3140 3130 ^ a 3130 3140 o — a 3140 3140 3140
a� w p
U- IY
0 0 :.... w I •... N = a wL a a cn
a Q -----w 0 w a a m
w ----
= c~n Cl) w -- SD PIPE G1 a d - x p
✓':: :::::: a ---- a 18"fd HDPE a _ r ^
a w U Lo v J
-_ a -�a p a rn 6.20 LF @ 0.96% o M N N Lo V M W
CL
w `' -- p a p o v o Co �_ `' � w J
w
I F W p C9 O N D M M M O x p [1 a _
a 00 M v O H z O > w U) a
SD PIPE F1 p d rn m M M M > Z > > z N p
15"fd HDPE CO _o 6; M � =O z z O Z z z 0) M O
5.03 LF @ 2.20% rn M M D "' > U > z_ v M M
M v M O z z w CL ^ z w Co M c°', o
m M_ O Z Z Z a C7 N Z CL a j Z M a
M > > — p w C7 Cn O > H U
3130 ° ; — Z Z SD PIPE F5 3130 3130 o 3130 3120 3120 3130 3130 3130 Z z ° 3130 o W
z z SD PIPE F4 12"(d HDPE M cn p z rr^
U- 80.20 LF @ 1.00% v C0 V
W C14 15"0 HDPE M N
a � j 44.21 LF @ 1.00% Z M � Q
U- a a I > m m SD PIPE J1
a a SD PIPE F3 z M 15" Q RCP
a 15"0 HDPE � z 12.76 LF @ 1.00% �
N N 28.98 LF @ 5.00% > > w Q
o _M Lo Z Z
N co co
c'� `�' SD PIPE F2
c> O z 15"0 HDPE
z Z Z 31.39 LF @ 5.00% a
> — w
3120 Z 3120 3120 3120 3110 3110 3120 3120 3120 3120 m OL
O
N N M N Co O N GRAPHIC SCALE
00 00 O N N O O O Lo Co O CN - _CD q (q O CO � 00
Co co O r- I- O Co � 6? N N 00 Lo L6 O u') Lo O Co CM c? 0 20 40 80 �
M M M M M O M M O 0 0 O O
r r r r r r i r r L r r r r r r L N H
cM M CM Co co Co rn C•M M C•M r7 Co Co Co a
- 0
N
( IN FEET)
0+00 1 +00 2+00 2+50 0+00 1 +00 0+00 1 +00 0+00 1 +00 1 +50 0+00 1 +00 1 inch = 40 ft. SCALE: AS SHOWN
DATE: 12/03/2014
STORMLINE F1 TO F6 STORMLINE G1 TO G3 STORMLINE H1 TO H2 STORMLINE 11 TO 13 STORMLINE J1 TO J2 DRWN. BY: EGT / TLM
Horz:1 "=40' Horz:1 "=40' Horz:1 "=40' Horz:1 "=40' Horz:1 "=40' CHKD. BY: MPT
Vert:1 "=5' Vert:1 "=5' Vert:1 "=5' Vert:1 "=5' Vert:1 "=5' PRELIMINARY PROJECT NUMBER
813018.3
FOR REGULATORY REVIEW ONLY
DRAWING NO. SHEET NO.
C-25 25 OF 37

25-YR HGL CHART
Line ID LineLength
Incr.Area
TotalArea
RunoffCoeff. IncrC x A
TotalC x A
InletTime
TimeConc
Rnfallnt
TotalRunoff
AdnlFlow
Total Flow
CapacFull
Veloc
PipeSize
PipeSlope
Inv ElevDn
Inv ElevUp
HGLDn
HGLUp
Grnd/RimDn
Grnd/RimUp
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(cfs)
(cfs)
(ft/s)
(in)
N
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
S D PIPE Al 40.36
0.14
0.14
0.95
0.13
0.13
5
5
8.2
1.11
0
1.11
41.66
3.5
24
2.89
3135
3136.17
3135.28
3136.53
3136.88
3141
S D PIPE 131 23.528
0.44
0.44
0.8
0.35
0.35
5
5
8.2
2.9
0
2.9
26.95
6.97
18
5.61
3134
3135.32
3134.33
3135.97
3136.13
3137.95
S D PIPE Cl 24.582
0.16
0.16
0.8
0.13
0.13
5
5
8.2
1.08
0
1.08
18.5
3.29
18
2.64
3133
3133.65
3133.34
3134.04
3135.13
3137.96
S D PIPE DI 34.206
0
0.83
0
0
0.7
0
5.5
8.1
5.7
0
5.7
11.38
5.73
18
1
3131
3131.34
3131.75
3132.26
3133.13
3137.14
S D PIPE El 14.743
0.59
0.59
0.95
0.56
0.56
5
5
8.2
4.59
0
4.59
9.89
5.18
15
2
3131.3
3131.6
3132.13
3132.46
3133.18
3�36
0.9
5
8.5
7.3
6. 1
0 6.81
10.53
7.53
15 ��� 27 313 .28
3 32. 9
31 3.0
133.44 31 4.4�� 140.28
S D PIPE F 2 31.386
0.31
0.96
0.95
0.3
0.91
5
8.4
7.3
6.63
0
6.63
15.64
9.16
15
5
3135.93
3137.49
3136.49
3138.53
3140.28
3142.69
_
S D PIPE F 3 28.981
0.06
0.64
0.95
0.06
0.61
5
8.3
7.3
4.48
0
4.48
15.64
4.56
15
5
3137.49
3138.94
3138.53
3139.8
3142.69
3145.3
S D PIPE F4 44.209
0.54
0.58
0.95
0.51
0.55
5
8.1
7.4
4.08
0
4.08
7
5.36
15
1
3139.19
3139.64
3139.88
3140.45
3145.3
3145.3
S D PIPE F 5 80.201
0.04
0.04
0.95
0.04
0.04
5
5
8.2
0.34
0
0.34
3.86
1.54
12
1
3139.89
3140.69
3140.45
3140.93
3145.3
3145.3
S D PIPE G 1 6.2
0.07
0.12
0.95
0.07
0.11
5
6.1
7.9
0.88
0
0.88
10.76
3.08
18
0.89
3139.18
3139.24
3139.49
3139.59
3141.3
3145.57
SD PIPE G2 30.793
0.05
0.05
0.95
0.04
0.04
5
5
8.2
0.36
0
0.36
3.86
2.72
12
1
3139.74
3140.04
3139.94
3140.29
3145.57
3145.3
VV
eC US ti/(3ti
OVVING Ay321
C/t ROAD
ROOF DRAINS TIE IN
/W�__-__��_
INLET �143.5 US HIGHWAY 321 - 139.5± BLOWING ROCK ROAD
11
I
I,
FACULTY STREET
ALL ROOF DRAINS AND SIDEWALK
DRAINS TIE INTO INLET D3
GRAPHIC SCALE
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DATE: 12/03/2014
DRWN. BY: EGT / TLM
CHKD. BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO. SHEET NO.
C-26 26 OF 3

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2 -0 2 -0 EDGE OF
PAVEMENT
GENERAL NOTES:
-PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT
A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN
SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED
WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS.
-JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER.
-CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF
TEMPLATES OR FORMED BY OTHER APPROVED METHODS.
CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 11/2" DEEP.
-FILL ALL CONSTRUCTION JOINTS, EXCEPT IN 8"x6" MEDIAN CURB
WITH JOINT FILLER AND SEALER.
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO
ALL RIGID OBJECTS.
*5'-0"
I
*SIDEWALK
(OPTIONAL)
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BETWEEN THESE LIMITS
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RADUIS 3'-0" OR
AS SHOWN ON PLANS
o GRASS
AREA
a CURB
3
i" EXPANSION JOINT
2" DEEP SAW CUT
EXISTING DRIVEWAY
PROPOSED DRIVEWAY PAVEMENT
PAVEMENT
METHOD OF TIE IN
WHEN EXISTING DRIVEWAY PAVEMENT IS CONCRETE,
SAW CUT 2" DEEP JOINT AT THE POINT OF TIE-IN.
SAW JOINT PERPENDICULAR TO EDGE OF EXISTING
DRIVEWAY PAVEMENT.
FILL 3/8" x 1 " DEEP
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LONGITUDINAL JOINT
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SECTION VIEW
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846.01
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BUILD THIS PORTION OF DRIVEWAY PAVEMENT
ONLY AT LOCATIONS WHEN DIRECTED.
WIDTH OF DRIVEWAY
/— STREET PAVEMENT—"
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VARIABLE SEE SHEET 6" 2'-0
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SHOWN ON PLANS
DRIVEWAY TURNOU-
BUILD THIS PORTION OF DRIVEWAY
PAVEMENT ONLY AT LOCATIONS
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SECTION C-C
PAVEMENT
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848.02
NOTES:
CONSTRUCT STANDARD SIDEWALK 5' WIDE AND
4" THICK UNLESS OTHERWISE DENOTED ON PLANS.
PLACE A GROOVE JOINT 1" DEEP WITH 1/8" RADII
IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50'
INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED
WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES.
1/8" RAD
JOINT SEALER
SURFACE OF
SIDEWALK
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T = SIDEWALK THICKNESS
TRANSVERSE EXPANSION JOINT
ROADWAY PAVEMENT
ROADWAY PAVEMENT
IN SIDEWALK
(SEE STD. 846.01)
PLAN VIEW
1/2" EXPANSION JOINT FILL 3/8►► WIDE x 1" DEEP GROOVED OR
SAWN JOINT WITH JOINT
SEALING COMPOUND
BUILDING,
WALL, ETC. %8" RAD 1/8" RAD
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CONCRETE PROP C&G
SIDEWALK CONC. PAVEMENT
DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK
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DESIRABLE DRIVEWAY GRADES
BERM
A B 5,_0�, 5,_0 5,_0„
* +2% GRADE WHEN * +2% GRADE WHEN THIS
THIS IS SIDEWALK IS SIDEWALK LOCATION TTER
LOCATION +15% 0R
TTER
FLATTER +1596 OR FLA
-2% OR FLATTER -8%-OR FLATTER - - - - - - _
OR FLATTER
*SIDEWALK LOCATION
(DO NOT PLACE SIDEWALK ON
BERMS LESS THAN 6' WIDE.)
DESIRABLE OR MAXIMUM DRIVEWAY GRADES
BERM
WIDTH
A
B
DIST.
GRADE
DIST.
GRADE
8' OR LESS
5'-0"
+2%*
2'-6'r
+5%
8' OR LESS
2'-0"
+6%
5'-6"
+2%*
10'
4'-0"
+4%
5'-6"
+2%*
12' & OVER
4'-6"
1 +4%
1 7'-0"
1 +2%*
MAXIMUM DRIVEWAY GRADES
A B
5'-0"
5'-0"
_
* +2% GRADE WHEN * +2% GRADE WHEN THIS
THIS IS SIDEWALK IS SIDEWALK LOCATION
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LOCATION
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DATE:
11 /19/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-27
SHEET NO.
27 OF 37

2'
-6"
6"0, SCHEDULE 40 SMOOTH
SEAMLESS PIPE
3'-O"
COMPACTED
SUBGRADE
NOTES
1. 6"0, SCHEDULE 40 SMOOTH SEAMLESS PIPE FURNISHED AND INSTALLED BY
GENERAL CONTRACTOR.
2. BUMPER POSTS TO BE PLUMB AND ALIGNED IN A STRAIGHT LINE AND FILLED
WITH CONCRETE.
3. TOPS TO BE GROUND SMOOTH W/ SQUARE EDGE, THE PRIMED WITH "END
RUST" BY DURO AND PAINTED WITH INDUSTRIAL OIL BASED ENAMEL. COLOR
TO BE DETERMINE BY OWNER
4. REFER TO PAVING PLAN FOR EXACT PAVEMENT THICKNESS.
BOLLARD DETAIL
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ISOMETRIC VIEW
PAY LIMITS FOR CURB RAMP
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MATERIAL: 1 1/2" PIPE
HOT DIP GALVANIZED
GRADE
SURFACE MOUNT
in
MATERIAL: 1 1/2" PIPE
3RADE HOT DIP GALVANIZED
SUBGRADE MOUNT
1. PIPE MATERIAL SHALL BE 1 %" HOT DIP GALVANIZE WITH BLACK COATED 40
SMOOTH SEAMLESS PIPE FURNISHED AND INSTALLED BY GENERAL
CONTRACTOR.
2. THE PRIMED WITH "END RUST" BY DURO AND PAINTED WITH INDUSTRIAL OIL
BASED ENAMEL. COLOR TO BE DETERMINE BY OWNER.
3. REFER TO PAVING PLAN FOR EXACT PAVEMENT THICKNESS.
PRIME AND PAINT
"SAFETY YELLOW" 4.5" OD
60 GA. STEEL BOLLARD FILLED
SOLID WITH 2500 PSI
CONCRETE
4"±
FABRICATE (2) D-RINGS FROM 51,
COLD ROLL & WELD TO BOLLARD SO
THAT MOTORCYCLES & SCOOTERS
CAN BE SECURED WITH CHAINS & 4"±
LOCKS
BIKE RACK DETAIL
(�2N.T.S. 8
NOTES:
1. DETECTABLE WARNING DOMES WILL COVER 2'-0" LENGTH AND FULL WIDTH OF THE
RAMP FLOOR AS SHOWN ON THE DETAILS.
2. DETECTABLE WARNING DOMES WILL CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK,
OR DARK -ON -LIGHT SEQUENCE COVERING THE ENTIRE RAMP.
RAMP WIDTH AREA IS VARIABLE
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DETECTABLE WARNING DOMES
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A
W+A+9"
X
B
5'
0.0'
5.8'
5.8'
5.0'*
6'
0.0'
6.8'
S.8'
6.0'**
7'
0. 0'
7.8'
7.3'
6.5'**
8'
0.0'
8.8'
7.3'
6.5'**
5'
2.0'
7.8'
7.8'
5. 0'
5'
2.5'
8.3'
B.1'
4.8'
5'
3. 0'
8.8'
8.3'
4.4'
5'
3.5'
9.3'
8.4'
4.1'
5'
4.5'
10. 3'
B. 7'
3.4'
5' 1
5. 0'
10.8'
B. 9'
3.1'
FINISH GRADE
3'-O" M
A
\/\ ••� \ \ 3'-0" MIN
CONCRETE FOOTING /\ • • �' • \//
2500 PSI MIN. \ \ ••A. A /\\/
9.,
9,,
UTILITY STRIP
DROP CURB 2' DETECTABLE 0.02 MIN.)
(STD. 2'-B" CURB ING DOMES 0.08 MAX.)
& GUTTER SHOWN) /-7 0.04 NORM.
B = X-(A+9')
B = DISTANCE FROM FRONT EDGE OF SIDEWALK
TO BACK POINT OF 12:1 (8.33%) SLOPE.
* BACK OF SIDEWALK DROP REQUIRED FOR ALL
SIDEWALK SLOPES.
** BACK OF SIDEWALK DROP REQUIRED FOR
SIDEWALK SLOPES 0.04.
MOTORCYCLE SCOOTER SECURITY
W
;IDEWALK (5' STD. )
B
0.02 (NORM.)
12:1 MAX. RAMP
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SECTION
B-B
SIDEWALK 5' MIN. 4'
5' MIN. TOP OF
ELEVATION
CURB
MIN.
CURB
CURB
TRANSITION
DROP
TRANSITION
CURB
TTER
VARIABLE SLOPES NOT
TO EXCEED 10:1
SECTION
A -A
SEE NOTE 11
4' X 4' CLEAR SPACE
MUST FALL WITHIN
CROSSWALK LIMITS.
(SEE NOTE 10)
2' MIN. CURB
BETWEEN RAMPS
4' MIN
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4' x 4'
LANDING
PLAN VIEW
DUAL RAMPS
ANY RADII
(4' MIN. FLOOR WIDTH)
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(SEE SEPARATE DETAIL)
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VAN
8.0' 8.0' 8.0' 5. 0'
T MIN MIN MIN MIN
-SEE SITE PLAN VAN ACCESSIBLE
H.C. SPACE & AISLE NOT
-WHITE PAINTED STRIPING TO EXCEED A 1:50 (2.0%)
(MIN. 4" WIDE TYP.) SLOPE IN ANY DIRECTION
NOTE
1. CONTRACTOR MAY ELECT TO HAVE SIGN PLACED DIRECTLY ON BUILDING
ONLY IF APPROVED BY INSPECTOR.
REFLECTIVE BLUE
BACKGROUND
0.6
LETTERING MIN 1" HIGH
NOTE: LETTERING & SYMBOL IN WHITE
PERMIT PARKING
SPECIFICATIONS:
ONLY
"VAN ACCESSIBLE" SHALL BE MOUNTED
TOW AWAY ZONE
IMMEDIATELY BELOW THE STANDARD SIGN
FOR VAN ACCESSIBLE SPACES. SIGNAGE
FOR AUTOMOBILE ACCESSIBLE SPACES
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SHALL BE MINIMUM OF 60 INCHES TO THE
BOTTOM OF THE SIGN ABOVE FINISHED
GRADE. SIGNAGE FOR VAN ACCESSIBLE
MAXIMUM FINE
SPACES SHALL BE A MINIMUM OF 84 INCHES
$500.00
TO THE BOTTOM OF THE SIGN ABOVE
FINISHED GRADE.
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AN ACCESSIBLE
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BOTTOM OF SIGN TO BE
°
MOUNTED
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/-- WHITE REFLECTIVE PAINT
1
CLOF PARKING SPACE
4 HANDICAP PARKING LAYOUT 5 HANDICAP SIGNAGE & PLACEMENT DETAIL
28 N.T.S. 28 N.T.S.
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SEE NOTE 1
3 3/4" MAXIMUM GAP -
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30" 3 7/8"
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/ TERMINAL FOOTING
12"
ELEVATION VIEW
NOTES:
2-1/2" 12 GA.
SQUARE STEEL
TUBE
1-3/4" RAIL WITH
RECEIVING HOLES
FOR PICKETS
3/4" 16 GA.
PICKET
6"
r 1-1/2"
1. SPACING MAY BE INCREASED PER MANUFACTURE'S RECOMMENDATION.
CONTRACTOR SHALL SUBMIT FOR APPROVAL.
2. SHOP DRAWINGS OF RAILING SHALL BE SUBMITTED FOR APPROVAL
SHOWING MATERIALS, COLOR, AND DIMENSION OF HEIGHT.
3. CUTTING SHALL BE DONE BY SAWING OR MILLING AND ALL CUTS SHALL
BE TRUE AND SMOOTH. FLAME CUTTING WILL NOT BE PERMITTED.
4. ALL CONCRETE FOOTINGS AROUND POSTS AT GROUND LINE SHALL BE
MOUNDED & SLOPED FOR POSITIVE DRAINAGE.
5. FENCE SHALL BE "IDEAL #300 COMMERCIAL GRADE" OR EQUIVALENT.
DECORATIVE IRON RAILING
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1.
CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, AND SLIP RESISTANT. CONSTRUCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT MARKING
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LOCATE CURB RAMPS AND PLACE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT MARKING PLANS. WHEN FIELD ADJUSTMENTS REQUIRE
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SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 4 MINIMUM.
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TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
7.
CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE.
8.
CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM.
9.
ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM.
10.
CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 10% MEASURED ALONG THE CURB LINE.
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12.
CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'X4' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION. CONSTRUCT LANDINGS FOR
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14.
SMALL CHANNELIZATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT THE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH
THE SURFACE STREET.
L)
15.
CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE
IS PLANTING OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED.
_
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16.
PLACE A 1/2" EXPANSION JOINT WHERE THE CONCRETE CURB RAMP JOINS THE CURB AS SHOWN IN ROADWAY STANDARD DRAWING 848.01
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17.
PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR AS SHOWN IN THE MUTCD.
W
18.
CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED R/W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS.
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
11 /19/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
SHEET NO.
C-28
28 OF 37

SIDEWALK 4" THICKNESS
6" THICK PORTLAND CONCRETE (4,500 PSI s
@ 28 day) BRICK PAVER-2 g" MINIMUM
1/4" SAWCUT TO BE MADE AS SOON AS THICKNESS
PRACTICAL BUT NO MORE THAN 24 HOURS 1 8' BEDDING SAND
COLD POUR SINGLE AFTER THE POUR 2" ASPHALT CONCRETE SURFACE COURSE,
SEALANT MATERIAL, TYPE S9.5C COMPACTED
HEALPROOF WITH SHORE 1/4" 1 1/2" ° a ° a AGGREGATE BASE
a
A HARDNESS OF 35 OF ° ° GEOTEXTILE AS a a a a
GREATER. 1 a ° ° a� ° °° a a ° ° COURSE, EDE
CONCRETE3" ASPHALT INTERMEDIATE REQUIRED.
TURN UP
TYPE OF BASE
Y8" BACKER ROD a �a �a �a �o Da �a �a° �a� Oa O COMPACTED —III—III—III—III—
���(1�(1�(1�(1�(1�(1�(1 � SOIL SUBGRADE I I —III III III 111=
NEW CONCRETE PAVEMENT
CONTROL JOINT
NOTES:
1. TOOL CONTROL JOINTS ON EVENLY SPACED GRIDS
2. SEALANT IS TO BE FLUSH WITH PAVING SURFACE.
3. CONCRETE EXPANSION JOINTS SHALL BE LOCATED AT NO LESS THAN 15,
O.C. IF SAW CUTTING THE JOINTS IS TO BE EMPLOYED, THE JOINTS
SHOULD BE CUT WHILE THE CONCRETE IS STILL "GREEN".
1 \ PAVEMENT CONTROL JOINTS
29
MULE -FORMED OR MACHINE FORMED CONCRETE
CURB AND GUTTER (NO MONOLITHIC CURB)
24" 6"
1 /8" RAID.
rpm M-A91
PAV'T SURFACE
co
SLOPE: 1" / FT (8.33%)
3" RAID.
FILL 3/8" x 1" DEEP =
GROOVED OR SAWN a
JOINT WITH JOINT a Q ° /`° //\\//
SEALER \��\��
COMPACTED J "
SUBGRADE
NOTES: (DETAIL COPIED FROM NCDOT 846.01)
PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT A 15' SPACING
MAY BE USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT
FOR THE FACE FORM CAN BE OBTAINED WITHOUT THE USE OF TEMPLATES
AT 10' INTERVALS.
JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER.
CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF TEMPLATES OR
FORMED BY OTHER APPROVED METHODS.
CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 1 1/2 " DEEP.
FILL ALL CONSTRUCTION JOINTS, EXCEPT IN 8" X 6" MEDIAN CURB WITH JOINT
FILLER AND SEALER.
SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO ALL RIGID
OBJECTS.
NCDOT 30" HIGH BACK CURB & GUTTER
FOR USE ALONG BLOWING ROCK ROAD
6 INCHES OF COMPACTED GRADED AGGREGATE -J
BASE (GAB). NCDOT ABC STONE.
SHOULD BE COMPACTED TO AT LEAST 98%
PERCENT OF THE MODIFIED STANDARD
PROCTOR
MAXIMUM DRY DENSITY (ASTM D1557).
THE TOP 12 INCHES OF SOIL SUBGRADE SHOULD BE
COMPACTED TO AT LEAST 98% PERCENT OF THE MODIFIED
STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM D1557).
NOTE
1. DETAIL REFLECTS CONCRETE PAVING SECTION RECOMMENDED BY
GEOTECHNICAL REPORT.
2. CONCRETE EXPANSION JOINTS SHALL BE LOCATED AT NO LESS THAN 15'
O.C. IF SAW CUTTING THE JOINTS IS TO BE EMPLOYED, THE JOINTS SHALL BE
CUT WHILE THE CONCRETE IS STILL "GREEN".
2STD. CONCRETE PAVEMENT SECTION
MULE -FORMED OR MACHINE FORMED CONCRETE
CURB AND GUTTER (NO MONOLITHIC CURB)
18" 6"
1 /8" RAID.
PAV'T SURFACE (.o
SLOPE: 1" / FT (8.33%)1-1 3" RAID.
FILL 3/8" x 1" DEEP
GROOVED OR SAWN a -
JOINT WITHJOINTOINT
COMPACTED J "
SUBGRADE
NOTES: (DETAIL COPIED FROM NCDOT 846.01)
PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT A 15' SPACING
MAY BE USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT
FOR THE FACE FORM CAN BE OBTAINED WITHOUT THE USE OF TEMPLATES
AT 10' INTERVALS.
JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER.
CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF TEMPLATES OR
FORMED BY OTHER APPROVED METHODS.
CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 1 1/2 " DEEP.
FILL ALL CONSTRUCTION JOINTS, EXCEPT IN 8" X 6" MEDIAN CURB WITH JOINT
FILLER AND SEALER.
SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO ALL RIGID
OBJECTS.
24" HIGH BACK CURB & GUTTER
FOR USE ALONG FACULTY STREET
5" ASPHALT CONCRETE BASE
COURSE, TYPE B25.00
COMPACTED SUBGRADE
SPECIFICATIONS
THAT IF THE EXISTING ASPHALT PAVEMENT IS DAMAGED DURING
CONSTRUCTION, THE CONTRACTOR WILL NEED TO MILL THE TOP 2" OF
ASPHALT TO THE FIRST PAVEMENT JOINT (THE FIRST DASHED LANE LINE) AND
RESURFACE WITH 2" OF TYPE S9.5C SURFACE COURSE.
NCDOT ASPHALT PAVEMENT SECTION
MULE -FORMED OR MACHINE FORMED CONCRETE
CURB AND GUTTER (NO MONOLITHIC CURB)
1/4" RADIUS HAND
TOOLED
2' LONC
#4 SMOOTF
DOWEL @ 18" O.0
PRESSURE TREATED)
WOOD
COMPACTED
GUTTER LINE IN AREAS NOT SUBGRADE
COLLECTING WATER.
(REVERSE GUTTER SLOPE)
NOTES:
1. GUTTER TO BE SUPER ELEVATED IN AREAS THAT ARE DESIGNED TO
DRAIN AWAY FROM CURB AS TO NOT HOLD WATER.
2. CONTRACTION JOINTS, PRE -SHAPED, SHALL BE PLACED AT 10 FT.
INTERVALS.
3. EXPANSION JOINTS (ONE-HALF (%Z) INCH) SHALL BE PROVIDED AT
INTERVALS NOT TO EXCEED FIFTY (50) FEET AND AT THE ENDS AND
MIDPOINT OF RETURNS, AND AT ANY POINT WHERE THE NEW CURB AND
GUTTER ABUTS OTHER CONCRETE STRUCTURES
4. CONSTRUCTED OF CLASS B 3,000 PSI CONCRETE.
5. FIVE (5) FOOT LONG TRANSITIONS SHALL BE PROVIDED BETWEEN
NORMAL GUTTER AND PITCHED GUTTER UNLESS OTHERWISE NOTED.
24" HIGH BACK CURB & GUTTER
FOR USE WITH CONCRETE PAVING
PAVER PATTERN
MINIMUM LENGTH EQUAL
TO BASE THICKNESS
ALUMINUM/STEEL/PLASTIC
EDGE RESTRAINT
COMPACTED
AGGREGATE BASE
STAKE
GEOTEXTILE AS
REQUIRED. TURN UP
AT SIDES OF BASE
COMPACTED
SOIL SUBGRADE
WHEN ADJACENT
TO SIDEWALK
BRICK PAVER-2 8" MINIMUM
THICKNESS
1 g" BEDDING SAND 1
WHEN ADJACENT TO
GRASSED AREA
4 SIDEWALK BRICK PAVERS
29
4C
COMI
Ov
W
70
OVERALL
HEIGHT FROM
GROUND TO
TOP OF CHUTE
FEED HOPPER o
34 7/8
COMPACTOR o
OVERALL
HEIGHT
EXPANSION JOINT MATERIAL
ex. curb & gutter
ex. roadway °
a
a
ex. road section
and support
materials
NOTE:
5' TO 10' WIDE - SEE PLAN
1/47FT SLOPE
o a
a
1. EXPANSION JOINTS ARE REQUIRED AT ALL CONSTRUCTION
JOINTS AND ADJACENT TO ALL RIGID OBJECTS.
2. CONTROL JOINTS SHALL BE AT 5' INTERVALS FOR
SIDEWALKS.
3. COORDINATE CONSTRUCTION SCHEDULE AND INSPECTIONS
WITH THE TOWN OF BOONE PUBLIC SERVICES DEPARTMENT
(828-268-6230)
TOP VIEW
CHUTE FEED HOPPER
37 5/16 14
RJ-1835M WITH CROSS CYLINDERS
MARATHONS SPECIFICATIONS ARE SUBJECT
TO CHANGE WITH❑UT N❑TICE IN ORDER
TO ACCOMMODATE IMPR❑VEMENTS TO THE
EQUIPMENT.
0
APPLY CONC. SEALER KURE-N-SEAL
30 COATING OR APPROVED EQUAL.
4" 5,000 PSI CONC. W/ FIBER (TYP.)
(8" @ DRIVEWAYS)
— 6" - #67 WASHED STONE (TYP)
COMPACTED SUBGRADE
NEW SIDEWALK IN RIGHT-OF-WAY
NTS
C❑PYRIGHT © 2010 MARATHON EQUIPMENT COMPANY
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NER
ILL
H
2 CUBIC YARD FRONT LOAD CONTAINER
O
51 3/4
CONTAINER
OVERALL
HEIGHT
43 72
43 1/2 79 1/4
RATCHET TO BE LOCATED ON
SAME SIDE AS DISCONNECTS
RIGHT SIDE STANDARD,
RIGHT SIDE VIEW
MINI MAC TRASH COMPACTOR
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
C-29
I SHEET NO.
29 OF 37

4' MAX. O.C. AT SILT FENCE OUTLETS
ULTRAVIOLET RESISTANT (BLACK) MIRAFI U MAX. O.C. WITHOUT WIRE FENCE
8' MAX. O.C. WITH WIRE FENCE
FABRIC (30#/LIN IN) OR EQUIVALENT.
MAX. SEDIMENT STORAGE LEVEL STEEL
(REMOVE SEDIMENT WHEN THIS FENCE
LEVEL IS REACHED OR AS POST
DIRECTED BY CONSERVATION FILTER FABRIC
INSPECTOR) WITH 4" X 4"
WELDED WIRE
BACKFILL TRENCH WITH SOIL OR SUPPORT GRAVEL AND COMPACT FENCE (IF c aPLASTIC
WIRE
REQUIRED BY OR
18" F�0 POST 18 TIES
1 SNN�I SPACING)
91, 0/ NATURAL
NATURAL GROUND GROUND
8" MIN. DEEP & 4" FORWARD ALONG TRENCH
LLLL
CARRY 12" OF FABRIC INTO \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\\\\\\
24" MIN. / ��"MIN. TRENCH (8" DEEP & 4" WIDE) / /
\//\
\ STEEL POSTS SHOULD HAVE
PROJECTIONS FACILITATE
FASTENING @ 6 O C. MAX.
SECTION ELEVATION
1. SHOULD THE FABRIC OF THE SILT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
SILT FENCE
NOT TO SCALE
OFF
SHAPE AND COMPACT
2:1 MAX BORROW INTO BERM
SLOPES
(TYP) 12" MIN.
FLINER
DEPTH
18" MIN.
HEIGHT
OBTAIN BORROW
FROM EXISTING
GRADE
LINE DITCH WITH
EXISTING GRADE NOTE: BERM IS TO BE COMPACTED AND NORTH AMERICAN
STABILIZED WITH SEED & MULCH GREEN SC150 OR
IMMEDIATELY APPROVED EQUAL
TEMPORARY BERM DITCH
NTS
STABILIZATION TIMEFRAMES
(EFFECTIVE AUGUST 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
O❑ PERIMETER DIKES, SWALES, DITCHES, SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN LENGTH AND
SLOPES STEEPER THAN 3:1
7 DAYS
ARE NOT STEEPER THAN 2:1, 14 DAYS ARE
ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1
14 DAYS
NONE, EXCEPT FOR PERIMETERS AND HQW
ZONES
DEWATERING HOLES
CONCRETE BLOCK
TEMPORARY
SEDIMENT
POOL
V MIN.
2' MAX.
2:1 SLOPE, GRAVEL FILTER
WIRE SCREEN OR
GEOTEXTILE FABRIC
DEWATERING HOLES
NTS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS
SIDE IN THE BOTTOM ROW TO ALLOW POOL DRAINAGE.
2. THE FOUNDATION SHALL BE EXCAVATED AT LEAST 2"
BELOW THE CREST OF THE STORM DRAIN. PLACE THE
BOTTOM ROW OF BLOCKS AGAINST THE EDGE OF THE
STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID
WASHOUTS.
3. CAREFULLY FIT WIRE MESH WITH Y2" OPENINGS OR
GEOTEXTILE FABRIC OVER ALL BLOCK OPENINGS TO HOLD
GRAVEL IN PLACE.
4. USE #67 WASHED STONE, Y2 " TO 314 " IN DIAMETER,
PLACED 2" BELOW THE TOP OF THE BLOCK ON A 2:1 SLOPE
OR FLATTER AND SMOOTH IT TO AN EVEN GRADE.
5. INSPECT THE BARRIER AFTER EACH RAIN AND MAKE
REPAIRS AS NECESSARY. REMOVE SEDIMENT AS NECESSARY
TO PROVIDE ADEQUATE STORAGE VOLUME FOR
SUBSEQUENT RAINS.
(2"-3" DIA. COARSE AGGREGATE)
EROSION CONTROL FILTER
FABRIC MIRAFI 500-X OR
APPROVED EQUAL
NOTE: REPLACE AS NECESSARY DURING CONSTRUCTION
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE
MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS AND
SMOOTH IT.
3. USE GEOTEXTILE FABRIC UNDER THE STONE IN LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER
TABLE.
4. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET.
5. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
6. THE CONSTRUCTION SITE. TOP DRESS WITH 2" STONE AS DIRECTED BY THE ENGINEER.
7. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT AS
NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR
TRACKED ONTO PAVED ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NTS
CUT SLOPE ROUGHENING FOR AREAS NOT TO BE
MOWED
STAIR -STEP GRADE OR GROOVE CUT SLOPES WITH A GRADIENT
STEEPER THAN 3:1.
USE STAIR -STEP GRADING ON ANY ERODIBLE MATERIAL SOFT ENOUGH
TO BE RIPPED WITH A BULLDOZER. SLOPES CONSISTING OF SOFT
ROCK WITH SOME SUBSOIL ARE PARTICULARLY SUITED TO STAIR -STEP
GRADING.
MAKE THE VERTICAL CUT DISTANCE LESS THAN THE HORIZONTAL
DISTANCE, & SLIGHTLY SLOPE THE HORIZONTAL POSITION OF THE
"STEP" IN TOWARD THE VERTICAL WALL.
DO NOT MAKE INDIVIDUAL VERTICAL CUTS MORE THAN 2 FEET IN SOFT
MATERIALS OR MORE THAN 3 FEET IN ROCKY MATERIALS.
GROOVING USES MACHINERY TO CREATE A SERIES OF RIDGES &
DEPRESSIONS THAT RUN ACROSS THE SLOPE (ON THE CONTOUR).
GROOVE USING ANY APPROPRIATE IMPLEMENT THAT CAN BE SAFELY
OPERATED ON THE SLOPE, SUCH AS DISKS, TILLERS, SPRING
HARROWS, OR THE TEETH ON A FRONT END LOADER BUCKET. DO NOT
MAKE SUCH GROOVES LESS THAN 3 INCHES DEEP NOR MORE THAN 15
INCHES APART.
FILL SLOPE AREAS NOT TO BE MOWED
PLACE FILL SLOPES WITH A GRADIENT STEEPER THAN 3:1 IN LIFTS NOT
TO EXCEED 9 INCHES, & MAKE SURE EACH LIFT IS PROPERLY
COMPACTED. ENSURE THAT THE FACE OF THE SLOPE CONSISTS OF
LOOSE, UNCOMPACTED FILL 4-6 INCHES DEEP. USE GROOVING AS
DESCRIBED ABOVE, TO ROUGHEN THE FACE OF THE SLOPES, IF
NECESSARY.
DO NOT BLADE OR SCRAPE THE FINAL SLOPE FACE.
CUTS FILLS & GRADED AREAS THAT WILL BE MOWED
MAKE MOWED SLOPES NO STEEPER THAN 3:1
ROUGHEN THESE AREAS TO SHALLOW GROOVES BY NORMAL TILLING,
DISKING, HARROWING, OR USE OF CULTIPACK-SEEDER. MAKE THE
FINAL PASS OF ANY SUCH TILLAGE IMPLEMENT ON THE CONTOUR.
MAKE GROOVES, FORMED BY SUCH IMPLEMENTS, CLOSE TOGETHER
(LESS THAN 10 INCHES) & NOT LESS THAN 1 INCH DEEP.
EXCESSIVE ROUGHNESS IS UNDESIRABLE WHERE MOWING IS
PLANNED.
ROUGHENING WITH TRACKED MACHINERY
LIMIT ROUGHENING WITH TRACKED MACHINERY TO SANDY SOILS TO
AVOID UNDUE COMPACTION OF THE SOIL SURFACE. TRACKING IS
GENERALLY NOT AS EFFECTIVE AS THE OTHER ROUGHENING
METHODS DESCRIBED.
OPERATE TRACKED MACHINERY UP & DOWN THE SLOPE TO LEAVE
HORIZONTAL DEPRESSIONS IN THE SOIL. DO NOT BACK -BLADE DURING
THE FINAL GRADING OPERATION.
COMPLETE SEEDBED PREPARATION BY BREAKING UP LARGE CLODS &
RAKING INTO A SMOOTH, UNIFORM SURFACE (SLOPES LESS THAN 3:1).
FILL IN OR LEVEL DEPRESSIONS THAT CAN COLLECT WATER.
BROADCAST SEED INTO A FRESHLY LOOSENED SEEDBED THAT HAS
NOT BEEN SEALED BY RAINFALL.
SURFACE ROUGHENING
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
TALL FESCUE 100
SERICEA LESPEDEZA 20
KOREAN LESPEDEZA 10
KENTUCKY BLUEGRASS 5
REDTOP 5
SEEDING NOTE
1. AFTER AUGUST 15, USE UNSCARIFIED SERICEA LESPEDEZA SEED
2. WHERE APPEARANCE IS A CONSIDERATION, OMIT SERICEA
LESPEDEZA AND INCREASE KOREAN LESPEDEZA TO 40 LB/ACRE.
NURSE PLANTS
BETWEEN MAY 1 AND AUGUST 15 ADD 10 LB/ACRE GERMAN MILLET OR
15 LB/ACRE TALL FESCUE. PRIOR TO MAY 1 OR AFTER AUGUST 15,
ADD 40 LB/ACRE RYE (GRAIN). IT MAY BE BENEFICIAL TO PLANT THE
GRASSES IN LATE SUMMER AND OVERSEED THE LESPEDEZAS IN
MARCH.
SEEDING DATES
BEST POSSIBLE
BELOW 2500 FT: AUG. 15- SEPT.1 JULY 25 -SEPT. 15
MAR. 1- APR.1 MAR. 1 - MAY 10
ABOVE 2500 FT: JULY 25 -AUG. 15 JULY 15 - AUG. 30
MAR. 20 - APR. 20 MAR. 5 - MAY 15
COMPLETE SEEDING EARLIER IN FALL, AND START LATER IN SPRING
ON NORTH AND EAST FACING SLOPES.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY
4,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000
LB/ACRE
5-10-10 FERTILIZER.
MULCH
APPLY 4,000 - 5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER
OF ANOTHER SUITABLE MULCHING MATERIAL. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING OR ROVING. NETTING IS THE
PREFERRED ANCHORING METHOD ON STEEP SLOPES.
MAINTENANCE
REFERTILIZE THE SECOND YEAR UNLESS GROWTH IS FULLY
ADEQUATE. MOW NO MORE THAN ONCE PER YEAR. RESEED,
FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY.
PERMANENT SEEDING SCHEDULE
LATE WINTER & EARLY SPRING (FEB. 15 - MAY 15)
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
AND
KOREAN LESPEDEZA 50
OMIT LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS
NOT EXTENDED BEYOND JUNE 15.
SUMMER (MAY 15 - AUGUST 15)
SPECIES RATE (LB/ACRE)
GERMAN MILLET 40
OR
TALL FESCUE 50
FALL (AUGUST 15 - DECEMBER 15)
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TEST OR APPLY 2,000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10
FERTILIZER. INCREASE FERTILIZER RATE TO 1000 LB/ACRE IN THE
FALL.
MULCH
APPLY 4,000-5,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH
ASPHALT, NETTING OR A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS MULCH ANCHORING
TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE
AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TOPDRESS WITH 50 LB/ACRE OF NITROGEN IN MARCH. IF IT IS
NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/ACRE KOREAN LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
TEMPORARY SEEDING SCHEDULE
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
C- 30
SHEET NO.
30 OF 3

n
CLASS A OR B EROSION CONTROL
STONE
50OX MIRAFI OR r 24" MAX AT CENTER
EQUAL FILTER FABRIC n
SECTION A -A
NOTES: 1. STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP WATER
FROM CUTTING AROUND THE DAM.
2. PLACE THE STONE TO THE LINES AND DIMENSIONS SHOWN ON FILTER
FABRIC AS NOTED.
3. KEEP THE CENTER STONE SECTION AT LEAST 9" BELOW NATURAL GROUND
LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
4. EXTEND STONE AT LEAST 1.5 ft. BEYOND THE DITCH BANKS.
5. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE
TOP OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE
UPPER DAM.
6. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM.
7. MAKE SURE THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS
STABLE.
8. ENSURE THAT CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES
BELOW CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM
DISPLACED STONES.
9. INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RAIN
EVENT.
10. CLEAN AND REPAIR CHECK DAMS AND CHANNELS IMMEDIATELY
FOLLOWING RAIN EVENTS AS NEEDED.
11. ALL MATERIALS AND STONE RESULTING FROM INSTALLATION OF CHECK
DAMS WILL BE REMOVED AFTER SUFFICIENT ESTABLISHMENT OF GRASS
COVER.
MODIFIED STONE CHECK DAM
NTS
ANCHOR RECP IN TRENCH - A 6" WIDE
AND 12" IN DEPTH
INSTALLATION OF RECP'S
JOIN STRIPS BY ANCHORING
AND OVERLAPPING.
PRODUCTS DESIGNED TO CONTROL EROSION SHOULD BE INSTALLED IN
ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. ANY RECP-TYPE PRODUCT
USED AS A PROTECTIVE MULCH SHOULD PROVIDE COVER OF AT LEAST 30% OF
THE SURFACE WHERE IT IS APPLIED. INSTALLATION IS ILLUSTRATED ABOVE.
IRA
DITCH LINING >> ?
NORTH AMERICAN �X
GREEN OR 1'
APPROVED EQUAL
(SEE TABLE)
DITCH GRADE
TEMPORARY
SEDIMENT POOL
TYPICAL DITCH CROSS SECTION
WITH TEMPORARY SEDIMENT POOL
1. APPLY LIME, FERTILIZER AND SEED BEFORE LAYING THE RECP. IF OPEN -
WEAVE RECP IS USED, LIME MAY BE INCORPORATED BEFORE INSTALLING THE
RECP AND FERTILIZER AND SEED SPRAYED ON AFTERWARD 3. TO JOIN TWO
STRIPS, CUT A TRENCH TO ANCHOR THE END OF THE NEW NET.
2. PLACE THE RECP 2'-3' OVER THE TOP OF THE SLOPE AND INTO AN EXCAVATED END TRENCH
APROXIMATELY 12" DEEP BY 6" WIDE. PIN THE RECP AT V INTERVALS ALONG THE BOTTOM OF
THE TRENCH, BACKFILL, AND COMPACT. UNROLL THE RECP DOWN(OR ALONG) THE SLOPE MAINTAINING
DIRECT CONTACT BETWEEN THE SOILS AND THE RECP. OVERLAP ADJACENT ROLLS A MIN. OF 311
.
PIN THE RECP TO THE GROUND USING STAPLES OR PINS IN A X CENTER -TO -CENTER PATERN.
DO NOT STRETCH THE RECP WHEN APPLYING STAPLES.
MAINTENANCE
INSPECT ALL MULCHES PERIODICALLY, AND AFTER RAINSTORMS TO CHECK FOR RILL
EROSION, DISLOCATION, OR FAILURE. WHERE EROSION IS OBSERVED, APPLY
ADDITIONAL MULCH. IF WASHOUT OCCURS, REPAIR THE SLOPE GRADE,RESEED, AND
REINSTALL MULCH. CONTINUE INSPECTIONS UNTILL VEGETATION IS FIRMLY
ESTABLISHED.
ROLLED EROSION CONTROL
PRODUCT (RECP) DETAIL
NTS
DITCH GRADE
5'
TEMPORARY
SEDIMENT POOL
CHECK DAM LONGITUDINAL VIEW
WITH TEMPORARY SEDIMENT POOL
EARTH OR GRAVEL
ISOMETRIC VIEW
UNOBSIRLPOW
WATER FLOW
FROM SIZE
27
SILT SAVER HAT
EARTH OR GRAVEL FILL
%4" MIN. THICK HIGH DENSITY
POLYETHELENE FRAME
BASE OF FRAME SIZED TO COVER
INLET TOP
STORM SEWER MANHOLE
ORIGINAL GRADE
SUCCESSIVE SILT DEPOSITS
SECTION
CONSTRUCTION REQUIREMENTS
1. EXCAVATE APPROXIMATELY 4" TO 6" BELOW THE TOP OF THE INLET STRUCTURE.
2. PLACE THE FRAME ONTO THE INLET STRUCTURE, ENSURE THE FRAME COVERS
STRUCTURE COMPLETELY
3. PLACE THE FILTER OVER THE FRAME.
4. FILL THE FILTER POCKETS WITH SOIL, #57 GRAVEL OR EQUIVALENT. THE FILTER POCKETS
SHOULD BE COMPLETELY FILLED TO ENSURE A GOOD SEAL BETWEEN THE GROUND AND
THE INLET STRUCTURE.
5. BACKFILL AROUND THE FRAME AND FILTER ASSEMBLY IS NOT REQUIRED TO COMPLETE
INSTALLATION; HOWEVER BACKFILLING MAY BE NECESSARY TO COMPLETE EXCAVATION
REQUIREMENTS FOR THE SITE.
MAINTENANCE REQUIREMENTS
6. MAINTENANCE IS REQUIRED WHEN ERODED SOILS REACH A POINT OF 65% OF THE TOTAL
HEIGHT OF THE FRAME OR APPROXIMATELY 7 TO 9 INCHES OF THE GRAY FILTER
MATERIAL IS SHOWING.
7. REMOVE THE IMPACTED MATERIAL BY HAND OR MACHINE METHOD, PAYING CLOSE
ATTENTION NOT TO DAMAGE THE FRAME OR FILTER.
8. BRUSH, SWEEP OR WASH FILTER AND INSPECT FOR ANY CUTS AND/OR ABRASIONS,
REPLACE FILTER AS NECESSARY. INSPECT FRAME FOR ANY STRESS OR DAMAGE,
REPLACE AS NECESSARY.
9. REFILL FILTER POCKETS, BACKFILL AS REQUIRED BY JOB SITE CONDITIONS.
24
NATURAL GROUND
SHEET FLOW
ONLY
'RY 12" OF FABRIC INTO
'NCH (8" DEEP & 4" WIDE)
S SHOULD HAVE
JS TO FACILITATE
6' O.C. MAX.
CCr'TIr1A1
SLOPE 1:1 J
SILT SAVER HAT
NOTES:
DRAINAGE AREA (A) = INTERVALS SHOWN IN CHART BELOW REQUIRED SEDIMENT
STORAGE (Sr)= 67 CY/AC * DRAINAGE AREA MINIMUM
EXCAVATION DEPTH (De)= 2.5 FT
MAXIMUM SLOPE OF SIDES= 1:1
REQUIRED SURFACE AREA (Sa)= Sr / De
SHAPE OF EXCAVATION= CIRCULAR MINIMUM D To, (Dia)= (4*Sa/3.14)1.5
FULL 2
-10 (AT GRADE)
O
R=Dtop /2
Dia b
'* THE LARGEST DRAINAGE AREA IS 0.40 ACRES TO ANY ONE INLET.
CONTRACTOR SHALL PROVIDE CLASS B EXCAVATION LIMITS FOR ALL
SEDIMENT TRAPS.
FULL -SHAPE
CLASS
AREA, AC
Sr, CY
De, Ft
Dia T, Ft
Dia B, Ft
Sp, CY
A
0-0.25
16.75
2.5
16.0
11.0
16.9
B
0.25-0.50
33.50
2.5
22.0
17.0
34.6
C
0.50-0.75
50.25
2.5
27.0
22.0
54.0
D
0.75-1.00
67.00
2.5
30.0
25.0
67.8
EXCAVATED INLET SEDIMENT TRAP
NTS
ELEVATION
1. SHOULD THE FABRIC OF THE SILT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
SILT FENCE OPENINGS WITH WATTLES
NOT TO SCALE
1.5Xd
(GEOTEXTILE LINER)
SECTION VIEW
RIPRAP W16" FILTER
GRAVEL OR FILTER FABRIC
(MIRAFI 500-X) OR EQUAL.
PLAN VIEW
ALL STORM DRAIN OUTLET APRONS SHALL BE CONSTRUCTED
WITH NO SLOPE (0.0% GRADE) WITH NO OVERFALL AT THE END.
...............................
...............................
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NOTES:
J
1. APRON SHALL BE SET
AT A ZERO GRADE AND ALIGNED STRAIGHT.
2. FILTER MATERIAL SHALL BE FILTER FABRIC OR 6" (150MM) THICK MINIMUM GRADED GRAVEL
LAYER.
3. W1 AND W2 FOR PIPES OUT -FALLING INTO A DEFINED DITCH SHOULD BE SUFFICIENTLY WIDE TO HAVE STONE
a
I '�
W
ONE FOOT ABOVE THE CROWN OF THE PIPE OR THE TOP OF DITCH BANK, WHICH EVER IS LOWER.
I``'
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Number
Pipe ID
Pipe Size, in
Width W1 Width W2 Length D50
DMAX
Depth
NCDOTCIass
:
1
NA
18
4.5 11.5 10 6in
gin
1.5
B
2
PIPE D1
18
4.5 11.5 10 6in
9in
1.5
BLj
7�
Z
3
PIPE Cl
18
4.5 11.5 10 6in
9in
1.5
B
O
4
PIPE 131
18
4.5 11.5 10 6in
9in
1.5
B
5
PIPE H1
15
3.75 9.25 8 6in
9in
1.5
B
6
PIPE E1
15
3.75 9.25 8 6in
9in
1.5
B
Q
z
7
PIPE F1
15
3.75 9.25 8 6in
9in
1.5
B
O
m
8 PIPE GI 18 4.5 11.5 10 6in 9in 1.5 B
9
PIPEAI
12
3 8 6 6in
9in
1.5
B
0
0
STORM DRAIN
RIP RAP APRONS
�
Q
o
�'
N
NTS
PRELIMINARY
FOR REGULATORY REVIEW ONLY
DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
SHEET NO.
C-31
1 31 OF 37

NT E G RATED SEEP BERM EROSION ) r{,111,ikLR Monitoring Form Rev.all3o I .z t► 13 =I,� cl f:: I (r f
INSPECTION All IP1111)NI'1"I'JIIFiclllllllf'i IFI'.IEEI"11'llRa[:U;ci! F( f2. ,E� c'1"111ur'I'1"IIE:!; Ifdll:)F.E;Fh;cci-1"II'IIIFi;l11199111'IQhTIEiR; ('if:E!fdIF.E',Fl;/thl.. IP'IEEfic.IllQlll"f Pd 'lfii I'l l I II'V I
CONTROL SYSTEM A1. SA: .IIF-IJIaFIELil_ i_(JIIR) S CF_eCIDIllILII IFE�II@1[„
IFIE..�
. .a. '13a• ,.44.
11
Project Name _aa rdl:;,I all ii ip Ia rlcr^;
al
SEEP BERM PLAN AND CROSS-SECTION -------------------------------------------- --- ---- --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----
---
Ifinancially Responsible
IFI'tarty, (FRP) / P'ermiittee: f.:ccaullnll;yr
INSPECTOR FJatYi(.]--Enri---pG>>e,l
7a3res,s
IIrII:Elpector Type (Mlark) 7C
II.. II•IJf /Permittee
�,
I.nee
F�icane: Nanr�6er f_Irlalf � ,6[cGe:::s
,I ,I.,II nt/es g n D i ee
If ,
T 1A: Rainfallll Data I,! II. I,.,alrncnt Phase of rl1
,,
Rain Al(lilmclht..>) P Ihals(le Ic11f I:;�rardllllvc;l
Daily I ,. Ilnifr'tlll RI: . ,nr I. except for,
K,
.a : . (E e d E, c.e � t o
,... Day /Date
II I,.IIu..'ch. th1E. Iaq,111,IIlIlrt.allk,IhE,. Ibl.r,lc�l,..:>)I
• , ., ,> •>
lil•)Illlalc�v 1; or IuME.IE.II,IE,.nld.o. f' r10 r'alln, Ilnsta laltll(:)Ir'I rtaf )IE)r'II1'UE'1:E:1' erosion 'cll'LCI :iEE;'dirnlelnll: Icc:Irltlri0l r1"Iei3lEil,lflE)s
I
Indicate ,
- : Ilnldu.�allkE. ulrlltll al �..E.ro
-
------ - -- C.,IIE�alrnllq and rp•Lllkabin( of exastlnc (Ir�al.11r•ld c,.�oVe,r
---
----------- ----------------------------------
_ _ _ _ _ _ _ _ C.,I r n l.� l c, t l' c n of �,u l �r li, h �l..,c, of g r,ard I n E;l of ,>Il c.) Ilae, s Or fills
l In.,talllaitli(:in of stolnl ,ilraina e faCillltlE,..,
----- -��-- -- -- -- -- -- -- -- -- -- -- -- - -- -- -- - ----- ---- - --1
IPII cn•n:plr::;tion of <aII land -di ,turbine Eaati'1�'itll, o(: rstruc.tirrn, car di:lvi-;ll(:) :rrrlc;Jnt
----- -�C-- -- -- -- -- -- -- -- -- -- -- -- - -- -- -- - ----- ---- - --� I g r i
- ----
— .--_
FLrInra1n1rl;(�(nd rov.lsuffcit to rl.tr.lrl Elu.lchas Jf(N L.t.lbl.lhEl.
___________________________________ __ ____-__ _____
;E7iJaltl _ ------------------
-------------------------
(Optional)
�,;- _ -___ __--- - --------------___----------___ -- -- ___---- -___ - --
11 ,.� I,IIn (Optional)
p ( )
SKIMMER PIPE &
OUTLET
ALL SEEP BERMS ARE TEMPORARY
PLACE THREE BAFFLES IN EACH
SEDIMENT BASIN OR TRAP SECOND CELL 25% OF
TYPICAL (TYP) SURFACE AREA
SEDIMENT FIRST CELL 25% OF
BASIN SURFACE AREA
OR TRAP
rr
;►
rr
;►
�
;►
INLET ZONE
rr
rr
rr
35% OF
SURFACE
AREA
wow
INLET MMI
rr
�'►
rr
Ni*
rr
rr
�
rr
rr
rr
rr
rr
rr
rr
�
rr
rr
�
A
B C
PLAN VIEW
SUPPORT ROPE OR
WIRE TO PREVENT
SAGGING
POROUS BAFFLE SHALL BE CONSTRUCTED OF 700 —
GRAMS PER SQUARE METER COIR EROSION
BLANKET, COIR MESH, TREE PROTECTION FENCE
FOLDED OVER TO REDUCE PORE SIZE OR
APPROVED EQUAL.
ANOTHER OPTION IS TO PLACE SILT FENCE IN
FRONT OF A WIRE FENCE (HOG WIRE) BACKING AND
SLITTING THE FABRIC IN ALTERNATE SQUARES TO
PERMIT FLOW THROUGH THE SILT FENCE SIMILAR
TO MORE POROUS MATERIALS.
0
4' MAX
SPACING
(TYP)
101,1^.I,Il;it"I' 1C: Signature of' n__Deector
A
1
By this I rrl if iln r :c r I In , . wn.ln the IJ(.(� 111 1 IE I Inrol i (., ,. 11 IEI . �.11 .hr�l this it . rl I i., ,1 r 1 E all I, lnni rl .II. 1 c 11kv , ku ,•,1 of in� lanll)uull. ill I...
t sce t a,c � d,� (e I t .0 )(00 t .K > > a I I ti. > E, � t .ccu �t. � .o E,., t� t E .-,tc ,c
Y Y K K F kl ,�I
F=ilrrancially Responsiblle Party / P'e'rrnitle:e clr ,��'JIE:'ni: J [�)'e::,iginee I.Dalte
I,:,.IFi;C) h.I f J IC) S"f A,IB II L..11,2.A, f I f,:) IM '1" I IIJI If:E! IF Fic/!IIIIJI If:E! JEi
-------------- - - - - -
Site Area De'scri ption ;Elt.adblillia:adtlion 'lfiiineifralrne EE:Xc'lEl, atiolnr.>
F'llelrimeter dikes, swales and slopes 7 IC)ani/s hlonE.:
I••lirlh Quality Walter (IF1CAY) Zones ;r IDeI/s, 14on4':
1311i:rill¢apes Steeper than 3.11 (� IC))an/s li slope:a ;alre 111) or hE:,,ls( Iln Ilelln!gl.lhl �allruJl are Ino�t !steellpe:lr ti-Il :nn 2:11, 11'4 �cllavIll: a l l allllc>(uulE:rtI
- ---- ---------------------------i---------------------------------------------------------------------'------------
- ------------------------ �,. ,-I'
iEElll¢:rpes 3:1 or flatter 14i II71,EII)I's Ii' da!yra fl•�Ir .I,IoI:IIE::sI Iclre�:IlitlE�lr itlh:an ,�LI IIN Ienl�lth
slopes ffatt,r th�r.1 I . I)Ia � Is
lone, e.11(.et 1`
Lrcl V� oIn,I other areas with >
*For an eclitakalc:: r.;op^,r of this forl7i as al 'lard do'c and other inforlTualti(:)n„ ;:elEl 1 lat_1//jplort�fl,nr,dr;r:u.cnrlgl'Inr;;l_3/IrCe!rosic,n
OUTLET ZONE 15% OF
SURFACE AREA
POROUS BAFFLE SCHEDULE
BASIN OR
TRAP #
BAFFLE DIMENSIONS
A
B
C
4A
48'
39'
44'
4B.1
17'
20'
20'
4B.2
26'
28'
28'
SUPPORT POSTS, 24"
INTO BOTTOM OR SIDE
(TYP)
COIR MESH OR SIMILAR,
STAPLE OR TRENCH INTO
BOTTOM AND SIDES
CROSS SECTION
STAKE TO SUPPORT
WIRE
HEIGHT = OUTLET HEIGHT+ 6"
POROUS BAFFLE IN SEDIMENT BASIN OR TRAP
NTS
CLASS B STONE SKIMMER SUPPORT PAD
NOTES:
1. INSTALL STONE SUPPORT PAD
WHEN SKIMMER IS INSTALLED TO INFLOW
KEEP DEVICE OUT OF SEDIMENT STRUCTURE
AT THE BOTTOM OF BASIN.
2. ATTACH A ROPE TO THE
SKIMMER DEVICE AND ANCHOR
1CIE, IYlL,R rl,_k ,nito iiJrig 1F'o;rrn 11 cev O801k:�!1011:3 1Parg 2 cdE':7.
o I I •-1 k• o
! I '• ..� 1 I •• 1 1 I, I I I I � I I I I I 1 I , �!
IF � IJf i,11 2� � . L..IFh(I , I II I I I d ,r 1, I II I[.I , 1 L..I[.) II 111111 IE... P II lI J 1111 II I) F II f , [ I d I If ,. IL.. Ilu I IL..,I 1, I 1 If L If..., 1. I JI I .: I. I I n .. , nrll I , � I 1 I I II. � I . ,I , I : I I I .: I .•� I 1 @ JI I , IL.. If L.. II J, I I ,l Jl.. L..I JI IL, ,I 1 I , L,hI I,1f � 1, IP II I[.1 it ll I I II II II @ II L, ,., I. . I... L E, a L . I ,1 :, a • f• L I L I, I, I. . I, . I. ,. .� .� ,.r
2.4 111(J U Fu• 1 `I '
l („I I �!•1, If hi!•h ll Pdl ll ,l•IrJI._ IL. IE.. IN IL.. Pldl ll IL;i FBI; IE:,III1Jl lE.. l n. I II II A!•h Fdl IO, .a 11141 IF L.. II i, ?.Eli IFI (.,I I„I l u. I IL.Ji 1, II Q,11.:1,
------------------------------------------------------------------------------------------------------------------------------------------------------------- --------------.... --............................
IEr ) ioll and ,c
edimentation Control Me,aSUlll IE1,
ulr,l::rllalE;lc:1ki'0r' Describe Actions Needed l:;hartc:
------------------------------------------------
�
------------------------------------------------------- kC;orrective actions should be perform ledassaionC Ilruc„1„(
Measure IID or Operating Any Repair IIJew lh4et:ErsurE__ _-1h_> ;t arl'/elc)r :r' --- -- --- irill:
Property? or ----- :aJtossible and before the next storm evelrlHt
l.ioc.,a�tion �:rn,d P Y • --:::—_:::::::::::::___°-------------------------------------------------------
c• . , .-----.......
Pro osE. ictu..... ..Jc Jl:ni.,.lu)k
Y/N Maintenance -
r
I ) ,r 1 I�� Dim n ,i n l.,ur)I ,rr:lr-,rl��-, I_, .(� iiJ J) �Jl,rrJ
K - — -' --
Needed?
Y/N �I L�_jl ):'rJ?'ll:'.'..1..�[:J!,rllr)l
........................................................................................................................................................................................................................................................
,k.
f`dRE)'\rll ercl!s )rl c3rild tEi,ecllIri'lle,I1liadkliclI'll '(::(:II'll1;l'I(:Id ri'lleiEi11:$I-JIr6l:;i III'isl;allll,r:id sIIrlc.e,'_tJl'IIEi:--last Illsa:I_I___f.Ic,rl sl'•Iclulla:l It:le3 (tll;;if,:I'IIl(llfi!I'll Ief: (:I hIiEEDIrEE)' DIr 1:)v initiEilllrlig aIIricl cleitllrici I;;! lf,;l'I aril ?IJE ure of,
1 .........
I EIt.11cIN ( (I 1I. 11 a1.I (.)' II f1 1 l EcaLl I,,•Ll I l,: (
l,,.11 11E.INl lll.aII Ill.cI .1 I p f l,I.)' 11I(fI ;:
.rt(1..I111 ill. aI.(r , .,I ., I .I 111 -l111(•,.I r ., l.1I I'1. 11Ef .,..,� e....c:> ,
1
0 11'•• o• n 1
!• •' I ! � I I ,•� I I I I I I I ! 1
11•,� ( 1 ••i ,I,�I lill I) )fl. ,I I ., II. .�I.,1,1. I � II (, ••i i I I I 1l1 1 IF � IJf h ll 2 Ell: 11 J If ,,I@Ill lu a ,l 1 I IE..II , II. II .r .� II �IJ r.I , ,. If... ,. 1.1 ll II ,E I,IL.IL.. ,.r ,.r IL .� ,. , ,. L, ,.1.: nr I I,I ,.I I. Ih E, II I u •� . I, f. I . LI LI I. I ., LL,. I. ,. II JI ,� IE... If L..II , r .� J r ll..,l...11 JI IL, ,I ►I ,. L, ,E 1:11,.r � ,P JI I[.
,2.4i II.111f.;lUFu .:, (.,II �!•1, Ihh�!•I,IIPdIII ,l•IrJI._IL. IE..tN IL..Pldl11" If.:i�F�I;IEE,EkII;'P'IE..I•n. I Ikll�!•1,@dl If),..v IIdI,.,.Fll IF L..II•i, ,,?.Eli II•I(.:Il..11u. I IL.Ji•1,IIQ.,11::1,
"'tla'Irlm�rlr�;rter Discharge Outfalls
InspectlEi
-._..._..._..._--..._-
An Visible An Increase
Y Y
-eld --- IlrrE:(II)lerrt:aii'''''' F�I'.e alaarlt'OlrisiilkalllEE: Sedimentation to streams or weltlandls, 1k'o
An Y II
,c,. ,,•-.1 :,
•,.Itc,rrnwai.l..n
Sedimentation in Stream
I[:I,altr::'
Visible Any ViSlilalk) oil IL_ancil Quality within 24 Hours
f,::Icvinrea::111E:'aa
I[:Di:scaharcr::;
I
in Streams, Turbidity
Erosion sheen,fla: altinc;l air Ihittlpl:11'portall„ncdenr.org/web/ir/division-contacts
C_;hJtlfall
Wetlands or from
I[:r or
below sul::: enchE;'ca :::olicil:: or Describe '
p De••�I��rrbe Actions Needed
Outside Site Discharge?
t_(:x:.ation
SDO. dl,�:'color.)It.l.)n . r , If J � •:, •�
� 1!I;.Irlki•l[y;rt;atin�ne_i3tr.a.icalns should be performed as soon as possible zurpi�il
Limits? (Y/N) (Y/N)
----------------_............. .... --.................................. ---------------------------------------
................. ............. .... --.................................. ---------------------------------------
(Y/N) _bef_ore the next storm event
----------------------------------------------------------------------------------.................................... .........................................................................................................................................................................................................................
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SKIMMER DEWATERING DEVICE
EMBANKMENT
IT TO THE SIDE OF THE BASIN TO
4'
ALLOW THE SKIMMER TO BE
MIN.
PULLED TO THE SIDE OF THE
BASIN FOR MAINTENANCE.
77���
4'
MIN.
3. INSTALL STAKES ADJACENT TO
SKIMMER OUTLET PIPE AS
RUN SKIMMER OUTLET PIPE THROUGH
REQUIRED TO KEEP SKIMMER
EMBANKMENT (SKIMMER BASIN #1, #2, #3, #4, #5)
DEVICE CENTERED OVER STONE
SUPPORT PAD.
BAFFLES
4. EXTEND 4" PVC SKIMMER
PLAN VIEW
OUTLET PIPE AND RIP -RAP
SPILLWAY CHANNEL TO
DRAINAGE STRUCTURE
INFLOW
RECEIVING FLOW TO PREVENT
STRUCTURE
EMBANKMENT
SCOUR.
BAFFLES
2' FREEBOARD RIP -RAP SPILLWAY CHANNEL
4. SOIL SHALL BE COMPACTED
� 4" PVC SDR 35 SKIMMER OUTLET PIPE
TO 95% PROCTOR MAXIMUM
DENSITY.
DEWATERING
ZONE
5. STABILIZE AND ESTABLISH
FILTER
12"
VEGETATION ON BERMS.
FABRIC
MIN. CLASS B STONE SKIMMER SUPPORT PAD
SEDIMENT
6. BASIN SHALL BE CLEANED OUT
STORAGE
AT 12 MONTH INTERVALS OR
ZONE
WHEN MAXIMUM SEDIMENT
CROSS SECTION
LEVEL IS REACHED. REPLACE
BAFFLES AS REQUIRED.
Al
SKIMMER SEDIMENT BASIN SCHEDULE
SKIMMER
DRAINAGE
AVG.
AVG.
SKIMMER
SKIMMER
SPILLWAY
SPILLWAY
BASIN #
AREA, AC
LENGTH
WIDTH
DEPTH
DIAMETER
ORIFICE
CHANNEL
CHANNEL
DIAMETER
WIDTH
LINER
1A
1.65 AC
62'
15'
5'
2.5"
2.4"
10,
CLASS B
RIP RAP
1B *
1.65 AC
90,
45'
5'
3.0"
2.5"
10,
CLASS B
RIP RAP
2*
1.20 AC
40'
100,
2'
2.0"
1.9"
10,
CLASS B
RIP RAP
3*
0.65 AC
41'
100,
2'
2.0"
1.4"
10,
CLASS B
RIP RAP
4A *
2.50 AC
31'
200'
4'
3.0"
2.7"
10,
CLASS B
RIP RAP
4B
2.60 AC
34'
185'
6'
4.0"
3.2"
10,
CLASS B
RIP RAP
*BASIN IS IRREGULAR SHAPE. SEE GRADING PLAN.
0 SKIMMER SEDIMENT BASIN
NTS
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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4300 RIWA
DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C— 32
SHEET NO.
32 OF 3

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PLAN
WITH GRATE & FRAME REMOVED
01 SEE NOTE
''" WEEP HOLES
BRICK COPING(INCIDENTAL)
TOP ELEVATION
- STD. 840.16 FRAME -
& GRATE
A I 16"
DOWEL(SEE NOTE)
SECTION X-X
W1 (FT.)
ELEVATION
W2 (FT.
PLAN
6"
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
B 6�
0
MAX. PIPE THIS SIDE - 18" CD
SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS
OF BOX & PIPE
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT. HT.
roraL
CONCRETE
FOR MINIMUM
HEIGHT, H
C.M.
R.C.
12"
3'-0"
2'-0"
2'-0"
0.222
0.222
0.592
0.015
0.026
15"
2'-3"
0.648
0.023
0.036
18"
2'-6'
0.703
0.033
0.049
24"
3'-O"
0.814
0.059
1 0.085
30"
3'-0"
2'-0"
3'-6"
0.222
0.222
0.925
0.092
1 0.127
1-0"
NONNI
111111
NONNI
mommil
8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
\ ro Q�
H2
H1
1'-0" ----
J6- 6" O.C.(TYP.)
LREFER TO CHART
FOR BAR SIZE
#4 BAR
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DOWEL
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NOTES:
¢�R .
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
H U
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
LL J a 1-4;z
838.39, 838.51, 838.57, 838.63 AND 838.69.
0 c O =
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
W ¢ Q LL =
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
Q 0 = 0 CD
IfUSE 4000 PSI CONCRETE.
�_ _ ~ Z W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
0 ALL O J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
=O O ¢
TO ASTM A185 WITH 2" MIN. CLEARANCE.
�CC
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If PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
C � H
a_W
OSHA STANDARD 1926.704.
r
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
r
CONTRACTOR
If ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
W
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
J �e
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
=
TO INCREASE THIS BAR SIZE AS NEEDED.
O Q
LL o
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ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
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a ►► n�nn�SSION
SECTION G-G
SECTION H-H
4 X D on
A �
A.-mi
PLAN
T
N
�1 /2 ►►
1 1/2'�
15/8„ �'8,
r I I� H
�G G
0
I� H
N
c�
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T
1'-75/8►► 1'-7-5/8,►
PLAN OF GRATING
CAST IRON
1/8 ►► 1/8 n
1 �► 1 ►►
3'- 33,/4
1/8►► /8 ►►
3/ ►► 3/ ,
21/8"
3' -13 N N
3'-g►►
SECTION E-E
3'-6"
F--m-1
E
co
I
N
E
I
F T
PLAN OF FRAME
CAST IRON
►► 1/8 ►►
2'-33/4►►
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3/ ►� 3/-
2►-2►,
IF
2/8►►�
cmN
2' - 6'►
SECTION F-F
OUTLET
W/DITCH
OUTLET
W/O DITCH
D
CLArtSS�+'B' RIP RAP
CLASS I RIP RAP
CLASS 'B' RIP RAP
CLASS I RIP RAP
TONS
TEXTrILE
S.Y.
TONS
TEXTrILE
TONS
TEXTrI LE
S.Y.
TONS
TEXTrILE
-11
12"
2
5
5
2
5
1
4
2
1
4
15"
2
7
7
3
7
1 1
5
3
2
6
18"
3
10
9
4
10
2
7
4
2
8
24"
5
14
15
7
15
3
11
7
4
12
30"
8
21
21
11
22
5
1 16
11
7
17
36"
11
28
29
15
30
7
1 22
16
10
23
42"
15
37
39
20
39
10
28
22
13
30
48"
-
-1
49
26
50
-
-
28
17
38
54"
-
-
60
33
62
-
-
36
21
47
60"
-
-
73
40
75
-
-
44
26
56
66"
-
-
87
48
89
-
-
54
32
67
72"
-
-
102
1 57
104
-
-
64
38
78
NOTE:
FOR CALCULATION PURPOSES _
CLASS 'B' RIP RAP = 100 LB
CLASS I RIP RAP = 105 LB
7-SLOPE 11/2 : 1 OR FLATTER
GEOTEXTILE
SECTION A -A
PIPE OUTLET WITH DITCH
H= RIP RAP TO TOP OF PIPE (MAX. H = D + T)
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
B
4 X D
B
SECTION B-B
PIPE OUTLET WITHOUT DITCH
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PRELIMINARY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C-3,
I SHEET NO.
33 OF 37

-ED
TYPE 1 TYPE 2
-Ill IE
PIPE O.D. + 1-6" `11cii PIPE O.D. + 1-6" -- IIII=Ill
'r
P,&,F10j,
•
1 -
• • • • •
• • • • • • • •
CRUSHED STONE J ' ' r L_ `j ' ' ' L_ _T CRUSHED STONE
BEDDING COMPACTED TO 90%
PROCTOR
PIPE BEDDING
12" - 30" DRAIN BASIN
24" FLAT GRATE
Page 1 I,rf Z
IIIP'�olJlll IIIII;;I;;l;;�� Illf;;;;;'� III''�oIIIIAH 'll��;�l
IF! (:) II,.JI IP41 R Y If:)
AILIN)lrnaltil,:l inailnrage Gate
� fll.ui ornai!�'Iraiiniac,E:. gates are used in areas with a requirernent to prevent back flow, such as storm and sanitary sE:wre;r sy¢E; sms.
L,, 1.11_,a, Furnished with vertical closure for maximum ease of operation.
GENII Gates are made of cast Iron. All mown apse o araie on stainless steel hin,e pins. The c.1 e,r I: hunr. m/th cast
9 P P F I
III =.un•�s 1, t.:i ud11e Iron 2nrms on larger sizes) located at the outer edges near the center of gravity to ensure; sensitive opereLon. For unproved
zeatinc, oid,ir vailI ne c I:nrene seat at extra cost.
f
Llunnunum .hr 1 S r 1n I : furnished fors special requirements if specified. Also available on special order and at extra cost are neo rre'1e or
P 4 f l f
solid bicri e, 1FEDElt.IlLH1111a and bronze bushed hinges
Far appolicllatic'ns with Extreme head pressure contact Neenah's Product Engineering Department.
IMaximurn head Isas occurs when pipe is flowing full. Consider the head loss to be one-half the pipe diameter.
Thecae flair �gates are self -draining when no up -stream flow exists and no head is on the d01MIStlrearn side,.
is Eiy�
re ii,noim•b .eyalD OI = f,
IIEI � 5-SIFE EIOIY$ � /
-_,o- - _ , 3. 11 -1.
REQUIRED NEOPRENE SEALS FOR WATERTIGHT CLOSURE
Cattlogl INI o. I:.atltalog No. Catalog No. Diameter A B C D Ir I- N S
F'Y'IPo'Eil:: 7ryve CF' Type FF
--IR-51 ill-!il lf-E6----------_ p1-505Ck,CF6 R-5050-FF6 6 _--- 7 I'I - - 13 - - -11- - - 3l4 - - - 7- ---- - Four- -- --5/5 --
IFE o)oll olf E 1 ,C,C .F8 R-5050•FF8 8 91/4 'I'I 1, 11 1 1/'8 1 Four EA9
--- ------------------------------ IIF:
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F; !i0!ilh.il if"11 CV lit ,d5C f,F10 R-5050-FF10 10 '11-1 /4 13-I12 'I5-1/5 131,2 1-1/19 111i4 Four EPB
---------------------------------------------- - ---- -------------------------------------------------
-------------
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................................................-------
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IR-50511.1E'1fi!o111
IR5050 .F20 R-5050•FF20 20 22-1/4 25-'18 27-1/4 25-1/8 1-1/4 22-1/4 -Fo-ur
---------------------------------------------- -------------------------------------------
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STORMWATER BACKFLOW ASSEMBLY
BASIN BODY TOP VIEW
WITHOUT FRAME & GRATE
VIEW A -A
BACKFILL MATERIAL BELOW AND TO ROTATED 90' CLOCKWISE
SIDES OF STRUCTURE SHALL BE NATIVE SOIL
AND BE PLACED UNIFORMLY IN 12" LIFTS AND
COMPACTED TO A MIN OF 90%
3130 VERONA AVE
•
BUFORD, GA 30518
PHN [phone]
Nyloplast FAX [phone]
www.nyloplast-us.com
MIN. DEPTH 32"
AS SHOWN ON PLANS
DRAIN INVERT
NOTES:
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840.31
PLAN
4 rn
OUTLET PIPE
I o - -
A I o
PE 611 - -
SECTION X-X
611
1 n X 6"
p , 7 EXP. JOINT
1/ n 911
\L MANHOLE
E
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FOR MANHOLE COVER & FRAME #4 BARS "A"
OPTIONAL SPACED 6"
C. TO C.
BRICK MAY BE USED
TO ADJUST FRAME &
_L_j
COVER TO SURFACE
ELEVATION MAX. V
611 1 =
i
y - 3
B
671 SEE NOTE 311 DOWEL
SECTION Y-Y
SLOPE ALL SIDES TO GRATE INLET
CONCRETE COLLAR SHALL BE USED
WHEN PLACED IN LANDSCAPE AREAS
12" SQUARE HINGED CAST IRON GRATE
BY NYLOPAST USA INC.
MIN 8" THRU 12" GASKETED BELL X 10"
SPECIAL N-12 ADAPTER BY ADS. INC. OR
APPROVED EQUAL.
COMPACTED #57 STONE
MIN 8" DIA PERFORATED N-12 PIPE BY
MIN. DEPTH 32"ADS INC. OR EQUAL
8" - 36" DIA NON -PERFORATED N-12 PIPE
BY ADS INC. OR EQUAL
8" THRU 12" x 8" THRU 36" GASKETED N-12
TEE BY ADS INC. OR EQUAL
1. MATERIALS: USE ADS N-12 OR SIMILAR PIPE FOR COLLECTION SYSTEM. SUBSTITUTES MUST BE APPROVED BY
ENGINEER OF RECORD.
2. MAINTAIN A MIN OF 1% SLOPE ON COLLECTOR LINES.
SIDEWALK DRAIN INLETS - FACULTY STREET BLDG.
MIN 6' WIDTH
18" MIN. W
7t
MUST BE NOTCHED
SODDED DITCH
SLOPE AND SHAPE AS
REQUIRED
31 Md 31M \
CL DITCH
SEEDED DITCH
DEPTH VARIES
6" MIN TO 18" MAX AS
SHOWN ON GRADE PLANS
NOTES:
1. SODDED OR SEEDED DITCHES SHOULD NOT BE USED WHERE SLOPES ARE 10% OR GREATER OR WHERE THE VELOCITY IS GREATER THAN 4
FT/SEC.
2. SOD SHALL BE PLACED SO THAT DITCHES SHALL BE FREE DRAINING AT THE EDGE OF ALL PAVEMENT AND DRIVEWAYS.
3. CONTRACTOR SHALL COORDINATE SEEDING WITH RIPARIAN BUFFER PLAN. CONTACT BLUE RIDGE ENVIRONMENTAL (JUSTIN CHURCH) @
336.844.4088)
EARTHEN STORMWATER DITCH LINES
6/l E OR F"
SECTION
C-C OR D-D
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1".
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR
#4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS
12" ON CC IN ENTERS ACCORDANCE WITH STD. N0. 840.66.
C
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
ELEVATION IS 12 FEET.
T
DOWEL
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND
PIPE
REINFORCEMENT
B„ 11ARS A
TOP SLAB
DIMENSIONS
UBI YARDS
C C
IN BOX
TOTAL QUANTITIES
BOX AND SLABS
DEDUCTIONS FOR ONE
PIPE CU.YDS.
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H
NO.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALLS
FT. OF HT.
LBS.
REINF
CU. YDS.
MIN. "H"
C.S.
R.C.
1211
2'-011
2'-011
2'-3"
12
2'-9"
3'-0"
3'-0"
0.167
0.167
0.185
22
0.750
0.015
0.024
1 1
15
1 ll
2- 3
1 II
2- 3
1 11
2- 6
12
1 II
3 -0
1 ll
3 -3
I 11
3 -3
.19
0 6
.19
0 6
.2 4
0 0
24
.9 2
0 0
2
0 0 3
0 036
11
18
I !1
2 -6
I !
1
2 -6
I ll
2 -9
1 4
1 I
t
3 -3
!
I 1
3 -6
I II
3 -6
0.22 7
0.22 7
0.222
30
1 .065
0.033
0.0 49
24"
3'-011
W-0"
3'-3"
16
3'-9"
4'-O"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.085
30"
3' - 6"
3?-6))
3' - 9 11
18
4'-3"
4' - 6"
4'-6"
0.375
0.375
0.296
51
1.860
0.092
0.127
36"
4'-0"
4'-0"
4'-3"
20
4'-911
5'-0"
5'-011
0.463
0.463
0.333
64
2.341
0.132
0.178
42"
4'-6"
4'-61)
1 4'-911
22
5'-311
1 5'-6"
5'-6"
0.560
1 0.560
0.370
77
1 2.878
0.180
0.243
48"
5'-4"
5'-411
5'-31'
26
6'-3"
6'-4"
6'-4"
0.743
0.743
0.407
111
3.623
0.235
0.317
54"
5-10"
5' -1011
W - 9"
28
6' - 7"
6'- 10"
6'- 10"
0.865
0.865
0.444
126
4.283
0.297
0.401
60rr
61-611
61-611
61-311
30
71-311
71-611
71-61t
1.042
1.042
0.481
145
5.090
0.367
0.495
6611
7'-111
7'-111
6'-911
32
7'-1011
W-111
1 8'-1"
1.210
1.2101
0.518
169
5.917
0.444
0.589
DOWNSPOUT - SEE ARCHITECTURAL AND
MEP PLANS FOR SIZES AND LOCATIONS
DOWNSPOUT ADAPTER
INSERTED IN RISER PIPE
POSITIVE DRAINAGE
AWAY FROM BUILDING
NYLOPAST CLEANOUT END CAP
ADJUST GRADING PER GRADING PLANS
FINISH GRADE
INJECTION MOLDED
WATER TIGHT 45° WYE
INSERT INJECTION
MOLDED GASKET
SPIGOT BY BELL
REDUCER
INJECTION MOLDED
WATER TIGHT 45' BEND
GASKET
CONNECTION
INJECTION MOLDED BRANCH LINE J
WATER TIGHT TEE ONE PIPE SIZE LARGER
THAN DOWNSPOUT PIPE
COLLECTOR LINE
SEE UTILITY PLAN FOR SIZE INJECTION MOLDED
WATER TIGHT 90' BEND
SIZING CHART
DOWNSPOUT
BRANCH
COLLECTOR
4" O
6" O
SEE UTILITY PLAN
6" 0
8" O
SEE UTILITY PLAN
NOTES:
1. MATERIALS: USE ADS N-12 OR SIMILAR PIPE FOR COLLECTION SYSTEM.
2. REFER TO ARCHITECTURAL AND MEP PLANS FOR LOCATION AND SIZING OF DOWNSPOUT.
ROOF DRAIN CONNECTION
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JEET 1 OF 1
840.31
PRELIMINARY
FOR REGULATORY REVIEW ONLY
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO.
C- 3,
I SHEET NO.
34 OF 37

12
SPECIFYING ENGINEER IS RESPONSIBLE
FOR CONCRETE ENCASEMENT AND
REINFORCING BASED UPON APPLICATION
AND LOCAL CODES
[305]
[102] MIN.
OR SLAB
THICKNESS
INVERT
SLAB
THICKNESS
80 [2032]+
0 0 0 0
0 0 0 0
9 B 9
�20 [508]�
Z874-12 SPECIFICATION SHEET
ZURN® TAG
12[305]WIDE THROAT TRENCH DRAIN SYSTEM
Dimensional Data (inches and[ mm ]) are Subject to Manufacturing Tolerances and Change Without Notice
{�20 [508]
12 [305
SPECIFYING ENGINEER IS
RESPONSIBLE FOR CONCRETE
ENCASEMENTAND
REINFORCING BASED UPON
17 [432] 4 [102] MIN_
OR SLAB
}"--� THICKNESS
[2032]
ti
ti
APPLICATION AND LOCAL CODES :. ;4'.,'= �: I:, THICKNESS {-20 [5081-4
+ Actual High Density Polyethylene channel length is 82 [2083] to allow for overlap, with frame
attached the length is 84-1/2 [2146] with the exception of P.N. 1201 P and 1230P.
ENGINEERING SPECIFICATION: ZurnZ874-12
Channels shall be 80 [2032] long, 17 [432] wide reveal and have a 12 [305] wide throat.
Modular channel sections shall be made of 0%water absorbent High Density Polyethylene
(HDPE). Shall have a positive mechanical connection between channel sections that will
not separate during the installation and shall mechanically lock intothe concrete surround
every 10 [254]. Channels shall weigh less than 6.6 lbs. [3 kg] per linear foot, have smooth
3.5 [891 radiused self cleaning bottom with a Manning's coefficient of .009 and 1.00% or
neutral 0% built-in slope. Channels are available with inverts ranging from 9.25 [235] to
34.21 [869]. Channel shall have all grates locked down. Channels come with clips attached
to the frame to accommodate vertical re -bar for positioning and anchoring purposes. Shall
be provided with the standard DGC grate, Zurn 16-114 [413] wide Ductile Iron Slotted Grate,
which locks down to the frame with 4 individual bolt anchors per grate. Ductile Iron
conformstoASTM specification A536-84, Grade 80-55-06. Ductile Iron grate is rated class
C per the DIN EN1433 top load classifications. Supplied in 20 [608] nominal lengths with
13116 [21] wide slots, and 1-3/4 [44] bearing depth. Grate has an open area of 118 sq.
in. per ft. [249779 ] sq. mm per meter]. The 114 [6] thick Carbon Steel Frame Assembly
conforms to ASTM specification A36with 10- 4 [102] long concrete anchors per 80 [2032].
The frame is supplied with a powder coated finish. All welds must be performed by a
certified welder per ASTM standard AWS D1.1. Frames shall be produced in the USA.
PREFIX
Z 80 [2032] High Density Polyethylene Channel, Heavy -Duty Frame with
Anchor Studs"
SUFFIX OPTIONS (Checklspecify appropriate options)
Adapters
Closed End Cap __-U4
4 [102] No -Hub Bottom Outlet
-El
-E4
4 [102] No -Hub End Outlet -U6
6 [1521 No -Hub Bottom Outlet
-E6
6 [1521 No -Hub End Outlet -U8
8 [2031 No -Hub Bottom Outlet
-E8
8 [2031 No -Hub End Outlet -U12
12 [305] No -Hub Bottom Outlet
-E10
10 [2541 No -Hub End Outlet
Grate Options (Load Classifications are per DIN EN14331
-DCC
Ductile Iron Solid Cover- Class C
-DGC
Ductile Iron Slotted Grate - Class C*
-DGF
Ductile Iron Slotted Grate - Class F
-GDC
Galvanized Ductile Iron Grate - Class C
-GDF
Galvanized Ductile Iron Grate - Class F
-GG
Fiberglass Grate
-HPD
Heel -Proof Longitudonal Ductile Iron Grate - Class C
Miscellaneous Options
-RC Rebar Clips (Set of 2)
-VP Vandal -Proof Lockdown
MADE in the U.S.A. (Load Classifications are per DIN EN1433
-ADA-USA
Meets Americans with Disabilities Act
Requirements - Class C
-DGC-USA
Ductile Iron Slotted Grate - Class C
-DGF-USA
Ductile Iron Slotted Grate -Class F
-GADA-USA
Galvanized Ductile ADASlotted Grate - Class C
-GDC-USA
Galvanized Ductile Slotted Grate - Class C
-GDF-USA
Galvanized Ductile Slotted Grate - Class F
Trench
#
'A'
Shallow Inv.
11131
Deep Inv.
Flow
(gpm)
(Ips)
(cfs)
1201 P
9.250 [235]
10.082 [256]
1475
93
3.306
1202P
10.082 [256]
1 10.914 [277]
1758
111
3.941
1203P
10.914 [277]
11.746 [298]
2048
129
4.589
1204P
11.746 [298]
12.578 [319]
2341
148
5.248
1205P
12.578 [319]
13.410 [341]
2639
166
5.915
1205NP
13.410 [341]
13.410 [341]
-
-
-
1206P
13.410 [341]
14.242 [362]
2939
185
6.589
1207P
14.242 [362]
15.074 [383]
3243
205
7.268
1208P
15.074 [383]
15.906 [4041
3548
224
7.953
1209P
15.906 [404]
16.738 [425]
3855
243
8.641
1210P
16.738 [425]
17.570 [446]
4164
263
9.333
1211 P
17.570 [446]
18.402 [467]
4474
282
10.028
1212P
18.402 [467]
19.234 [489]
4785
302
10.726
1213P
19.234 [489
1 20.066 [510]
5098
322
111.426
1214P
20.066 [510
1 20.898 [531]
5411
341
12.128
1215P
20.898 [531]
21.730 [552]
5725
361
12.832
1215NP
21.730 [552]
21.730 [552]
-
-
-
1216P
21.730 [552]
22.562 [573]
6040
381
13.538
1217P
22.562 [573]
23.394 [594]
6355
401
14.244
1218P
23.394 [594]
24.226 [615]
6671
421
14.953
1219P
24.226 [615]
25.058 [636]
6988
441
15.662
1220P
25.058 [636]
25.890 [658]
7304
461
16.372
1221 P
25.890 [658]
26.722 [679]
7622
481
17.084
1222P
26.722 [679]
27.554 [700]
7940
1501
17.796
1223P
27.554 [700]
28.386 [721]
8258
521
18.509
1224P
28.386 [721]
29.218 [742]
8576
541
19.223
1225P
29.218 [742]
30.05 [763]
8895
561
19.937
1225NP
30.05 [763]
30.05 [763]
-
-
-
1226P
30.05 [763]
30.882 [784
1 9214
1581
20.652
1227P
30.882 [784]
31.714 [806
1 9533
1601
21.367
1228P
31.714 [806]
32.546 [827]
1 9852
1622
22.083
1229P
32.546 [827]
33.378 [848]
1101721642
22.800
1230P
33.378 [848]
34.210 [869]
1104921662
23.517
(Neutral channels available for all section numbers)
MADE in the U.S.A. Miscellaneous Options
-CBF Black Acid Resistant Coated Frame
-DB Bottom Dome Strainer
-SF Type 304 Stainless Steel Top Frame
REV. Q DATE: 05106111 C.N. NO. 121231
'REGULARLY FURNISHED UNLESS OTHERWISE SPECIFIED ' DWG NO ' 4183 PRODUCT NO. Z874-12
ZURN INDUSTRIES, LLC ♦ SPECIFICATION DRAINAGE OPERATION ♦ 1801 Pittsburgh Ave. ♦ Erie, PA 16514
Phone: [phone] ♦ Fax: 814W54-7929 ♦ World Wide Web: www.zurn.com
In Canada: ZURN INDUSTRIES LIMITED ♦ 3544 Nashua Drive ♦ Mississauga, Ontario L4V1L2 ♦ Phone: [phone] Fax: [phone]
ZURN® Z874-12
12" WIDE THROAT GRATES
20 [508] 21 [54]
0 0 0 0 0 0 0 0 0
0 0 o v o 0 a 0 0 0 0 v a 0 a
0 0 0 0 0 0 0 0 0 0 0 o a o
0 0 0 0 0 0 0 0 0 0 0 o a o
0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0
a o 0 0 0 0 0 o a o 0 0 0 0
a000 ooaaooaa ao
0000d 0000aooa 1641 [413]
0 0 0 0 0 0 0 0 0 0 0 0 0 0
00000 000 00000a oa
0 0°0°0 0°0°0 0°0 0 0°o a°o
0 0 0 0 0 0 o a o 0 0 0 0 0
0 0 0 0 0 0 o a o 0 0 0 0 0
a 0 0 0 0 0 0 0
0 0 0 0 0 a a a 0 0 0 0 0 a
0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 o a o
0 0 0 0 0 0 0 0 0 0 0 0 0
0 a 0 a a 0 a a 0 a o 0 0 0 a
ooe�o ooe�0000 oe�
0 0 0 0 0 0 0 0 0
32 [24] 4 [6] 116
Please Item
Check No.
5
HPD-Heel roof Longitudinal Ductile Iron
Material: Ductile Iron
DIN Ratin :Class C
Wei ht: 29.00 #per ft.
Open Area. 37 sq. in. per tt.
ANSI Rating: Heavy -Duty
Application: Heavy Vehicle & Truck
Slot Width/Hole Size:.25"
ADA
H-20
FAA
Yes
Yes
I No
20 [08] 332 [18]
0 a 0 v 0 c 0 c 0 c 0 0 0 0 0
o a 0 a 0 a 0 a o a o a o 0 0
0 a 0 a 0 a 0 a 0 a 0 a 0 a a
0 a 0 a 0 a 0 a 0 a 0 0 0 0 0 161 [413]
❑ ❑ 0 ❑ 0 a ❑ ❑ 0 a 0 0 0 0 e
a a a a 0 a 0 a 0 a 0 0 0 a 0
0 a a a 0 a 0 a 0 a 0 0 0 a 0
64-7
4 [ 19] 14 [44]
USE THIS GRATE
Please Item
Check No.
7
DGF-Ductile Iron Slotted
Material: Ductile Iron
DIN Ratin : Class F
Wei ht: 49.00 # per ft.
Open Area: 90 sq. in. per ft.
ANSI Rating: Heavy -Duty
Application: Heavy Vehicle & Truck
Slot Width/Hole Size:.74"
ADA
H-20
FAA
No
Yes
Yes
Form # F7797 Date: 06/25/12
ZURN INDUSTRIES, LLC. + SPECIFICATION DRAINA
Phone: [phone] + Fax: [phone]-
In Canada: ZURN INDUSTRIES LIMITED + 3544 Nashua Drive + 0
Please Item
Check No.
6
1932 [507] 3 2 [78]1
164 [413]
14 [44]--4
[.---
DCF-Ductile Iron Solid Cover
Material: Ductile Iron
DIN Ratin : Class F
Wei ht: ... #per ft.
Open Area: N/A
ANSI Rating: Heavy -Duty
Application: Heavy Vehicle Truck & Conduit
Slot WidthfHole Size: NIA
ADA
H-20
FAA
Yes
Yes
Yes
20 [508] 32 [78]
o a 0 a o a o a 0 a o a 0 0 0
0 0 0 a v a 0 a 0 a 0 0 0 a 0
0 a 0 a 0 a 0 a 0 a 0 a 0 0 0
o a a a o a c c o a o a a a a 164 [413]
0 a 0 a 0 a 0 a 0 a 0 a 0 0 a
a a a a 0 a e a 0 a a a a a a
❑ ❑ a a 0 ❑ 0 a 0 a o 0 0 0 0
64 [ 19] 14 [44]
Please Item
Check No.
8
GDF-Galvenized Ductile Iron Slotted
Material: Ductile Iron
DIN Ratin : Glass F
Wei ht: 49.00 # per ft.
Open Area: 90 sq. in. per ft.
ANSI Rating: Heavy -Duty
Application: Heavy Vehicle & Truck
Slot Width/Hole Size:.74"
ADA
H-20
FAA
No
Yes
Yes
C.N. No. 124489 Rev. F Page 2 of 4
OPERATION ♦ 1801 Pittsburgh Ave. ♦ Erie, PA 16514
9 4 World Wide Web: www.zum.com
issauga, Ontario L4V1L2 + Phone: [phone] Fax: [phone]
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS
FOR REVIEW & APPROVAL BY ENGINEER OF
RECORD PRIOR TO ORDERING
PRELIMINARY
' T§ REGULATORY REVIEW ONLY
...............................
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DATE: 12/03/2014
DRWN. BY: EGT / TLM
CHKD. BY: MPT
PROJECT NUMBER
813018.3
DRAWING NO. I SHEET NO.
C- 35 35 OF 3

MANHOLE FRAME AND COVER
TO BE DEWEY BROS MHRCR 2001,
OR EQUAL
$ff
ECCENTRIC 02' a 1' MAX SPACER
TAPER
SECTION4.
1
23.5"
"O" RING 2'-4' TYP t
JOINT (TYP)
MANHOLE STEPS
a 04' 2'-5' TYP
RISER SECTION
a
BASE SECTION
6" a TOR 4'
6„
6" TYP
6" ABC STONE
NOTE:
FOR MANHOLES WITH 8% OR GREATER SLOPE ON INLET PIPE, INVERTS
SHALL BE COATED WITH SIKAGARD 62 SOLVENT FREE, ABRASION
RESISTANT, EPDXY RESIN, WATERPROOF COATING OR APPROVED
EQUAL. APPLY PER MANUFACTURER'S RECOMMENDATIONS.
PRECAST CONCRETE MANHOLE - 4' I.D.
COMPACTED BACKFILL IN 6" LAYERS,
95% STANDARD PROCTOR
3' MIN. COVER
AND 12' MAX. FOR
SANITARY SEWER
UNLESS OTHERWISE
SPECIFIED
ICLEAN BACKFILL
(NO MATERIAL LARGER THAN 2")
NOTES:
NTS
TOP 6" LAYER, 100% STANDARD
PROCTOR
UNDISTURBED SOIL
12" MIN.
2" MIN. HAND
EXCAVATION
12" MIN.
1. FOR USE WITH ALL DIP OR PVC UNLESS CONDITIONS OF POOR
OR SATURATED SOIL OR ROCK ARE PRESENT.
2. USE NO. 67 STONE UNDER PIPE AND UP TO PIPE SPRINGLINE
AS DIRECTED BY THE ENGINEER IN POOR BEDDING CONDITIONS.
3. HAND EXCAVATE TO CONFORM TO PIPE BARREL.
4. EXCAVATE AT PIPE BELLS SO BELL DOES NOT SUPPORT PIPE.
5. TRENCH SIDE SLOPES SHALL BE IN ACCORDANCE WITH OSHA
REQUIREMENTS. SUPPORT OR SHORE WHEN TRENCH IS MORE
THAN 5' DEEP AND 8' LONG. BEGIN SIDE SLOPE, IF USED,
APPROX. 12" ABOVE TOP OF PIPE.
6. BACKFILL OF TRENCHES SHALL BE ACCOMPLISHED
IMMEDIATELY AFTER THE PIPE IS LAID. COMPACTION
REQUIREMENTS SHALL BE ATTAINED BY THE USE OF
MECHANICAL TAMPS ONLY. EACH LAYER OF BACKFILL SHALL BE
PLACED LOOSE IN 6" LAYERS AND THOROUGHLY COMPACTED
INTO PLACE.
7. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO
RISE IN UNBACKFILLED TRENCHES AFTER THE PIPE HAS BEEN
PLACED.
8. ALL MATERIAL SHALL HAVE AN IN PLACE DENSITY OF 100% TO
A DEPTH 6" BELOW THE FINISHED GRADE OF BACKFILL MATERIAL
AND 95% AT GREATER THAN 6" BELOW GRADE.
PIPELINE INSTALLATION
BEDDING FOR
SANITARY SEWER
NTS
W
(2)- NON PENETRATING
PICKHOLES.
(4) 1" DIA. ANCHOR HOLES
NOTES:
1. MATERIAL: ASTM-A48 CLASS 30B GRAY IRON.
2. RING WT: 190 LBS APP. 3- COVER WT: 125 LBS. APP.
MANHOLE RING AND COVER DETAIL
UNDISTURBED SOIL
900 BEND
NOTES
DIRECTION -
OF THRUST
1. ALL BENDS AND TEES SHALL HAVE
MECHANICAL JOINTS WITH MEGA LUGS IN
CONJUNCTION WITH CONCRETE THRUST
BLOCKING.
2. MINIMUM BEARING AREA SHALL BE AS GIVEN
IN TABLE.
3. CONCRETE SHALL BE 2500 P.S.I. MINIMUM.
4. CONCRETE SHALL NOT CONTACT BOLTS OR
FLANGES OF MECHANICAL JOINT FITTINGS.
UNDISTURBED
i
DIRECTION
OF THRUST
TEE 450 BEND
NTS _
.. ......... ............: ._
BACKFILL, TAMPED
IN "LAYER
-
UNDISTURBED SOIL
-II
PIPE
o
III PIPE SPRINGLINE
=
IA
�
= I PIPE GRADE
IL= 6" MIN.
METER a /
METER MANIFOLD
(SIZE BY PLUMBING
ENGINEER) UNION
METER a /
NO. 67 STONE AS DIRECTED
BY ENGINEER IN POOR
BEDDING CONDITIONS
NORMAL BACKFILL TO BE
SELECT SOIL MATERIAL
'-'LUG
E (TYP)
UNION
BRASS OR
PVC CLASS
200
5' MAX.
D.I.
CURB RESILIENT -SEAT
STOP REDUCER GATE VALVE
STANDARD 8" D. 1
METER BOX WATERMAIN
BRASS OR PVC CLASS 200
(SIZE BY PLUMBING ENGINEER)
JNION
BETWEEN
=VERY
4ETER) xtnTFlQ-
rL-UG
TYPICAL BEDDING FOR
PRESSURE WATERMAIN
DUCTILE IRON SERVICE LINE
(SIZE BY PLUMBING ENGINEER)
1. PROVIDE TWENTY FOUR 4" METERS FOR EACH
BUILDING.
2. DUAL CHECK VALVES REQUIRED FOR EACH METER.
3. CONTRACTOR SHALL COORDINATE INSPECTION WITH
TOWN OF BOONE UTILITY DEPARTMENT. CONTACT JACK
HARMON @ 828-266-1183.
4. PLUMBING ENGINEER SHALL SIZE ALL DOMESTIC
SERVICE LINES.
NTS
FACULTY STREET BUILDING MULTIPLE METER ASSEMBLY
NTS
B
UNDISTURBED
RFgtiG
SOIL
2500 P.S.I. CONC.
i
;.
THRUST BLOCKING<.
zw
QQ
w
00
ISOMETRIC
BEARING AREAS (SQ. FT.) FOR HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 P.S.I.
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co
J 4z- Q
`Z�pG' pQ o Q Q k p� o ��Q Goo Zp Q
DEGREE 2 Q p Co' v Coco' co,
Q Q' O V 0o Gv �' �O g� �O
OF BEND QOJ C� U�
00
poo o0
�O
11 1/4'
1108
1
1
1
1
1
1
1
2
w
221/2'
2207
1
1
1
2
1
1
2
3
a
a
45'
4328
1
1
2
3
1
2
3
5
co
90,
7996
1
1
2
4
1
2
5
8
PLUG
5655
1
1
2
3
1
2
4
6
11 1 /4'
7881
1
1
2
4
1
2
5
8
w
d
221/2'
15,691
2
2
4
8
2
4
10
16
a
45'
30,779
4
4
8
16
4
8
19
31
90,
56,861
6
8
15
29
8
15
35
57
PLUG
40,213
5
5
10
21
5
10
25
41
REACTION BEARING AREAS ARE IN SQUARE FEET MEASURED IN A VERTICAL PLANE
IN THE TRENCH SIDE AT AN ANGLE OF 90 DEGREES TO THE THRUST VECTOR.
USE 6"-90 DEGREE BEND VALUE FOR THE HYDRANTS FOR ADDITIONAL SAFETY FACTOR.
THRUST BLOCKING
NTS
PAVEMENT CONCRETE ENCASEMENT
VALVE AT 3000 PSI
BOX
BASE COURSE COVER
1
*7.5" MIN. FINISHED GRADE IN UNPAVED AREAS
a . � . IIIIIIII I I
.................. _ _ _
1 1/2" MIN t CONCRETE ENCASEMENT
6" M4N. -VALVE BOX
TAMPED......
BACKFILL ................ a .a T
I}
a . a 2'-0"
MAIN a .
a.
..' ......' ..' .. VALVE BOX COVER
BLOCKING
NOTE TO CONTRACTOR: PLAN
VALVE BOX SHOULD NOT CONTACT MAIN OR VALVE NTS
*OPTIONAL FULL DEPTH CONCRETE COLLAR
STANDARD VALVE BOX
NTS
2'-0" MIN
5'-0" MAX
MAX 24"
MIN 18"
r�
ROADWAY FINISHED GRADE
f
6" GATE VALVE�� CAST IRON VALVE BOX 3'6" MIN.
MAIN 5/8" BRIDLE ROD & ROD COLLAR
Lu COATED IN BITUMINOUS
coit
6" DUCTILE IRON
L Mql N LINE TEE i ii ii:ii ii: ;;;;;;;;;;;..
MECHANICAL JOINT
z
CONCRETE THRUST BLOCK
CONCRETE BLOCKING
1/3 CY AT 2500 PSI MIN 1/3 CY AT 2500 PSI
MIN. 8 CF #57 STONE
NOTES
1. TOP OF BLOCKING TO BE 2" FROM HYDRANT WEEP HOLES.
2. HYDRANTS MUST BE KENNEDY K-81 OR APPROVED EQUAL.
3. ALL FITTINGS SHALL BE MECHANICAL JOINTS WITH MEGA
LUGS. PROVIDE CONCRETE THRUST BLOCKING AS SHOWN.
STANDARD HYDRANT INSTALLATION
NTS
PRELIMINARY
FOR REGULATORY REVIEW ONLY
...............................
...............................
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DATE:
12/03/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
SHEET NO.
C-36
36 OF 37

OPTIONAL 3'
DOOR FOR
INGRESS/
EGRESS
FAI
4" DIA. STEEL BOLLARD
POSTS POURED SOLID (TYP)
(SEE DETAIL)
22'-0 "±
CL u- 10' X 10' LS.
w DIM. FOR 8
CLu-
O�
J
LLI
30" X 30" RECYCLING CONTAINERS
(TYP)
�CL C.Y. CL0-4—
DUMPSTER z
ENCLOSURES SHALL MEET UDO
REQUIREMENTS. FACE WITH BRICK
TO MATCH EXISTING ENCLOSURE
ON SITE.
PLACE 6" THICK 4000 PSI
CONCRETE APRON WITH FIBER
MESH, ADD BROOM FINISH, OVER 8"
#67157 WASHED STONE BASE
10' 3' 4' 3'
O WOODEN WOODEN BOLLARD (TYP)
GATE GATE
112" CONSTRUCTION
JOINT
10'
�
Ow
u
CL
�
Ow
u-
ci-
0
PLAN VIEW
NTS
&.— M.—V i IL ■ ■ vi ■ v IVIIIV.
NTS
STATIONARY
WOOD FENCE
PA\
20' X 20' CONCRETE PAD
6" THICK 4000 PSI
CONCRETE WITH FIBER
MESH ADD BROOM FINISH
OVER 8" #67157 WASHED
STONE BASE
GENERAL NOTES:
1. DUMPSTER SCREENING MATERIAL OF THE
ENCLOSURE SHALL BE ARCHITECTURALLY
COMPATIBLE WITH THE PRINCIPLE BUILDING
ON SITE PER TOWN OF BOONE ORDINANCE
SECTION 336[e][2].
2. CONTRACTOR SHALL COORDINATE
DUMPSTER SCREENING APPEARANCE AND
CONSTRUCTION WITH OWNER.
4" MIN. METAL OR
5" X 6" TREATED
WOOD POST (TYP)
HEAVY DUTY INDUSTRIAL HINGES
(GALVANIZED) 3-4 EACH SIDE
LATCH (TYP.)
SET POSTS IN
CONC. 2.5' MIN
DEPTH
1►�
60 GA. STEEL
BOLLARD FILLED
SOLID WITH 3000 P�
CONCRETE
FINISHED GRAD
CONCRETE FOOTING
3000 PSI MIN.
V iTV//aJ/ VVnVI ILLJ
STONE BASE
4 X W1.4
-MENT (TYP.)
—...PACTED
SUBGRADE
SECTION "A -A" AT DUMPSTER PAD
ENCLOSURES SHALL MEET—
UDO REQUIREMENTS. FACE
WITH BRICK OR MASONRY
VENEER TO MATCH
PROPOSED BUILDING
4" BOLLARD DETAIL
NTS
SOLID WASTE AND RECYCLING ENCLOSURE
NTS
IIN.
1'
3„
NTS
ad
d a °
° d
O
°
p .. d.
a.
d
— 3"
1 '-6"
HORZ. JOINT REINFORCING
AT EACH COURSE (TYP)
(2) #4 REBAR
8" THICK 4,000 PSI
CONCRETE WITH FIBER
MESH, ADD BROOM
FINISH
`#6 X 6 - W1.4 X W1.4
REINFORCEMENT (TYP.)
8" #67157 WASHED
STONE BASE
COMPACTED
SUBGRADE
TURN -DOWN SLAB DETAIL
FOR DUMPSTER ENCLOSURE
NTS
PRELIMINARY
FOR REGULATORY REVIEW ONLY
...............................
...............................
...............................
...............................
...............................
...............................
.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:..
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DATE:
11 /06/2014
DRWN.
BY: EGT / TLM
CHKD.
BY: MPT
PROJECT NUMBER
B13018.3
DRAWING NO.
SHEET NO.
C-37
37 OF 3

CONSTRUCTION SCHEDULE

BOONS THE (::; TA N DA R D `. �I'AN�MARKa
!� A1�T[�TTT TI�TTAAT
WEEKLY SUMMARY SCHEDULE
Boone, NC
Tr IL 1
DRAFTED: 11/05/14
2014
2015
2016
DEC
JAN
FEB
MAR
APR
MAY
JUNE
JULY
AUG
SEPT
OCT
NOV
DEC
JAN
FEB
MAR
APR
MAY
JUNE
JULY
AUG
SEPT
OCT
01
08
15
22
29
05
12
19
26
02
09
16
23
02
09
16
23
30
06
13
20
27
04
11
18
25
01
08
15
22
29
08
15
22
29
03
10172431
07
14
21
28
05
12
19
26
02
09
16
23
30
0714
21
28
041.
111.
18
25
01
08
15
22
29
07
14
21
28
04
11
18
25
02
09
16
23
30
06
13
20
27
04
11
18
25
01
08152229
05
12
19
26
03
10
17
24
O
TEST & BALANCE REPORTS IN HOUSE
SMOKE TESTS - PRESSURE TESTS
TCO PLUMBING INSPECTS
CERT. OF
TCOMECHANICALINSPECTS
OCCUPANCY
TCO ELECTRICAL INSPECTIONS
FINAL BLDG
TEST/DEBUG FIRE ALARM/LIFE SAFETY
SYSTEM
INSPECTS
SET, WIRE &PROGRAM FIRE ALARM PANEL
FINAL FIRE INSPE
W/ FIRE MARSHALL
CofO RE 'S
Q
FINAL ZONING
INSPECTIONS
PROJECT CLOSE OUT
OPERATIONS
SYSTEMS START-
OPERATIONS
SYSTEMS
F1m
OCCUPY
UP
TRAINING
m m m m m m m
INSPECTIONS
FINAL
LEVEL Z ROUGH
-IN
FINISHES
INURNOVOER/
FFE
LEVEL 3 ROUGH -IN
FINISHES
INUR oVOER/
FFE
ASSU
M
PTION
S
LEVEL 4 :
ROUGH IN
FINISHES
INSPECTION/
TURNOVER
FFE
-
OFFSITE WORK 8 WEEKS
:LEVEL 5
ROUGH -IN
FINISHES
ITUR OVOER/
FFE
SITE WORK — 12 WEEKS
FSP R/I
CONCRETE — 24 WEEKS
PLUMBING R/I
FRAMING- 2 WEEK
G 0 S
DRY -IN
. . .
. . .
FINISHING — 12 WEEKS
BUILDING2ELEVATOR
FRAMING SECTION 1
ROOF
BUILDING 2 EXTERIOR
COURTYARD
AMENITIES
LEVEL 2 ROUGH -IN
FINISHES INSPECTION/ FFE
TURNOVER
LEVEL 3 ROUGH -IN
FINISHES
INSPECTION/
TURNOVER
FFE
.
LEVEL4 ROUGH -IN FINISHES
ITUR OOR/ FFE
LEVEL 5 ROUGH -IN FINISHES
ITUR OVER/ FFE
LEVEL 6
ROUGH -IN FINISHES
FFE
ITUR OVOER/
LEVEL 7 RO
GH-IN
FINISHES
ITUR o OR/
FFE
LEVEL H : ROUGH IN
E
FINISH S
INSPECTION/
TURNOVER
FF E
FSP R/I
BUILDING 1A ELEVATOR
SITE / DECK / PODIUM
PLUMBING R/I
BUILDING 1A EXTERIOR
DRY -IN
m m m
ROOF
FRAMING SECTION 1
■ FOUNDATIONS
CONCRETE/RETAIL
BASEMENT WALLS
SITE WORK/ SHORING
PARKING DECK
DEMO (BELOW GROUND)
DEMO (ABOVE GROUND)
...
CREEK RE-ROUTE/REMEDIATION
...
2014
2015
2016
DEC
JAN
FEB
MAR APR
MAY
JUNE
JULY
AUG
SEPT
OCT
NOV DEC
JAN
FEB
MAR
APR
MAY
JUNE
JULY
AUG
SEPT
OCT
01108115122129105112119126
02109116123102109116123130
06
113
120
27 0411111812.
4
111 118
125
01
108 115
122
129
08
115
122 29 03 110
117
124
131
07
114
121 28 05
112 119
126 02 109
116
123
130 07
114I
21 28 041
11
118I
25 011081
151221291
07 114I
21 281041
11
118I
25 021
09
1161231301
061
13120
27
041
11
1181251
01 108I
15I
22I
29
051
121
19 26
031
101 17124
THIS IS A SUMMARY SCHEDULE, PRESENTED AS A WEEKLY TIMESCALED NETWORK LOGIC DIAGRAM, A FORM OF CPM WHICH EASES ILLUSTRATION OF THE MULTIPLE INDEPENDENT YET INTEGRATED PATHS TO COMPLETION

SITE PLAN RENDERING

l
R/UV -----------
US HWY 22 1/3 21
J
In BLOWING ROCK RD
�-COURTYAR CZ(RE
TYARD
(REC AREA AREA)
REST p
ENT/q
L qpq
(s sroRIEs� RIMENTS
-
""ww www - - 4rw
1
1
IG.REENWAY
NOTE: SITE PLAN RENDERING FOR ILLUSTRATIVE PURPOSES ONLY.
SEE ARCHITECTURE AND CIVIL DRAWINGS FOR PROPOSED DESIGN.
rft
COURTYARD
(REC AREA)
"-'- — ; ; w
R —
DECK
J—L
ACCESS
+ (BELOW) i
r-
PARKING DECK
6 LEVELS W/BSMT
l
1 f
Conceptual Site Plan
Appalachian State University - Boone, NC
DEVELOPMENT SUMMARY
SITE AREA: 4.82 ACRES
DENSITY: 36.51 U/AC
TOTAL RESIDENTIAL UNITS: 176
COMMERCIAL: 22,274 SF*
* INCLUDES LEASING 8t BLDG AMENITIES
PARKING: 552 SPACES
:low
—_or
~ 3131 I•
� _ f
I~� 3135 ` _ -
_ REE NWAY - Tfm 4L Ar Arm ftA!.
� r f
1 l
w
&L mm� 1Lw
- - - � � - A.
NORTH
30' 15' 0' 30' 60'
SCALE: 1 " = 30'-0"
THE S
TANDARD AT BOONE 102*0692014 IPRAOPDER�TIES
STONEGATE.
fNPPALAGI-IAN AROHITECTURE, F.A. Munici al Engineenni
705 N.N IN ST . Services Company, P.A.
BOONr, P.O. BOX 97 GARNER- N,C. 27529 � P.O. BOX 349 BOONC. N-C_ 286
828-265-2405 [phone] (828) 262-T767
wWhl.appolarch.com UCEN5C NUMBER: G-4231
NILES BOLTON ASSOCIATES

Existing Site Aerial
Ilk
71FL jr
OL lip
Maki
us �
HWY 2211321 BLOWING ROCK RD
M �
j
401 4t
k t( i r;&.,,Ii - I
.W.
rm
THE STANDARD AT BOONE 102*0692014 LIPROPERTIES
STONEGATEW
V!
1 • ■
AFFALAGHIAN ARGHITEGTURE, F.A
705 K KING ST.
BOONE, N.G. 28607
828-265-2405
NWW.appalarch.r-orr
Appalachian State University - Boone, NC
VFq
MCDONALD'S V.
Tr -.W
I
NORTH
r
Ampill.-
t
30' 15' 0' 30' 60'
SCALE: 1 " = 30'-0"
Municserv;c�$ZE:ngineenfngpany, P.� NILES BOLTON ASSOCIATES
BOX B7 GARNER. N.C. 27529. BOX 349 BOONE. N.C- 286U7
[phone](828) 262-1767
LICENSE NUMBER: C-0281

VAPOR INTRUSION MITIGATION PLAN

SECTION 07 26 00
UNDER SLAB VAPOR RETARDER
PART 1- GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.02 SUMMARY
A. Section Includes:
1. Vapor Retarder for installation under all concrete slab -on -grade for enclosed
portions of buildings.
B. Related Sections:
1. Division 03 Sections covering cast -in -place concrete.
2. Division 33 Section "Underslab Capillary Fill" for crushed stone fill to be placed
under the vapor retarder membrane.
1.03 REFERENCES
A. American Society for Testing and Materials (ASTM).
1. ASTM E 1745-09 (2009) Standard Specification for Plastic Water Vapor
Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs.
2. ASTM E 154-08a (2008) Standard Test Methods for Water Vapor Retarders
Used in Contact with Earth Under Concrete Slabs, on walls, or as Ground Cover.
3. ASTM E 96/E96M-10 Standard Test Methods for Water Vapor Transmission of
Materials.
4. ASTM E 1643-10 (2010) Standard Practice for Selection, Design, and
Installation and Inspection of Water Vapor Retarders Used in Contact with Earth
or Granular Fill Under Concrete Slabs.
1.04 SUBMITTALS
A. Product Data: For each type of product indicated, including accessory products.
B. Samples: 6 inch by 6 inch minimum of vapor retarder sheet.
C. Manufacturer's installation instructions for placement, seaming and pipe boot
installation.
The Standard at Boone February 13, 2015
113105.00 Under Slab Vapor Retarder
07 26 00 - 1

PART 2 - PRODUCTS
2.01 MATERIALS
A. Vapor Retarder: Flexible, preformed sheet membrane meeting requirements of
ASTM 1745.
1. Minimum Thickness: 12 - 15 mil.
2. Minimum Class Requirement: Class "A."
B. Acceptable Manufacturers: Subject to compliance with requirements, acceptable
manufacturers shall include but are not limited to the following:
1. Barrier-Bac, Inc.
2. Fortifiber Building Systems Group.
3. Raven Industries, Inc.
4. Reef Industries, Inc.
5. Stego Industries, Inc.
6. W.R. Meadows.
C. Adhesive and Tape: Acceptable to manufacturer of vapor retarder material and
complying with the water vapor permeance requirements of the listed ASTM
requirements for the installed membrane.
D. Pipe Boots
1. Construct pipe boots from vapor barrier material, pressure sensitive tape and/or
mastic per manufacturer's requirements.
PART 3 - EXECUTION
3.01 PREPARATION
A. Ensure that subsoil complies with requirements of the geotechnical report.
1. Level and tamp or roll aggregate, sand or tamped earth base.
B. Ensure there is no excessive moisture entrapment by vapor retarder due rainfall or ground
water intrusion.
3.02 INSTALLATION
A. Install Vapor Barrier/Retarder:
1. Installation shall be in accordance with manufacturer's instructions, requirements
of ASTM E 1643 and the following:
a. If capillary fill is required by the documents, vapor barrier shall be
installed above the capillary fill, immediately under the concrete.
b. Unroll vapor retarder with the longest dimension parallel with the
direction of the pour. Install vapor retarders in largest practical widths.
C. Lap vapor retarder over footings and seal to foundation walls where
applicable.
d. At turned -down slabs, extend vapor retarder down the sloped face and
under the flat part of the turn -down to the exterior face.
The Standard at Boone February 13, 2015
113105.00 Under Slab Vapor Retarder
072600-2

e. No penetration of the vapor retarder is allowed except for reinforcing
steel and permanent utilities.
f. Seal all penetrations (including pipes and conduit) per manufacturer's
instructions.
g. Repair damaged areas by cutting patches of vapor retarder, overlapping
damaged area in the same manner required by the manufacturer for
typical seams.
h. The intent of above installation procedures is that as a minimum there is
no view of ground after the vapor retarder is installed.
3.03 PROTECTION
A. Protect reinforced vapor retarders from damage during installation of reinforcing steel
and utilities and during placement of concrete slab or granular materials.
B. Immediately repair damaged vapor retarder in accordance with manufacturer's
instructions.
END OF SECTION
The Standard at Boone February 13, 2015
113105.00 Under Slab Vapor Retarder
072600-3

PASSIVE SUB LAB DEPRIESSURIZINTION RADON
CONTROL SYSTEM FOR NEW CONSTRICTION
NOTE
1. ALL CONCRETE SLABS THAT COME IN CONTACT WITH THE GROUND SHALL
BE LAID OVER A C43 PERMEABLE MATERIAL MADE UP OF EITHER A MINIMUM
C THICK UNIFORM LAYER OF CLEAN AGGREGATE, OR A MINIMUM 4' THICK
UNIFORM LAYER OF SAND, OVERLAIN BY A LAYER OR STRIPS OF MANUFACTURED
MATTING DESIGNED TO ALLOW THE LATERAL FLO`W OF SOIL GASES.
2. ALL CONCRETE FLOOR SUBS SHALL BE DESIGNED AND CONSTRUCTED
IN ACCORDANCE WITH LOCAL BUILDING CODES. ADDITIONAL REFS:
AMER.ICAN CONCRETE INSTITUTE PUBLICATIONS, OAQW2.1 W &
'ACID, OR THE POST TENSIONING INSTITUTE MANUAL, "DESIGN
AND CONSTRUCTION OF POST -TENSIONED SLABS ON GROUND'.
3. ALL OPENINGS, GAPS AND JOINTS IN FLOOR AND WALL ASSEMBLIES IN
CONTACT SOIL OR GAPS AROUND PIPES, TOILETS, BATHTUBS OFF
DRAINS PENETRATING THESE ASSEMBLIES SHALL BE FILLED OR CLMD
VRTH MATERIALS THAT PRCIVIDE A PERMANENT AIR -TIGHT SEAL. SEAL
LARGE OPENINGS WMA NON -SHRINK MORTAR, GROUTS OR EXPANDING
FOAM MATERIALS AND SMALLER GAPS WITH AN ELASTOMERIC JOINT
SEALANT, AS DEFINED IN ASTM 87.
4. VENT PIPES SHALL BE INSTALLED SO THAT ANY RAINWATER OR
CONDENSATION DRAINS DOWNWARD INTO THE GROUND BENEATH THE
SLAB OR SOIL -GAS -RETARDER MEMBRANE.
5. CIR+CU ITS SHOULD BE A MINIMUM 16 AMP, 115 VOLT.
JOIST
LIVING AREA
I►11404107:#J i:�II1 [7►I
FLOORING
JOIST
i'•• CAP BLOCK OR OTHER SEAL
r {' ON HOLLOW BLOCK WALLS
q .
WATERPROOF SEALANT APPLIED
TO EXTERIOR MALLS
k i SOIL ARDER MEMBRANE MIN.
GRADE ' 1O-MIL VIRGIN POLYETHYLENE SHEETING
LEVEL `+ ++ OR EQUIVALENT); OVERLAP SEAMS 1T MIN!
TURN UP GAS -RETARDER 1" MIN. AND SEAL
�. P.
D9IAUST R1(Y FROM OPENINGS INTO
CONDITIONED SPACES OF BUILDING]
12' MIN. ABOVE ROOF
0
FLASHING
; 7 010 1 NE,:7 m-
ATTIC
ELECTRICAL JUNCTION BOX
FOR FUTURE INSTALLATION
OF VENT FAN: NOTE 5.
ELECTRICAL JUNCTION BOX
FOR FUTURE INSTALLATION
OF WARNING DEVICE; NOTE &
SUPPORT
STRAPPING
3R-C DIA VENT PIPE
(PVC OR EQU IVALBM
IgggilLI'Legiv
F
MIN. 4' THICK LAYER
OF CAS PERMEABLE
MATERIAL; NOTE 1
NOFED � �++ � i'� i-' • i� �-�'', .� ��..� #� r.�`� !+'� •ice" ��
:.*.,.+ 41' i, f ■
■, ML
T-FITTI
'* ■ -
` :P "I t r
ADDITIONAL COMPONENTS REQUIRED FOR ACTIVATION
OF PASSIVE SUB -SLAB DEPRESSURIZATION
RADON CONTROL SYSTEM
(TO BE DONE AT LATER DATE IF NEEDED BY OWNER)
NOTES:
1. INSTALL THE VENT FAN IN THE VERTICAL RUN OF THE VENT RIPE.
THE SIZE AND AIR MOVEMENT CAPACITY OF THE VENT FAN SHALL
BE SUFFICIENT TO CREATE AND MAINTAIN A PRESURE FIELD
BENEATH THE SLAB ON GRAWLSPACE MEMBRANE THAT IS LOWER
THAN THE PRESSURE ABOVE THE SLAB OR MEMBRANE.
2. ALL POSITIVELY PRESSURED PORTIONS OF THE VENT PI PE AND
FAN SHALL BE LOCATED OUTSIDE THE HABITABLE SPACE OF
THE BUILDING.
3. PROVIDE A VISIBLE OFF AUDIBLE WARNING SYSTEM TO
ALERT THE BUILDING OCCUPANT IF THERE IS A LOSS
OF PRESSURE OFF AIR FLOW IN THE VENT PIPE.
GRADE
LEVEL
RADON DIAGRAMS
EXHALIST (1 V FROM OPENINGS INTO
j CONDITIONED SPACES OF BUILDING)
FAN COUPU NG TO PIPE
L 11
TWO
ELECTRICAL
JUNCTION BOAC
SYSTEM FAILURE
DEVICE: NOTE 3.
NOTE: RADON DIAGRAM IS FOR
REPRESENTATIONAL PURPOSES ONLY.
NOTE: 12-15 MIL VAPOR RETARDER TO BE
INSTALLED UNDER SLAB
PROJECT # : 113105
DRAWN BY: TW, AM, SN, TM
CHECKED BY: AM, KR
NILES BOLTON
ASSOCIATES
3060 Peachtree Rd. N.W.
Suite 600
Atlanta, GA 30305
T 404 365 7600
F 404 365 7610
www.nitesbotton.com
No. Description Date
PROGRESS SET 02/13/15
BUILDING PERMIT SET 03/02/15
This drawing, as an instrument of service, is
and shall remain the property of the
Architects and shall not be reproduced,
published or used in any way without the
permision of the Architect.
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RADON DETAILS Et NOTES
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Exceptional Against Moisture Vapor Migration
When you pour a concrete slab on grade, you extend an invitation for any
moisture underneath the slab to migrate through the concrete in, the form
of water vapor. If unchecked, this moisture intrusion trapped under the
slab could undermine the integrity of not only the slab, but can also
damage any Finished floor covering applied over it.
Specifying a quality vapor retarder beneath concrete slabs on grade is
inexpensive insurance against costly finished floor covering and
coating failures. Tha6 why the
Moistop Ultra 15' is Fortifiber Building systems
specifically designed to
deliver long-lasting
protection. ��
One Chance To Do It Right
GtnupP offers the most complete
line of underslab products,
incuding the most technologically
advanced vapor retarder ever made -
Moistop Ultra 15.
With a water vapor permeance of .01 perms and a tensile strength and puncture
resistance that outperforms evert thicker membranes, Moistop Ultra 15 represents a
new standard for concrete underlab products. Moistop Ultra 15 exceeds ASTM
E-1745 Class "A", "B" and "C" requirements for underslab vapor retarders.
Manufactured from ISO certified virgin resins through a unique process, Moistop
Ultra 15 is extremely durable and puncture resistant.
Moistop Ultra 15 is economically engineered to deliver a superior level of
performance at a comparatively low installed cost. The product not only stands up to
the most rugged jobsite abase, it is also resistant to degradation from burial —
delivering life-long protection from unwanted moisture vapor migration through
concrete slabs. The product is an integral component in the Fortifiber Building
Systems Group' Moisture Control System for flooring, and engineered to address
commercial applications.
Hassle -Free Installation
Supplied ini 12 foot wide rolls, center -folded to 6 feet for ease of handling and
installation, Moistop Ultra 15 rolls out quickly and smoothly over leveled -and tamped
soil or compacted fill. There is no need to hassle with awkward panels or flimsy films.
Simply overlap the material 6 inches and tape the seams with Moistop" Tape.
Specifications & Warranty
The back of this sheet gives more details on Moistop Ultra I5, including
specifications, availability and warranty information.
Moistop Ultra 15 is a product manufactured by the Fortifiber
Building Systems Group. With more than a seventy-five year
history of proven performance, technical expertise and
practical know-how, the company has become a trusted partner
1939 to builders, architects and code officials.
15 mil Pollyolefin Film
i
Moistop iJ'ltr•a 15
protects building
interiors from drantaging
writer vapor transmission
ExcEFvs A5TM E-1745 CLA55
"A", d4gpr AND "C" STANDARDS
EXCEPTIONAL TEAR STRENGTH
PUNCTURE RESISTANT
MOISTOPO TAPE
Moistop Zrape was designed
f b2- use with Moistop
Underslab VaporRmrdets.
[is excellent adbenwi assatres
light joints. Available in
4 iaech x 180 foot rolls.
THE BOOT"
The Booft unique rlesigna makes
quick work ofsealingarotatrd
pipes, condzrit and other
penetrations of rstay size.

Product Description: Moistop Ultra 15 is a superior
vapor retarder designed for slabs on -grade to
stop the migration of moisture vapor through the slab,
Composition: Moistop Ultra 15 is a 15 milpolyolefin fibn
manufactured with a proprietary formulation of ISO
certified virgin resins.
Size & Weight: Moistop Ultra 15 is supplied in 1,956 sq.
ft. rolls (144" by 163'); weight is approximately 7.3 lbs./100 sq.
& Thickness is 15 roils. .
Applicable Standards: American Society for 'Testing &
Malcrials (ASTM):
* A51MLK-882 — Tenrile Aapeyties of 715in ,plastic Sheeting
s AS771,T D-1004 —Standard Test Method f r Initial Tear
Resistance of Plastic Tihra.and Sheeting
* AYIM D-1709 — !„apart Resistance of Plrutic Film by the
Free-Ralling Dan Method
*ASTM E-96 — Water Vapor T777n onhTion of Mraterials
* 4S M E-114 — Standaa tl Test Methords for• Witter• Vapor
Retarderr Used in Contact with Earth Under- Conmete Slabs,
on Walk, m, oar G word Cover
* ASTM E-1745 — Standard Specification far Water Vapor
Retarders Used in Contact with Soil or Grmiulm- ill Lbider
Cmia ete Slabs
Physical Properties: Moistop Ultra 15 is continually
tested in accordance with ASTM procedures. The values
shown in Table 1 are averages obtained in these tests,
Moistop Ultra 15 meets all requirements for Class "A", "B"
and "C" Underslab Vapor Retarders per ASTM E-1745,
Installation: Follow the installation procedures outlined in
ASTM E-1643. After the base for the concrete has been
leveled, compacted, and tamped, install the vapor retarder
over the base and compacted fill, with the longest dunension
parallel to the direction of the pour of the concrete, All joints
should be lapped 6" (152 lint!) and sealed with Moistop
Tape, Seal penetrations with The Boot and Moistop Tape.
limitations; Product should be covered as soon as possible.
Inspect product to ensure it is free of any ptinctures or
damage which may detract fl•oen the underslab vapor
retarder integrity. Product should he as clean and dry as
possible before sealing with Moistop "lope. Not
recommended for below grade vertical waterproofing
applications.
Availability: The Fortifiber Building Systems Group§
products are distributed nationwide. For product
information and pricing, please call a Fortifiber distributor
near you. If you need assistance locating a participating
distributor, please call our Customer Service Department at
1-800-773-4777.
Warrantyi Fortifiber Corporation warrants that its products
are in compliance with their published specifications and are
free from defects in materials and worlananship for a period
of two years from the date of purchase, This warranty does
not apply to Inss due to abuse. Material found to be defective
will be replaced at no charge by Fortifiber, but in no event
shall Fortifiber be liable for any other costs or damages,
including any labor costs.
THIS EXPRESS WARRANTY I5 GNEN IN LIEU OF
AND EXCLUDES ALL OTHER EXPRESS OR
"LIED XF-5, INCLUDING BUT NOT
LIM['TED TO TIM MLIED WAPY AN TIES OF
MERCHANTABILITY AND FITNESS FOR A
PARTICULAR PURPOSE. Fordfiber's sole obligations
under this warranty are as set forth herein. In no event shall
Fortifiber be liable for any lost revenue or profits, direct,
indirect, special, incidental or consequential damages of any
Idnd.
Table 1- Physical Prepea-ties
e
Moisture Vapor
E-154, Section 7
.�0 perms
.• ULTRA 15
.01 perms
Permeance
(E•96, Method B)
. Permeance
E-154, Section 8
.20 perms
.01 perms
After
E-154, Section 11
10 perms
.071 perms
Conditioning
E-154, Section 12
.10 perms
.01 perms
E 154, Section 13
.10 perms
.01 perms
Tensile Strength
E 154, Section 9
45 1bf/in (min)
80 Ibf/in (min} - ME)78
ibf/in (min) - D
Puncture
iJ-1709, Method B
2200 grams (min)
4900 grams
Resistance
•Moistop Ultra 15 meets all requirements for Class "A", "T'and "C" Underslah Vapor Retarders perAS I M L-1745.
Fortifiber Building Systems Group"
Protecting Your 114orld from The Eleveent.P°
Call 1-800-773-4777 or 1-775-333-6400for sales and technical assistance. On the Internet visit www.fortifiber.corn.
02014 FvtIli brr Bvdtling Systems Group. For0quar•. Mo Is top UItW. Mclstop' Tape, Pfote4Wavov WotId rrom the Fleme nls- and The Boot' . rc U edemuhs of Fwllfi6er Carporafion. 12114