SW3200403_197663 - Waxhaw - PC Stormwater Application-April 2020_Compiled_5/6/2020

13 BLACK&VEATCH
April 20, 2020
Ms. Annette Lucas, PE
North Carolina Department of Environmental Quality
Division of Energy, Mineral, and Land Resources
512 N. Salisbury Street
Archdale Building - 91h Floor
Raleigh, NC 27604
Attention: Ms. Annette Lucas, PE
BLACK & VEATCH INTERNATIONAL COMPANY
10725 DAVID TAYLOR DRIVE, SUITE 280
CHARLOTTE, NC 28262 USA
[phone] [e-mail]
B&V Project 197663
B&V File 30.2002
Subject: Post -Construction Stormwater Management Permit Application for the Waxhaw
Gravity Interceptor, Pump Station and Force Main Project
On behalf of Union County Public Works (UCPW), we are submitting the enclosed stormwater
management submittal package for the aforementioned project. The following documents are
included in this package:
• Two copies of Stormwater Management Permit Application Form (original and one copy,
original bound separately)
• Permit Application Processing Fee
• One copy of Stormwater Management Narrative
• One copy of USGS Topographical Quadrangle Map
• One copy of USGS Vicinity Map
• One copy of USGS Site Map
• One copy of Stormwater and Drainage Area Calculations
• Two copies of Project Drawings (two copies enclosed separately, 2204)
• One copy of Stormwater and Drainage Area Calculations
• One copy of New Built Upon Area Drawings
• One copy of Drainage Area Delineation Drawings
• One copy of Geotechnical Report
• One copy of MRCS County Soils Map
• One copy of Property Deed
If you have any questions or need further information, please contact me at 704-510-8420 (email:
[e-mail]). We will respond immediately to any of your concerns or questions.
Very truly yours,
BLACK & VEATCH INTERNATIONAL COMPANY
Jva-
Zachary Collins, P.E.
Engineering Manager
cc: Grant Moore, UCPW

Invoice Date
Invoice Number
Description
Invoice Amount
03/31/2020
03.31.20
PC STORMWATER
$505.00
Vendor No.
Vendor Name
Check No.
Check Date
Check Amount
4571
NCDEQ
1 00496880
1 04/02/2020
505.00
Remove this portion
Branch Banking and Trus
County of Union t Company 4571 04/02/2020 00496880 66f1 z
500 North Main Street 'this disbursement has been approved as required by the local Government Budget and Fiscal Control Act
Monroe, North Carolina 28112 VOID 60 DAYS FROM DATE OF ISSUE $505.00
Pay Five Hundred Five Dollars and 00 cents *****
w
MP
NCDEQ an Bo d of missio
To The 610 EAST CENTER AVENUE a
OrderOt MOOREVILLE NC 28115 P
interim Finance Director

Table of Contents
1 Application
1.1 Stormwater Management Permit Application Form
2 Narrative
2.1 Stormwater Management Narrative
3 Attachment A
3.1 USGS Quadrangle Map
3.2 USGS Topographical Map
4 Attachment B
4.1 Drainage Areas and Calculations
4.2 Delineated Drainage Area Drawings
4.3 New Built Upon Area Drawings
5 Attachment C
5.1 NRCS Soils Map
5.2 Geotechnical Report
6 Drawings, Printed Separately, Not in Binder
0 BLACK&VEATCH

1 - PERMIT APPLICATION DOCUMENTS
• Stormwater Management Permit Application Form
• Property Deed
13 BLACK&VEATCH

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Waxhaw Gravity Interceptor, Pump Station & Force Main
2. Location of Project (street address):
Rehobeth Rd,1,580 ft SW of High Rock Dr
City:Waxhaw County:NC Zip:28173
3. Directions to project (from nearest major intersection):
Travel southwest down Rehobeth Rd from the intersection of W South Main St 3,700 ft, property is on the east
side of the road.
4. Latitude:34° 54' 50" N Longitude:-80° 45' 7" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New []Modification ❑ Renewal w/ Modificationt
tRenezoals with modifications also requires SWU-102 - Renezoal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
®Low Density ❑High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control:11 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: http://12ortal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page] of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Union County
Signing Official & Titlejohn Shutak, CIP Program Manager
b. Contact information for person listed in item 1a above:
Street Address:500 N. Main St., Ste 600
City:Mo_nroe, NC State:NC Zip:28112
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax:
Email:
Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( )
Email:
State: Zip:
State:
Fax:
Zip:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone:
4. Local jurisdiction for building permits: Union Count'
Fax: ( )
Point of Contact:Terry Griffin Phone #: (704 ) 283-3643
Form SWU-101 Version Oct. 31, 2013 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The project will utilize vegetated conveyance to the maximum extent possible. Concrete culvert pipes will
transmit water under the proposed gravel access road as shown on the drawins, where it will be dispersed
onto vegetated surfaces. Runoff will travel a minimum of 100 ft across vegetated surface prior to reaching
Rone Branch.
Infiltration to the pervious vegetates surface will be the treatment method for stormwater runoff generated by
the new built upon area.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Catawba
4. Total Property Area: 2.92 acres
River basin.
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:2.92 acres
+ Total project area shall be calculated to exclude the follozvin : the normal pool of int ounded strnchtres, the area
betzveen the banks of streams and rivers, the area belozv the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal zvetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (B UA). Non -coastal zoetlands landward of the NHW (or MHW) line "nay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 23.5 %n
9. How many drainage areas does the project have?1 (For high densihj, count 1 for each proposed engineered
stormzater BMP. For lozv densihj and other projects, use 1 for the whole properhj area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Form SWU-101 Version Oct. 31, 2013 Page 3 of

Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area
Receiving Stream Name
Rone Branch
Stream Class *
C
Stream Index Number *
11-138-4
Total Drainage Area (so
1,242,353
On -site Drainage Area (so
127,000
Off -site Drainage Area (so
1,115,353
Proposed Impervious Area** (so
29,840
Impervious Area** total
23%
Impervious— Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
1,335
On -site Streets (so
On -site Parking (so
On -site Sidewalks (so
Other on -site (so
28,505
Future (so
Off -site (so
200,000
Existing BUA*** (so
Total (so:
229,840
* Stream Class and Index Nimtber can be determined at: http://portal.ticdettr.org/`tvebhvq&s/cszi/classifications
hnppervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be rentoved and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. USGS Topographic
maps and aerial imagery.
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stornwater requirements as per I5A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://12ortal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map athgp://12ortal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following, required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from hgp:/ /12ortal.ncdenr.ore/web/wq/ws/su/statesw/`forms_docs.
In' 'als
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants a A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M 'YJA
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
hgp://www.envhelp.org/pages/onestopexpress.htlul for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
Form SWU-101 Version Oct. 31, 2013 Page 4 of 7

5. A detailed narrative (one to two pages) describing the stormwater treatme t management for
the project. This is
required in addition to the brief summary provided in the Project Information,
item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/ Project name. c�
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required). ��
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: N /l
11. For corporations and limited liability corporations (LLC): Provide documentation from the NCB
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http: / /www.secretary.state.nc.us/ Corporations / CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from ht!p:Hl2ortal.ncdenr.org/web/lr/state-
stormwater-forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 7

VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Zachary Collins, P.E.
Consulting Firm: Black & Veatch
Mailing Address:10925 David Taylor Drive, Suite 280
City:Charlotte
State:NC
Phone: (704 ) 510-8410 Fax:
Email:collinsz®bv.com
Zip:28262
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item 1a) with (print or hjpe name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:
Date:
I, a Notary Public for the State of County of
do hereby certify that -- personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires,
Form SWU-101 Version Oct. 31, 2013 Page 6 of 7

X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, item 1a) Tohn Shutak ,
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature: Date:
I, G o /J a Notary Public for the State of County of
& Vim- do hereby certify that personally appeared
before me this day of A PK-1- a 010 ,and acknowledge thq dije execution of the application for
a stormwate .ysxw46,,Witness my hand and official seal,
r W o •°°°.°o•0 -,%
Iv'• d�'.p
�XOTARk I.
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OUN `�,��
41119"100
SEAL
My commission expires [_ ` AC? - a Pao
Form SWU-101 Version Oct. 31, 2013 Page 7 of 7

2 - STORMWATER NARRATIVE
13 BLACK&VEATCH

WAXHAW GRAVITY INTERCEPTOR,
PUMP STATION AND FORCE MAIN
union Lounty r-uum. vvorKS
B&V PROJECT NO. 197663
STORMWATER CONTROL NARRATIVE
13 BLACK&VEATCH

STORMWATER CONTROL NARRATIVE WAXHAW GRAVITY INTERCEPTOR, PUMP STATION AND FORCE MAIN
Project Description
The Project being submitted for review is the Waxhaw Gravity Interceptor, Pump Station and Force Main
(GI, PS & FM) Project.
The new gravity interceptor will intercept flow from the existing sanitary sewer station and convey to
the new pump station wetwell. The pump station will pump the sewage through the proposed force
main to the existing Blythe Creek collection system where it will be conveyed to the existing twelve -mile
treatment plan. The Pump station site includes a gravel access road, precast wetwell, valve and meter
vaults, pre -fabricated concrete electrical building, emergency engine generator, concrete slab for future
chemical storage and associated site appurtenances. The project also includes new gravity sewer and
forcemain, however these do not require post -construction stormwater approval and are not included
in the subject application.
Site Description
The driveway to the pump station site is located on Rehobeth Rd, 1,580 ft south of High Rock Drive, in
Waxhaw, NC. The site elevation ranges from approximately 565 to 587, generally moderately sloping
from northeast to southwest, draining to the adjacent Rone Branch (a.k.a. Rhone Branch). Rone Branch
(stream index 11-138-4) is classified as a class C stream in the Catawba River basin and is not located
within a water supply watershed area.
The pump station will be located on a 200'x200' parcel purchased by Union County with permanent
access easement connecting to Rehobeth Road. The area of the pump station parcel and access
easements encompasses approximately 3 acres. For calculation purposes, the entire 3-acre area was
assumed to be disturbed. The majority of the existing site is wooded or grassed, which will be cleared as
necessary for the proposed improvements. Temporary erosion and sediment control measures will be
required during construction. At the pump station property these measures primarily consist of
diversion ditches, sediment traps, silt fence, inlet protection and other means as described herein.
Soil types found at the site were identified based on information obtained from the United States
Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS). The pump station
property is comprised primarily of Georgeville Silty Clay loam (GfB2) and Tarrus gravelly silty clay loam
(TbB2).
Stormwater Management
The proposed project will add 1,335 square feet of new impervious Built Upon Area ("BUA") consisting
of a precast concrete wetwell, meter vault, valve vault, prefabricated concrete electrical building,
equipment pad and sewer manholes, which equates to 1.05% of the total site area. The project will also
add approximately 28,505 square feet of area which will be counted as impervious for calculation
purposes. Gravel and concrete area combined equate to 23.5% of the site area, which is below the 24%
low density threshold. All runoff from the disturbed area and new BUA areas will flow via vegetated
overland runoff to Rone Branch to the south west. Portions of runoff will be conveyed across the new
access road via concrete pipe culvert, with outlet rip -rap flow dissipation and vegetate overland runoff.
This project will utilize overland runoff over landscaped areas as the primary runoff management
approach. There is a minimum of 100 feet of overland vegetated surface between any new surface and
Rone Branch.
BLACK & VEATCH I Stormwater Narrative

3 - ATTACHMENT A
MAPS
• USGS Quadrangle Map
• USGS Topographical Map
13 BLACK&VEATCH

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4 - ATTACHMENT B
DRAINAGE AREAS AND CALCULATIONS
• Drainage Areas and Calculations
• Delineated Drainage Areas
13 BLACK&VEATCH

UNION COUNTY PUBLIC WORKS
WAXHAW GRAVITY INTERCEPTOR, PUMP STATION & FORCE MAIN
ENGINEERING CALCULATIONS - STORMWA TER CALCULATIONS
CA R
ES
046071
9 FNGINE��
WO
APRIL 2020
B&V Project 197663
BLACK & VEATCH
International Company
Business License F-0794
10925 David Taylor Drive, Suite 280
Charlotte, North Carolina 28262

0 BLACK&VEATCH Excel Calculation Record Cover Sheet
Client Name: UNION COUNTY PUBLIC WORKS
Project Name: WAXHAW GI, PS & FM
Calculation Title: STORM CULVERT PIPE SIZING
Calculation No./File No.:
Page: 1 of 18
Project/Phase No. 197663
Verification Method: El Check and Review Alternate Calculations
Objective:
DETERMINE PIPE SIZES NEEDED TO CCONVEY STORMWATER RUNOFF ACROSS ACCESS ROAD.
Unverified Assumptions Requiring Subsequent Verification
AT Assumption Verified By Date
For additional assumptions, refer to Page:
This Section Used for B&V Standard Computer -Aided Calculations
Program Name/Number: Version:
B&V Standard Computer -Aided Calculation Used?
I
IYes
x
No
If yes, Verification only requires checking the accuracy of inputs and reviewing reasonableness of outputs.
If no, Verification requires (1) checking of the actual formulas used in the calculation along with the accuracy of
inputs, (2) Alternate Calculations created by the Verifier and reviewed by the Preparer, or (3) an approved deviation
permit outlining Verification method used and attach approved deviation permit with number listed below.
Review and Approval
Rev
Prepared By
Date
Verified By
Date
Approved By
Date
0
Z.L. COLLINS
3/30/2020
#REF!

STORM DRAIN - SC-01
Total Drainage Area
Drainage Area
C Value
n Value
N Value
CN Value
Grass
0.35
0.030
0.4
50
Asphalt/Concrete
0.95
0.016
0.02
95
Forested
0.25
0.150
0.6
60
Gravel
0.75
0.023
0.3
75
Cumulative C
Cumulative n
Cumulative N
Cumulative CN
Design Storm [yr]
Highest EL [ft]
Lowest EL [ft]
L [ft]
Slope (ft/ft)
P2 [in]
Time of Concentration
SCS TR-55
Kerby Method
FAA Equation
SCS Lag Equation
Average Time of Concentration (5 min. min.)
25 yr Rainfall Intensity (using NOAA tables) 15 minute duration
90,000 sf
2.07 ac
of Area
20%
75%
5%
0%
0.795
0.026
0.125
84.250
25 yr
618 ft
590 ft
700 ft
0.04 ft/ft
3.56 in
tc = N/A - L too large min
tc = 14.24 min
tc = 9.15 min
tc = 7.57 min
10.32 min
5.67 in/hr
Rational Method Projected Flow - Q 9.31 cfs

Pipeline Designation: SC-01
Mannings Equation: Q. -
1.49/n A R2/3 S'/2
Vf/s - 1.49/n R2/3 S1/2
-
A = Wetted Area (see values based on D below)
R = Hydraulic Radius (see values based on D below)
X.XX Input Cell
X.XX Results
Gravity Pipe Capacities based on Size, Mannings n, & Slope:
Diameter D = 24 inches
Mannings n n = 0.013
Full Velocity in V = 2.0 Us (1)
Slope min Smin = 0.08% (minimum slope required to attain minimum full velocity selected above)
Slopeseiected S = 1.00% (select slope to maintain minimum full velocity or enter actual slope)
Capacity full (2) Qfuii= 22.7 cfs = 10,180 19113M
Capacitym. Q@0.95= 24.4 cfs = 10,937 gpm
Use a minimum of 2.0 f/s to achieve scouring if flows are expected to exceed 0.35D regularly.
Use a minimum of 2.3 f/s full velocity to achieve scouring if flows are expected to remain around 0.2D
for extended periods, such as sewers that are designed for future conditions that may not occur for years.
Capacities are based on Selected Slope, not Minimum Slope. Slopes greater than minimum may be selected.
Q25 From Runoff Calculations (cfs) 9.30
Partial Depth Velocity & Flow for Pipe Characteristics above:
SC-01 24 - inch Dia
d/D
A/D
ISCO Tables
R/D
ISCO Tables
A
fT
R
ft
Velocity
'is
Flow
cfs
Flow
gpm
0.05
0.0147
0.0326
0.059
0.065
1.86
0.11
49
0.10
0.0409
0.0635
0.164
0.127
2.90
0.47
213
0.15
0.0739
0.0929
0.296
0.186
3.73
1.10
495
0.20
0.1118
0.1206
0.447
0.241
4.44
1.99
891
0.25
0.1535
0.1466
0.614
0.293
5.06
3.11
1394
0.30
0.1982
0.1709
0.793
0.342
5.60
4.44
1994
0.35
0.2450
0.1935
0.980
0.387
6.09
5.96
2677
0.40
0.2934
0.2142
1.174
0.428
6.51
7.64
3431
0.45
0.3428
0.2331
1.371
0.466
6.89
9.45
4241
0.50
0.3927
0.2500
1.571
0.500
7.22
11.34
5090
0.55
0.4426
0.2649
1.770
0.530
7.50
13.29
5963
0.60
0.4920
0.2776
1.968
0.555
7.74
15.24
6838
0.65
0.5404
0.2881
2.162
0.576
7.94
17.16
7699
0.70
0.5872
0.2962
2.349
0.592
8.08
18.99
8522
0.90
0.77
0.32
3.06
0.64
8.41
25.75
11557
0.75
0.6318
0.3017
2.527
0.603
8.18
20.68
9283
0.80
0.6736
0.3042
2.694
0.608
8.23
22.17
9951
0.81
0.6815
0.3044
2.726
0.609
8.23
22.44
10073
0.85
0.7115
0.3033
2.846
0.607
8.21
23.37
10491
0.90
0.7445
0.2980
2.978
0.596
8.12
24.17
10849
0.95
0.7707
0.2864
3.083
0.573
7.91
24.37
10937
1.00
1 0.7854
0.2500
3.142
0.500
7.22
22.68
10180

User Input Data
Calculated Value
Reference Data
Designed By: Z. Collins Date: 3/30/2020
Checked By: Date:
Company: Black & Veatch International Company
Project Name: Waxhah GI, PS & FM
Project No.: 197663
Site Location (City/Town) Waxhaw
Culvert Designation SC-01
Culvert Id. SC-01
Total Drainage Area (acres) 2.07
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified niuiizntun tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 6.00 d/D = 0.25
Minimum/Maximum tailwater? Min TW (Fig. 8.06a) 0.25*24"= 6.00
Discharge (cfs) 9.30
Velocity (ft./s) 7
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine d;a riprap size and minimum apron length
(L). The d. size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step ?.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.67 1.5
Minimum apron length, La (ft.) 16 14
Apron width at pipe outlet (ft.) 6 6
Apron shape Flat Trapezoid
Apron width at outlet end (ft.) 12.40 11.60
Step 4. DeterliMic the inaximiun stone diameter

d,,.3�= 1.5xde.o
Minimum TW
Max Stone Diameter, dmax (ft.) 1.005
Step 5. Deteninne the apron thickness:
Apron thickness = 1.5 x dr13,
Apron Thickness(ft.)
Maximum TW
2.25
Minimum TW Maximum TW
1.5075 3.375
Step 6. Fit the riprap apron to the site by making it level for the m;nsn,
length, Ld, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the flow of the recer,-ing stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability_
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a phrnge pool should be considered, see
page 8-06.8.

STORM CULVERT 02
Total Drainage Area
Drainage Area
C Value
n Value
N Value
CN Value
Grass
0.35
0.030
0.4
61
Asphalt/Concrete
0.95
0.016
0.02
95
Forested
0.25
0.150
0.6
60
Gravel
0.75
0.023
0.3
75
Cumulative C
Cumulative n
Cumulative N
Cumulative CN
Design Storm [yr]
Highest EL [ft]
Lowest EL [ft]
L [ft]
Slope (ft/ft)
P2 [in]
Time of Concentration
SCS TR-55
Kerby Method
FAA Equation
SCS Lag Equation
Average Time of Concentration (5 min. min.)
25 yr Rainfall Intensity (using NOAA tables) 30 minute duration
666,294 sf
15.30 ac
of Area
35%
18%
46%
0%
0.414
0.083
0.423
66.795
25 yr
618 ft
590 ft
2155 ft
0.13 ft/ft
3.56 in
tc = N/A - L too large min
tc = 32.02 min
tc = 24.14 min
tc = 16.98 min
24.38 min
4.20 in/hr
Rational Method Projected Flow - Q 26.60 cfs

Pipeline Designation: SC-02
Mannings Equation: Q. -
1.49/n A R2/3 S'/2
Vf/s - 1.49/n R2/3 S1/2
-
A = Wetted Area (see values based on D below)
R = Hydraulic Radius (see values based on D below)
X.XX Input Cell
X.XX Results
Gravity Pipe Capacities based on Size, Mannings n, & Slope:
Diameter D = 36 inches
Mannings n n = 0.013
Full Velocity in V = 2.0 Us (1)
Slope min Smin = 0.04% (minimum slope required to attain minimum full velocity selected above)
Slopeseiected S = 1.00% (select slope to maintain minimum full velocity or enter actual slope)
Capacity full (2) Qfuii= 66.9 cfs = 30,015 19113M
Capacitym. Q@0.95= 71.9 cfs = 32,247 gpm
Use a minimum of 2.0 f/s to achieve scouring if flows are expected to exceed 0.35D regularly.
Use a minimum of 2.3 f/s full velocity to achieve scouring if flows are expected to remain around 0.2D
for extended periods, such as sewers that are designed for future conditions that may not occur for years.
Capacities are based on Selected Slope, not Minimum Slope. Slopes greater than minimum may be selected.
Q25 From Runoff Calculations (cfs) 26.60
Partial Depth Velocity & Flow for Pipe Characteristics above:
SC-02 36 - inch Dia
d/D
A/D
ISCO Tables
R/D
ISCO Tables
A
fT
R
ft
Velocity
f/s
Flow
cfs
Flow
gpm
0.05
0.0147
0.0326
0.132
0.098
2.43
0.32
144
0.10
0.0409
0.0635
0.368
0.191
3.79
1.40
627
0.15
0.0739
0.0929
0.665
0.279
4.89
3.25
1460
0.20
0.1118
0.1206
1.006
0.362
5.82
5.86
2628
0.25
0.1535
0.1466
1.382
0.440
6.63
9.16
4110
0.30
0.1982
0.1709
1.784
0.513
7.34
13.10
5878
0.35
0.2450
0.1935
2.205
0.581
7.98
17.59
7893
0.40
0.2934
0.2142
2.641
0.643
8.53
22.54
10115
0.45
0.3428
0.2331
3.085
0.699
9.03
27.86
12503
0.50
0.3927
0.2500
3.534
0.750
9.46
33.44
15007
0.55
0.4426
0.2649
3.983
0.795
9.83
39.17
17580
0.60
0.4920
0.2776
4.428
0.833
10.15
44.92
20162
0.65
0.5404
0.2881
4.864
0.864
10.40
50.58
22700
0.70
0.5872
0.2962
5.285
0.889
10.59
55.99
25126
0.40
0.32
0.26
2.86
0.79
9.02
25.75
11557
0.75
0.6318
0.3017
5.686
0.905
10.72
60.98
27368
0.80
0.6736
0.3042
6.062
0.913
10.78
65.37
29340
0.81
0.6815
0.3044
6.134
0.913
10.79
66.17
29697
0.85
0.7115
0.3033
6.404
0.910
10.76
68.92
30930
0.90
0.7445
0.2980
6.701
0.894
10.64
71.27
31986
0.95
0.7707
0.2864
6.936
0.859
10.36
71.85
32247
1.00
1 0.7854
0.2500
7.069
0.750
9.46
66.88
30015

User Input Data
Calculated Value
Reference Data
Designed By: Z. Collins Date: 3/30/2020
Checked By: Date:
Company: Black & Veatch International Company
Project Name: Waxhah GI, PS & FM
Project No.: 197663
Site Location (City/Town) Waxhaw
Culvert Designation SC-02
Culvert Id. SC-02
Total Drainage Area (acres) 15.30
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified niuiimtun tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 6.00 d/D = 0.25
Minimum/Maximum tailwater? Min TW (Fig. 8.06a) 0.25*24"= 6.00
Discharge (cfs) 9.30
Velocity (ft./s) 7
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine d;a riprap size and minimum apron length
(L). The d. size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step ?.
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
0.67
Minimum apron length, La (ft.) 16
Apron width at pipe outlet (ft.) 6
Apron shape Flat
Apron width at outlet end (ft.) 12.40
Step 4. Determine the inaximiun stone diameter
Maximum TW
Figure 8.06b
1.5
14
6
11.60

d,,.3�= 1.5xde.o
Minimum TW
Max Stone Diameter, dmax (ft.) 1.005
Step 5. Deteninne the apron thickness:
Apron thickness = 1.5 x dr13,
Apron Thickness(ft.)
Maximum TW
2.25
Minimum TW Maximum TW
1.5075 3.375
Step 6. Fit the riprap apron to the site by making it level for the m;nsn,
length, Ld, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the flow of the recer,-ing stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability_
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a phrnge pool should be considered, see
page 8-06.8.

STORM DRAIN - SC-03
Total Drainage Area
597,652 sf
Drainage Area
13.72 ac
C Value
n Value
N Value
CN Value
% of Area
Grass 0.35
0.030
0.4
50
54%
Asphalt/Concrete 0.95
0.016
0.02
95
11%
Forested 0.25
0.150
0.6
60
35%
Gravel 0.75
0.023
0.3
75
0%
Cumulative C
0.381
Cumulative n
0.070
Cumulative N
0.428
Cumulative CN
58.433
Design Storm [yr]
25 yr
Highest EL [ft]
621 ft
Lowest EL [ft]
574 ft
L [ft]
1000 ft
Slope (ft/ft)
0.05 ft/ft
P2 [in]
3.56 in
Time of Concentration
SCS TR-55
tc = N/A
- L too large min
Kerby Method
tc =
28.78 min
FAA Equation
tc =
24.44 min
SCS Lag Equation
tc =
19.22 min
Average Time of Concentration
24.15 min
25 yr Rainfall Intensity (using NOAA tables)
30 minute duration
4.20 in/hr
Rational Method Projected Flow - Q
21.94 cfs

Pipeline Designation: SC-03
Mannings Equation: Q. -
1.49/n A R2/3 S'/2
Vf/s - 1.49/n R2/3 S1/2
-
A = Wetted Area (see values based on D below)
R = Hydraulic Radius (see values based on D below)
X.XX Input Cell
X.XX Results
Gravity Pipe Capacities based on Size, Mannings n, & Slope:
Diameter D = 24 inches
Mannings n n = 0.013
Full Velocity in V = 2.0 Us (1)
Slope min Smin = 0.08% (minimum slope required to attain minimum full velocity selected above)
Slopeseiected S = 2.22% (select slope to maintain minimum full velocity or enter actual slope)
Capacity full (2) Qfuii= 33.8 cfs = 15,168 19113M
Capacitym. Q@0.95= 36.3 cfs = 16,296 gpm
Use a minimum of 2.0 f/s to achieve scouring if flows are expected to exceed 0.35D regularly.
Use a minimum of 2.3 f/s full velocity to achieve scouring if flows are expected to remain around 0.2D
for extended periods, such as sewers that are designed for future conditions that may not occur for years.
Capacities are based on Selected Slope, not Minimum Slope. Slopes greater than minimum may be selected.
Q25 From Runoff Calculations (cfs) 21.94
Partial Depth Velocity & Flow for Pipe Characteristics above:
SC-03 24 - inch Dia
d/D
A/D
ISCO Tables
R/D
ISCO Tables
A
fT
R
ft
Velocity
'is
Flow
cfs
Flow
gpm
0.05
0.0147
0.0326
0.059
0.065
2.77
0.16
73
0.10
0.0409
0.0635
0.164
0.127
4.31
0.71
317
0.15
0.0739
0.0929
0.296
0.186
5.56
1.64
738
0.20
0.1118
0.1206
0.447
0.241
6.62
2.96
1328
0.25
0.1535
0.1466
0.614
0.293
7.54
4.63
2077
0.30
0.1982
0.1709
0.793
0.342
8.35
6.62
2970
0.35
0.2450
0.1935
0.980
0.387
9.07
8.89
3989
0.40
0.2934
0.2142
1.174
0.428
9.70
11.39
5112
0.45
0.3428
0.2331
1.371
0.466
10.27
14.08
6319
0.50
0.3927
0.2500
1.571
0.500
10.76
16.90
7584
0.55
0.4426
0.2649
1.770
0.530
11.18
19.80
8884
0.60
0.4920
0.2776
1.968
0.555
11.54
22.70
10189
0.65
0.5404
0.2881
2.162
0.576
11.83
25.56
11472
0.70
0.5872
0.2962
2.349
0.592
12.05
28.29
12698
0.65
0.54
0.29
2.17
0.58
11.87
25.75
11557
0.75
0.6318
0.3017
2.527
0.603
12.19
30.82
13831
0.80
0.6736
0.3042
2.694
0.608
12.26
33.04
14827
0.81
0.6815
0.3044
2.726
0.609
12.27
33.44
15008
0.85
0.7115
0.3033
2.846
0.607
12.24
34.83
15631
0.90
0.7445
0.2980
2.978
0.596
12.09
36.02
16164
0.95
0.7707
0.2864
3.083
0.573
11.78
36.31
16296
1.00
1 0.7854
0.2500
3.142
0.500
10.76
33.80
15168

User Input Data
Calculated Value
Reference Data
Designed By: Z. Collins Date: 3/30/2020
Checked By: Date:
Company: Black & Veatch International Company
Project Name: Waxhah GI, PS & FM
Project No.: 197663
Site Location (City/Town) Waxhaw
Culvert Designation SC-03
Culvert Id. SC-03
Total Drainage Area (acres) 13.72
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified niuiizutun tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 6.00 d/D = 0.25
Minimum/Maximum tailwater? Min TW (Fig. 8.06a) 0.25*24"= 6.00
Discharge (cfs) 21.94
Velocity (ft./s) 11
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine d;a riprap size and minimum apron length
(L). The d. size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step ?.
Minimum TW
Maximum TW
Figure 8.06a
Figure 8.06b
Riprap d50, (ft.)
0.67
1.5
Minimum apron length, La (ft.)
14
14
Apron width at pipe outlet (ft.)
6
6
Apron shape
Flat
Trapezoid
Apron width at outlet end (ft.)
15.32
15.32
Step 4. Deterriiine the inaximiun stone diameter:

d,,.3�= 1.5xde.o
Minimum TW
Max Stone Diameter, dmax (ft.) 1.005
Step 5. Deteninne the apron thickness:
Apron thickness = 1.5 x dr13,
Apron Thickness(ft.)
Maximum TW
2.25
Minimum TW Maximum TW
1.5075 3.375
Step 6. Fit the riprap apron to the site by making it level for the m;nsn,
length, Ld, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the flow of the recer,-ing stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability_
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a phrnge pool should be considered, see
page 8-06.8.

Time series type: Annual Maximum
Project area: CHARLOTTE, NC
Latitude (decimal degrees): 35.2796
Longitude (decimal degrees):-81.0012
Reference https://hdsc.nws.noaa.gov/hdsc/pfds/pfds map cont.html?bkmrk=nc
PRECIPITATION INTENSITY ESTIMATES (in/hr)
Storm Frequency (yr)
2
5
10
25 50 100
Duration (min)
5-min
5.95
6.9
7.61
8.42
10-min
4.76
5.53
6.08
6.71
15-min
3.98
4.66
5.13
5.67
30-min
2.75
3.31
3.72
4.2
60-min
1.73
2.12
2.42
2.8
2-hr
1
1.24
1.42
1.66
3-hr
0.706
0.88
1.02
1.2
6-hr
0.425
0.53
0.613
0.727
12-hr
0.249
0.312
0.363
0.434
24-hr
0.148
0.186
0.216
0.259
PRECIPITATION DEPTH ESTIMATES (in)
Storm Frequency (yr)
2
5
10
25 50 100
Duration (min)
5-min
0.496
0.634
0.702
10-min
0.793
1.01
1.12
15-min
0.996
1.28
1.42
30-min
1.38
1.86
2.1
60-min
1.73
2.42
2.8
2-hr
2
2.85
3.33
3-hr
2.12
3.05
3.61
6-hr
2.54
3.67
4.35
12-hr
3.01
4.38
5.23
24-hr
3.56
5.2
6.22
WIN
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Discharge (tt3/sec
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter).
Rev.12,13 8.06.3

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3Do
Outlet 4v= Do + 0.4La
pipe
diameter (Db) �_ La
5Do
80 ..�
c\
�P4 70
mcAr 80 4.' 1
�..:_50 - 1
so 100
Discharge (Asec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full. maximum taifwater Bondi ion (T., > 0.5 rliameler).
8.06.4 Rev. I ZM3

EQUATIONS
Tc or Tt= time of concentration (hr, unless otherwise specified)
n = Manning's roughness
C = rational method coefficient
S = slope (ft/ft, unless otherwise specified)
L = length (ft)
i = rainfall intensity (in/hr)
CN = SCS curve number
A = area (AC)
P2 = 2 yr, 24 hr rainfall (in)
Q = flowrate (cfs)
Time of Concentration
SCS TR-55 - Manning's Kinematic Solution https://www.hydrocad.net/pdf/TR-55%2OChapter%203.
d_P 07 (n L`)" S *for len the less than 300 ft
Sheet Flow: Tt = p 5 p.q g
p2 } S
L
Shallow Concentrated Flow: T=
t 3600
Channel Flow - Manning's Equation
R = hydraulic radius
V = velocity (ft/s)
Q= 1.49 *A * R* S A= area (sft)
n t = time of concentration (s)
L = channel length (ft)
t=A*L/Q
SCS Lag Equation
L 1-.8 (S+1)-.z
Tc = --- where L _ -----------------
.6 1900 Y".5
IQOU
and S = - 10
CN
FAA Equation
FAA equation: t = G (I A - c) L'-' / (100 )1 -
Kerby Method
to.. = (L X 1V)0.467 0.235
httDS://www.hvdrocad.net/understandine.htr
I = hydraulic length of waterhsed (ft)
Y = slope (%)
S = potential maximum retention (in)
L = lag time (hr)
G = 1.8
tc = time of concentration (min)
tov = time of concentration for overland flow I
L = overland flow length
N = retardance coefficient

Runoff Flowrates
Rational Method
Q = C * i * A
SCS Runoff Equation
(P-. 2S)
Q=-----------
P +. S
where
(Q=o if P<.2S)
1000
S=------- - 10
C
Q=Precipitation excess (runoff) [inches]
P=Cumulative precipitation [inches]
S=Potential maximum retention [inches]
CN =SCS Curve Number
https://www.hydrocad.net/understanding.htr
https://www.hydrocad.net/understanding.htr
Qflowrate (cfs) = Q * Area (sf) /12

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5 - ATTACHMENT C
SOILS REPORTS
• NRCS Soils Map
• Geotechnical Report and Boring Log
13 BLACK&VEATCH

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Soil Map —Union County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CeB2
Cecil gravelly sandy clay loam,
86.9
37.6%
2 to 8 percent slopes,
moderately eroded
CeC2
Cecil gravelly sandy clay loam,
21.6
9.3%
8 to 15 percent slopes,
moderately eroded
ChA
Chewacla silt loam, 0 to 2
29.6
12.8%
percent slopes, frequently
flooded
GfB2
Georgeville silty clay loam, 2 to
6.0
2.6%
8 percent slopes, moderately
eroded
PaE2
Pacolet sandy clay loam, 15 to
6.5
2.8%
40 percent slopes,
moderately eroded
TbB2
Tarrus gravelly silty clay loam,
7.3
3.2%
2 to 8 percent slopes,
moderately eroded
TbC2
Tarrus gravelly silty clay loam,
68.6
29.7%
8 to 15 percent slopes,
moderately eroded
W
Water
0.0
0.0%
WyB
Wynott gravelly loam, 2 to 8
4.5
1.9%
percent slopes
Totals for Area of Interest
231.0
100.0%
USDA Natural Resources Web Soil Survey 3/31/2020
Conservation Service National Cooperative Soil Survey Page 3 of 3

+ ESP
SUBSURFACE EXPLORATION
DATA REPORT
WAXHAW FORCED MAIN AND PUMPING STATION
UNION COUNTY, NORTH CAROLINA
ESP Project No. E413-HP38.300
Prepared For:
Black & Veatch International Company
10715 David Taylor Drive, Suite 240
Union County, North Carolina 28262
Prepared By:
ESP Associates, Inc.
7144 Weddington Rd. Suite 110
Concord, North Carolina 28027
April 9, 2020

ESP
April 8, 2020
Black & Veatch International Company
10715 David Taylor Drive, Suite 240
Charlotte, North Carolina 28262
Attention: Mr. Zachary Collins, PE
Reference: SUBSURFACE EXPLORATION APO
Waxhaw Forced Main and Pumpi Sta
Union County, North Carolina
ESP Project No. HP38.300 (DraftReport)
Dear Mr. Collins:
ESP Associates, Inc. (ESP) has pleted the s urface exploration for the proposed forced main
and pumping station in Union County Noftarolina. This exploration was performed in general
accordance with our P osa o. E4B-19997, dated November 27, 2019. Authorization to
proceed with this study as provid �d b written execution of our proposal by Mr. Jeffery Loggins
with Black & Veatch Intlational Company on January 9, 2020.
The purpose of the exploration was to provide test data information for the subsurface conditions
that may be encountered during construction of the proposed pump station and forced main
alignment areas. This data report presents our findings of our field and applicable laboratory testing
services.
ESP Associates, Inc.
7144 Weddington Road NW, Suite 110 • Concord, NC 28027
704.793.9855 • fax [phone]
www.espassociates.com

Subsurface Exploration Data Report
Waxhaw Forced Main and Pumping Station
ESP Project No. HP38.300
April 9, 2020
ESP appreciates the opportunity to assist you during this phase of the project. If you should have
any questions concerning this data report, or if we may be of further assistance, please contact us.
Sincerely,
ESP Associates, Inc.
Daniel M. Harborth, PE
NC Registration No. 44060
D. Chad Sherman, PE
Department Manag(
DMH/DCS/ea
Copies Submitted
4

TABLE OF CONTENTS
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION ...............................................
1.2 PURPOSE OF SERVICES...................................................................
2.0 EXPLORATION PROCEDURES.............................................................
2.1 FIELD.....................................................................................................
2.2 LABORATORY....................................................................................
3.0 SUBSURFACE CONDITIONS..................................................................
3.1 PHYSIOGRAPHY AND AREA GEOLOGY ....................................
3.2 SUBSURFACE.......................................................... .......................
3.3 SUBSURFACE WATER ..................................... ........................
4.0 LIMITATIONS OF REPORT .......................... ................ ..................
APPENDIX 14
FIELD EXPLORATION PROCEDURES
LABORATORY PROCEDURES
BORING LOCATION PLAN WITH SITE VICINITY MAP, FIGURE 1
LEGEND TO SOIL CLASSIFI TION AND SYMBOLS
TEST BORING RECORDS (B-1 OUGH B-18)
TABLE 1 - SUMMARY OF L RY TESTING
STANDARD MOISTURE — DE LATIONSHIP (S-1 and S-2)
JJQ
2
2
2
3
4
4
5
6

Subsurface Exploration Data Report ESP Project No. HP38.300
Waxhaw Forced Main and Pumping Station April 9, 2020
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION
The project site extends east to west starting at the intersection of Waxhaw Farms Road and Old
Waxhaw-Monroe Road and ending at Rehobeth Road in Union County, North Carolina (reference
"Site Vicinity Map" Figure 1). The majority of the proposed alignment is currently undeveloped.
However, the proposed forced main will extend across two exist ng gravel roads, Bishop Lane,
Old Waxhaw-Monroe Road and existing driveways located orth of Waxhaw Farms Road.
Vegetation within the proposed pump station and alignment are' consists of grass, weeds, brush
and small to large trees. The proposed forced /dwitil
ll exten cross two streams/drainage
features. During our field services, water was obsethe strea s/drainage features. Based
on visual observations, the topography al o the project limits consisted of rolling hills, with
approximate relief on the order of 20 to 4 e �ie Vp station area is undeveloped with
vegetation consisting of grass and
pump station area slopes
feet of relief.
We understand plans
Union County. The
along Waxhaw Farms Road
on visual observations, the proposed
to the southwest with approximately 10
pump station, forced main and gravel access road for
from the proposed pump station east of Rehobeth Road
Old Waxhaw-Monroe Road. The access road will
be constructed with exposed aggregate base course. The pump station area with consist of a wet
well, prefabricated electrical building, chemical storage tanks and a radio tower. A drawing titled
"BV-C-PROP-SITE-BORE_LOCATIONS" dated January 21, 2020 provided by Black & Veatch
illustrated the approximate predetermined boring locations. No other detailed information has
been provided at this time.
1

Subsurface Exploration Data Report ESP Project No. HP38.300
Waxhaw Forced Main and Pumping Station April 9, 2020
1.2 PURPOSE OF SERVICES
The purpose of the exploration was to provide general data of the anticipated subsurface conditions
that may be encountered during construction of the proposed pump station and forced main
alignment areas. This data report contains a brief description of the field and applicable laboratory
testing procedures performed for this report and a discussion of the soil conditions encountered at
the site.
2.0 EXPLORATION PROCEDAS
2.1 FIELD
Eighteen soil test borings (Borings B-1
shown on the attached "Boring Location Plan,
located in the field by an ESP
Clearing by a skid -steer
various boring locations. The soil
7.5 to 49 feet below
carrier. Hollow -stem,
Standard Penetration Tests
18) were performed at the approximate locations
The predetermined boring locations were
held global positioning system (GPS).
was required to gain limited access to
extended to depths ranging from approximately
using a Diedrich D50 drill rig mounted on an ATV
ugers were used to advance the borings into the ground.
performed at designated intervals in the soil test borings in general
accordance with ASTM D 1586 in order to obtain data for estimating soil strength and consistency.
In conjunction with the penetration testing, split -spoon soil samples were recovered for soil
classification and potential laboratory testing. Relatively undisturbed samples were obtained from
borings in general accordance with ASTM D 1587 in order to facilitate quantitative laboratory
testing. A bulk sample was obtained during drilling operations at Boring B-14. The bulk sample
is a homogeneous mixture of the soils encountered from the existing ground surface to an
approximate depth of 10 feet.
4

Subsurface Exploration Data Report ESP Project No. HP38.300
Waxhaw Forced Main and Pumping Station April 9, 2020
Water level measurements were attempted at, and up to 15 days after, the termination of drilling.
Temporary PVC standpipes with locking covers were installed in Borings B-5, B-8, B-10 and B-
17 to obtain subsequent water level readings. A brief description of the field testing procedures is
included in the Appendix.
Borings B-8 and B-9 was advanced into auger refusal material using rock core drilling techniques.
Diamond core drilling procedures were performed in general accordance with ASTM D 2113 to
obtain core samples of the material encountered in the boring. Approximately 44.5 feet of coring
was executed. The results of the diamond core drilling are indi d on the appropriate Test Boring
Record.
While in the field, a geotechnical engineering prkession#visuall�examined each sample to
evaluate the type of soil encountered, soil plaNtestres
ture condition, organic content, presence
of lenses and seams, colors and apparent Ngin. The results of the visual soil
classifications for the borings, as well as fies, are presented on the individual "Test
Boring Records," included in t Appendix. Similar soils were grouped into strata on the logs.
The strata lines represent a*rox mate boundaries between the soil types; however, the actual
�S'
transition between soil pes i�the field may be gradual in both the horizontal and vertical
directions.
2.2 LABORATORY
Select samples of the on -site soils obtained during the field testing program were tested in the
laboratory. Tests performed included Natural Moisture Contents, Atterberg Limits, Grain Size
Distributions and Standard Proctor Compaction tests. The results of the soil tests performed for this
data report, along with a brief description of the laboratory procedures used, are presented in the
Appendix.
3

Subsurface Exploration Data Report
Waxhaw Forced Main and Pumping Station
3.0 SUBSURFACE CONDITIONS
3.1 PHYSIOGRAPHY AND AREA GEOLOGY
ESP Project No. HP38.300
April 9, 2020
The referenced property is located in Union County, North Carolina which is in the Piedmont
Physiographic Province. The Piedmont Province generally consists of hills and ridges which are
intertwined with an established system of draws and streams. The Piedmont Province is
predominately underlain by igneous rock (formed from molten aterial) and metamorphic rock
(formed by heat, pressure and/or chemical action), which re initially formed during the
Precambrian and Paleozoic eras.
The virgin soils encountered in this area are the residual *uct of in -place chemical weathering
of rock which was similar to the rock present underlying the site. In areas not altered by erosion
or disturbed by the activities of man, the type al resi uah soil profile consists of clayey soils near
the surface, where soil weathering is e advan a erlain by sandy silts and silty sands. The
boundary between soil and roc not rply fined. This transitional zone termed "partially
weathered rock" is normaltL fou erlykg the parent bedrock. Partially weathered rock is
defined, for engineer
excess of 100 blows
less resistant rock ty
is quite irregular and
material with Standard Penetration Resistances in
acilitated by fractures, joints and by the presence of
rofile of the partially weathered rock and hard rock
irizontal distances. Also, it is common to find lenses
and boulders of hard rock and zones of partially weathered rock within the soil mantle, well above
the general bedrock level.
M

Subsurface Exploration Data Report
Waxhaw Forced Main and Pumping Station
3.2 SUBSURFACE
ESP Project No. HP38.300
April 9, 2020
Subsurface conditions as indicated by the borings generally consist of topsoil, topsoil/rootmat or
topsoil/grassmat, underlain by residual soils and partially weathered rock. The residual soils have
formed from the weathering of the parent bedrock. The residual soils generally transition with
depth into partially weathered rock. The generalized subsurface conditions at the site are
described. For more detailed soil descriptions and stratifications at a particular boring location,
the respective "Test Boring Record" should be reviewed. The Te t Boring Records are included
in the Appendix.
Surface: A topsoil, topsoil/grassmat or tol
was encountered at each boring location.
Fill: Underlying the topsoil in Boring B-1
approximately 2 to 6 inches thick
encountered. The fill consists of
firm to stiff high plasticity clay w?oot
Nt(bDpff)*.
Vard Penetration Resistances (N-values) in the
fill ranged from 7 to 14 blows p The fill extends to an approximate depth of 8.5 feet
below the existing ground surface. IqW
Residuum: Beneath the topsoil, topsoil/grassmat or topsoil/rootmat in Borings B-1 through B-9
and B-11 through B-18 Na underlying the fill in Boring B-10, residual soils were encountered.
The residuum generally consists of very soft to very hard sandy silt, elastic silt, clay, clay with
sand, sandy clay, high plasticity clay, high plasticity clay with sand and sandy high plasticity clay,
and medium dense to very dense silty sand with gravel and silty sand. N-values in the residuum
varied between 2 and 95 bp£ The residuum extends to depths ranging from approximately 6 to
24.5 feet. Soil Test Borings B-1, B-2, B-7 and B-10 through 18 were terminated in the residual
soils at depths ranging from approximately 7.5 to 25 feet. Auger refusal was encountered at Boring
B-9 at an approximate depth of 6 feet.
E

Subsurface Exploration Data Report ESP Project No. HP38.300
Waxhaw Forced Main and Pumping Station April 9, 2020
Partially Weathered Rock: Underlying the residuum in Borings B-3 through B-6 and B-8,
partially weathered rock (PWR) was encountered. PWR is defined as residual soils exhibiting N-
values in excess of 100 bp£ When sampled, the PWR generally breaks down into sandy silts and
silty sands with rock fragments. Borings B-2 through B-6 were terminated in the PWR at depths
ranging between 23.8 and 49 feet. Auger refusal was encountered at Boring B-8 at an approximate
depth of 9.5 feet.
Auger Refusal: Auger refusal was encountered in Borings B-8 a B-9 at approximate depths of
6 and 9.5 feet. Auger refusal is defined as material that cot ld be penetrated with the drill rig
equipment used on the project. Auger refusal material mayqPonsis of large boulders, rock ledges,
lenses, seams or the top of parent bedrock.
Rock: Diamond core drilling techniques were used to tend Borings B-8 and B-9 an additional
20.5 to 24 feet below the refusal depth, respectivel he ulting cores indicate that the bedrock
underlying the residual soils and PWR enerally co fists of Metamorphosed Dacltic. Core
recoveries ranged from 26 to 100 percent ith r quantity designations (RQD) of 0 to 88 percent.
3.3 SUBSURFACE WATER
I%k 41�
Subsurface water levels were mpted at each boring location at the termination of drilling
operations and up to 15 day after the termination of drilling operations. The approximate
measured water depths are provided below in Table 1. Hole cave-in depths ranged from
approximately 3 to 43 feet below the existing ground surface. The bore -holes were backfilled with
auger cuttings after water depth measurements were taken or a temporary monitoring well was
installed. Temporary monitoring wells were installed at Borings B-5, B-8, B-10 and B-17 to
observe subsequently water depths over an extended period of time.
on

Subsurface Exploration Data Report
Waxhaw Forced Main and Pumping Station
Table 1 — Subsurface Water Measurements
ESP Project No. HP38.300
April 9, 2020
Boring Number
TOW)
Water Depth
(feet)
AL
Subsequent
Water Depth at
time of bore-
hole backfill
(feet)
Subsequent
Water Depth on
February 25,
2020
(feet)
Subsequent
Water Depth on
March 30, 2020
(feet)
B-1
1.3
2
---
---
B-2
Dry
Dry
---
---
B-3
37
16
---
---
B-4
21.3
7.5
---
---
B-5 *
10
---
3
5
B-6
11.6
2.8
---
---
B-7
Dry
2.3
---
---
B-8 *
6
---
4.7
10.3
B-9
5
2.6
---
---
B-10*
Dry
Dry
6
12
B-11
Dry
Dry
---
---
B-12
Dry
Dry
---
---
B-13
Dry
Dry
---
---
B-14
3.3
3
---
---
B-15
Dry
Dry
---
---
B-16
Dry
Dry
---
---
B-17*
Dry
Dry
Dry
Dry
B-18
Dry
Dry
---
---
1. Termination of Boring.
2. The values presented in this table are approximate.
* - Monitoring Well Installed
7

Subsurface Exploration Data Report ESP Project No. HP38.300
Waxhaw Forced Main and Pumping Station April 9, 2020
4.0 LIMITATIONS OF REPORT
This data report has been prepared in accordance with generally accepted geotechnical engineering
practice with regard to the specific conditions and requirements of this site. No other warranty,
expressed or implied, is made.
The nature and extent of variations between the borings will not be known until construction is
underway. If variations appear evident, then we request the opportunity to re-evaluate the
information of this report. In the event that any changes in he ure, or location of the structures
are planned, the contents in this report will not be conside�tali nless the changes are reviewed
and information modified or verified in writing by ESP.

FIELD EXPLORATION PROCEDURES
Soil Test Boring: Eighteen (18) soil test borings were drilled at the approximate locations shown
on the attached Boring Location Plan, Figure 1. Soil sampling and penetration testing were
performed in accordance with ASTM D 1586.
The borings were advanced with hollow -stem augers and, at standard intervals, soil samples were
obtained with a standard 1.4-inch I.D., 2-inch O.D., split -tube sampler. The sampler was first
seated six (6) inches to penetrate any loose cuttings, then driven an additional foot with blows of
a 140-pound hammer falling 30 inches. The number of hammer blows is designated the "Standard
Penetration Resistance." When properly evaluated, the Standard Penetration Resistances provide
an index to soil strength, relative density, and ability to support foundations.
Select portions of each soil sample were placed in sealed containers and taken to our office. The
samples were examined by a representative of the geotechnical engineer for classification. Test
Boring Records are attached showing the soil descripti�W and Standard Penetration Resistances.
Undisturbed Sampling: Split -spoon samples obta d d g penetTation testing are suitable for
visual examination and classification tests, but are not ciently intact for quantitative laboratory
testing. One relatively undisturbed sample was obtain by forcing a section of three-inch (3")
O.D., 16 gauge steel tubing into the soil at the des�d sa ing levels. This sample procedure is
described by ASTM Designation D-1587. The be, together with the encased soil, was carefully
removed from the ground and mad irtight.
Temporary PVC Standpipes: pora4standpipes were constructed in Borings B-5, B-
8, B-10 and B-17 to pre ve boring from cc ving by inserting PVC pipe to the desired depths.
A closed end, machin tte (0.01 i ch slots) was attached to the bottom of the PVC pipe to
allow groundwater to ter the standlVe. Clean sand was backfilled around the standpipe to
approximately 3 feet below the existing ground surface. The remainder of the borehole was
backfilled with bentonite. , loc g cover was installed over the standpipe.
Rock Coring: At several ocations, rock coring procedures were utilized to determine the
character and continuity of the refusal materials. Core drilling procedures were carried out in
accordance with ASTM Specification D 2113. Initially, casing was set through the overburden
soil to keep the hole from collapsing. Refusal materials were then cored with a diamond -studded
bit fastened to the end of a hollow double -tube core barrel. The cuttings were brought to the
surface during coring by circulating water. Rock core samples of the materials penetrated were
protected and retained in a swivel -mounted inner tube. Upon completion of each core run, the
core barrel was brought to the surface and the samples removed and placed in boxes. Samples
were then taken to the laboratory where the rock was identified and the "Recovery" and Rock
Quality Designation (RQD) determined.

FIELD EXPLORATION PROCEDURES CONT.
The "Recovery" is the ratio of the sample length obtained to the length drilled, expressed as a
percent. The RQD is the percentage of the length of the core recovered which has core segments
four or more inches long compared to the total length of the run. The RQD value applies to rock
cored with either an NX or NQ bit size. The percent recovery and RQD are related to rock
soundness and continuity. Deere (Ref.6:13, Sowers and Sowers) denotes rock quality by the RQD
value as follows:
ROD %
ROCK QUALITY
90 to 100
Excellent
75 to 90
Good
50 to 75
Fair
25 to 50
Poor
Generalized rock descriptions, percent recovery, and RQD values are shown on the appropriate
Test Boring Records. An NQ size bit was used for the coring which Vignates bits which obtain
samples 1-7/8 inches in diameter.
iVA

LABORATORY PROCEDURES
Moisture Content: The moisture content of soil samples were determined. The moisture content
is the ratio, expressed as a percentage, of the weight of water in a given mass of soil to the weight
of the solid particles. This test was conducted in accordance with ASTM Designation D 2216.
The test results are presented on the attached Summary of Laboratory Testing sheet.
Grain Size Test: Grain size tests were performed to determine the particle size and distribution
of the samples tested. The grain size distribution of soils coarser than a No. 200 sieve was
determined by passing the samples through a set of nested sieves. The test results are presented
on the attached Summary of Laboratory Testing sheet.
Soil Plasticity Tests (Atterberg Limits Test): Select samples were identified for Atterberg
Limits testing to determine the soil's plasticity characteristi The Plasticity Index (PI) is
representative of this characteristic and is determined utili ' the Liquid Limit (LL) and the
Plastic Limit (PL). The Liquid Limit is the moisture Conte tN48.
h the soil will flow as a heavy
viscous fluid and is determined in accordance with Zeplastic
The Plastic Limit is the
moisture content at which the soil transitions bet arpresented
d semi -solid states and is
determined in accordance with ASTM D 4318. to esults on the attached
Summary of Laboratory Testing sheet.
Standard Proctor Compaction Test: Sel cep t sam es the on -site soils were obtained from
auger cuttings or a shovel to determ' their inensity relationships. Standard Proctor
Compaction Tests (ASTM D 698) re erforn d on these soils to determine their compaction
characteristics including maxi dry density and optimum moisture content. The test results
are presented on the attached Standard Moistt#e-Density Relationship sheets included in the
Appendix.

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
o. 0.4 ° . .a ABC Stone Asphalt/Concrete
o
o 0
Concrete/Brick Debris a ° o ° ° Coquina Shell Base Course
Topsoil/Rootmat
�,(, ,tilt,, J1 ,
Topsoil
46 Jb,
High Plasticity Clay
Clay
Elastic Silt
Organic Clay
Organic Silt and Clay
b Poorly Graded Gravel
b
Poorly Graded Gravel
� o �
Silty Gravel
Well Graded
Well Graded Gravel with Clay
Poorly Graded Sand
Poorly Graded Sand with Silt
Well Graded Sand with Clay
Partially Weathered Rock
x _ ;11rt xx TopsoiUGrassmat
�r,u,)lr,,
Wood and Roots
Moderate Plasticity Clay
Clayey Silt
Silt
Organic Silt
Peat
�b
Poorly Graded Gravel with Silt
1 b Clayey Gravel
b
Poorly Graded Gravel with Silt and Clay
A Well Graded Gravel with Silt
Silty Sand
Poorly Graded Sand with Clay
' ❑. ' a Well Graded Sand
6 �
Well Graded Sand with Silt
Cored Rock 4) ESP
Page 1 of 2

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SAMPLER TYPES
CONSISTENCY OF COHESIVE SOILS
(Shown in Samples Column)
STANDARD PENETRATION
'
Shelby Tube
RESISTANCE
CONSISTENCY BLOWS/FOOT
Split Spoon
Very Soft 0 to 2
Soft 3 to 4
Rock Core
Firm 5 to 8
Stiff 9 to 15
No Recovery
Very Stiff 16 to 30
Hard 31 to 50
Very Hard Over 50
WATER LEVELS
CONSISTENCY OF COHESIONLESS SOILS
= Water Level at Boring Termination
= Water Level at 1 Day
Q = Loss of Drilling Fluid
HC = Hole Cave
.L
I"
I�
f_QNSISTENC
F Very'roose
Loose
N
ium Dense
D nse
iDense
TE S
STANDARD PENETRATION
RESISTANCE
BLOWS/FOOT
0to4
5 to 10
11to30
31to50
Over 50
Standard Penetration Resistance -The numb eNpne
ws it —Wes a 1401b. hammer falling 30 in. to drive a 1.4 in I.D. split spoon
sampler 1 foot (N-Value) as specified in ASA
.
Dynamic Cone Penetrometer Test Data - int is driven up to three 1 3/4 inch intervals using a 15-pound weight falling
20 inches. The penetrometer test rest is the average number of blows per interval. The penetrometer test result is similar to the
Standard Penetration Resistance (N-Mue), as defined by ASTM D 1586. When properly evaluated, the penetrometer test results
provide an index for estimating soil strength and relative density.
Kessler Dynamic Cone Penetrometer Test Data — The cone point is driven using a 17.6-pound weight falling 22.6 inches. The
total penetration for a given number of blows is measured and recorded in mm/blow as specified in ASTM D 6951. When properly
evaluated, the penetrometer test result can be used to describe soil stiffness and estimate an in -situ CBR strength from an appropriate
correlation chart.
REC - Total length of rock recovered in the core barrel divided by the total length of the core run times 100 (expressed as a
percentage).
RQD - Total length of sound rock segments recovered that are longer than or equal to 4" (mechanical breaks included) divided by
the total length of the core run times 100 (expressed as a percentage).
f) ESP_
Page 2 of 2

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-01
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Robert Barnette
BORING DEPTH:
7.5 Feet
DRILL RIG:
Deidrich D50
NOTES:
DATE DRILLED:
02/14/20
WATER LEVEL:
Sz 1.3 feet @ TOB s 2.0 feet @ 6 days
L
_ (7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
Lu ^
L
STANDARD PENETRATION TEST DATA
(Blows/ft)LL
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil Rootmat
=
HC
-5.0
-10.0
-15.0
-20.0
25.0
-30.0
4
16
34
RESIDUUM: Soft Reddish Brown with Tan CLAY with sand, with
manganese stains, (wet)
RESIDUUM: Very Stiff Orangeish Brown and Gray Sandy CLAY,
with manganese stains, (moist)
RESIDUUM: Dense Orangeish Brown and Tannish White Silty
SAND with gravel, moderately micaceous, with clay seams
Boring was terminated at 7.5 feet. Cave-in depth at 3.0 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT:
PROJECT No.:
HP38.300
LOGGED BY:
Robert Barnette
DATE DRILLED:
02/14/20
:F0
5
10
15
20
25
30
Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
LEVATION: DRILLING METHOD:
xisting Ground Surface Hollow Stem Auger
ORING DEPTH: DRILL RIG:
5 Feet Deidrich D50
IATER LEVEL:
Sz Dry @ TOB s Dry @ 6 days
SOIL DESCRIPTION
Plasticity CLAY, with manganese, and organics
Sandy SILT
Borina was terminated at 7.5 feet. Cave-in death at 4.8 feet.
DRAFT TEST BORING RECORD
B-02
AUGER I.D.: DRILLING COMPANY:
2.25 in Patriot Drilling
NOTES
w
ww a >�
Q w J
< w
HC
-5.0
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.
-10.0
-15.0
-20.0
-25.0
-30.0
STANDARD PENETRATION TEST DATA
(Blows/ft) LL
m
10 30 50 7090
ESP
6
12
40

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-03
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Robert Barnette
BORING DEPTH:
49.0 Feet
DRILL RIG:
Deidrich D50
NOTES:
DATE DRILLED:
02/14/20
WATER LEVEL:
Sz 37.0 feet @ TOB s 16.0 feet @ 6 days
_ (7
a O
� J
(D
SOIL DESCRIPTION
w w
>
Lu
J
Lu
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
LL
a
m
10 30 50 7090
5
10
15
20
25
30
,i
Topsoil Rootmat
s
®
®
®
-5.0
-10.0
-15.0
20.0
-25.0
-30.0
13
20
21
29
50/0.3
50/0.4
50/0.3
50/0.4
50/0.5
RESIDUUM: Stiff To Very Stiff Reddish Brown and Tan Elastic
SILT, with manganese stains
RESIDUUM: Very Stiff Tan and Grayish White Sandy SILT, with
manganese stains
RESIDUUM: Very Stiff Orangeish Brown and Grayish White
Sandy SILT with gravel
PARTIALLY WEATHERED ROCK: When Sampled Becomes
Blueish Gray with Grayish Tan Sandy SILT
PARTIALLY WEATHERED ROCK: When Sampled Becomes
Blueish Gray and Tannish White Silty SAND, fine to medium, with
manganese stains, and rock fragments
Page 1 of 2
DEPTH MEASUREMENTSARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-03
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Robert Barnette
BORING DEPTH:
49.0 Feet
DRILL RIG:
Deidrich D50
NOTES:
DATE DRILLED:
02/14/20
WATER LEVEL:
Sz 37.0 feet @ TOB s 16.0 feet @ 6 days
_ (7
a O
� J
(D
SOIL DESCRIPTION
w w
>
Lu
J
Lu
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
LL
a
m
10 30 50 7090
40
45
50
55
60
65
PARTIALLY WEATHERED ROCK: When Sampled Becomes
Blueish Gray and Tannish White Silty SAND, fine to medium, with
manganese stains, and rock fragments
®
®
-40.0
-45.0
-50.0
-55.0
-60.0
-65.0
50/0.1
50/0.2
50/0.5
Boring was terminated at 49.0 feet. Cave-in depth at 37.2 fee
Page 2 of 2
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-04
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Robert Barnette
BORING DEPTH:
28.0 Feet
DRILL RIG:
Deidrich D50
NOTES:
DATE DRILLED:
02/14/20
WATER LEVEL:
Sz 21.3 feet @ TOB s 7.5 feet @ 6 days
I—=
L
c7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil Rootmat
s
HC
®
e
-5.0
10.0
-15.0
-20.0
-25.0
-30.0
13
16
70
95
50/0.3
50/0.5
50/0.1
50/0
RESIDUUM: Stiff To Very Stiff Orangeish Brown Sandy High
Plasticity CLAY
RESIDUUM: Very Dense Grayish White and Orangeish Tan Silty
SAND, fine to medium, with manganese stains
PARTIALLY WEATHERED ROCK: When Sampled Becomes
Grayish White and Orangeish Tan Silty SAND, fine to mediu
Augrefusal encountered at 28.0 feet. Boring was terminated at
er
28.0 feet. Cave-in depth at 19.2 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-05
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Robert Barnette
BORING DEPTH:
23.8 Feet
DRILL RIG:
Deidrich D50
NOTES:
Temporary monitoring well with looking cap was installed
DATE DRILLED:
02/14/20
WATER LEVEL:
Sz 10.0 feet @ TOB s 3.0 feet @ 11 days
_ (7
a O
� J
(D
SOIL DESCRIPTION
w w
>
Lu
J
Lu
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
LL
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil Rootmat
s
SZ
HC
®
-5.0
-10.0
-15.0
-20.0
-25.0
-30.0
5
7
33
75
50/0.3
50/0.4
50/0.3
RESIDUUM: Firm Orangeish Brown and Gray Sandy SILT, with
manganese stains, (wet)
RESIDUUM: Firm Gray and Tan Sandy High Plasticity CLAY, with
manganese stains
RESIDUUM: Hard Blueish Gray with Orangeish Tan Sandy SILT
RESIDUUM: Very Dense Blueish Gray with Whiteish Tan Silty
SAND, fine to medium
PARTIALLY WEATHERED ROCK: When Sampled Becomes
Blueish Gray with Whiteish Tan Silty SAND, fine to coarse, wit
rock fragments
Boring was terminated at 23.8 feet. Cave-in depth at 19.0 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-06
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Daniel Harborth
BORING DEPTH:
24.9 Feet
DRILL RIG:
Deidrich D50
NOTES:
DATE DRILLED:
02/04/20
WATER LEVEL:
Sz 11.6 feet @ TOB s 2.8 feet @ 15 days
L
= c7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
Lu ^
L
STANDARD PENETRATION TEST DATA
(Blows/ft)LL
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil
s
HC
5.0
-10.0
-15.0
-20.0
-25.0
-30.0
4
2
22
37
48
47
50/0.4
RESIDUUM: Soft Orangeish Tan and Gray Sandy SILT
RESIDUUM: Very Soft Gray with Tan Sandy SILT
RESIDUUM: Medium Dense To Very Dense Blueish Gray and Tan
Silty SAND, fine to medium, with manganese stains
PARTIALLY WEATHERED ROCK: When Sampled Becomes
Blueish Gray and Tan Silty SAND, fine to medium, with
manganese stains, and rock fragments
Boring was terminated at 24.9 feet. Cave-in depth at 11.2 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B_07
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Daniel Harborth
BORING DEPTH:
15.0 Feet
DRILL RIG:
Deidrich D50
NOTES:
DATE DRILLED:
02/04/20
WATER LEVEL:
Sz Dry @ TOB s 2.3 feet @ 15 days
= c7
a O
� J
(D
SOIL DESCRIPTION
w w
>
Lu
J
Lu
Q
U)
> ^
L
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil
s
FiC
-5.0
-10.0
-15.0
-20.0
-25.0
-30.0
12
6
17
43
81
RESIDUUM: Stiff Orangeish Tan and Gray Sandy SILT, with
manganese stains, and clay seams
RESIDUUM: Firm Orangeish Tan and Whiteish Tan Sandy SILT,
with manganese stains
RESIDUUM: Very Stiff Orangeish Tan and Gray Sandy SILT, with
manganese stains
RESIDUUM: Hard To Very Hard Orangeish Gray and Tan SILT
with sand, with manganese stains, and rock fragments
Boringwas terminated at 15.0 feet. Cave-in de th at 5.0 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B_08
PROJECT No.:
ELEVATION:
DRILLING METHOD:
AUGER I.D.: DRILLING COMPANY:
HP38.300
Existing Ground Surface
Hollow Stem Auger
2.25 in I Patriot Drilling
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Daniel Harborth
30.0 Feet
Deidrich D50
Temporary monitoring well with looking cap was installed
DATE DRILLED:
WATER LEVEL:
02/04/20
sz 6.0 feet @ TOB s 4.7 feet @ 21 days
w V
0
_ (9
a- O
ry
(D
SOIL DESCRIPTION
w w
>a w
> J
Lu
<
V
w
STANDARD PENETRATION TEST DATA
(Blows/ft)
LL
m
10 30 50 7090
Topsoil
25
RESIDUUM: Very Stiff To Hard Blueish Gray and Orangeish Tan
Sandy SILT, with manganese stains
37
5
=
-5.0
SZ
50/0.5
PARTIALLY WEATHERED ROCK: When Sampled Becomes Gray
and Tan Silty SAND, fine to medium, with rock fragments
40
50/0.4
10
Felsic Metavolcanic Rock: Greenish Gray Metamorphosed
Dacitic to Rhyolitic flows and tuffs, with healed fractures.
-10.0
100
27
18
Rock Compressive Strength at 14.5 to 15 feet = 20,887 psi.
Rock Compressive Strength t 23 to 23.5 feet = 16,882 psi.
`
100
64
60
15
-15.0
88
48
53
20
-20.0
100
44
60
25
-25.0
93
88
44
30
-30.0
Augrefusal encountered at 9.5 feet. Boring was terminated at
er
30.0 feet.
RECOVERY (%)
RQD (%)
REC (in)
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL TYPES
ESP
ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B_09
PROJECT No.:
ELEVATION:
DRILLING METHOD:
AUGER I.D.: DRILLING COMPANY:
HP38.300
Existing Ground Surface
Hollow Stem Auger
2.25 in Patriot Drilling
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Daniel Harborth
30.0 Feet
Deidrich D50
DATE DRILLED:
WATER LEVEL:
01/30/20
sz 5.0 feet @ TOB s 2.6 feet @ 20 days
w V
0
_ (9
a- O
ry
(D
SOIL DESCRIPTION
w w
>a w
> J
Lu
<
V
w
STANDARD PENETRATION TEST DATA
(Blows/ft)
LL
m
10 30 50 7090
Topsoil
7
RESIDUUM: Firm Tan and Gray Sandy SILT, moderately
micaceous, with manganese stains
s
HC
RESIDUUM: Medium Dense Gray and Tan Silty SAND, fine to
medium, with manganese stains
24
5
SZ
-5.0
Felsic Metavolcanic Rock - Greenish Gray Metamorphosed
Dacitic to Ryyolitic flows and tuffs, with healed fractures.
100
40
12
Rock Compressive Strength t 6 to 6.5 feet = 7,195 psi.
26
16
10
op
-10.0
56
34
15
-15.0
58
16
35
20
-20.0
80
48
25
-25.0
37
100
30
30.0
er
Augrefusal encountered at 5.9 feet. Boring was terminated at
30.0 feet. Cave-in depth at 3.6 feet.
RECOVERY (%)
RQD (%)
REC (in)
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL TYPES
ESP
ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-10
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger / Wreline
AUGER I.D.:
4.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Daniel Harborth
BORING DEPTH:
15.0 Feet
DRILL RIG:
Deidrich D50
NOTES:
Temporary monitoring well with looking cap was installed
DATE DRILLED:
02/03/20
WATER LEVEL:
Sz Dry @ TOB s Dry
I—=
L
c7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil
-5.0
-10.0
-15.0
-20.0
-25.0
-30.0
7
14
10
7
20
FILL: Firm To Stiff Reddish Brown High Plasticity CLAY with sand,
with gravel from 6 to 7.5 feet
RESIDUUM: Firm Brown Sandy SILT, with manganese stains
RESIDUUM: Firm Reddish Brown and Tan Sandy SILT, with
manganese stains
Boringwas terminated at 15.0 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT:
PROJECT No.:
HP38.300
LOGGED BY:
Daniel Harborth
DATE DRILLED:
02/03/20
:F0
stains
5
Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
ELEVATION: DRILLING METHOD:
Existing Ground Surface Hollow Stem Auger
BORING DEPTH: DRILL RIG:
15.0 Feet Deidrich D50
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
SOIL DESCRIPTION
manganese stains
10
15
20
25
30
, with manganese
DRAFT TEST BORING RECORD
B-11
AUGER I.D.: DRILLING COMPANY:
2.25 in Patriot Drilling
NOTES
w
ww a >�
Q w J
< w
-5.0
-10.0
HC
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.
-20.0
-25.0
-30.0
STANDARD PENETRATION TEST DATA
(Blows/ft) LL
m
10 30 50 7090
ESP
10
12
14
26
17

PROJECT:
PROJECT No.:
HP38.300
LOGGED BY:
Daniel Harborth
DATE DRILLED:
02/03/20
:F0
5
10
15
20
25
30
Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
ELEVATION: DRILLING METHOD:
Existing Ground Surface Hollow Stem Auger
BORING DEPTH: DRILL RIG:
15.0 Feet Deidrich D50
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
SOIL DESCRIPTION
CLAY, slightly micaceous
SILT, slightly micaceous, with manganese stains, and rock
fragments
Borina was terminated at 15.0 feet. Cave-in deoth3t8.4 fe
DRAFT TEST BORING RECORD
B-12
AUGER I.D.: DRILLING COMPANY:
2.25 in Patriot Drilling
NOTES
w
ww a >�
Q w J
< w
-5.0
HC 4
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.
-10.0
-20.0
-25.0
-30.0
STANDARD PENETRATION TEST DATA
(Blows/ft) LL
m
10 30 50 7090
ESP
13
11
10
10
IF-M

PROJECT:
PROJECT No.:
HP38.300
LOGGED BY:
Daniel Harborth
DATE DRILLED:
02/03/20
:F0
stains
5
10
15
20
25
30
Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
ELEVATION: DRILLING METHOD:
Existing Ground Surface Hollow Stem Auger
BORING DEPTH: DRILL RIG:
15.0 Feet Deidrich D50
WATER LEVEL:
Sz Dry @ TOB s Dry @ 2 days
SOIL DESCRIPTION
DRAFT TEST BORING RECORD
B-13
AUGER I.D.: DRILLING COMPANY:
2.25 in Patriot Drilling
NOTES
w
ww a >�
�> w
�w
J
Q
wV
with manganese
-5.0
-10.0
HC
-15.0
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.
-20.0
-25.0
-30.0
STANDARD PENETRATION TEST DATA
(Blows/ft) LL
m
10 30 50 7090
ESP
11
10
12
13
I19M

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B-14
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
2.25 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Daniel Harborth
BORING DEPTH:
25.0 Feet
DRILL RIG:
Deidrich D50
NOTES:
DATE DRILLED:
02/03/20
WATER LEVEL:
Sz 3.3 feet @ TOB s 3.0 feet @ 2 days
L
= c7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
Lu ^
L
STANDARD PENETRATION TEST DATA
(Blows/ft)LL
a
m
10 30 50 7090
5
10
15
20
25
30
Topsoil
111, HC
-5.0
-10.0
-15.0-
-20.0
-25.0
-30.0
10
10
6
3
2
3
4
RESIDUUM: Stiff Tan and Reddish Brown High Plasticity CLAY
with sand
RESIDUUM: Firm To Soft Orangeish Brown and Tan Sandy SILT,
with manganese stains
RESIDUUM: Very Soft To Soft Orangeish Tan with Gray San
SILT, with manganese stains
Boringwas terminated at 25.0 feet. ave-in depth at 16.0 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT:
PROJECT No.:
HP38.300
LOGGED BY:
Daniel Harborth
DATE DRILLED:
02/03/20
:F0
Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
ELEVATION: DRILLING METHOD:
Existing Ground Surface Hollow Stem Auger
BORING DEPTH: DRILL RIG:
15.0 Feet Deidrich D50
WATER LEVEL:
Sz Dry @ TOB s Dry @ 2 days
SOIL DESCRIPTION
ray
manganese stains
5
RESIDUUM: Firm Orangeish Tan and Gray Sandy SILT, with
manganese stains
10
15
20
25
30
DRAFT TEST BORING RECORD
B-15
AUGER I.D.: DRILLING COMPANY:
2.25 in Patriot Drilling
NOTES
w
ww a >�
Q w J
< w
-5.0
HC -10.0
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.
-20.0
-25.0
-30.0
STANDARD PENETRATION TEST DATA
(Blows/ft) LL
m
10 30 50 7090
ESP
9
7
8
8
8

PROJECT:
PROJECT No.:
HP38.300
LOGGED BY:
Daniel Harborth
DATE DRILLED:
02/03/20
:F0
5
10
15
20
25
30
Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
ELEVATION: DRILLING METHOD:
Existing Ground Surface Hollow Stem Auger
BORING DEPTH: DRILL RIG:
15.0 Feet Deidrich D50
WATER LEVEL:
Sz Dry @ TOB s Dry @ 2 days
SOIL DESCRIPTION
RESIDUUM: Very StiffTo Firm Reddish Brown and Tan Sandy
SILT, with manganese stains
DRAFT TEST BORING RECORD
B-16
AUGER I.D.: DRILLING COMPANY:
2.25 in Patriot Drilling
NOTES
w
ww a >�
Q w J
< w
-5.0
HC -10.0
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.
-20.0
-25.0
-30.0
STANDARD PENETRATION TEST DATA
(Blows/ft) LL
m
10 30 50 7090
ESP
16
21
19
11
7

PROJECT: Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
DRAFT TEST BORING RECORD
B_1 7
PROJECT No.:
HP38.300
ELEVATION:
Existing Ground Surface
DRILLING METHOD:
Hollow Stem Auger
AUGER I.D.:
6.00 in
DRILLING COMPANY:
Patriot Drilling
LOGGED BY:
Daniel Harborth
BORING DEPTH:
15.0 Feet
DRILL RIG:
Deidrich D50
NOTES:
Temporary monitoring well with looking cap was installed
DATE DRILLED:
02/04/20
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
I—=
L
c7
a O
ry J
(D
SOIL DESCRIPTION
w w
>
Lu J
Q
U)
> ^
Lu
L
STANDARD PENETRATION TEST DATA
(Blows/ft)
L
a
m
10 30 50 7090
5
10
15
20
25
30
To soil/Grassmat
-5.0
-10.0
-15.0
-20.0
-25.0
-30.0
16
17
15
16
23
RESIDUUM: Very Stiff Reddish Brown Sandy SILT
RESIDUUM: Very Stiff Orangeish Brown Sandy SILT
RESIDUUM: Stiff Orangeish Tan and Gray Sandy SILT
RESIDUUM: Very Stiff Reddish Brown with Tan Sandy SILT, with
manganese stains
RESIDUUM: Very Stiff Gray with Orangeish Tan Sandy SILT, with
manganese stains
Boringwas terminated at 15.0 feet.
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR ESP
DETERMINATION OF DISTANCES OR QUANTITIES.

PROJECT:
PROJECT No.:
HP38.300
LOGGED BY:
Daniel Harborth
DATE DRILLED:
02/04/20
:F0
5
10
15
20
25
30
Waxhaw Force Main and Pumping Station
Waxhaw, North Carolina
ELEVATION: DRILLING METHOD:
Existing Ground Surface Hollow Stem Auger
BORING DEPTH: DRILL RIG:
15.0 Feet Deidrich D50
WATER LEVEL:
Sz Dry @ TOB s Dry @ 1 days
SOIL DESCRIPTION
CLAY, with manganese stains
RESIDUUM: Stiff Orangeish Brown and Gray Sandy SILT, with
manganese stains
RESIDUUM: Medium Stiff Orangeish Brown and Tan Sandy SILT,
with manganese stains
manganese stains
DRAFT TEST BORING RECORD
B-18
AUGER I.D.: DRILLING COMPANY:
2.25 in Patriot Drilling
NOTES
w
ww a >�
Q w J
< w
-5.0
HC -10.0
Page 1 of 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE SOIL
TYPES ENCOUNTEREDAT THE BOREHOLE LOCATIONS. DO NOT USE DEPTH MEASUREMENTS FOR
DETERMINATION OF DISTANCES OR QUANTITIES.
-20.0
-25.0
-30.0
STANDARD PENETRATION TEST DATA
(Blows/ft) LL
m
10 30 50 7090
ESP
7
13
11
16
17

TABLE 1 - SUMMARY OF LABORATORY TESTING
Boring
No.
Sample
Depth
(Ft)
Sample
Type
USCS
Classification
Natural
Moisture
Content
(°/a)
% Finer
No.200
Atterberg
Limits
Proctor Data
LL
PI
Marc. Dry
Density
(pefl
Opt. Moisture
Content
(D/.)
B-1
1-2
BAG
CL
27.0
80.0
49
26
103.3
21.7
B-2
3.5-5
SS
---
38.5
97.1
53
31
B-3
4-6
LTD
MH
34.6
92.8
61
24
B-4
1- 2.5
SS
---
18.5
B-4
6-7.5
SS
---
10.7
B-5
3.5 - 5
SS
---
27.5
B-5
8.5 -10
SS
---
9.0
B-6
3.5 - 5
SS
---
24.5
B-6
8.5 -10
SS
---
13.4
B-7
1-2.5
SS
---
,20.6
B-7
8.5 -10
SS
MI,
1
79
28
6
B-10
3.5-5
SS
9
80
49
26
B-10
8.5 -10
SS
---
8.3
B-11
1-2.5
SS
---
29.5
B-11
8.5 -10
SS
low22.8
B-12
1-2.5
SS
---
28.2
B-12
6-7.5
S
---
28.8
B-13
1-2.5
SS
20.8
B-13
6-7.5
SS
CL
27.8
92.9
49
26
B-14
0-10
BAG
CH
---
83.7
55
28
101.6
21.6
B-14
1-2.5
SS
---
22.6
B-14
6-7.5
SS
---
43.7
B-15
3.5 - 5
SS
---
40.6
B-15
8.5 - 10
SS
---
39.5
B-16
1-2.5
SS
---
28.8
B-16
6-7.5
SS
CH
33.5
98.6
67
37
Note: SS - Split Spoon Sample (ASTM D-1586)
UD - Undisturbed Sample (ASTM D-1587)
BAG- Bulk Sample

TABLE 1 CONT' D - SUMMARY OF LABORATORY TESTING
Boring
Sample
Sample
USCS
Natural
% Finer
Atterberg
Proctor Data
No.
Depth
Type
Classification
Moisture
No.200
Limits
(Ft)
Content
(°/a)
LL
PI
Marc. Dry
Opt. Moisture
Density
Content
(pcfl
(%)
B-17
1 —2.5
SS
---
28.2
B-17
6 — 7.5
SS
---
22.2
B-18
3.5 — 5
SS
---
22.0
B-18
8.5 —10
SS
13.8
Note: SS = Split Spoon Sample (ASTM D-1586)
UD = Undisturbed Sample (ASTM D-1587)
BAG = Bulk Sample

135.0
130.0
125.0
120.0
115.0
100.0
95.0
90.0
85.0
80.0
75.0
0
Sample Type: BILK
Location: B-14
Depth : 0 - 10 ft
Remarks:
}---- }---------- F----
---- }---- }____�___ F____
___�__ _�---- F____}----
---- I_ ---- F____}---- }----
_____F____}____}____}_____
Zero Air Void Curves for GS = 2.6 - 2.8
____F____}_- }____
_- .__F____
_
____}- ._F---- }--- _
}---- }---- i----- F----
---- }---- }---- t---- F____
__ �____ I ____F_ __}____
________
__________
________
____ ____
---- }---- I ---- - ---- }----
____
}---- }---- ____
____ ____
____
----
}---- }----------
F____}____ _____
________
____ ____
---- }---- I_ --- - ---- }----
---- }---- - ---- F____}----
}---- ---------
____
____ }___
1
____�_}----------
}____}____i_____
L
____}____i____t____
---- }---- }---- i----- F----
---- }---- i---- t---- }----
---- }---- t---- }----
}---- }---- t---- F----
---- }---- t---- F____}----
---- i----- }---- }----
_____F_ _}____--_ ___
____F__---- -----
---- }---- }---- I_ ---- F----
---- }---- I ---- - ---- }----
---- }---- - ---- F____}____
}---- }---- i----- F----
---- }---- }---- t---- F----
---- }---- t---- F____}---------
i_____F____}____}_ _
_____F____}____}____�
____ ___}_ __.____.____
____}____}____�_____F____
---- }---- I --------- }----
---- }---- t---- F____}____
____
__________
____F____ _ ___- __
__ }____}____I ----- F----
---- i---- t---- }----
---- }---- t---- }____
7 ------------- r ----
---- T ---------- T ----- r ----
i---- t ----- L ----
r----
}---- }---- t---- F----
---------- T ----- r T ----
---- i ---- t ----- L I -----
---- ---- ---- ---- ----
---- }---- t---- }----
---------- ----------
---- i ----- L ---- I -----------
---- i----- }---- }----------
----------
L ---- 1 ---- i ----------
}____}____}_____
---------- T ---------
L ---- i ---- i ---- - ---------
____}____}____t____
7 -------------
----------
--------
---- }---- }---- i_____F____
-- - -- N
---- ----
----
___�_ _}____
---- i ---- - ---- L ---- i----
___}_ _t____}____
}---- _____F____
}---- }---- t---- F____
}---- t---- }----
---- i----- }---- }----
__________
____F____}____�____�____
____}____}____�_____F____
____}____�____�____}____
---- }--------- F__
10 15 20 25 30 35 40 45
Water Content, %
A Description: Reddish Brown to Orangish Brown Fat Clay with Sand CH Sample No. S-1 B-14
ethod: ASTM D698 method A Maximum Dry Unit Weight: 101.6 Ib/ft' Plasticity Index: 28
received water content: % Optimum Water Content: 21.6 % Liquid Limit: 55
Plastic Limit: 27
Percent Fines: 83.7 %
7144 Weddington Rd NW STANDARD MOISTURE - DENSITY RELATIONSHIP
Address: Suite
Concord, NCC 28024 Project: Waxhaw Force Main and Pumping Station
ESP Telephone: [phone] Number: HP38.300
1Lab Technician: rbarnette Pro'ect Manager: Dharborth
5
The test results shown are specific to the specimen/sample numbers tested, as noted above.
This report shall not be reproduced, except in full, without the prior written approval of ESP Associates, Inc.
1 of 1

135.0
130.0
125.0
120.0
115.0
100.0
95.0
90.0
85.0
80.0
75.0
0
Sample Type: B
Location: B-1
Depth : 1 - 2 ft
Remarks:
}---- }---------- F----
---- }---- }____�___ F____
___�__ _�---- F____}----
---- I_ ---- F____}---- }----
_____F____}____}____}_____
Zero Air Void Curves for GS = 2.6 - 2.8
____F____}_- }____
_- .__F____
_
____}- ._F---- }--- _
}---- }---- i----- F----
---- }---- }---- t---- F____
__ �____ I ____F_ __}____
________
__________
________
____ ____
---- }---- I ---- - ---- }----
____
}---- }---- ____
____ ____
____
----
}---- }----------
F____}____ _____
________
____ ____
---- }---- I_ --- - ---- }----
---- }---- - ---- F____}----
}---- ---------
____
____ }___
1
____�_}----------
}____}____i_____
L
____}____i____t____
---- }---- }---- i----- F----
---- }---- i---- t---- }----
---- }---- t---- }----
}---- }---- t---- F----
---- }---- t---- F____}----
---- i----- F____}---- }----------
F_ _}____'____�_ ___
____F____}____�____-____
---- }---- }---- I_ ---- F----
---- }---- I ---- - ---- }----
---- }---- - ---- F____}____
}---- i----- F----
---- }---- }---- t---- F----
____}____
I T
___}____}____
_____F____}____}____}__ _
__ ___}_ __}--------------
}____}____i_____F____
---- }---- i---- t---- }----
---- }---- t---- F____}____
____
__________
____F____}____'____� __
__ }---- }____1_____F----
____}____�____�____}____
____
}---- }---- i----------
F____}____i____t____
---- }---- }---- i----- F----
_\--__
___}_ _�____F____}____
10 15 20 25 30 35 40 45
Water Content, %
A Description: Reddish Brown Lean Clay w/Sand (CL) Sample No. S-2 B-1
ethod: ASTM D698 method A Maximum Dry Unit Weight: 103.3 Ib/ft' Plasticity Index: 26
received water content: % Optimum Water Content: 21.7 % Liquid Limit: 49
Plastic Limit: 23
Percent Fines: 80.0 %
7144 Weddington Rd NW STANDARD MOISTURE - DENSITY RELATIONSHIP
Address: Suite
Concord, NCC 28024 Project: Waxhaw Force Main and Pumping Station
ESP Telephone: [phone] Number: HP38.300
1Lab Technician: rbarnette Pro'ect Manager: Dharborth
5
The test results shown are specific to the specimen/sample numbers tested, as noted above.
This report shall not be reproduced, except in full, without the prior written approval of ESP Associates, Inc.
1 of 1

Raleigh
2200 Gateway Centre Blvd.
Suite 216
Morrisville, NC 27560
919.678.1070
Columbia
2711 Alpine Rd.
Suite 200
Columbia, SC 29223
803.705.2229
#)ESP
ESP Corporate Office
3475 Lakemont Blvd.
Fort Mill, SC 29708
803.802.2440
ailing
PO 17030
Charlotte, NC 28241
Greensboro
Concord
7011 Albert Pick Rd.
7144 Weddington Rd., NW
Suite E
Suite 110
eensboro, NC 27409
Concord, NC 28027
336.334.7724
704.793.9855
Charleston
Wilmington
2154`North Center St.
211 Racine Dr.
Suite E-503
Suite 101
North Charleston, SC 29406
Wilmington, NC 28403
843.714.2040
910.313.6648
Lake Norman
20484 Chartwell Center Dr.
Suite D
Cornelius, NC 28031
704.990.9428
Indianapolis
8673 Bash St.
Indianapolis, IN 46256
317.5376979
Bradenton Nashville Pittsburgh
518 13'h Street West 500 Wilson Pike Cir. One Williamsburg PI.
Bradenton, FL 34205 Suite 310 Suite G-5, Box 13
941.345.5451 Brentwood, TN 37024 Warrendale, PA 15086
615.760.8300 878.332.2163
800.960.7317
www.espassociates.com