20171578 Ver 1_More Info Received_20180122

January 22, 2018
US Army Corps of Engineers NC Division of Water Resources
Raleigh Regulatory Office Raleigh Regional Office
Attn: Mr. James Lastinger Attn: Ms. Stephanie Goss
3331 Heritage Trade Drive 3800 Barrett Drive
Suite 105 Raleigh, NC 27609
Wake Forest, NC 27587
Re: Highland Forest
Revised request for NWP 29 & GC 3890 and response to USACE letter
Action ID #SAW -2017-01568
Sage Project #2017.31
This purpose of this letter and its attached exhibits is to provide a response to the letter received
from Mr. James Lastinger of the USACE on December 21, 2017. The revised site plan (see
attached) has been further modified to address Mr. Lastinger's concerns. A revised PCN form is
attached that reflects the revised site plan. Mr. Lastinger's comments from the December 21,
2017 letter are numbered below and the project engineer's response follows in red.
Boring studies submitted with the PCN indicate non-scourable rock was located at 9-15 feet deep at
the bottomless arch crossing locations. Based on previous experiences with the use of bottomless arch
culverts in the Raleigh Field Office, the Corps no longer looks favorably upon their use as typically in
the piedmont and coastal plain non-scourable rock cannot be reached and bottomless arch culverts
cannot be designed to NCDOT standards, which typically require non-scourable rock to be located
within 6 feet of the surface. Please submit information for feasibility of bottomless arch culverts in
the proposed locations, as well as information explaining if bottomless arch culvert meets NCDOT
design standards.
Response: The site plan has been revised in order to reduce number of Arch Adverts. Only I Arch culvert
remains, the 2nd crossing along Highland Forest Drive. Proposed culverted crossing lengths were shortened
in order to reduce total stream impact to under 150 If. Please see boring B-6, the closest boring to the
remaining crossing. (Exhibit E) Hard rock in excess of 50 blows per 5" exists in this area. Auger refusal was
noted at 5' from the surface. Soil is very rocky and non-erosive in this area. All arch culvert footers are
required to be designed by a Professional Engineer for all Town of Fuquay-Varina roadways. All internal
roadways to the site will be built to Town of Fuquay-Varina Standards and Specifications and maintained by
the Town. All culverts and arch structures are required to go through a separate 'building permit' submittal
to the Town prior to installation for the Town Engineer's review.
Highland Forest (01-22-18 response/revision) Page 1 of 3

2. Furthermore, The Corps has in the past advocated for the placement of bottomless arches, but has
since urged caution on their use due to several examples of structural failure, and severe degradation
of stream channels under the arches in the process due to vegetation loss and bank failure from over
shading, head cuts which may lead to severe erosion and structure failure. Should the applicant elect
to use a bottomless arch culverts, mitigation for the stream channel under the arch will be assessed at a
1:1 ratio due to secondary adverse impacts to the stream channel under the arch.
Response: Site has been revised to reduce number of arch culverts. Only I arch culvert remains, which has
also been further redesigned in order to reduce the likelihood of stream degradation under and around the
culvert. Please see Exhibit D. Arch culvert span has been widened to 18'. Site has been revised to increase
height from arch top to channel bottom. which is now in excess of 10' for sunlight penetration and air
circulation. Soils in area of culvert are very rocky and non-erosive. The Town of Fuquay-Varina will require a
scour analysis from design Engineer with culvert approval package.
3. Please provide a compensatory mitigation plan for proposed impacts to 0.1 acre of jurisdictional
wetlands.
Response: The site has been further revised and wetland impact area I has been eliminated. The site is
now only impacting 0.0956 ac total. Please see response to ft -6.
4. Please provide further justification for the need to crossing the existing stream channel twice at the
bottomless arch locations, instead of utilizing one crossing and cul-de-sacs, to further avoid and
minimize impacts to jurisdictional features.
Response: The Town of Fuquay-Varina's Land Development Ordinance will only allow for a
maximum block length of 500' (Exhibit B) and a maximum cul-de-sac length of 500' for Open Space
Developments (Exhibit F). A roadway network connection is required to the adjacent Ryan Place
Subdivision to the North (Exhibit A). The site engineer originally had a different layout that was not
approved due to all the aforementioned restrictions placed on the development. Every effort was made
to minimize the number of stream crosshws associated with this project and keep the project viable.
The project has over 50% open space. Over 3 acres of developable land is not being utilized in the
northwestern quadrant of the site as well as 3 acres to the south in order to avoid an additional stream
crossing and minimize overall impacts. Access from the Bowling Road public right-of=way to the
aforementioned areas would not be permitted by NCDOT due to proximity from other entrances.
5. It appears that there are utility line impacts associated with sewer connection south of wetland
impact area 6. Please account for these impacts on plan sheets and the PCN.
Response: This connection will be directionally bored in order to not avoid wctland impacts.
6. Please provide further justification for lot fill at wetland impact areas 1, 2, and 3. It appears that
proposed lots in those areas have enough buildable upland areas to facilitate the reasonable
construction of appropriate sized houses and accesses without the need for wetland impacts.
Response: L.ot fill has been minimized to the fullest extent possible. The minimum 40x60' house footprint for
this development is now shown on the revised impact maps to provide further insight into building constraints.
Homes were pushed as close to the street as possible to the edge of the lot front building setback. Basement
lots, very minimal backyards and 2:1 fill slopes with stabilization matting were used near wetlands to minimize
impacts. The site has been further revised and Impact Area I has been eliminated entirely by the addition of a
retaining wall to bring the total wetland impact for the project to 0.0956 ac. A lot was not placed at wetland
impact 6 in order to minimize wetland impact. Fill results from elevation required at top of cul-de-sac due to
cover and rock. See Boring B-6. 2:1 fill slope from road with synthetic stabilization utilized. Retaining wall
Highland Forest (01-22-18 response/revision) Page 2 of 3

placed at bottom of slope to further reduce wetland and 100 -yr floodplain from Kenneth Creek. Please see the
attached revised impact maps.
Mitigation
No mitigation has been proposed due to permanent stream impacts not exceeding 150 LF and
permanent wetland impacts not exceeding 0.1 acre. The Project is not within a NCDWR regulated
buffered basin therefore no buffer mitigation is proposed.
If you have any questions, please call me at [phone].
Sincerely,
mil
Sean Clark, PWS
Sage Ecological Services, Inc.
Attachments:
Revised (01-22-18) Pre -construction Notification (PCN) Application Form
Revised Impact Maps (4 sheets)
Exhibit A — Streets and Sidewalks section of local planning requirements
Exhibit B — Mid -Block Alley or Pedestrian Access requirement
Exhibit C — Residential Open Space Development Cul -de -Sac Street length requirement
Exhibit D — Open -bottomed culvert plan view
Exhibit E — Geotechnical report
Highland Forest (01-22-18 response/revision) Page 3 of 3

Office Use Only:
Corps action ID no. SAW -2016-
01126
DWQ project no.
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
la.
Type(s) of approval sought from the Corps:
® Section 404 Permit ❑ Section 10 Permit
1b.
Specify Nationwide Permit (NWP) number: 29 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
® Yes
❑ No
1d.
Type(s) of approval sought from the DWQ (check all that apply):
N 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
le.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes N No
For the record only for Corps Permit:
❑ Yes N No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigationElYes
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
N No
1g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes
N No
1h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
N No -
2.
Project Information
2a.
Name of project:
Highland Forest
2b.
County:
Wake County
2c.
Nearest municipality / town:
Fuquay-Varina
2d.
Subdivision name:
Highland Forest
2e.
NCDOT only, T.I.P. or state
project no:
N/A
3.
Owner Information
3a.
Name(s) on Recorded Deed:
John Palmer Elliot Heirs
3b.
Deed Book and Page No.
001873 / 00 -E -
3c.
Responsible Party (for LLC if
applicable):
Sally E. Maclsaac (rep of John Palmer Elliot Heirs)
3d.
Street address:
6528 Wiltshire Drive
3e.
City, state, zip:
Fuquay-Varina, NC 27526
3f.
Telephone no.:
919-880-3146
3g.
Fax no.:
N/A
3h.
Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

A Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑ Other, specify:
4b.. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name:'
Sean Clark
5b. Business name
(if applicable):
Sage Ecological Services, Inc.
5c. Street address:
3707 Swift Drive
5d. City, state, zip:
Raleigh, NC 27606
5e. Telephone no.:
919-559-1537
5f. Fax no.:
5g. Email address:
[e-mail]

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
0655-98-6582
1 b. Site coordinates (in decimal degrees):
Latitude: 35.55938° N Longitude: 78.79940° W
1c. Property size:
40.07 acres
2. Surface Waters,
2a. Name of nearest; body of water to proposed project:
Kenneth Creek
2b. Water Quality Classification of nearest receiving water:
C
2c. River basin:
Cape Fear River Basin (HUC 03030004)
3. Project Description
3a.. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:, The majority of the property is wooded with the -exception of a powerline easement that extends from the
eastern property line to the western property line. Immediately adjacent properties are in residential development.
3b. List the total estimated acreage of all existing wetlands on the property: +/- 1.74 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: +/- 6,637 LF
3d. Explain they purpose of the proposed project:
The,purpose of the proposed project is to construct a residential subdivision and associated utilities to meet the demand
in this part of Wake County.
3e. Describe'the overall project in detail, including.the type of equipment to be used:
The ,.'overall project is a single-family residential subdivision with residential streets and utilities that will connect to
existing adjacent roads and utilities in the area. The proposed impacts result from road construction, and lot fill. Heavy
equip'menftypically used for utility installation projects (e.g. back hoes, bull -dozers, etc) will be utilized.
4: Jurisdictional Determinations
4a. Have;jurisdictional wetland or stream determinations by the
Corps' or State been requested or obtained for this property /
includin9 all priorphases) in thepast?
„ _.
® Yes El No ® Unknown
Comments:Pro1ect,
4b. If the b'orps made the jurisdictional determination, what type
of determination was made?
®Preliminary E] Final
4c. If yes;*ho delineated the jurisdictional areas?
Name (if known): Sean Clark
Agency/Consultant Company: Sage Ecological Services,,
Inc, Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
A site meeting was held with Mr. James Lastinger of the USACE and a PJD was issued on 08/31/2017 (AID SAW -2017-
01568).
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑Yes ®No El Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ®No
6b. If yes, explain.
Page 3 of 10 -
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
N.Wetlands ® Streams -=tributaries ❑ Buffers ❑ Open Waters ❑ Pond Construction,
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted:
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of jurisdiction
number
Type of impact
Type of wetland
Forested
Corps (404, 1.0) or
Area of
Permanent (P) or
(if known)
DWQ (401, other)
impact
Temporary (T)
(acres)
Wetland Impact 2
Fill
Headwater
Yes
Corps
0.0054
P
wetland
Wetland Impact 3
Fill-
Headwater
Yes
Corps
0.0187
P
wetland
Wetland Impact 4
Fill -
Headwater
Yes
Corps
0.0285
P
wetland
Wetland Impact 5 ,
Fill
Headwater
Yes
Corps
0.0197
P
wetland
Wetland Impact 6
Fill
Headwater
No
Corps
0.0097
P
wetland
Wetland Impact 7
Fill
Headwater
Yes
Corps
0.0038
P
wetland
Wetland Impact 8
•
Fill
Headwater
Yes
Corps
0.0098
P
wetland
Choose one
Choose One
Choose one
Yes/No
-
0
2g. Total wetland impacts
0.0956
2h. Comments: The previously proposed Wetland Impact 1 was eliminated.
3. - Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g•
Stream impact
Type of'impact
Stream name
Perennial
Type of jurisdiction
Average stream
Impact
number
(PER) or
width
length
Permanent (P) or,
intermittent
(feet)
(linear
Temporary (T)
(INT)?
feet) '
Stream Impact 1
UT to Kenneth
PER
Corps
4
77
(P)
Fill
Creek
Stream Impact 2
UT to Kenneth
INT
Corps
2
72
(P)
Fill
Creek
3h. Total stream and tributary impacts
149
3i: Comments:
Page 4'of.10 .

4. .Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually, list all open water impacts below.
4a.
4b.
4c.
4d.'
4e.
Open water
Name of
Filled
Excavated
Flooded
impact.number— .
waterbody
Type of impact
Waterbody type
Area of impact
Permanent'(P) or
(if applicable)
(acres)
Temporary T
01 Choose one .
Choose One
Choose
0
41'. Total open water impacts
0
4g. Comments: There are no open waters within the project boundaries.
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.
Pond ID
number
5b.
Proposed use or
purpose of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
Choose One
P2
Choose One
5f. Total
0
0
0
0
0
0
0
5g. Comments: This project does not propose Pond or Lake construction
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres): "
5k: Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a,protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer impact
number —
Permanent (P) or
Temporary -(T)
6c.
Reason
for
impact
6d.
Stream name
6e.
Buffer mitigation required?
6f..
Zone 1 impact
(square feet)
6g.
Zone 2 impact
(square feet)
N/A
N/A
N/A
N/A
N/A
N/A
6h. Total buffer impacts
0
0
6i.•Comments: The proposed project is not within a drainage basin that has riparian buffers regulated by NCDWR.
Page 5 of 10

3c. Comments: N/A
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
0 linear feet
4c. If using stream mitigation; stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
0 square feet .. .
4e. Riparian wetland mitigation:requested:
0 acres
4f. Non-riparian wetland-mitigation requested:
0 acres
4g. Coastal (tidal) wetland„mitigation requested:
0 acres
4h. Comments: N/A
5.. Complete if Usinga Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by, DWQ
6a. Will the project resultin an impact within a protected riparian buffer that requires,
buffer mitigation?
❑ Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1-
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
N/A
6h. Comments:
Page 7 of'10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Proposed'subdivision roads were aligned so as to avoid impacts to streams -and wetlands. as much as possible. Higher
wingwallswill 'be used in an effort to decrease the. length of stream impact of the two culverted crossings. An open
bottomed culvert will be used in one location to avoid, piping the, stream and thereby reduce impacts. The open bottomed
culvert crossing will use a higher and,longer span with a narrow width (spans 73 LF of stream channel) in an effort to
allow daylight to penetrate the area beneath the crossing. The two crossings of the same stream .(one is the open -
bottomed culvert) cannot be reduced to a single crossing with a longer cul-de-sac because the resulting road would
exceed the, Town of Fuquay-Varina's allowances for cul-de-sac lengths (500 feet).
A sewer line proposed in the Southeastern portion of the,property will be directionally bored beneath a wetland in order to
avoid wetland,impacts.
The impacts shown on the attached impact maps have been reduced significantly from the ,initial site plan in an effort to
minimize and avoid impacts. Lot layouts were reconfigured to require less wetland fill.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
f
Construction fencing will be used to define the construction corridor and prevent any.accidental additional impacts. Silt
fencing and temporary basins will also be used to prevent sediment runoff into the streams and wetlands. Headwalls will
be constructed in several locations adjacent to road crossings and lots.so as to further reduce impacts.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
❑ Yes ® No
impacts to Waters of the U.S., or Waters of the State?
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
❑ Mitigation bank
2c. If yes, which mitigation option will be used for this
project?
❑Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
Type: Choose one
Quantity N/A
Type: Choose one
Quantity N/A
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Quantity N/A
Page 6 of 10

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1: Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes ®No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If;no, explain why.
Comments: The diffuse flow plan is part of the Stormwater Management Plan; being
❑Yes{ El No
reviewed by the County.
„
2. Stormwater Management Plan
2a. What is'the overall, percent imperviousness of this project? i'�.,
30% '.
------------
2b. Does this project require a Stormwater Management Plan?
® Yes❑ No
2c. If this project DOES, NOT require a Stormwater Management Plan;#plain why: The project'require's a Stormwater
Management Plan that will be reviewed by Fuquay, ;Varina.'
i,
2d. If this project DOES, require a Stormwater' Management Plan, then ip"rovide a brief, narrative description of the plan:
Stormwater will' be directed to 3 stormwater BMPs located'throughout the Site (see attached map):
e ;
2e. Who will be responsible for the review of the Stormwater Management Plan .
Town of Fuquay-Varina
3. Certified Local Government Stormwater Review
3a. In which local government'sjurisdiction is this project?' '.
Holly Springs
' I
® Phase' II
3b. Which of the following locally -implemented stormwater management; programs
❑NSW
El USIVIP'
apply (check all that apply):
❑ Water Supply Watershed
II I
❑Other: ,
i
3c. Has the approved Stormwater Management Plan with, proof of approval been
❑ Yes ® No
attached?
4. DWQ Stormwater Program Review
❑ Coastal counties
❑ WQWrams
4a. Which of the following state -implemented stormwater management progapply
❑ ORW
(check all that,apply):
❑ 'Session Law 2006-246
® Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
,attached?
❑ Yes ® No
5. DWQ 401 Unit Stormwater. Review
5a. Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No.
i
5b. Have all of the 401 Unit submittal requirements been met?
I
❑ Yes ❑ No
Page 8of10
PCN Form —Version 1.3 December 10, 2008 Version

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the
❑ Yes ® No
use of public (federal/state) land?:
1 b. If you answered "yes" to the above, 'does•the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes ❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above; has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
i
❑Yes El No
Comments:
2. Violations (DWQ Requirement);
2a. Is the site in violation of DWQ Wetland.Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H.130 ' 0), DWQ Surface Water or Wetland Standards,
El Yes ® No
or Riparian Buffer Rules (15A NCA2B.0200)?
2b. Is this an, after -the -fact permit application?
❑Yes ® No.
2c. If you, answered "yes" to one or both of the above questions, provide an explanation of the violation(s):"
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes, ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to,the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
The proposed project will tie into offsite regional utility lines located adjacent to the project site.
Page 9 of 10
PCN Form —Version 1.3 December, 10, 2008 Version

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this.project occur in or near an area with federally protected species or
❑ Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
El Yes No,
impacts?
5c. 'If yes, indicate the USFWS Field Office you have contacted..
,5d. What data sources did you use to determine whether your'site would impact Endangered Species or Designated Critical
Habitat?
The NC Natural Heritage Data Base (2017) was referenced and a report received from NCNHP identified no recorded.
federally listed species,on the project site or within,a 1-mi1,e radius.
6. Essential' Fish, Habitat (Corps Requirement)
6a. Will this project occurlin or near an area designated as essential fish habitat?
I
❑ Yes ® No
6b. What data sources did you use to determine whether youry� ite would impact Essential Fish Habitat?
.The proposed ,projecttakes place in western Wake'Countyi;which is not near any coastal or tidal habitat that would
support EFH (i.e. salt marshes, oyster reefs, etc.): ,'`
7. Historic or Prehistoric Cultural Resources (Corps Regauirement)
7a. Will this project' occur in or near an area that the state'; federal or tribal
governments have designated as having historic or,cu11. ltu'raI preservation
u 4i .;I
®No,•
status (e.g., National iHistoric Trust designation'or properties significant in.
,❑Yes
North Carolina history" and archaeology)?
7b. What data sources did -you use to determine whetfier'your; site would impact historic or archeological resources?
http://gis.ncdcr.gov/hpoweb/ *Records check at theiState Historic Preservation Office or the Office of State Archeology
were not performed. No sites are located within the' project area. Utilizing the HPOWEB GIS mapping service, no
structures or sites were,mapped within or adjacent`to the project area.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
❑ Yes ® No
8b. If yes, explain how project meets FEMA requirements: N/A
8c. What source(s) did you use to make the floodplain determination? NC Flood Risk Information System
(www.fris.nc.gov/fris) FEMA DFIRM Panels #0655 & 0665; Dated October 3, 2006
Sean Clark
01/22/18
Date
Applicant/Agent's Printed Name
Ar` ficant/Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant
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Page 10 of 10

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EXHIBIT 'A'
provided to the Town as part of the open space development approval.
K. Streets & Sidewalks
i. Conform to Thoroughfare Plans. All streets or thoroughfares adjacent to the
open space development shall comply with the Town of Fuquay-Varina's
adopted Community Transportation Plan.
ii. Coordinate with Adjacent Street Networks. The proposed street layout for an
open space development shall be coordinated with the street system of adjacent
areas, subdivisions, and physical features of the land to provide for the
continuation and cross -access of all public streets. All practical connections:
shall be made in addition to all required connections and access points.
iii. Curb & Gutter Required. All streets within an open space development shall be
installed with curb and gutter or Town approved "valley gutter" or "rolled
curb".
iv. Rear Alleys. If "rear alleys' or "rear access" streets are proposed within the
open space development, curb and gutter is not required; however a grading and
stormwater plan shall be reviewed by the Town as part of the construction
drawing approval for the rear access.
v. Sidewalks Required. Sidewalks, minimum five (5) feet wide, shall be required
on both sides of all through streets within the open space development, except
on rear alleys and rear access streets. Sidewalks, minimum five (5) feet wide,
shall be required on one (1) side of all cul-de-sacs and non -through streets.
L. Connections & Crossings
i. Existing or Future Cross Connections. The Town shall require all streets to
connect to future or existing improved thoroughfares as necessary to eliminate a
"single entrance" to serve the entire open space development.
ii. Pedestrian Cross -Access. In addition to ingress and egress points for an open
space development and connectivity of streets within the development, cross -
access shall also be provided for pedestrian use to parks, common green area,
adjacent schools, retail shopping areas and civic places applicable to the
proposed open space development. Pedestrian access including recreation
trails, sidepaths and/or sidewalks shall be marked at intersections with streets
classified as residential collectors or higher. Greenways shall be marked at all
street intersections, as applicable.
Page 127

EXHIBIT'B'
Unit Development Zoning District, Town Center Residential Zoning District and the
Residential Mixed Use Formed -Based Zoning District in accordance with the
regulations of the Land Development Ordinance.
B. Maximum Access Length. The maximum length of the arm connecting the buildable
portion of the flag lot to a public right-of-way shall not exceed 300 feet.
C. Minimum Buildable Lot Width. The minimum lot width shall be determined where the
arm of the flag lot meets the buildable portion of the lot and shall be the minimum
width for the district in which the flag lot is located.
D. Setbacks. All setbacks, widths, depth and coverage of the flag lot shall be determined
using only the buildable portion of the flag lot.
E. Review & Approval. The Planning Board shall review a proposed flag lot and prepare a
recommendation to be submitted to the Town Board of Commissioners for final action.
§9-1459 BUILDING SETBACK LINES
The minimum building setback from all property lines or the distance between the public street right-of-
way line and the building structure shall not be less than that prescribed in Article O Lot & Structure
Standards of the Land Development Ordinance based on the zoning district in which the subdivision or
building is located.
§9-1460 BLOCKS
Blocks shall be laid out based on the type of development and uses proposed in accordance with
following standards:
a. Block Length
Block lengths shall not exceed 800 feet in length, nor shall a block be less than 200 feet in
length.
b. Mid -Block Alley or Pedestrian Access
A block greater than 500 feet shall provide a mid -block alley or pedestrian access between the
lengths of the block connecting to a street on each end of the mid -block alley or pedestrian
access.
Page 323

c. Crosswalks
Pedestrian ways or crosswalks, not less than 10 feet in width, shall be provided near or at the
center and entirely across the block. The.number of pedestrian ways or crosswalks may be
adjusted by location or increased in number to provide adequate pedestrian circulation for access .
to schools, shopping centers, churches, parks, or transportation facilities.
§94461 PROPERTY. CORNERS & MARKERS
a. Property Corner Tie
At least one corner of the property surveyed shall be designated by course and distance (tie) from
a readily discernible reference marker. If a comer is within 2,000 feet of a US Coast and
Geodetic Station or N. C. Grid System Coordinated Monument, then this corner shall be marked
with a monument so designated and shall be accurately tied to this station or monument by
computed "x" and "y" coordinates which shall appear on the map with a statement identifying
this station or monument to an accuracy of 1:15000. Where such a monument or station is not
available, the tie shall be made to some pertinent and readily recognizable landmark or
identifiable point, physical object or structure.
b. Markers
All lot corners, all points where the street right-of-way line intersects the exteriorboundaries of
the subdivision, all angle points; and points of curve in each street within the subdivision shall be
marked with a metal stake or material of comparable permanence, in accordance with the North
Carolina Administrative Code.
§9-1462 RECREATION STANDARDS
i
a. Authorization
Pursuant to the authority granted to the Tom
Statute § 160A- 372, this section of thel Sub(
of recreation areas -serving residents in; the is
or for development within the immediate' ar
of the Town. This section shall provide the
provide funds to the Town for the acquisitic
facilities,.or open space sites that serve the i
recreation area proposed to be dedicated by
to the recreation and park needs of the Tow
of Fuquay-Varina by North Carolina General
iision.Regulations shall provide for the dedication
mediate neighborhood of the proposed subdivision
of a proposed subdivision within the jurisdiction
the developer of a proposed subdivision may .
or development of recreationfacilities, park
imediate. area of the proposed subdivision. A
;developer of a proposed subdivision must conform
in accordance with the current Town Parks,
Page 324

n w►
0
feet in width and recorded as such on the final subdivision plat. Where environmental
features render a pedestrian connection cost prohibitive, waiver of this requirement may be
requested via an administrative adjustment, in compliance with Article P.
b. Residential Open Space Development Cul -de -Sac Street'
A cul-de-sac street for an open space development shalt not exceed 500 feet measured from the
intersecting street right-of-way (the beginning of the cul-de-sac street) to the center point of the
cul-de-sac, except in accordance with Adicic F lase Regulations. ,§9-1255. 1. Development
Pn jests (4).
c. Nonresidential Cul -de -Sac Street
A cul-de-sac street for nonresidential development shall not exceed 500 feet in length for a single
cul-de-sac street. Multiple cul-de-sac streets connected to the same single access street shall
have a maximum length not to exceed 400 feet. Where topographical or environmental
conditions exist, the Town may permit an administrative adjustment, in compliance with Article
Q Procedures & Administration.
d. Cul -de -Sac with Landscape Island & Roundabouts
A cul-de-sac with a landscape island or roundabout is permitted in accordance with the Town's
Standard Specifications & Construction Details and the following standards:
(1) Easements & Maintenance. The island may include utility easements. All landscaping
and structures in the island shall be approved as part of the site plan and/or preliminary
subdivision plat.
(3) Utilities. Where Town utilities cross the landscape island or roundabout, no structures shall
be permitted in the utility easement. The developer and/or the homeowner's association
shall allow the Town perpetual access for repairs and maintenance for any utilities in the
island or roundabout, and shall be part of the restrictive covenants for the subdivision.
(3) Landscaping & Other Materials. Landscaping may be permitted in landscape islands and
roundabouts using ground cover, turf grass, plant material no greater than 36 inches (36")
at maturity and/or a small shade tree. Small shade trees shall be permitted only where no
utilities exist within such landscape island or roundabout. Any other proposed decorative
material shall be approved by the Town as part of the plan review process.
(4) Maintenance. The developer or homeowners' association shall have the responsibility to
maintain the islands in accordance with Article O Landscaping & Tree Protection with the
understanding that the Town shall have the right to maintain such island or roundabout if
the developer or homeowners' association fails to comply with these provisions. The costs
for maintenance shall be charged to the developer and/or the homeowners' association.
Page 393

EXHIBIT °p•
.
niscxrtmox
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__________ ___________i
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END VIEW- INLET &OUTLET HEADWALL
63.5 LF
MIN COV9R=3' 4'_-33 LOADING -
PROPOSED ELEVATIONS:
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- STREA.M INV=263,5
4611 DUNDAS DR
GREENSSCRO, NC 27407
303202-8060
PLAN VIEW
'
-
DATE-
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Nbi T4 SC.GLly

July 14, 2017
Tom Spaulding, PE
SPAULDING & NORRIS, PA
972 Trinity' Road
Raleigh NC 27607
Re: Report of Subsurface Investigation
Proposed Bowling Road Subdivision Sanitary. Sewer Improvements
Fuquay,-Varina; North Carolina
GeoTechnologies Project No. 1 -17 -0557 -EA
Gentlemen:
GeoTechnologies, Inc. has completed the authorized investigation to evaluate soil conditions for the
proposed 'Bowling Road subdivision at 1455, Bowling Road, in Fuquay-Varina, North Carolina.
GeoTechnologies completed ten soil test borings along the proposed sewers and roadways. to evaluate the
potential for shallow rock excavation. The borings were completed at the locations ind'i'cated on ,the attached
Table 1 and Figure 1. The borings were located in the field using NC grid coordinates with a hand-held Trimble
GPS unit. Elevations were estimated from topography on the Wake County GIS website. As such, the indicated
locations and elevations should be considered approximate. The borings were completed with an all -terrain
vehicle, mounted :drill rig turning large diameter hollow stem augers. Soils were sampled at selected intervals
using standard penetration testing techniques outlined in ASTM D-1586. The borings were extended to depths
of about 9 to 18.5 feet below existing grade. This report presents the findings of the investigation and our
recommendations regarding excavation for the proposed sewer line and roadway construction considerations.
SITE AND PROJECT INFORMATION
It is our understanding that the project will involve construction of a new residential development at
1455 Bowling Road in Fuquay-Varina, North Carolina. The project will include construction of streets and.
sewer line to service 90 single family lots. The sewer inverts have not been established at this time; however,
based on our conversations with the Civil Engineer, we understand that cuts will likely be about 15 to 20 feet.
The site is currently undeveloped and consists of woodlands, with the exception of a power easement
that crosses the site. A creek flows across the eastern end of the site and a creek is also located near the western
site boundary. Topography on the site generally slopes to the south with elevations ranging from just over 360
feet to just over 270 feet.
3200 Wellington Ct., 5te. 108 • Raleigh, NC 27615 = Phone [phone] • Fax [phone] • wwwgeotechpa.xom •License No. 0-0894

Spaulding & Norris
Re: Bowling Road Subdivision Sanitary Sewer Improvements
July 12, 2017
Page: 2
SUBSURFACE CONDITIONS
A generalized subsurface profile prepared from the test boring data is attached to this report as Figure 2
to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions of the
conditions encountered at the individual test boring locations are then presented on the attached test boring
records.
Subsurface. conditions on the site were characterized by the presence of near surface topsoil with a
thickness of 3 to 12 inches. The topsoil was typically underlain by ;residual soils that were formed in place by
weathering of the parent bedrock. An exception was at boring B-1 where the upper 6 feet appeared to be a sandy
fill material with trace organics. Penetration resistances in the fill varied from 3 to 7 blows per foot (bpf). The
residual soils typically consisted of firm to hard clay and. silt that became siltier with increasing depth.
Penetration resistances in the residual soils varied from 7 to 59 bpf. Borings B-1, B-7, B-9 and B-10 were
terminated at 15 feet -in residual soils. However, the remainder of the borings encountered partially weathered
rock (PWR) at depths of 2.5 to 12 feet. PWR is defined as material that can be penetrated with the soil drilling
augers but that exhibits penetration resistances in excess of 100 bpf. The PWR transitioned to harder rock and
auger refusal was encountered on hard rock at 9 to 18.5 feet below grade in borings B-2 through B-6.
Groundwater was encountered in boring B-1 at 6 feet below existing grade. No groundwater was
encountered in the remainder of the borings at the time of boring completion. However, the fine grained near
surface soils are, conducive to the development of a temporarily higher perched groundwater condition following
periods of inclement weather.
AREA GEOLOGY
The site is located in the Coastal Plain Physiographic and Geologic Province of North Carolina.' The
near surface soils in the area of the site generally consist of sands, clays, and silts which have eroded from the
Piedmont Uplands and been deposited by streams. More specifically, the site is located within- the Middendorf
Geologic Formation which is comprised of sand,. sandstones, and mudstones which were deposited during the
Cretaceous Period approximately 63 to .138 million years ago. Frequent migration of the shoreline over the last
two million years have redistributed the sedimentary soils originally deposited by streams and has resulted in the
fairly Coastal Plain topography. "
RI 1133 LLI1 _ =
The following recommendations are made 'based upon a review of the attached test boring data, 'our
understanding of the proposed construction, arid. past experience with similar projects and subsurface conditions.
Should alignment plans change significantly from those; now under consideration, we would appreciate being
provided with that information so that these recommendations may be confirmed, extended, or modified as
necessary. Additionally, should subsurface conditions adverse to those indicated by this, report be encountered
during construction, those differences should be reported to us for review and comment.
Site Grading Considerations. The soils at: existirig grade are moisture sensitive and will be difficult to
compact during the wetter winter months of December] through April or May. To avoid delays during site
jl I
. Vd4VVd.tyUftlk';C�i(]c'i.C.oRi

Spaulding & Norris
Re: Bowling Road Subdivision Sanitary Sewer Improvements
July 12, 2017
Page: 3
grading operations, we recommend that earthwork activities be scheduled after May and prior to December if
possible, in order to facilitate site grading work.
Site grading should begin with the removal of all vegetation and topsoil from those areas designated for
construction of building and pavement areas. Based on the results of the soil test borings, we anticipate that
topsoil thickness will generally be on the order of 3 to 12 inches; however due to the heavy tree cover on
portions of the site, somewhat deeper stripping thicknesses may be required in some areas to remove tree root
bulbs. Additionally; it is possible that some deeper topsoil could be encountered in old plow zone areas. Once
stripping is completed, we recommend that any at grade areas or areas designated to receive fill be proofrolled
with a partially loaded dump truck or similar piece of rubber tired equipment to identify areas necessitating
additional repair. Any area that ruts or pumps excessively in the opinion of the engineer should be undercut to
firm bearing or be repaired as directed by the engineer. These repairs can likely be implemented by discing,
moisture conditioning and recompacting the near surface materials. Although some repair will be needed
anytime of the year, repair quantities can be minimized by scheduling grading activities during the wanner
months of the year. The near surface soils at this site are moisture sensitive, and grading during a wet period of
the year will increase the need for undercut type repairs.
The on-site materials, excluding topsoil, should be suitable for reuse as structural fill provided
compaction moisture can be maintained near optimum. The contractor should be prepared to moisture condition
the soils as necessary in order to achieve adequate compaction. Off-site borrow should consist of clayey or silty
sands or low plasticity silts and clays having a Unified Soil Classification of SC, SM, ML, or CL. Fill soils
should be compacted to not less than 95% of the standard Proctor maximum dry density, except in the final foot
where this requirement should be increased to 98% of the standard Proctor maximum. Moisture contents should
be maintained within about 2 percent of optimum moisture content to facilitate compaction and to maintain
stability of the fill section.
General Excavation Considerations. As previously discussed, partially weathered rock and hard rock
was encountered in borings B-2 through B-6 and B-8 and it is possible that areas of shallower rock outcrops will
be encountered intermediate of the borings on the si , It has been our experience that partially weathered rock
materials can generally be ripped with a large dozer such as a CAT D8 or equivalent equipped with a single
tooth ripper provided penetration resistances are no higher than 50 blows per 2 inches. PWR harder than 50
blows per 2 inches of penetration generally requires blasting to remove. The PWR rock encountered in boring
B-5 quickly transitions to hard rock that and cannot be ripped.
The equipment utilized for installation of utilities and foundations is less powerful and blasting is
typically required for excavation into the partially weathered rock. A large track hoe such as a CAT 320 or
equivalent equipped with rock teeth can excavate materials having standard penetration resistances in the range
of 50 blows per 4 inches to 50 blows per 6 inches. However, the rate of excavation is slow and utility
contractors will typically request a trench rock price for excavation of any partially weathered rock materials.
Light blasting of these materials will expedite utility installation.
Pipeline Bedding and Trench Backfilling. If any rock is exposed at invert elevation, we recommend that
the pipe be placed over at least 6 inches of open graded stone such as #57 stone in order to provide a leveling
cushion for the base of the pipe. Shallow rock at the bedding elevation even with six inches of over excavation
will increase stresses in the pipe due to the low compressibility of the foundation. If any areas of soft soils are
encountered in the base of the excavation, the trenches should be overexcavated approximately 12 to 18 inches
and be backfilled with washed stone. All backfill placed over the pipe should be compacted to at least 90% of
. GeoTechnologies,lnc.

Spaulding & Norris
Re: Bowling Road Subdivision Sanitary Sewer Improvements
July 12, 2017
Page: 4
the standard Proctor maximum dry density except where post -construction settlement of backfill cannot be
tolerated. If any settlement sensitive areas exist, backfill in those areas should be compacted to 95% of the
standard Proctor maximum dry density. The initial lift of soil over the, pipe should consist of soil and not contain
rock or weathered rock to serve as a cushion over the pipe for subsequent fill placement and compaction. Soils
excavated from the trench may be utilized as backfill provided it can be suitably compacted.
Construction Considerations. We recommend that all OSHA regulations lye strictly adhered to during .
installation of the sanitary sewer line. The soils will classify as a type `B" material which will generally require
temporary side slopes of 1H:1V, except where shallow groundwater is encountered and the temporary side
slopes will need to be flattened to 1.5H: IV. If insufficient room exists for maintaining those side slopes; we
recommend that the contractor be prepared to utilize temporary shoring such as a trench box during installation
of the sewer line.
Dewatering Considerations. At the time .that borings were completed, groundwater levels were generally
below the boring termination depth. Groundwater was encountered in boring B-1 at 6 feet below existing grade.
In areas where groundwater is encountered a pump and sump placed within the excavation will likely be
adequate for the minor quantities of seepage which will occur. The need for dewatering and type of dewatering
will need to be determined by the contractor as the installation progresses.
- Foundation Support Considerations. Following proper ,grading (including repair of any soft near surface
soils subsurface conditions encountered on this site are conducive to the use shallow foundations for
support of the proposed residential structures. The majority of the soils which were encountered in theborings
will exhibit a bearing capacity. of 2,000 psf and a subgrade modulus of 100 pci, and properly compacted
structural fill will exhibit a similar bearing capacity. We recommend that each individual lot be tested during
construction to verify that the required bearing capacity is. available.
We recommend all footings bear at least 18' inches below finished grade for frost protection. We
recommend that all foundation excavations be inspected by a'geotechnical engineer to verify that the exposed
subgrades soils have adequate strength to support the anticipated loads.
Slope Recommendations. We recommend that- maximum slope angles for fill -slopes not exceed 3H:1 V
with maximum, cut slopes not exceeding 2.5H:1 V. All fill material placed in slopes should be properly
compacted as previously discussed. Additionally, surface water runoff should be directed away from slopes.
r
General Pavement Design Consideration.. No laboratory CBR testing was performed. However, based
on our experience in the area, we expect that CBR ,values of the lower plasticity onsite soils would be about 5 to
6 percent. If provided with anticipated traffic loading information, we will be happy to prepare a design.
pavement section.
The most important factors affecting pavement life in the area of the site are the condition of the:
subgrade immediately prior to base course stone',placement and post construction drainage. We recommend that
the subgrade of all pavement areas be proofrolled and that any yielding areas be identified and repaired prior to
placement of the base coarse stone. All subgrade soils 'should be re.compacted to a minimum of 100% of the
standard Proctor maximum dry density immediately',,prior;to.base course stone placement where appropriate. We
recommend that all pavement areas be properly graded' to promote run-off of water and to prevent ponding of
water on the pavement surface which can lead to eventual saturation of subgrade soils and the loss of pavement
support.
ramwww,geotechpa.com

Spaulding & Norris
Re: Bowling Road Subdivision Sanitary.Sewer Improvements
July 12, 2017
Page: 5
Segmental Type Retaining Walls. Our experience has been that the rine grained soils on this site are not
particularly well suited for use as backfill in the reinforced zone. We recommend importing quarry material,..
such as screenings ,or washed stone for use in the reinforced zone of segmental walls.
Seismic Design Considerations. This site is a site class "D" relative to seismic design considerations.
SUMMARY
In summary, subsurface conditions at the test boring locations are characterized by near surface residual
soils that transitioned to'PWR at depths of 2.5 to 12 feet in 6 of the 10 borings. We anticipate that blasting will
be required to excavate the PWR in trench excavdtions.
GeoTechnologies, Inc. appreciates the opportunity to be of service on this phase of the project. Please
contact us if you have any questions concerning this letter or if we may be of additional service on this or other
_projects.
DLI/pr-els
Attachments
L:\ 1170557EA\l 170557ea-Sub.doex
Sincerely,
GeoTechnologies, Inc
```ti�titu�rrUr
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SEAL -
143'19
David L. Israel P.E. 10�i�1NE • �,�.�+
NC Registration No. 14319 "1'11111;1110,1,p LF.`�

Spaulding & Norris
Re: Bowling Road Subdivision Sanitary Sewer Improvements
July 12, 2017
Page: 6
TABLE 1.
Bowling Road Subdivision Sanitary Sewer Improvements
Fuquay-Varina, North Carolina
GeoTechnologies Project No. 1 -17 -0557 -EA
Boring:#
Northing (ft).
;Easting(ft},
elevation (Ft) ,
B-1
658954
2059558
333
B-2
658.777
2060023
318
B-3
658658
2060340
-328
B-4
658490
2060497
320
B-5
658234'.'
2060476
316
B-6
658142'
2060315
308
B-7
658236.
2059823
318
B-8
658535,
2059445
330
B-9
658669
2059050
340
B-10
658890
2059059
353
www.geotechpa.com

Elevation (Feet)
355
350
345
340
335._ 6.1
GENERALIZED SUBSURFACE PROFILE LEGEND
■ Topsoil
B-10 ® Silty Sand
8 ® Low plasticity &it
17 Partially Weathered Rock
__. _.. __ _........ ® Low plasticity Clay
B-9 26 ® CAayey Sand
_.... 10 ... 18 ...... _. FT7 FII
._... 16 _._.. _....... 1-1 B Standard Penetration Resistance
330 -- 7 _ B. 8 Q Grod.danter at Time of Boring
B 3 ..... - 14 _....... nqi� Roger Refusal
g 12
325....... _._. 15.... _ __...... 6__..
7 17 B-4
G
320 _.. _... ...... B.,.2.. n _._ ......... __.. B-7.....1:7........_ _...._ _.......
19 Q' 69 4 15 B- 5
315 __...... .. d ? ...._... �. 5815. ..._. 15....
50/5" p 13 18
310 ....... °. ................
o.
8
5
21
305........
P
e
6.
a
d-
60/P 27
6.
Ta
300
p.
Will r.
295
JOB No: 1 -1 7 -0557 -EA
Bowling Road Sewer WWI NMI
Fuquay-Varina, North Carolina FIGURE No:2

DEPTH
(FT.)
0.0
0.2
3.0
9.0
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWSIFT.) SIX INCHES
318.00 10 20 40 60 100
Topsoil
ML
Firm Light Brown Fine Sandy SILT
3-3-4
Partially weathered Rock - Sampled as Brown &
4
Tan Silty SAND
.tN
4
.D
d
d
313
D
45-23-50/5"
4
D
4
a
D
D
D
4
d'
D
Auger Refusal at 9'
308
Groundwater not encountered at time of boring.
JOB NUMBER 1 -17 -0557 -EA
BORING NUMBER B- 2
DATE 7-13-17
PAGE 1 OF 1
CweoTel:hnologie�
3200 Wellington Court, Ste 108
Raleigh, NC 27615
9

DEPTH
(FT.)
0.0
0.3
3.0
11.0
[TES:TBBOORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
308.00 10 20 40 60 100
Topsoil
Firm Tan & Light Brown Fine Sandy SILT
ML
D
2-3-5
Partially Weathered Rock
6
d
502"
303
4
4
4
4
D
D
0
50/0.5"
298
D
tN
Auger Refusal at 11'
Groundwater not encountered at time of boring.
JOB NUMBER 1 -17 -0557 -EA
BORING NUMBER B-6
DATE 7-12-17
PAGE 1 OF 1 3200 Wellington Court, Ste 108
Raleigh, NC 27615
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PROJECT NUMBER
859-15

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PROJECT NUMBER
859-15

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PROJECTNUMBER
859-15