20110089 Ver 1_Complete File_20120912

FILE
- NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Waklid, P.E. Dee Freeman
Governor Director Secretary
September 13, 2012
DWQ Project No. 11 -0089
Lincoln County
Mr. Pete Oakes
Hydac Technology Corporation
P.O Box 22050
Lehigh Valley, PA 18002
Subject: Hydac Technology Corporation
STORMWATER MANAGEMENT PLAN APPROVAL
Dear Mr. Oakes:
On April 5, 2011, the NC Division of Water Quality (DWQ) issued a 401 Water Quality
Certification (WQC) Numbers 3821 to Airlie Industrial Park (Phase II) to impact 149 linear feet
(If) of unnamed stream to Forney Creek in Lincoln County for the construction of the subject
project. Hydac Technology Corporation was required to develop a stormwater management
plan since it is developing a parcel in Airlie Industrial Park (Phase II).
In order to meet the above certifications' conditions, a stormwater management plan
(SMP), was received by the DWQ on June 28, 2012. Additional stormwater information was
received as requested by the DWQ on September 11, 2012. The SMP plan has been
reviewed and satisfies the stormwater management conditions of the 401 Water Quality
Certification. This approval requires you to follow the conditions listed in the General Water
Quality Certification for the project and the following additional conditions listed below.
The SMP approved by the DWQ including a Sand Filter, all associated stormwater
conveyances, all inlet and outlet structures, and the grading and drainage patterns must
be maintained in perpetuity. No changes to the structural stormwater plan shall be
made without written authorization from the DWQ. The stormwater management
structures shall have maintenance access and at least 10 -foot drainage easement on
each side to allow for the ability to maintain the structures and to perform corrective
actions. The stormwater easements shall be deed recorded to provide protection of the
structures from potential alterations by future property owners.
2. Operation and Maintenance of BMP: Maintenance activities for the proposed SMP
listed in No.1 above shall be performed in accordance with the notarized operation and
maintenance (O &M) agreements signed by Mr. Thomas Thielen on September 5, 2012.
__ -- —The Q &M .,agreQrx!ent_musLtransfer with the sale of theJand! or tr�knsfPr_nf_ ._
Mooresville Regional Office One
Location 610 East Center Avenue, Suite 301, Mooresville, NC 28115 NofthCarolina
Phone- (704) 663- 1699\Fax [phone] �%,latllra!!l�
Internet http //ncwaterquality org
An Fnual Onnnrtunity /Affirmative Action Emolover

Mr. Oakes
Page 2 ;
September 13, 2012 .
t Y
ownership /responsibility for the BMP facility. The DWQ must be notified promptly of any
transfer.
Thank you for your attention to this matter. If you have any questions, please contact
Mr. Samar Bou- Ghazale at 704 - 235 -2199.
Sincerely,
-�-& 15
Robert B. Krebs
Regional Supervisor
Surface Water protection
Cc: USACE, Asheville Regulatory Field Office
MRO, Land Quality
Ben Lanzillotta, PE, SC Hondros & Associates
Randy Hawkins, Zoning Administrator - Lincoln County Building &Land Development
File Copy

RECEIVED
DIVISION OF WATER QUALITY
SEP 11 2012
SWP SEG I rON
September 11, 2012 MOORESVILLE REGIONAL OFFICE
Mr. Samar Bou - Ghazale
www.schondms.com North Carolina Department of Environment & Natural Resources
SC NONDROS Water Quality Regional Office
610 East Center Avenue, Suite 301
D' ASSOMM, INC. Mooresville, NC 28115
PU Ml G Dear Mr. Bou - Ghazale:
DESI I
0118TRUCTDIN Subject: Hvdac Technoloav Corporation
Lincoln County — BMP Maintenance Aareement
Enclosed please find the following documents for the above referenced project:
• Signed BMP (Sand Filter) Maintenance Agreement
• Sand Filter Supplement Form
• Preliminary Geotechnical Report
Upon approval, please forward a copy of your approval letter to:
Mr. Randy Hawkins
Zoning Administrator
Lincoln County Building and Land Development
302 North Academy Street
Lincolnton, NC 28092
Lincoln County will not issue the building permit for the shell building before they receive
your approval letter. If you have any other questions or if any additional information is
needed, please feel free to contact this office.
Sincerely yours,
S. C. HONDROS & ASSOCIATES, INC.
itiV� /ec .i
Walter A. McNeil
Pre - Construction Manager
cc: Al Broome, PE, PLS, Design Manager, S. C. Hondros & Associates, Inc.
Ben Lanzillotta, Civil Engineer, S. C. Hondros & Associates, Inc.
Terry Cloer, Senior Project Manager, S. C. Hondros & Associates, Inc.
Michael Peacock, General Superintendent, S. C. Hondros & Associates, Inc.
Randy Hawkins, Zoning Administrator, Lincoln County Building and Land Development
file /acct.
encl.
H \Current Contracts\12 -04 HYDAC\Permts & Utilities \Land Development\Gradmg Permt Application NCDE &NR -LOD LT3 doc
PD IOx 220456
CHARLOTTE, NC 28222 -M
(704) 877,4814
FAX [phone]

SEP 11 2012
SWP SECToON Permit Number:
MOORESVILLE REGIONAL OFFICE (to be provided by DWQ)
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
Form SW401 -Sand Filter O &M -Rev.4 2009Septl7 Page 1 of 3
Entire BMP Trash debris is present.
Remove the trash/ debris.
Adjacent pavement (if y
applicable)
Sediment is present on the
pavement surface.
Sweep or vacuum the sediment as soon as
possible.
Perimeter of sand filter
Areas of bare soil and/or erosive
Regrade the soil if necessary to remove the
gullies have formed.
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one -time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
hei ht.
Flow diversion structure
The structure is clogged.
Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if
dams a is too large for repair.
Forebay or pretreatment area
Sediment has accumulated to a
depth of greater than six inches.
Search for the source of the sediment and
remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401 -Sand Filter O &M -Rev.4 2009Septl7 Page 1 of 3

Form SW401 -Sand Filter O &M -Rev.4 2009Sept17 Page 2 of 3
Filter bed and underdrain
Wafter is ponding on the surface for
Check to see if the collector system is
collection system
more than 24 hours after a storm.
clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
have occurred at the outlet.
Contact the NC Division of Water Quality
1 401 Oversight Unit at 919- 733 -1786.
Form SW401 -Sand Filter O &M -Rev.4 2009Sept17 Page 2 of 3

• .
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name: HYDAC Technology Corporation
BMP drainage area number: One (South)
Print name
Title: J)/ t// S/OJ A4 4Af,4&`
Phone:
Signature:
91
IONUII.ea Mw
�,Pi yE
olw
o�_
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I,
a Notary Public for the State of
.9 do hereby certify that
ersonally appeared before me this _VThday of
the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401 -Sand Filter O&M -Rev.4 2009Septl7
Page 3 of 3

PO
A�
NCDENR
Ulvl.�.'..a, — ... -
Permit Number
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the I &M Agreement (Section IV)
I. PROJECT INFORMATION
Project name Hydac
Contact name At Broome
Phone number 704 - 3774614
Date
Drainage area number
September 6, 2012
"1
o�oF wn rF9oG
y r
O Y
1t DESIGN INFORMATION
'in
Site Characteristics
'In/hr
Drainage area (AD)
4.32 f? OK
Impervious area
3.37 fe
% Impervious (IA)
78.0%%
Design rainfall depth (RD)
1.00 in
Peak Flow Calculations
1 -yr, 24-hr runoff depth
1 -yr, 24 -hr intensity
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24-hr runoff
Pre/Post 1 -yr, 24-hr peak control
Storage Volume
Design volume (WQV)
Adjusted water quality volume (WQVM)
Volume contained in the sedimentation basin and on top of the sand filter
Top of sand filter /grate elevation
Weir elevation (between chambers)
Maximum head on the sedimentation basin and sand filter (hm Fm ,)
Average head on the sedimentation basin and sand filter (h,
Runoff Coefficient (Rv)
Type of Sand Fitter
Open sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (ds„wr)
Closed /pre -cast sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsHw)
If this is a closed, underground closed sand filter The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dsp.)
-2.86
'in
4.58
'In/hr
5.94
ft3 /sec
17.81
ft3 /sec
11.87
ft3/sec
11,795.00 ft3
8,846.25 ft3
8,931.00 ft3
782.2 ft amsl
785.2 ft amsl
3.00 ft
1.50 ft
0.75 (unitless)
Y YorN
742.00 ft amsl
784.20 ft amsl
35.00
N YorN
ft amsl
ft amsl
OK
OK
OK
Form SW401 -Sand Filter -Rev 5 2009Sept17 Parts I and II Project Design Summary, Page 1 of 2

Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin /chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed /drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharget lowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off -line flow - splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chambedforebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
Permit Number
(to be provided by DWQ)
778.00 ft'
Un. mCd1b unnnnunl, UUL 111dy IICGU W UV 1111ACdbCU W
OK
......•..... •• ... ...........� ....I.....:i ....... ....�... C•.........
2.15 It
OK
1,104.00
U1\. IVICCIb 1111111111UI11, UUt 111dy IICCU lU Ut7 111UCdbt-U lU
ft'
782.20 ft amsl
780.70 ft amsl
YorN
1.50 ft
Y
3.50 (ft/day)
OK
6.00 in
YorN
0.82 ft3 /sec
Y
40.00 hours
OK. Submit drainage calculations.
1.67 days
Y
YorN
OK
�Y
Y or N
OK
YorN
It
Y
YorN
OK
Y
YorN
OK
Y
YorN
OK
Y
YorN
OK
Y YorN OK
48.00 ft OK
1.50 ft OK
Form SW401 -Sand Filter -Rev 5 200gSept17 Parts I and 11 Protect Design Summary, Page 2 of 2

Permit No
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
ILL �y
1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
ST-5
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
�L S
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
%ud ,.d
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
lAe/uded 5. Supporting calculations (including drainage calculations)
�cLsaA -*' 6. Signed and notarized operation and maintenance (0 &M) agreement
7. A copy of the deed restrictions (if required).
Form SW401 -Sand Filter -Rev 5 2009Sept17 Part III, Page 1 of 1

PRELIMINARY GEOTECHNICAL
ENGINEERING REPORT
PROPOSED INDUSTRIAL PARK
LINCOLN COUNTY, NORTH CAROLINA
S &ME Project No. 1351 -11 -041
Prepared For:
Lincoln Economic Development Association
502 East Main Street
Lincolnton, North Carolina 28092
Prepared By:
*S&ME
S &ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 2827'
29, 2011
RECEIVED
DIVISION OF WATER QUALITY
SEP 11 2012
SWP SECTION
MOORESVILLE REGIONAL OFFICE

t•
April 29, 2011
Lincoln Economic Development Association
502 East Main Street
Lincolnton, North Carolina 28092
Attention: . Mr. Barry Matherly, CEcD
Reference: Preliminary Geotechnical Engineering Report
Proposed HYDAC Building
Lincoln County, North Carolina
S &ME Project No. 1351 -11 -041
NC PE Firm License No: F -0176
Dear Mr. Matherly:
S &ME, Inc. is pleased to submit this preliminary geotechnical engineering report for the
proposed manufacturing building to be constructed in the Airlie Business Park in Lincoln
County, North Carolina. This exploration was performed in general accordance with our
"Revised Proposal for Preliminary Geotechnical Exploration, S &ME Proposal No. 1351-
24045 -11 rev" dated April 4, 2011.
The purpose of the preliminary geotechnical study was to determine the general
subsurface conditions at the site and to evaluate those conditions with regard to the
proposed site development. This report presents our findings together with our
preliminary conclusions and recommendations for construction considerations and site
development for the proposed building.
SWE, INC / 9751 Southem Pine Blvd / Charlotte, NC / p 704 523 4726 / f 704 525 3953 / www smemc oom

Report of Preliminary Subsurface Exploration SBME Project No. 1351-11-041
Proposed HYDAC Buildino — Lincoln Counter North CaroCna April 29 2011
S &ME, Inc. appreciates the opportunity to assist you during this phase of the project. If
you should have any questions concerning this report or if we may be of further
assistance, please contact us.
Very truly yours,
S &ME, Inc.
Project Engineer
N.C. Reeistratior
Kristen H. Hill, P.E., P.G.
Senior Engineer
S.%13511PROJECT12011111 -041 to 060111-
041 HYDAC Prelan Aidle Business Parkl
1351 - 11-041 HYDAC parcel Preliminary
Geotechnical Report.doc

TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................. ..............................1
1.1
PURPOSE AND S COPE ....................................................................................... ..............................1
2.0 EXPLORATION PROCEDURES .................................................................. ..............................1
2.1
FIELD TESTING ................................................................................................ ..............................1
2.2
LABORATORY TESTING ................................................................................... ..............................2
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS ............................ ..............................2
3.1
PHYSIOGRAPHY AND AREA GEOLOGY ............................................................ ..............................2
3.2
SUBSURFACE CONDITIONS .............................................................................. ..............................3
4.0 CONCLUSIONS AND RECOMMENDATIONS ........................................» ..............................4
4.1
EA RTHwoRK ................................................................................................... ..............................4
41.1
Excavations and Partially Weathered Rock .. .......................... ............................... 4
4.1.2
Soil Heave in Deep Cuts ...... ........... ...................... ............ ............................... S
41.3
Re -Use of On -site Soils as Structural Fill . ............................... . ..............................5
414
Moisture Sensitive Soils....... ....... S
41.5
Fill Material and Placement ................ ............................................. ............................... S
4.2
SEISMIC DESIGN PARAMETERS ........................................................................ ..............................6
4.3
FOUNDATION SUPPORT ................................................................................... ..............................6
4.4
FLOOR SLABS .................................................................................................. ..............................6
4.5
PAVEMENTS .................................................................................................... ..............................6
4.6
FINAL GEOTECHmcAL EXPLORATION ............................................................. ..............................7
5.0 LIMITATIONS ................................................................................................. ..............................7
APPENDIX I
Site Vicinity Map, Figure 1
Boring Location Plan, Figure 2
Legend to Soil Classification and Symbols
Boring Logs: B -1, B -2 and B -3; B -9 and B -10 (From previous report)

Report of Preliminary Subsurface Exploration SWE Project No 1351 -11 -041
Proposed Industrial Park, Lincoln County, North Carolina Apnl 29 2011
1.0 INTRODUCTION
Project information is based on telephone conversations between you and Ms. Erin Farris
and follow up a -mails that included a "Master Plan (December 2010)" of Airlie Business
Park prepared by McGill Associates as well as the proposed development plans for the
initial 12 -acre parcel of the park. The entire park will encompass approximately 225
acres and would most likely be developed in 9 to 10 separate parcels. The northern 56
acres have been timbered and construction of the main roadway servicing the business
park is underway. S &ME previously prepared a "Preliminary Geotechnical Engineering
Report" for the park in August of 2006. Information from that report is used in this
report as a supplement.
The preliminary plans provided by Mr. Matherly indicate that the company HYDAC
plans to construct a new 60,000 sq -ft manufacturing center on the northern most parcel
with the potential to expand to an additional 60,000 sq -ft. some time in the future. Plans
are preliminary and no site grading or structural information about the building has been
provided to us at this time. Site topography obtained from the Lincoln County GIS
website indicates that topography ranged from a high of 815 feet (MSL) near the south
end of the property to a low of around 730 feet (MSL) near the north end.
1.1 Purpose and Scope
The purpose of this geotechnical study was to explore the subsurface conditions at the
site and develop preliminary geotechnical recommendations for the design and
construction of the project.
2.0 EXPLORATION PROCEDURES
2.1 Field Testing
Three soil test borings were performed to explore the subsurface conditions within the
proposed building area. The borings were extended to depths ranging from 19.4 to 24.5
feet below the existing ground surface at the locations shown on the attached Boring
Location Plan, Figure 1. Borings B -9 and B -10 from the previous exploration are also
included on the location plan.
The borings were performed using a Diedrich D -50 drilling rig mounted on an ATV
carrier. Each of the borings was advanced into the ground using hollow -stem, continuous
flight augers. Standard Penetration Tests (SPT tests) were performed at designated
intervals in the soil test borings in general accordance with ASTM D 1586 to provide an
index for estimating soil strength to retrieve soil samples for classification and lab
testing. The drill rig used on the site was equipped with a hydraulic automatic hammer
(Autohammer) rather than the traditional rope, cathead and safety hammer.
Water level measurements were attempted at drilling termination and the borings were
backfilled with soil cuttings upon completion.

Report of Preliminary Subsurface Exploration SWE Project No 1351- 11-041
Proposed HYDAC Building — Lincoln County. North Carolina April 29, 2011
2.2 Laboratory Testing
Once the samples were received in our laboratory, a geotechnical staff professional
visually examined each soil sample to estimate the distribution of grain sizes, plasticity,
organic content, color, presence of lenses and seams and apparent geological origin. The
soils were classified in general accordance with the Unified Soil Classification System.
The results of the classifications, as well as the field test results, are presented on the
individual boring logs included in the Appendix. Similar materials were grouped into
strata on the logs. The strata contact lines represent approximate boundaries between the
soil and rock types; the actual transition between the material types in the field may be
gradual in both the horizontal and vertical directions.
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1 Physiography and Area Geology
The site is located in the Charlotte Belt of the Piedmont Physiographic Province of North
Carolina as shown in the figure below. The Piedmont Province generally consists of
well- rounded hills and ridges, which are dissected by a well- developed system of draws
and streams. The Piedmont Province is predominantly underlain by metamorphic rock
(formed by heat, pressure and/or chemical action) and igneous rock (formed directly from
molten material), which were initially formed during the Precambrian and Paleozoic eras.
The volcanic and sedimentary rocks deposited in the Piedmont Province during the
Precambrian eras were the host for the metamorphism and were changed to gneiss and
schist. The more recent Paleozoic era had periods of igneous emplacement, with at least
several episodes of regional metamorphism resulting in the majority of the rock types
seen today.
General Geoloeic Provinces and Belts of North Carolina
TrWde ewe
-Rla�ftd
N -.
TrW.k
8-h.
The topography and relief of the Piedmont Province have developed from differential
weathering of the igneous and metamorphic rock. Because of the continued chemical
and physical weathering, the rocks in the Piedmont Province are now generally covered
with a mantle of soil that has weathered in place from the parent bedrock. These soils
have variable thicknesses and are referred to as residuum or residual soils. The residuum
is typically finer grained and has higher clay content near the surface because of the
2

Report of Preliminary Subsurface Exploration SWE Project No. 1351 -11 -041
Pr000sed HYDAC Building — Lincoln County, North Carolina April 29.2011
advanced weathering. Similarly, the soils typically become coarser grained with
increasing depth because of decreased weathering. As the degree of weathering
decreases, the residual soils generally retain the overall appearance, texture, gradation
and foliations of the parent rock.
The boundary between soil and rock in the Piedmont is not sharply defined. A
transitional zone termed "partially weathered rock" is normally found overlying the
parent bedrock. Partially weathered rock (PWR) is defined for engineering purposes as
residual material with Standard Penetration Resistances (N- values) exceeding 100 blows
per foot. The transition between hard/dense residual soils and partially weathered rock
occurs at irregular depths due to variations in degree of weathering. A depiction of
typical weathering profiles in the Piedmont Province is presented in the following figure.
raw
owae �wa�
1m •v�.d�ewe�.l,�.iA��sdw�deR,1Np
Groundwater is typically present in the residual soils and within fractures in the partially
weathered rock or underlying bedrock in the Piedmont. On upland ridges in the
Piedmont, groundwater may or may not be present in the residual soils above the
partially weathered rock and bedrock. Alluvial soils in floodplains are generally
saturated to within a few feet of the ground surface. Fluctuations in groundwater levels
are typical in residual soils and partially weathered rock in the Piedmont, depending on
variations in precipitation, evaporation, and surface water runoff. Seasonal high
groundwater levels are expected to occur during or just after the typically wetter months
of the year (November through April).
3.2 Subsurface Conditions
Surface Materials: The parcel has already been timbered and it appears that a majority
of the topsoil was removed in this process. Typically, we would anticipate a topsoil and
rootmat depth of 12 to 18 inches for similar wooded sites.
Residual Soil: Residual soils were encountered at the surface of the borings. The
residual soils consisted of sandy silt (ML) and silty sand (SM) materials. The residual
soils have formed from the in -place weathering of the underlying parent bedrock.
Standard Penetration Resistances in the residual soils ranged from 8 to 63 blows per foot.
Partially Weathered Rock: Partially weathered rock (PWR) was encountered in Boring
B -1 and B -3 at depths of 18 and 22 feet below the existing ground surface. Partially

Report of Preliminary Subsurface Exploration SWE Project No 1351 -11 -041
Proposed HYDAC Building — Lincoln County, North Carolina April 29. 2011
weathered rock is defined as residual soils exhibiting N- values in excess of 100 bpf.
When sampled, the PWR generally broke down into brown tan silty fine sand. The
borings were terminated in the PWR.
Water Levels: Groundwater level measurements were attempted in the borings at the
completion of drilling and all of the borings were dry at this time. Water levels tend to
fluctuate with seasonal and climatic variations, as well as with some types of construction
operations. Therefore, groundwater may be encountered during construction at depths
not indicated by the borings.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 Earthwork
4.1.1 Excavations and Partially Weathered Rock
Based on the subsurface information obtained, PWR was encountered at depths ranging
from 18 to 22 feet below the existing ground surface in Borings B -2 and B -3. We
anticipate 10 to 15 feet of cut or fill during site grading based on the surrounding site
topography. Based on the results of the soil test borings we anticipate that Partially
Weathered Rock (PWR) or parent rock may be encountered during site grading and may
be encountered in deeper utility excavations.
Our experience in this geological area indicates that the upper 2 to 3 feet of PWR can
generally be excavated using pans and scrapers by first loosening with a single tooth
ripper attached to a suitable sized dozer, such as a Caterpillar D -8 or D -9 or with a larger
trackhoe (Caterpillar C320) equipped with a rock bucket. On earthwork projects
requiring ripping, a controversy sometimes develops as to whether the materials can be
removed by ripping or whether blasting is required. It should be noted that ripping is
dependant on the equipment and techniques used as well as the operator's skill and
experience. The success of the ripping operation is dependent on finding the proper
combinations for the conditions encountered.
Jackhammering or blasting should be anticipated for excavation of the majority of the
PWR, rock, and, if present, boulders during open site excavation (i.e., excavations more
than 10 feet wide and 30 feet long). In confined excavations, these materials may require
the use of blasting, pneumatic hammers, or hydraulic hammers to excavate. This should
be anticipated for footing and utility excavations in these materials.
The depth to, and thickness of PWR, rock lenses or seams can vary dramatically in short
distances and between boring locations. Therefore, PWR, boulders or bedrock may be
encountered during general excavation, excavation of footings and utilities at locations or
depths between boring locations not encountered during this exploration.
4

Report of Preliminary Subsurface Exploration SWE Project No 1351 -11 -041
Proposed HYDAC Budding Lincoln County, North Carolina Aonl 29. 2011
4.1.2 Soil Heave in Deep Cuts
Due to the nature of the micaceous silty residual soils encountered in the borings, there
may be some heave or fluffing in the upper 12 to 24 inches after the removal of
overburden soil. These conditions, when encountered in cut, often produce an unstable
soil subgrade with the removal of the soil overburden. Therefore, depending on final
grades additional subgrade stabilization may be required. It will be important to promote
positive drainage and limit the disturbance of the near surface soils due to construction
traffic.
4.1.3 Re-Use of On -site Soils as Structural Fill
On -site soils, except topsoil, should be suitable for reuse as structural fill provided that
the moisture content is properly controlled during placement and compaction. The
moisture condition of on -site soils will be influenced by the prevailing weather
conditions. As such, some wetting or drying of fill materials could be needed prior to
placement and compaction.
4.1.4 Moisture Sensitive Soils
The on -site clayey and silty soils are moisture sensitive and can be difficult to work.
These difficulties can include softening of exposed subgrade soils, excessive rutting or
deflection under construction traffic, and the difficulty associated with adequately drying
and compacting wet soil. Moisture - related earthwork difficulties can be reduced by
performing the earthwork during the typically hotter, drier months of the year (May
through October).
4.1.5 Fill Material and Placement
All fill used for site grading operations should consist of a clean (free of organics and
debris), low plasticity soil (Liquid Limit less than 50, Plasticity Index less than 25). The
proposed fill should have a maximum dry density of at least 90 pounds per cubic foot as
determined by a Standard Proctor compaction test, ASTM D 698. All fill should be
placed in loose lifts not exceeding eight inches in thickness and compacted to a minimum
of 95 percent of its standard Proctor maximum dry density, with the final 18 inches
below subgrade compacted to at least 98 percent.
We recommend that field density tests, including one -point Proctor verification tests, be
performed on the fill as it is being placed at a frequency of 1 test per 2,500 square feet
per lift in the building and parking areas and one test per lift per 100 linear feet in utility
trenches.
Final project slopes should be designed at 3 horizontal to I vertical or flatter. The tops
and bases of all slopes should be located a minimum of 10 feet from structural limits and
a minimum of 5 feet from pavement limits. The fill slopes should be adequately
compacted, as outlined in this report, and all slopes should be seeded and maintained
after construction.

Report of Preliminary Subsurface Exploration SWE Probed No 1351 -11 -041
Proposed HYDAC Building — Lincoln County, North Carolina Apnl 29, 2011
4.2 Seismic Design Parameters
The proposed building should be designed to resist possible earthquake effects as
determined in accordance with the North Carolina Building Code. We estimate weighted
average N- values in the soils underlying the building area to be greater than 15 and less
than 50 in the top 100 feet below the existing ground surface. Based on Section 1615.1. l
and Equation 16 -45 of the International Building Code, the calculated weighted average
N- values indicate a Seismic Site Class D.
4.3 Foundation Support
Based on the results of the preliminary soil test borings performed, the proposed structure
can be adequately supported by shallow foundations bearing on the low plasticity
residual soils or newly placed structural fill provided the earthwork procedures and
recommendations outlined in this report are implemented. An allowable bearing pressure
of 3,000 pounds per square foot (psf) can be used for design of the foundations.
The above comments are given to provide a preliminary indication of supporting
capabilities of the subsurface materials on this site. Prior to proceeding for final design
for individual structures, we request the opportunity to review preliminary site and
preliminary grading plans to determine what additional evaluation of the subsurface
conditions is required for the type of structures proposed at the site.
4.4 Floor Slabs
The on -site, low - plasticity residual soils (ML, CL, SM) are suitable for support of slab -
on -grade floors. Floor slab subgrades should consist of stable undisturbed residual soils
in cut areas or properly compacted structural fill.
Immediately prior to constructing the floor slabs, we recommend that the areas be
evaluated via probing, hand auger borings with DCP testing or proofrolling to detect any
softened, loosened or disturbed areas that may have been exposed to wet weather or
construction traffic. Areas that are found to be disturbed or indicate pumping action
during the proofrolling should be undercut and replaced with adequately compacted
structural fill. Proofrolling should be observed by the staff professional or a senior soil
technician under his/her direction. Proofrolling procedures are discussed in previous
sections of this report.
4.5 Pavements
The majority of the near - surface existing soils at the site are sandy silts and silty sands.
These soils are generally fair for pavement support. Typical asphalt pavement sections
for similar subgrade soil conditions are:
Pavement
Type
Material
Thickness
Light-Duty
Heavy Duty
Flexible
Asphalt Concrete
2 to 3
3 to 4
Crushed Stone ABC
5 to 6
6 to 10
6

Report of Preliminary Subsurface Exploration SWE Project No 1351 -11 -041
Pr000sed HYDAC Building — Lincoln County, North Carolina ArA 29 2011
Light -duty pavements should be designated for car parking areas and lightly traveled
service roads. Heavy -duty pavements should be designated for entrances and exits,
access roads and driveways. Heavy -duty concrete pavement should be used in areas in
front of loading docks and dumpsters.
The early placement of the graded aggregate base course will minimize the deterioration
of the prepared soil subgrades. However, some loss of graded aggregate due to rutting
and surface contamination may occur prior to final asphalt paving. Some infilling and re-
grading of the graded aggregate in conjunction with sweeping with a wire broom may be
required.
Prevention of infiltration of water into the subgrade is essential for the successful
performance of any pavement. Both the subgrade and the pavement surface should be
sloped to promote surface drainage away from the pavement structure.
4.6 Final Geotechnical Exploration
The preliminary conclusions and recommendations submitted in this report are based in
part upon the data obtained from a limited subsurface exploration program and are
intended to provide a general assessment of geotechnical conditions at select locations on
the site. Once final grades, building locations, and pavement locations have been
determined, we recommend that additional soil test borings and supplemental test pits be
performed to develop the geotechnical design and construction recommendations for
design and construction purposes.
5.0 LIMITATIONS
The boring locations given in this report should be considered accurate only to the degree
implied by the methods used to determine them.
The boring logs represent our interpretation of the subsurface conditions based on the
field logs, and visual examinations of samples by a staff professional or technician, in
addition to tests of the field samples. The lines designating the interfaces between
various strata may be gradual.
The generalized subsurface strata and profiles described in this report are intended to
convey trends in subsurface conditions. The boundaries between strata are approximate
and idealized. They have been developed by interpretations of widely- spaced borings.
Therefore, actual subsurface conditions may vary from those given between test
locations.
Groundwater levels have been measured or inferred in the borings at the times and under
the conditions stated on the exploration logs in this report. Changes in the groundwater
conditions may occur due to variations in rainfall, evaporation, construction activity,
surface water runoff, and other site specific factors.

Report of Preliminary Subsurface Exploration S&ME Project No 1351 -11 -041
Proposed HYDAC Building — Lincoln County, North Carolina Apnl 29, 2011
Our geotechnical services include storing the samples collected and making them
available for inspection for 90 days. The samples are then discarded unless our client
requests otherwise.
The assessment of site environmental conditions and the determination of contaminants
in the soil, rock, surface water or groundwater of the site were beyond the scope of this
geotechnical study.
The recommendations provided in this report are based on our understanding of the
project information given in this report and on our interpretation of the surface and
subsurface data collected. We have made our recommendations based on our experience
with similar subsurface conditions and similar projects. The recommendations apply to
the specific project discussed in this report; therefore, any changes in the project
information should be provided to us so we may review our conclusions and
recommendations and make any appropriate modifications. S &ME should be retained
for a general review of the design drawings and specifications to verify that geotechnical
recommendations are properly interpreted and implemented.
Regardless of the thoroughness of a geotechnical study, there is always a possibility that
subsurface conditions will be different from those at boring locations, that conditions will
not be as anticipated by the designers or contractors, or that the construction process will
alter soil conditions. Therefore, qualified geotechnical personnel should observe
construction to confirm that the conditions indicated by the geotechnical borings actually
exist. We recommend the owner retain S &ME for this service since we are already
familiar with the project, the subsurface conditions at the site, and the intent of the
recommendations and design.
This report has been prepared for the exclusive use of the client for specific application to
the subject project and project site. It has been prepared in accordance with generally
accepted geotechnical engineering practice for specific application to this project. The
conclusions and recommendations contained in this report are based upon applicable
standards of our practice in this geographic area at the time this report was prepared. No
other warranty, expressed or implied, is made.

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
WATER LEVELS
(Shown in Water Level Column)
Water Level At Termination of Boring
= Water Level Taken After 24 Hours
= Loss of Drilling Water
HC = Hole Cave
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
SOIL TYPES
(Shown in Graphic Log)
CONSISTENCY OF COHESIVE SOILS
STD. PENETRATION
Fill
RESISTANCE
GRITI
Asphalt
CONSISTENCY BLOWS /FOOT
Very Soft 0 to 2
a
Concrete
Soft 3 to 4
Firm 5 to 8
Stiff 9 to 15
Stiff 16 to 30
®Very
Topsoil
Hard 31 to 50
Hard Over 50
®Very
Partially Weathered Rock
RELATIVE DENSITY OF COHESIONLESS SOILS
®
Cored Rock
STD. PENETRATION
WELL - GRADED GRAVELS.
RESISTANCE
.�•
©
GW GRAVEL -SAND MIXTURES,
RELATIVE DENSITY BLOWS /FOOT
LITTLE OR NO FINES
Q
®
POORLY - GRADED GRAVELS,
GP urnE L - SAND RES,
Very Loose 0 to 4
Loose 5 to 10
FINES
Medium Dense 11 to 30
®SILTY
°
GRAVELS, GRAVEL-
GM
Dense 31 to 50
SAND - SILT MIXTURES
Very Dense Over 50
CLAYEY GRAVELS, GRAVEL -
GC SAND -CLAY MIXTURES
SAMPLER TYPES
aSANDS,WELL-GRADED
SANDS. GRAVELLY
SW SANDS, LITTLE OR NO FINES
Shown in Samples Column
(Shown )
F1
- GRADED SANDS,
SP GRAVELLY SANDS. LITTLE OR NO
Shelby Tube
SPOORLY
FINES
m Split Spoon
SILTY SANDS, SAND - SILT
SM MIXTURES
1 Rock Core
®
`SC CLAYEY SANDS, SAND -CLAY
MIXTURES
No Recove ry
®
SILTS AND VERY FINE
SANDS.
SANDS ROCK FLOUR, SILTY OR
ML CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
TERMS
®
INORGANIC CLAYS OF LOW TO
CL MEDIUM PLASTICITY. GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
Standard - The Number of Blows of 140 lb. Hammer Falling
g
aPenetration
OL c "OF LOW LASTTITY ORGANIC
30 in. Required to Drive 1.4 in. I.D. Split Spoon
Resistance Sampler 1 Foot. As Specified in ASTM D 1586.
11MINORGANIC
SILTS, MICACEOUS
MH OR DIATOMACEOUS OILS,, ELSAST C SILTSS
REC - Total Length of Rock Recovered in the Core
Barrel Divided by the Total Length of the Core
®
INORGANIC CLAYS OF HIGH
CH
Run Times 100 %.
PLASTICITY, FAT CLAYS
RQD - Total Length of Sound Rock Segments
®ORGANIC
SILTS AND ORGANIC
OH CLAYS OF MEDIUM TO HIGH
Recovered that are Longer Than or Equal to 4"
(mechanical breaks excluded) Divided by the
Total Length of the Core Run Times 100 %.
WATER LEVELS
(Shown in Water Level Column)
Water Level At Termination of Boring
= Water Level Taken After 24 Hours
= Loss of Drilling Water
HC = Hole Cave
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

PROJECT HYDAC Parcel - Airlie Business Park
Charlotte, North Caroina
BORING LOG B -01
SBME Project No. 1351-11-041
DATE DRILLED- 4114111
ELEVATION
NOTES
DRILL RIG D50 -T
BORING DEPTH 19.4 ft
DRILLER J. Cain
WATER LEVEL* Dry on 4114/11
HAMMER TYPE: Automatic
LOGGED BY-
SAMPLING METHOD Split spoon
NORTHING
EASTING-
DRILLING
METHOD 2 %" H.S.A.
w
- w
BLOW COUN
v
>
z
0 5 ay
/ CORE DATA
W
= C9
o
MATERIAL DESCRIPTION
a d
w U ~
-J w UJ
z o
REMARKS
W
W
-+
m
w
w
a
s
STANDARD PENETRATION TEST DATA
>
C7
3
U
W
Q 0-
H ai
m
(blows/11)
Z
y
g °
10 20 30 6080
TOPSOIL- Rootmat (4 inches)
RESIDUUM: SILTY SAND (SM} medium
1
6
7
9
6
16
dense to dense, reddish orange tannish orange,
fine to medium
2
12
16
23
9
39
5
------------------------
RESIDUUM: SILTY SAND (SM} dense to
very dense, tannish orange tannish white, mica,
3
21
23
40
3
63
fine to medium
4
20
21
30
;
51
10
liSe
Is
5
18
26
30
56
15
39
015
00/5"
PARTIALLY WEATHERED ROCK: SILTY
SAND - tan white, mica, fine to medium
6
Boring terminated at 19.4 feet
dry and backfilled on 4/14/11
NOTES:
I. THIS LOG /S ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2 BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORbANCE WITH ASTM D -1586.
3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY
:_-
Page 1 of 1

PROJECT HYDAC Parcel - Airlie Business Park
Charlotte, North Caroina
BORING LOG B -02
S&ME Project No. 1351-11-041
DATE DRILLED 4114111
ELEVATION
NOTES
DRILL RIG D50 -T
BORING DEPTH 20.0 ft
DRILLER J. Cain
WATER LEVEL Dry on 4114/11
HAMMER TYPE- Automatic
LOGGED BY
SAMPLING METHOD Split spoon
NORTHING-
EASTING
DRILLING
METHOD-
2%" H.S.A.
W
-� w
BLOW COUN
_
U
=
>
Z
0
z 5
I�cORE DATA
UJ
W
0
o
MATERIAL DESCRIPTION
�-
�$'
w ci
w �
z Q o
w°
REMARKS
J
o
rr
�
W --
aJ
i
D
STANDARD PENETRATION TEST DATA
c7
Q
W
Q CL
y
'e
(blowsltt)
z
Ca
g
10 20 30 6080
TOPSOIL- Topsoil/Rootmat (7 inches)
RESIDUUM: SANDY SILT (ML} firm to stiff,
3
4
4
a
brown, mica, fine to medium
1
e
2
8
6
9
15
5
7
11
15
a
RESIDUUM: SILTY SAND (SM} medium
dense to dense, tan brown, mica, fine to medium
3
2s
4
10
11
16
27
10
!iS
5
24
21
24
45
15
till
6
18
20
21
1
41
20
Boring terminated at 20 feet
dry and backfilled on 4/14/11
1 THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT. M
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORbANCE WITH ASTM D -1588.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT
4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT HYDAC Parcel - Airlie Business Park
Charlotte, North Caroina
BORING LOG B -03
SBME Project No. 1351 -11 -041
DATE DRILLED- 4114111
ELEVATION-
NOTES
DRILL RIG- D50-T
BORING DEPTH 24.5 ft
DRILLER- J. Cain
WATER LEVEL Dry on 4114111
HAMMER TYPE Automatic
LOGGED BY
SAMPLING METHOD Split spoon
NORTHING
EASTING
DRILLING
METHOD-
2%" H.S.A.
U
>
0
-� w
z
BLOW COUNT
/CORE DATA
_
_
w U
zft
z
REMARKS
W `
-
MATERIAL DESCRIPTION
i w
p
w
w v
0.
F
STANDARD PENETRATION TEST DATA
>
3
w
o Q
U� m
((blows/ft)
10 20 30 6080
z
IL- Topsoil /Rootmat (7 inches)
[I-
FRESIDUUM: SANDY SILT (ML} firm, brown,
3
3
4
7
e to medium
1
7
RESIDUUM: SILTY SAND (SM} medium
dense to dense, gray brown, mica, fine to
2
7
8
8
6
5
medium
16
3
5
13
23
6
36
4
10
13
16
29
10
5
12
16
20
36
15
liC
6
17
19
28
47
20
PARTIALLY WEATHERED ROCK: SILTY
SAND- tan brown, fine to medium
7
29
0/6
1
016.
Boring terminated at 24.5 feet
dry and backfilled on 4/14/11
Irv! cJ:
1 THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECTAND MUST ONLYBE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORdANCE WITH ASTM 0-1586
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT
a WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY
•
Page 1 of 1

PROJECT LINCOLN COUNTY INDUSTRIAL PARK
LINCOLN COUNTY, NORTH CAROLINA
BORING LOG B -9
S &ME Project No. 1351- 06-592
DATE DRILLED- 8115106
ELEVATION
NOTES
DRILLING METHOD 2% H.S.A.
BORING DEPTH 20.0
LOGGED BY BCM
WATER LEVEL Dry on 8115106
DRILLER J. Little
DRILL RIG BK -51
_
=
w
p
z
STANDARD PENETRATION TEST DATA
W
W
a
MATERIAL DESCRIPTION
W;
a-1
(blows/ft)
Q
p
vc�
w
a
w
w
a
Q�
>
z
3
co
10 20 30 .6.0.8.0.
F -///
Topsoil /Rootmat (2 inches)
12
RESIDUUM: Stiff Red Orange and Brown
Micaceous Fine Sandy Clayey SILT (ML)
5
15
Very Stiff Red Orange Micaceous Fine Sandy
SILT (ML)
17
10—'
11
Medium Dense Tan Gray Micaceous Silty Fine
SAND (SM)
21
15
X.
20
27
Boring terminated at 20 feet. Boring dry at
termination with cave -in depth of 15.8 feet. Boring
backfilled at termination.
Depth measurements are shown to illustrate the
general arrangements of soil types encountered at
the boring location. Do not use depth
measurements for determination of distances or
quantities.
1.
L
rvv i w:
I. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D -1586
3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT
4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
1s
ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

'a
c7
0
z
t~
U
2
O
U
Z
J
Y1
9
PROJECT LINCOLN COUNTY INDUSTRIAL PARK
LINCOLN COUNTY, NORTH CAROLINA
BORING LOG B -10
SBME Project No. 1351. 06.592
NOTES
DATE DRILLED 8115106
ELEVATION
DRILLING METHOD: 2 %" H.S.A.
BORING DEPTH 30.0
LOGGED BY BCM
WATER LEVEL. Dry on 8115106
DRILLER* J. Little
DRILL RIG: BK -51
v
J
>
p
W
z
STANDARD PENETRATION TEST DATA
w
W w
o
MATERIAL DESCRIPTION
¢
a
(blows/ft)
C7
F-
J
W
Q
>
Z
N h
10 20 30 60 80
F -//"
Topsoil /Rootmat (3 inches)
20
RESIDUUM: Stiff to Very Stiff Micaceous Red
Orange Silty CLAY (CL)
5
12
14
5
10
10
15
T.
Loose to Medium Dense Micaceous Tan Brown
and Orange Silty Fine SAND ISM)
20
8
11C-
25
12
30
16
IYV/t5:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2 BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D -1586.
3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT
4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 2
M E
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES

:.0
PROJECT. LINCOLN COUNTY INDUSTRIAL PARK
LINCOLN COUNTY, NORTH CAROLINA
BORING LOG B-10
SBME Project No. 1351- 06.592
NOTES-
DATE DRILLED 8115106
ELEVATION
DRILLING METHOD. 2%" H.S.A.
BORING DEPTH: 30.0
LOGGED BY. BCM
WATER LEVEL: Dry on 8115106
DRILLER J. Little
DRILL RIG BK -51
_
v_
w p
Z
STANDARD PENETRATION TEST DATA
W
W `
o
MATERIAL DESCRIPTION
W
>
a
(blows/ft)
C7
F
-1
W
2
z
h
10 20 30 .6.0.8.01-
Boring terminated at 30 feet. Boring dry at
termination with cave -in depth of 24.3 feet. Boring
bacldilled at termination.
Depth measurements are shown to illustrate the
general arrangements of soil types encountered at
the boring location. Do not use depth
measurements for determination of distances or
quantities.
Ivv I ts:
1 THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2 BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM 0-1586.
3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY
Page 2 of 2
ME
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES

F1 i I i
JUN 2 8 2 D'2
June 28, 2012
www.schondms.com Mr. Samar Bou - Ghazale
North Carolina Department of Environment & Natural Resources
SC HONDROS Water Quality Regional Office
ASSOM S, BE. 610 East Center Avenue, Suite 301
Mooresville, NC 28115
RAII11mY6
DAY Dear Mr. Bou - Ghazale:
W NTIBIUM
Sub ect: Hydac Technoloov Corporation
Lincoln County - Water Quality Permit Review
Enclosed please find the following for the above referenced project:
• Two (2) sets of Civil Plans;
• One (1) set of Storm Water and Erosion Control Calculations.
For design and technical questions please contact Mr. AI Broome, PE, PLS. If you have
any other questions or if any additional information is needed, please feel free to contact
me.
Sincerely yours,
S. C. HONDROS & ASSOCIATES, INC.
Walter A. McNeil
Pre - Construction Manager
cc:
Al Broome, PE, PLS, Design Manager
Terry Cloer, Senior Project Manager
Michael Peacock, General Superintendent
file /acct.
encl.
PO Box 220456
CBABLOTTL NC
[phone]
FM 872 -1252
H XPROPOSALSA2012VWPN-02 HYDAC Tech Corp USA HO MfgTer its 8 UblibeMGradmg Permit Application NCDEMR -LOD LT1 doc

STORM WATER AND
JUN 2 G 2001
EROSION CONTROL
CALCULATIONS �U.��; - -: `E
PROPOSED
Ile-
HYDAC
ARLIE BUSINESI z
LINCOLN COUl
6/27/12
S.C. HONDROS &
ENGINEERS & CONTRACT
SC HONDROS
& ASSOgAn x
INDEX
SKIMMER BASIN DESIGN
CHANNEL #1 DESIGN
STORM DRAIN PIPE DESIGN W - Z
CHANNEL #2 DESIGN
PRECIP. DATA
SOUTH SAND FILTER CALCS
STORM DRAINAGE DESIGN V - L
SOUTH SAND FILTER FLOW SPLITTER
RIP RAP APRON FES J & M
SOUTH SAND SUB -DRAIN
NORTH SAND FILTER CALCS
STORM DRAINAGE CALCS H - B
RIP RAP APRON C & A
NORTH SAND FILTER FLOW SPLITTER
NORTH SAND FILTER SUB -DRAIN SIZING
STORM DRAIN CALC B -A
Gt
PAGE
1 -3
4 -7
8 -9
10 -12
13
14 -15
16 -26
27
28 -29
30 -32
33 -34
35 -41
42
43 -44
45
46
el aT /i2

Project Number:
Date:
Revised:
GIVEN DATA
SKIMMER BASIN DESIGN
Total Drainage Area: 2.07 Acres Okay
Maximum Total Drainage Area =10 Acres
Disturbed Area: Acres
Minimum Volume = (1,800 x TDA)
Wooded /Pasture:
Acres
Minimum Surface Area = (325 x Q10)
Other:
Acres
Basin Dewatering Time: 24 - 72 Hours
Emergency Spillway Length = (L= 010/(C *h "1.5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient:
0.6
10 Year Storm Rainfall Intensity I = 7.26
Wooded /Pasture Coefficient:
0.2
2 Year Storm Rainfall Intensity I = 5.68
Other Coefficient:
Average Runoff Coefficient:
0.6
010 = CIA
Q2 = CIA
Q10 =
9 CFS
Q2 = 7.1 CFS
Sediment Storage Required:
3,726 cu.ft.
Emergency Spillway Length: loft Okay
Surface Area Required:
2,925 sq.ft.
Emergency Spillway Depth: ft
BASIN DESIGN SIZE / ELEVATIONS
Basin Top Width:
ft
=ft
Sediment Storage Provided: 8,366 cu.ft. Okay
Basin Top Length (2 x W Min.):
Okay
Surface Area Provided: 2,926 cu.ft. Okay
Basin Bottom Width:
22 ft
Basin Bottom Length:
61 ft
Top of Dam Elevation: msl
Basin Depth:
®ft
Emergency Spillway Elevation: 782.5 msl
Sediment Clean Out Depth:
2 ft
Basin Top Elevation: 782 msl
Basin Side Slopes (H:V)
®:1
Basin Bottom Elevation: 778 msl
SKIMMER DESIGN SIZE
Skimmer Size Diameter: ®in. PVC Basin Volume to Dewater: 8,366 cu.ft.
Head on Skimmer (feet) 0.167
Skimmer Orifice Diameter: ®in. Dia. Time Required to Dewater: 2.22 days Okay
Skimmer Sizes Available: 1.5 ", 2.0 ", 2.5 ", 3 ", 4 ", 5 ", 6 ", 8"
'* Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section

I
Hydac - Basin #2 North End
Project Number: 08- COM-09
Date: 6/24/2012
Revised:
otal Drainage Area:
listurbed Area:
/coded /Pasture:
Bare Soil Coefficient:
Wooded /Pasture Coefficient:
Other Coefficient:
Averaqe Runoff Coefficient:,
010 = CIA
Q10 =
Sediment Storage Required:
Surface Area Required:
6.64 Acres
6.64 Acres
0 Acres
0 Acres
28.9 CFS
Basin Top Width:
Basin Top Length (2 x W Min.):
Basin Bottom Width:
Basin Bottom Length:
Basin Depth:
Sediment Clean Out Depth:
Basin Side Slopes (H:V)
SKIMMER BASIN DESIGN
Input Data by Designer
GIVEN DATA
Okay Maximum Total Drainage Area =10 Acres
Minimum Volume = (1,800 x TDA)
Minimum Surface Area = (325 x Q10)
Basin Dewatering Time: 24 - 72 Hours
Emergency Spillway Length = (L= Q10 /(C'h ^1.5))
BASIN DESIGN CALCULATIONS
0.6
0.2
0
0.6
11,952 cu.ft.
9,393 sq.ft.
10 Year Storm Rainfal
2 Year Storm Rainfall
02 = CIA
Q2 =
Emergency Spillway L
Emergency Spillway C
BASIN DESIGN SIZE / ELEVATIONS
30
ft
Sediment Storage Prc
327
ft Okay
Surface Area Provides
14 ft
I = 5.68
311 ft
Top of Dam Elevation
®ft
Emergency Spillway E
2 ft
Basin Top Elevation:
[]:1
Basin Bottom Elevatic
SKIMMER DESIGN SIZE
mer Size Diameter: ®in. PVC Basin Volume to Dew.
Head on Skimmer (fey
mer Orifice Diameter: in. Dia. Time Required to Dev
Skimmer Sizes Available: 1.5 ", 2.0 ", 2.5 ", 3 ", 4 ", 5 ", 6 ", 8"
Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment
and Design Manual developed by the NCDENR Land Quality Section
2-
T
Intensity
I = 7.26
Intensity
I = 5.68
22.6 CFS
angth:
epth:
30 ft
0.5 ft
Okay
vided:
28,158 cu.ft.
Okay
I:
9,810 cu.ft.
Okay
7 msl
levation:
748.5 msl
748 msl
n:
744 msl
F_
iter:
28,158 cu.ft.
:t)
0.208
rater:
2.97 days
Okay
Control Planning
2-

Project Number: CIIl4C01 —09
Date: 612042
Revised:
GIVEN DATA
SKIMMER BASIN DESIGN
,hwiA NO by
r
Total Drainage Area: 3.44 Acres Okay Maximum Total Drainage Area =10 Acres
Disturbed Area: :::110 Acres Minimum Volume = (1,800 x TDA)
Wooded /Pasture: Acres Minimum Surface Area = (325 x 010)
Other: Acres Basin Dewatering Time: 24 - 72 Hours
Emergency Spillway Length = (L= Q10 /(C *h ^1.5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient: 0.6 10 Year Storm Rainfal
Wooded /Pasture Coefficient: 0.2 2 Year Storm Rainfall
Other Coefficient:
Average Runoff Coefficient: 0.6
Q10 = CIA Q2 = CIA
Q10 = 15 CFS Q2 =
)t Storage Required: 6,192 cu.ft. Emergency Spillway L
Area Required: 4,875 sq.ft. Emergency Spillway [
Basin Top Width:
Basin Top Length (2 x W Min.):
Basin Bottom Width:
Basin Bottom Length:
Basin Depth:
Sediment Clean Out Depth:
Basin Side Slopes (H:V)
Skimmer Size Diameter:
Skimmer Orifice Diameter:
BASIN DESIGN SIZE / ELEVATIONS
Sti
ft
Sediment Storage Pn
163
ft Okay
Surface Area Provide
14 ft
I = 5.68
147 ft
Top of Dam Elevatior
®ft
Emergency Spillway 1
2 ft
Basin Top Elevation:
[�2 :1
Basin Bottom Elevatii
SKIMMER DESIGN SIZE
®in. PVC Basin Volume to Dean
Head on Skimmer (ft
2.5 in. Dia. Time Required to De
* Skimmer Sizes Available: 1.5 ", 2.0 ", 2.5 ", 3 ", 4 ", 5 ", 6 ", 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sedimen
and Design Manual developed by the NCDENR Land Quality Section
I Intensity
I = 7.26
Intensity
I = 5.68
11.7 CFS
ength:
►epth:
16 ft
0.5 ft
Okay
ivided:
13,726 cu.ft.
Okay
J:
4,890 cu.ft.
Okay
784 msl
:levation:
762.5 msl
762 msl
in:
758 msl
ater:
13,726 cu.ft.
et)
0.208
water:
2.09 days
Okay
Control Planning

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tmp #l.txt
Hydac Channel #1
Beside Car Driveway
Channel Calculator
Given Input Data:
Shape...........................
Solvingfor .....................
Flowrate ........................
Slope...........................
Manning's n .....................
Height..........................
Bottom width ....................
Leftslope ......................
Rightslope .....................
Computed Results:
Depth...........................
Velocity........................
Full Flowrate ...................
Flowarea .......................
Flowperimeter ..................
Hydraulic radius ................
Topwidth .......................
Area............................
Perimeter.......................
Percentfull ....................
Critical Information
Trapezoidal
Depth of Flow
1.5400 cfs
0.0360 ft /ft
0.0200 <--- -a
12.0000 in
24.0000 in
0.3333 ft /ft
0.3330 ft /ft
1.9878 in
3.7229 fps
50.1933 cfs
0.4137 ft2
36.5781 in
1.6285 in
35.9333 in
5.0017 ft2
99.9323 in
16.5649 %
Critical
depth ..................
2.8017
in
Critical
slope ..................
0.0105
ft /ft
Critical
velocity ...............
2.4422
fps
Critical
area ...................
0.6306
ft2
Critical
perimeter ..............
41.7285
in
Critical
hydraulic radius .......
2.1761
in
Critical
top width ..............
40.8197
in
Specific
energy .................
0.3810
ft
Minimum
energy ..................
0.3502
ft
Froude number
...................
1.7659
Flow condition
..................
Supercritical
(V /H)
(V /H)
Q ` �3%�7• �3�(�z 1. ,f'� ��
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7
Hydac
Channel #1
Permanent Condition Analysis
Channel Calculator
Given Input Data:
Shape...........................
Solving for .....................
Flowrate........................
Slope...........................
Manning's n .....................
Height..........................
Bottom width ....................
Leftslope ......................
Rightslope .....................
Computed Results:
Depth...........................
Velocity........................
FullFlowrate ...................
Flowarea .......................
Flowperimeter ..................
Hydraulic radius ................
Topwidth .......................
Area............................
Perimeter.......................
Percent full ....................
Critical Information
Trapezoidal
Depth of Flow
1.5400 cfs
0.0360 ft /ft
0.0500
12.0000 in
24.0000 in
0.3333 ft /ft (V /H)
0.3330 ft /ft (V /H)
3.3036 in
1.9792 fps 2.G No
20.0773 cfs
0.7781 ft2 r`►Z�,r u
44.9042 in
2.4952 in
43.8326 in
5.0017 ft2
99.9323 in
27.5301 %
Critical
depth ..................
2.8017
in
Critical
slope ..................
0.0658
ft /ft
Critical
velocity ...............
2.4422
fps
Critical
area ...................
0.6306
ft2
Critical
perimeter ..............
41.7285
in
Critical
hydraulic radius .......
2.1761
in
Critical
top width ..............
40.8197
in
Specific
energy .................
0.3362
ft
Minimum
energy ..................
0.3502
ft
Froudenumber
...................
0.7560
Flow condition
..................
Subcritical
Page 1

tmp #l.txt
Hydac
Pipes Under Car Driveway
Manning Pipe Calculator
Given Input Data:
Shape...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
15.0000 in
Flowrate ........................
2.8200 cfs
Slope ...........................
0.0050 ft /ft
Manning's n .....................
0.0130
Computed Results:
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimum energy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
8.0994 in
0.0059 ft /ft
4.1714 fps
0.6760 ft2
24.7608 in
3.9316 in
15.0000 in
0.9485 ft
1.0124 ft
0.9101
Subcritical
- 8 -: -5252
in
Area- .:::.:..- ......::.....:::::.
-1-:2-272 -ft2
Wetted Area .....................
0.7201
ft2
Wetted Perimeter ................
25.6188
in
Perimeter .......................
47.1239
in
Velocity ........................
3.9164
fps
Hydraulic Radius ................
4.0473
in
Percent Full ....................
56.8348
%
Full flow Flowrate ..............
4.5678
cfs
Full flow velocity ..............
3.7221
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimum energy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
8.0994 in
0.0059 ft /ft
4.1714 fps
0.6760 ft2
24.7608 in
3.9316 in
15.0000 in
0.9485 ft
1.0124 ft
0.9101
Subcritical

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SWSHEETS FILER SSQUARE
SO SHEETS EYE EASE' 8 SQUARE
ISD SHEETS EYE EASE' 6 SQUARE
700 SHEETS EYE EASE 'S SQUARE
100 RECYCLED WHITF 5 SQUARE
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tmp #l.txt
Hydac Channel #2
New Channel - No Vegetation
Channel Calculator
Given Input Data:
Shape...........................
Solving for .....................
Flowrate........................
Slope...........................
Manning's n .....................
Height..........................
Bottom width ....................
Leftslope ......................
Right slope .....................
Computed Results:
Trapezoidal
Depth of Flow
3.8600 cfs
0.1400 ft /ft
0.0500
12.0000 in
24.0000 in
0.3333 ft /ft (V /H)
0.3330 ft /ft (V /H)
Depth ........................... 3.7594 in
Velocity ........................ 4.1903 fps Requires Line
r
Full Flowrate ..
Flow area ......
Flow perimeter .
Hydraulic radius
Top width ......
Area ...........
Perimeter ......
Percent full ...
39.5930 cfs
0.9212 ft2
47.7884 in
2.7758 in
46.5689 in
5.0017 ft2
99.9323 in
31.3285 %
Critical Information
Critical depth .................. 4.7611 in
Critical slope .................. 0.0573 ft /ft
Critical velocity ............... 3.0489 fps
Critical area ................... 1.2660 ft2
Critical perimeter .............. 54.1267 in
Critical hydraulic radius ....... 3.3682 in
Critical top width .............. 52.5823 in
Specific energy ................. 0.5862 ft
Minimum energy .................. 0.5951 ft
Froude number ................... 1.5163
Flow condition .................. Supercritical
Page 1

N
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Precipitation Frequency Data Server Page 1 of 4 13
NOAA Atlas 14, Volume 2, Version 3
Location name: DENVER, North Carolina, US' ,
Coordinates: 35.4726,-81.0083
NIP Elevation: 802R• S
• source: Google Maps �.. N a C.
POINT PRECIPITATION FREQUENCY ESTIMATES
G M. Bonnin, D. Martin, B Un. T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval ears
) uration ��� 10 25 50 100 200 500 1000
S-min 0.35 0.421) 0.42 0499 0.4 2 -0.589 0.542 -0.643 0.599-0.713 0.637 -0.762 0.671 -0.809 0.701 -0.52 0.732 0.904 0.752 - 0.942)
10-min 0.57160 673 0.676 798 0.788 -0.933 0.86741.03 0.954 5.14 1. 21221 1.0718.29 1.11.35 1.161.43 (1.119-1.48)
15•min 1(0.714-0.841)1(0.849-1.00)1(0.997-1.18)1(1.10-1.30)11 12131.44 1.29412.54 1.35510.62 1(1.40-1.71) 1.46850 1.49710.86
30=min 0.978 -11.15 1.1721.39 (1.42-1.68) (1.59-1.88) 1.79 -2.13 1.942.32 2.072 2.49 (2.18-2.65) 2.3282.8 2.4173.02
60-min 1.23244 1.47810.74 1.292.15 2.0722.45 2.3982.84 2.283.14 265 -3.43 3.043.72 3.3374.11 3.524.40
2 -hf 1.4151 66 1.7152.0 2. 232.53 2.4382.90 2.843.40 3.1443 9 3.4484.18 3.72 -4.58 4.09 -5.11 4.3885.53
3-hf 1.51810 1.8292.1 2.2742 72 2. 283.14 3.0833.71 3.4484.17 3.94.84 4158513 (4,61-5.82) 84.97 -6.37
6-hr 1.85 -2.19 2.2342.5 2.983.31 (3.22-3.82) 3.9 -14.52 4.2485.09 4.925.68 5. 3-6.29 5.73 -7.15 (6.18-7.83)
12 -hf 2.23 -2.62 2.6893.17 3.36839 (3.89-4.60) 5. 578.1 5.7136.9 6.278 7.68 .03 -8.73 7.6189.0
24-hr 2.618 3.02 31533.68 3.9624.0 4.095.34 5.45 -8.35 1(6.13-7.15) 6.8147.98 7.51 -8.89 (8.45-10.0) 9.2D- 0.8
2-day 3.0633.54 3.7094.8 4.6195.34 5.327 6.18 6.87.29 7.0388.18 7.949.09 (8.56-10.0) 9.6111.3 ) (10.4-12.3
3-day
(3.26-53.76) (3.93-24.53) 46 725.62 5.088.47 ) 11 (6.59-7.63) (7.3788.56) (8.16-9.50) (8.96-10.5) (10.1-11.8) 10 9- 2.8
4-day 3.4673.9 (4.16-4.78) (5.13-5.89) 5.8836.78 6.147.98) 7.638.94 8.5329.2 9.30 0.9) (10.5-12.3) 11 42 3.4
7-day 4. 224.5 4.015.45 5.84 -6.64 (6.65-7.57) 7.75 -8.84 8.812 9.88 (9-48-10.9) (10.4-12.0) 116? 3.4 (12.5-14.5)
10-day 4.6285.2 (5.49-6.22) (6.60-7.47) 7.4598.44 8.571 9.74 9.45 -10.8 (10.3-11.8) 11.2? 2.8 12.4314.2 (13.3-15.3)
20-day 6. 4684 7.3778.20 (8.69-9.68) (9.72-10-8) 121? 3.6 13.2 -14.8 (14.2-16.1) 15.78176 ) 1 (16.7-19A
30-day 7.73 -8.52 (9.10-10.0) 105 11.8 (11.6-12.8) 131314.4 141415. (15.2-16.9) (18.6-21.0)
45-day (9.77-10.7) 13.0 -14.2 (14.2-15.5) 15.78172 (16.9-18.5) (18.0-19.8) (19.0-21.0) 20.4- 2.8 21.4923.8
12.1 14.1 15.9 17 3 19.1 20.4 21.7 22.9 24.5 25.7
60-day (11.7 -12.7 (13.6-14. 15.3 -16.6) 16.6 -18.0) 18.3 -19.9) (19.5 -21.3) (20.7 -22.6 21.9 -24.0) (23.3 -25.7 24.4 -26.9
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
(umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given
luradon and average recurrence Interval) will be greater than the upper bound (or less bran the lower bound) is 5 %. Estimates at upper bounds are not checked against
robable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
'lease refer to NOAA Atlas 14 document for more information.
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Hydac
DI "V" to DI "Q"
Manning Pipe Calculator
Given Input Data:
Shape........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 15.0000 in
Flowrate ........................ 3.3100 cfs
Slope ........................... 0.0050 ft /ft
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
9.4655
in
Area ............................
1.2272
ft2
- Wetted'Area ..:.....:..:......::.
0:-$1-60
ft2-
Wetted Perimeter ................
27.5393
in
Perimeter .......................
47.1239
in
Velocity ........................
4.0566
fps
Hydraulic Radius ................
4.2666
in
Percent Full ....................
63.1032
%
Full flow Flowrate ..............
4.5678
cfs
Full flow velocity ..............
3.7221
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Criticalarea ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimum energy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
8.8310 in
0.0061 ft /ft
4.4002 fps
0.7522 ft2
26.2239 in
4.1307 in
15.0000 in
1.0424 ft
1.1039 ft
0.8875
Subcritical
%6

tmp #l.txt
Hydac
DI "U" to DI "T"
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 15.0000 in
Flowrate ........................ 1.5800 As
Slope ........................... 0.0050 ft /ft
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
6.0864
in
Area .....:................ :.....
1 ;2272-ft2
Wetted Area .....................
0.4672
ft2
Wetted Perimeter ................
20.7178
in
Perimeter .......................
47.1239
in
Velocity ........................
3.3817
fps
Hydraulic Radius ................
3.2474
in
Percent Full ....................
40.5762
%
Full flow Flowrate ..............
4.5678
As
Full flow velocity ..............
3.7221
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Criticalarea ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimum energy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
5.97 90 in
0.0053 ft /ft
3.4630 fps
0.4562 ft2
20.4987 in
3.2051 in
14.6883 in
0.6849 ft
0.7474 ft
0.9664
Subcritical
`/

tmp #l.txt
Hydac
DI T to DI S
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 15.0000 in
Flowrate ........................ 2.8300 cfs
Slope ........................... 0.0050 ft /ft
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
8.5443
in
Area ............................
1.2272
ft2
Wetted -Area . : : ::........::......
0.-7220-ft2
Wetted Perimeter ................
25.6573
in
Perimeter .......................
47.1239
in
Velocity ........................
3.9196
fps
Hydraulic Radius ................
4.0523
in
Percent Full ....................
56.9617
%
Full flow Flowrate ..............
4.5678
cfs
Full flow velocity ..............
3.7221
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Criticalarea ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimumenergy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
8.1148 in
0.0059 ft /ft
4.1763 fps
0.6776 ft2
24.7915 in
3.9360 in
15.0000 in
0.9505 ft
1.0143 ft
0.9096
Subcritical
ZD

tmp #1.txt
Hydac
DI S to DI DI Q
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 24.0000 in
Flowrate ........................ 8.0000 cfs
Slope ........................... 0.0050 ft /ft
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
12.0016
in
Area :........:.......::...
3:1416
ft2
Wetted Area .....................
1.5711
ft2
Wetted Perimeter ................
37.7022
in
Perimeter .......................
75.3982
in
Velocity ........................
5.0921
fps
Hydraulic Radius ................
6.0005
in
Percent Full ....................
50.0065
%
Full flow Flowrate ..............
15.9965
cfs
Full flow velocity ..............
5.0918
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimumenergy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
12.0824 in
0.0049 ft /ft
5.0488 fps
1.5845 ft2
37.8640 in
6.0261 in
24.0000 in
1.4031 ft
1.5103 ft
1.0129
Supercritical
21

tmp #l.txt
Hydac
DI R to DI Q
Manning Pipe Calculator
Given Input Data:
Shape........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 15.0000 in
Flowrate ........................ 0.7200 cfs
Slope ........................... 0.0050 ft /ft
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
4.0263
in
Area -.- :.:: " ........................
1: 2272
ft2
Wetted Area .....................
0.2651
ft2
Wetted Perimeter ................
16.3387
in
Perimeter .......................
47.1239
in
Velocity ........................
2.7155
fps
Hydraulic Radius ................
2.3368
in
Percent Full ....................
26.8423
%
Full flow Flowrate ..............
4.5678
cfs
Full flow velocity ..............
3.7221
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimumenergy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
3.9818 in
0.0052 ft /ft
2.7582 fps
0.2610 ft2
16.2380 in
2.3149 in
13.2472 in
0.4501 ft
0.4977 ft
0.9786
Subcritical
22

tmp #l.txt
Hydac
DI Q to DI P
Manning Pipe Calculator
Given Input Data:
Shape ............
Solving for ......
Diameter .........
Flowrate .........
Slope ............
Manning's n ......
Computed Results:
Depth ............
Area :...........
Wetted Area ......
Wetted Perimeter .
Perimeter........
Velocity .........
Hydraulic Radius .
Percent Full .....
Full flow Flowrate
Full flow velocity
Critical Informati,
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimumenergy ..................
Froudenumber ...................
Flowcondition ..................
Page 1
circular
Depth of Flow
24.0000 in
11.3400 cfs
0.0050 ft /ft
0.0130
14.9215 in
3:14t6i -ft2
2.0529 ft2
43.6014 in
75.3982 in
5.5240 fps
6.7799 in
62.1729 %
15.9965 cfs
5.0918 fps
:)n
14.5721 in
0.0053 ft /ft
5.6715 fps
1.9995 ft2
42.8433 in
6.7204 in
24.0000 in
1.7151 ft
1.8215 ft
0.9633
Subcritical
23

tmp #l.txt
Hydac
DI P to DI 0
Manning Pipe Calculator
Given Input Data:
Shape...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
24.0000 in
Flowrate ........................
14.3100 cfs
Slope ...........................
0.0050 ft /ft
Manning's n .....................
0.0130
Computed Results:
Depth ...........................
17.7104
in
Area l .....................::.....
3 :- 14-16.. -ft-2
Wetted Area .....................
2.4853
ft2
Wetted Perimeter ................
49.6018
in
Perimeter .......................
75.3982
in
Velocity ........................
5.7579
fps
Hydraulic Radius ................
7.2150
in
Percent Full ....................
73.7932
%
Full flow Flowrate ..............
15.9965
cfs
Full flow velocity ..............
5.0918
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Criticalarea ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimumenergy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
16.5846 in
0.0057 ft /ft
6.1287 fps
2.3349 ft2
46.8683 in
7.1738 in
24.0000 in
1.9705 ft
2.0731 ft
0.9244
Subcritical
24

tmp #l.txt
Hydac
DI 0 to DI N
Manning Pipe Calculator
Given Input Data:
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
30.0000 in
Flowrate ........................
17.9100 cfs
Slope ...........................
0.0050 ft /ft
Manning's n .....................
0.0130
Computed Results:
Depth...........................
Wetted Area .....................
Wetted Perimeter ................
Perimeter.......................
Velocity........................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
Page 1
17.0529 in
---4- 9-0 87- - - -f t_2_
2.8807 ft2
51.2426 in
94.2478 in
6.2172 fps
8.0953 in
56.8431 %
29.0035 cfs
5.9085 fps
on
17.2402 in
0.0048 ft /ft
6.1313 fps
2.9211 ft2
51.6042 in
8.1512 in
30.0000 in
2.0212 ft
2.1550 ft
1.0215
Supercritical
2.-5"

tmp #l.txt
2,4,
Hydac
DI N to DI L
Manning Pipe Calculator
Given Input Data:
Shape ...........................
Circular
Solving for .....................
Depth of
Flow
Diameter ........................
30.0000
in
Flowrate ........................
21.9500
cfs
Slope ...........................
0.0050
ft /ft
Manning's n .....................
0.0130
Critical
Computed Results:
55.6768
in
Depth ...........................
19.5072
in
- .:.-:. :.:.:: -.- - -. -::: -
- -4 : 908-' - -ft
-2 - -
Wetted Area ...................
3.3790
ft2
Wetted Perimeter ................
56.2797
in
Perimeter .......................
94.2478
in
Velocity ........................
6.4959
fps
Hydraulic Radius ................
8.6458
in
Percent Full ....................
65.0239
%
Full flow Flowrate ..............
29.0035
cfs
Full flow velocity ..............
5.9085
fps
Critical Information
Critical
depth ..................
19.2765
in
Critical
slope ..................
0.0051
ft /ft
Critical
velocity ...............
6.5615
fps
Critical
area ...................
3.3453
ft2
Critical
perimeter ..............
55.6768
in
Critical
hydraulic radius .......
8.6521
in
Critical
top width ..............
30.0000
in
Specific
energy .................
2.2755
ft
Minimum
energy ..................
2.4096
ft
Froude number ...................
0.9889
Flow condition ..................
Subcritical
Page 1

27
Over �' /ow /Feu. So %'���✓
�M'P . 9S 1-34, 646
Pe-✓ 1-3 2� 2f.'n
y 84 16/,926
r�����
MINE - r n
Q , oayr C CF 1 rT
.34,
rQ s 4• 9 � ./� .I
x
3 4. q
S; � � L✓�: r
a _ c, L y i, s
315 ol
L
Tp o-` we- -o- = 786.17
hl - a d O vG✓ WGi r= 1. 20
787.37
Pl.,.s 1 Frye boszrd = 788.37 ToP ;P _ 788, 30

tmp #l.txt
Hydac
Pipe From South BMP Draining 100 year Storm
Manning Pipe Calculator
Given Input Data:
Shape...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
30.0000 in
Flowrate ........................
34.9000 cfs
Slope ...........................
0.0070 ft /ft
Manning's n .....................
0.0130
Computed Results:
-- Depth : :.::...::...:......:......
25.- 07-5-4
in
Area ............................
4.9087
ft2
Wetted Area .....................
4.3827
ft2
Wetted Perimeter ................
69.2187
in
Perimeter .......................
94.2478
in
Velocity ........................
7.9632
fps
Hydraulic Radius ................
9.1175
in
Percent Full ....................
83.5847
%
Full flow Flowrate ..............
34.3174
cfs
Full flow velocity ..............
6.9911
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimumenergy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
25.0934 in
0.0059 ft /ft
7.6583 fps
4.5572 ft2
67.3108 in
9.7493 in
30.0000 in
3.0153 ft
3.1367 ft
1.1067
Supercritical
Mi
M;A Slope
..L „�o.K.,�•K +off~
To &S s 1 DO yi Sfo�w,

Sp u A IC.. /7L
-5,,b D,-Q;,7
WQV = LAjpYK A fdf)
d--P
WO _(/ 723�d3.3�)f .�6A4.67�f �,s"� _ ¢!!77 �t3
HEM 3
�li�al Q = t✓Q V -- /44. 177 F
sa s
RMIR
m
.a
� =t
J6' Use 6 - 6 ",eve: R,o� s.

tmp #l.txt
Hydac
Capacity of a single 6" pvc underdrain @ 0.5%
Manning Pipe Calculator
Given Input Data:
Shape...........................
Circular
Solving for .....................
Depth of
Flow
Diameter ........................
6.0000
in
Flowrate ........................
0.5000
cfs
Slope ...........................
0.0050
ft /ft
Manning's n .....................
0.0110
Critical
Computed Results:
12.2583
in
--Depth--- :.. :... .. :.:.....:.:..
5.- 496.6 - -
-in
Area ............................
0.1963
ft2
Wetted Area .....................
0.1863
ft2
Wetted Perimeter ................
15.0106
in
Perimeter .......................
18.8496
in
Velocity ........................
2.6839
fps
Hydraulic Radius ................
1.7872
in
Percent Full ....................
90.1101
%
Full flow Flowrate ..............
0.4689
cfs
Full flow velocity ..............
2.3881
fps
Critical Information
Critical
depth ..................
4.4167
in
Critical
slope ..................
0.0067
ft /ft
Critical
velocity ...............
3.1805
fps
Critical
area ...................
0.1572
ft2
Critical
perimeter ..............
12.2583
in
Critical
hydraulic radius .......
1.8467
in
Critical
top width ..............
6.0000
in
Specific
energy .................
0.5317
ft
Minimum
energy ..................
0.5521
ft
Froudenumber
...................
0.8370
Flow condition
..................
Subcritical
Page 1
31

tmp #l.txt
Hydac
Single 8" pipe - min. Slope to carry underdrain flow
Manning Pipe Calculator
Given Input Data:
Shape...........................
Solving for .....................
Diameter........................
Flowrate........................
Slope...........................
Manning's n .....................
Computed Results:
-Depth-- ::- .:.- ..::.. -::..:
Area............................
Wetted Area .....................
Wetted Perimeter ................
Perimeter.......................
Velocity........................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Page 1
Circular
Depth of Flow
8.0000 in
2.9000 cfs
0.0370 ft /ft
0.0110
-- 7-: o-5 7 9- --in -- - - -
0.3491 ft2
0.3260 ft2
19.5282 in
25.1327 in
8.8962 fps
2.4038 in
88.2239 %
2.7471 cfs
7.8697 fps
3z

i No- IA
To
--F—f e -V. f%.eQ = 1101140 S. F
MM
ME-R,. = 0.0.3 t 9) ,3���� : - o. 7� -7
gri Ih0F4 VOV = Rv X A.(-, X 433gr 0 ft x ft
VI Acre J ► 2in
4
i
I*lq �✓ („7 V = O. 74' 7)(3. / 74 `£14,a }( Lz
L✓Q Vq _ 75) WQ V
So, r Poiic a vs. He—,,.vi
3
WQ V-a • f
• 'S
G 6Z 8
� '� 23!
Z.O
3,3I¢
2.S
Z,6✓r/
3.0
2, z pq
1, 8 9¢
0
1,637
4 S
l,¢ 73
30
113Zet
5.5
t
1, Z o,s
6.o
Y
J,/ os
Ft Z
Mi,7. Su�faeC /�rCa S6a1. Qafin
as = j (. -74 -7)(,3.1-7+,Y, �7
�f
$e fwee,? , .3• '8r er
3.3

m
�No- tk Filer Co•r �;>
Ass 14me. C.,o74 f = ZD "x /00, = 2000 S,C
rn fe rip v Ja 4e- /V%sX //eit d
2209
IM sx ZODO X = 3.33
W.W 3.,5
�WWwo�
mA
$ �
max, Ale "-d = 3 3 3
a
e
m
eo
i Veri t� M,'n. %�✓',�� ofl����rin /cL
A� = W V _ �8637 �t��j. 3 ft� 76? P t z
K t (h4tdF)
4b
Af - IOOD
h 5 = 0 O0
�m P,,ltb• =
�0O0 fPL f Jd� ff Z 3.33ft) = 6'45'oC Oft 6�2
0 kay

0IM
pniy�t,,p
W
... W W
rjW8
X88181
��
M
m
Ilk
3s
i+
r
Q = c r ,a =
9s�(� o- 3 = 1, 3-0 c �s
�T OO r � r'!Li ✓I
� �te, ��i/!� I '£E
o
pf14 >e
n �
/'CEO% � GonfEN,
'l
oo.zzs
C6 G
J, 3 t 3.4-3 t /. 3.5
= 6.3 Z c{
fo F
CB -
Q - c L A -
(75)(7. a-y , Js6o / -
3. Z 2 c �l
Tf Q r,o�
= 6,32 t 3,ZZ = 9,34-
c� >.
GB
Q = G t R =
�93/t 7, 03 43 �p _ .�. O
7 c
Tf. Q =
3.07 t- 9,54-
ce or
C9, 5Y7, a3J( ¢33 6a
1,.3* c fr
C3 ,n •,
Q
Q Ta f ,D„ fo
=$ 12 . 6 1 t /, 3 4
t 3.07 - 17, OZ cfs
3s

tmp #l.txt
Manning Pipe Calculator
Given Input Data:
N �o Cy
X A d ~D
Shape ........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 15.0000 in
Flowrate ........................ 1.3400 cfs
Slope ........................... 0.0050 ft /ft
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
5.5659
in
Area ............................
1.2272
ft2
Wetted Area .....................
0.4144
ft2
Wetted Perimeter ................
19.6495
in
Perimeter - :.-.. -.7::...:..:.- ...-.. —.
--47 :1239
- -in
Velocity ........................
3.2338
fps
Hydraulic Radius ................
3.0367
in
Percent Full ....................
37.1058
%
Full flow Flowrate ..............
4.5678
cfs
Full flow velocity ..............
3.7221
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specificenergy .................
Minimumenergy ..................
Froudenumber ...................
Flowcondition ..................
Page 1
on
5.4882 in
0.0053 ft /ft
3.2959 fps
0.4066 ft2
19.4884 in
3.0041 in
14.4503 in
0.6263 ft
0.6860 ft
0.9733
Subcritical
3

tmp #l.txt
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 15.0000 in
Flowrate ........................ 3.6300 cfs
Slope ........................... 0.0050 ft /ft
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
10.0997
in
Area ............................
1.2272
ft2
Wetted Area .....................
0.8789
ft2
Wetted Perimeter ................
28.8715
in
47:1239
- -in - - -
Velocity ........................
4.1303
fps
Hydraulic Radius ................
4.3835
in
Percent Full ....................
67.3311
%
Full flow Flowrate ..............
4.5678
cfs
Full flow velocity ..............
3.7221
fps
Critical Informati
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimumenergy ..................
Froudenumber ...................
Flow condition ..................
Page 1
on
9.2892 in
0.0063 ft /ft
4.5377 fps
0.8000 ft2
27.1404 in
4.2444 in
15.0000 in
1.1017 ft
1.1612 ft
0.8735
Subcritical
.37

tmp #l.txt
Manning Pipe Calculator
Given Input Data:
G fo
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
24.0000 in
Flowrate ........................
6.3100 cfs
Slope ...........................
0.0050 ft /ft
Manning's n .....................
0.0130
Computed Results:
area ...................
Depth ...........................
10.4740 in
Area ............................
3.1416 ft2
Wetted Area .....................
1.3171 ft2
Wetted Perimeter ................
34.6388 in
5.5479
75 -- 39"82 -- in -
Velocity ........................
4.7907 fps
Hydraulic Radius ................
5.4756 in
Percent Full ....................
43.6416 %
Full flow Flowrate ..............
15.9965 cfs
Full flow velocity ..............
5.0918 fps
Critical Information
Critical
depth ..................
10.6719
in
Critical
slope ..................
0.0047
ft /ft
Critical
velocity ...............
4.6744
fps
Critical
area ...................
1.3499
ft2
Critical
perimeter ..............
35.0375
in
Critical
hydraulic radius .......
5.5479
in
Critical
top width ..............
23.8526
in
Specific
energy .................
1.2295
ft
Minimum
energy ..................
1.3340
ft
Froude number ...................
1.0365
Flow condition ..................
Supercritical
Page 1
i

tmp #l.txt
Manning Pipe Calculator
Given Input Data:
Shape........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 24.0000 in
Flowrate ........................ 9.5300 cfs
Slope ........................... 0.0050 ft /ft'
Manning's n ..................... 0.0130
Computed Results:
Depth ...........................
13.3398
in
Area ............................
3.1416
ft2
Wetted Area .....................
1.7936
ft2
Wetted Perimeter ................
40.3842
in
- Perimeter ::::.::.:.....:.:::.::.
775-:3982
- - -in
Velocity ........................
5.3133
fps
Hydraulic Radius ................
6.3956
in
Percent Full ....................
55.5823
%
Full flow Flowrate ..............
15.9965
cfs
Full flow velocity ..............
5.0918
fps
Critical Information
Critical
depth ..................
13.2589
in
Critical
slope ..................
0.0051
ft /ft
Critical
velocity ...............
5.3521
fps
Critical
area ...................
1.7806
ft2
Critical
perimeter ..............
40.2169
in
Critical
hydraulic radius .......
6.3756
in
Critical
top width ..............
24.0000
in
Specific
energy .................
1.5501
ft
Minimum
energy ..................
1.6574
ft
Froude number
...................
0.9893
Flow condition
..................
Subcritical
Page 1
./ %

tmp #l.txt
Manning Pipe Calculator
Given Input-Data:
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
24.0000 in
Flowrate ........................
12.6000 cfs
Slope ...........................
0.0050 ft /ft
Manning's n .....................
0.0130
Computed Results:
Depth ...........................
16.0558
in
Area ............................
3.1416
ft2
Wetted Area .....................
2.2337
ft2
Wetted Perimeter ................
45.9736
in
Critical
-7-5. -3992
in --
Velocity ........................
5.6410
fps
Hydraulic Radius ................
6.9963
in
Percent Full ....................
66.8991
%
Full flow Flowrate ..............
15.9965
cfs
Full flow velocity ..............
5.0918
fps
Critical Information
Critical
depth ..................
15.4451
in
Critical
slope ..................
0.0055
ft /ft
Critical
velocity ...............
5.8742
fps
Critical
area ...................
2.1450
ft2
Critical
perimeter ..............
44.5892
in
Critical
hydraulic radius .......
6.9271
in
Critical
top width ..............
24.0000
in
Specific
energy .................
1.8255
ft
Minimum
energy ..................
1.9306
ft
Froude number
...................
0.9462
Flow condition
..................
Subcritical
Page 1
i

tmp #l.txt
Manning Pipe Calculator
Given Input Data:
Shape...........................
Circular
Solving for .....................
Depth of
Flow
Diameter ........................
24.0000
in
Flowrate ........................
17.0100
cfs
Slope ...........................
0.0050
ft /ft
Manning's n .....................
0.0130
Critical
Computed Results:
50.2903
in
Depth ...........................
21.4848
in
Area............................
3.1416
ft2
Wetted Area .....................
2.9665
ft2
Wetted Perimeter ................
59.5742
in
-
__7- 5- :- 3- g�8�2-
-in - -- --
Velocity ........................
5.7341
fps
Hydraulic Radius ................
7.1704
in
Percent Full ....................
89.5200
%
Full flow Flowrate ..............
15.9965
cfs
Full flow velocity ..............
5.0918
fps
Critical Information
Critical
depth ..................
18.2956
in
Critical
slope ..................
0.0060
ft /ft
Critical
velocity ...............
6.4922
fps
Critical
area ...................
2.6201
ft2
Critical
perimeter ..............
50.2903
in
Critical
hydraulic radius .......
7.5022
in
Critical
top width ..............
24.0000
in
Specific
energy .................
2.1906
ft
Minimum energy ..................
2.2869
ft
Froude number ...................
0.8928
Flow condition ..................
Subcritical
Page 1
4-1
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9 R
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St8�9�
MINE cc r^
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m
a VG 1ppy� - (9.Jr/�I,ZJrjYB, q4' inyr Y43S60�Ac� = 2�. 78 G�S,
Q "
s;7e. we,;r
Q=
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2/3 - �
H= ��) (�4 . 8 3 = i,o3
Top o.F = 777.33
�Y ea cl o v e ' Kle-, .- = 1. D "
778, 33
loll,( -5 1 = 77-7-33

tmp #l.txt
Hydac
Discharge pipe from North BMP - 100 yr Storm
Manning Pipe Calculator
Given Input Data:
Shape........................... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 24.0000 in
Flowrate ........................ 26.7800 cfs
Slope ........................... 0.0130 ft /ft
Manning's n ..................... 0.0130
Computed Results:
--20--6-1-4-8- -in --
Area .. 3.1416 ft2
Wetted Area ..................... 2.8713 ft2
Wetted Perimeter ................ 56.9179 in
Perimeter ....................... 75.3982 in
Velocity ........................ 9.3266 fps
Hydraulic Radius ................ 7.2644 in
Percent Full .................... 85.8951 %
Full flow Flowrate .............. 25.7935 cfs
Full flow velocity .............. 8.2103 fps
Critical Information
Critical
depth ..................
23.8501
in
Critical
slope ..................
0.0071
ft /ft
Critical
velocity ...............
7.5526
fps
Critical
area ...................
3.5458
ft2
Critical
perimeter ..............
61.3993
in
Critical
hydraulic radius .......
8.3160
in
Critical
top width ..............
24.0000
in
Specific
energy .................
3.0512
ft
Minimum
energy ..................
2.9813
ft
Froude number ...................
1.4469
Flow condition ..................
Supercritical
Page 1
�A

T1
I' Nor �� Sanail /Ci %T�r
SGG� ' d rai.q S 7c i r►ei llv 1/ =
Q = Va� � fI Al 3� alay /brZ c O• Z74
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z Q ,fade = �lo) <, 27Gfs) = 2. 7clgr
Ove
� =t
A

tmp #l.txt
Manning Pipe Calculator
Given Input Data:
Shape...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
24.0000 in
Flowrate ........................
17.0100 cfs
Slope ...........................
0.0100 ft /ft
Manning's n .....................
0.0130
Computed Results:
Depth ............
Area.............
Wetted Area ......
Wetted Perimeter .
-Per ime ter - :::.::
Velocity .........
Hydraulic Radius .
Percent Full .....
Full flow Flowrate
Full flow velocity
15.5351 in
3.1416 ft2
2.1513 ft2
44.8758 in
-75 -: 3-982-- in-
7.9067 fps
6.9034 in
64.7296 %
22.6224 cfs
7.2009 fps
Critical Information
Critical
depth ..................
18.2956
in
Critical
slope ..................
0.0060
ft /ft
Critical
velocity ...............
6.4922
fps
Critical
area ...................
2.6201
ft2
Critical
perimeter ..............
50.2903
in
Critical
hydraulic radius .......
7.5022
in
Critical
top width ..............
24.0000
in
Specific
energy .................
2.2639
ft
Minimum
energy ..................
2.2869
ft
Froude number ...................
1.3489
Flow condition ..................
Supercritical
Page 1
WIIAM
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NCDENR SAND FILTER
SC Hondros & Associates
Designed By: Ben Lanzillotta PE
Checked By Al Broome PE
Date 8/2/2012
Revised
=User Entry
Da
4.32 Acres
Impervious
3.37 Acres
Pervious
0.95 Acres
Percent Impervious
77.94 Percent
R„ Rv =0.05 +.009( %Imp)
0.75
WQV WQV= R„ *Da *I
11,795 ft3
WQVadj WQV dj 0.75*WQV
8,846 ft3
h(max) hmaz WQV /(A. +At)
Forebay
Forebay +Pond Above Berm
Elev
Area
Vol Inc
Vol Accum
Elev
Area
Vol Inc
782.2
1105
0
0
782.2
0
0
783
1425
1,012
1,012
783
1118
447
784
1875
1,650
2,662
784
1505
1,312
785
2379
2,127
4,789
785
1947
1,726
785.2
8,846
3,538
1,769
785.2
4625
657
786
8,846
2,949
1,474
786
5305
3,972
787
8,846
2,808
1,404
787
6204
5,755
3.5
8,846
2,527
1,264
1,264
778
937
1"1(max)
WQVadj
AB +Ar
As
Ak
Aslmin►
Agmin)
0.5
8,846
17,692
8,846
8,846
778
1740
1.0
8,846
8,846
4,423
4,423
778
1523
1.5
8,846
5,897
2,949
2,949
778
1353
2.0
8,846
4,423
2,211
2,211
778
1218
2.5
8,846
3,538
1,769
1,769
778
1107
3.0
8,846
2,949
1,474
1,474
778
1015
3.15
8,846
2,808
1,404
1,404
778
990
3.5
8,846
2,527
1,264
1,264
778
937
4.0
8,846
2,211
1,106
1,106
778
870
4.5
8,846
1,966
983
983
778
812
5.0
8,846
1,769
885
885
778
761
5.5
8,846
1 1,608
804
804
778
716
6.0
8,846
1 , 1,474
Inadequate
737
778
677

Minimum Area of Settlement Bay
As(min) As(mm) =0.066*W QV
Minimum Area of Filter
ARmin) Af( min ) = (WQV *df) /(k *t *((hmax /2) +df))
df 1.5 ft
k 3.5 ft/day
t 1.66 day (1.66 days = 40 hrs)
Underdrain System
1) Determine Flow rate * 10
Q =WQV /(1.66 days * 24 hrs * 3600 sec/hr)
Q= 0.08
Q *10= 0.82
2) Determine Diamter of underdrain
D= ((16 *Q *n ) /(SO 15))(318)
n= 0.011 mannings roughness
S= 0.005 percent
D= 1.31 feet
A 6" PVC pipe at 0.5% will carry 0.5 cfs. Therefore
Use 3.00 6" PVC underdrains running at 0.5%

RECEIVED
DIVISION (71- !HATER QUALITY
AUG 21 2012
. 1 r%N
MOORES1);,_L: f.�.. ;JNAL OFFICE
August 20, 2012
www.schondros.com Mr. Samar Bou - Ghazale
North Carolina Department of Environment & Natural Resources
SC HONDROS Water Quality Regional Office
& ASSOMITS, INC. 610 East Center Avenue, Suite 301
Mooresville, NC 28115
H ANIM
OILY Dear Mr. Bou- Ghazale:
CONSTRUCTION
Sub ect: Hvdac Technoloav Corporation
Lincoln County - Water Quality Permit Review
Enclosed please find the following for the above referenced project:
• Two (2) revised sets of Civil Plans;
• One (1) revised set of Storm Water and Erosion Control Calculations.
For design and technical questions please contact Mr. Al Broome, PE, PLS. If you have
any other questions or if any additional information is needed, please feel free to contact
me.
Sincerely yours,
S. C. HONDROS & ASSOCIATES, INC.
Iv��O
Walter A. McNeil
Pre - Construction Manager
cc:
Al Broome, PE, PLS, Design Manager
Terry Cloer, Senior Project Manager
Michael Peacock, General Superintendent
file /acct.
encl.
PO BOX 220458
CHANUM NC 282224M
[phone]
FAX [phone]
H \Current Contracts \12 -04 HYDAC\Permrts & UUlihes\Land Development \Grading Permit Application NCDE &NR -LQD LT2 doc

RECEIVED
DIVISION OF WATER QUALITY
AUG 21 2012
RIMP SECTION
MOORESVILLE REGIONAL OFFICE
STORM WATER
CALCULATIONS
PROPOSED
HYDAC
ARLIE BUSINESS PARK
LINCOLN COUNTY, NC
s /27/,z
REVISED 8/20/12
c r unninonc D. nccnninTrc inir
SC HONDROS
& ASSOUAIES X
INDEX
S SSOCI ES, INC.
ENGINEERS & CONTRACTORS
SOUTH SAND FILTER CALCS
��.•`'�N Cgq�yy,
Vto
SEAL
'SOR 'w Jf S1Zo %i2
.N••• ��
A. g�0 `�f
PAGE
imi

NCDENR SAND FILTER
SC Hondros & Associates
Designed By: Ben Lanzillotta PE
Checked By Al Broome PE
Date 8/2/2012
Revised
=User Entry
Da
4.32 Acres
Impervious
3.37 Acres
Pervious
0.95 Acres
Percent Impervious
77.94 Percent
R„ Rv =0.05 +.009( %Imp)
0.75
WQV WQV= R„ *Da *I
11,795 ft3
WQVadj WQVadj= 0.75*WQV
8,846 ft3
h(max) hmaz WQV /(AS +Af)
Forebay
Forebay +Pond Above Berm
Elev
Area
Vol Inc
Vol Accum
Elev
Area
Vol Inc
Vol Accum
Total Vol
782.2
1105
0
0
782.2
0
0
0
4,423
783
' 1425
1,012
1,012
783
1118
447
447
1,459
784
1875-
1,650
2,662
784
1505
1,312
1,759
4,421
785
2379
2,127
4,789
785
1947
1 1,726
3,485
8,274
785.2
1,474
778
1015
785.2
4625
1 657
4,142
8,931
786,'
990
3.5
8,846
786
5305
3,972
8,114
12,903
787
8,846
2,211
1,106
787
6204
5,755
13,868
18,657
1,966
983
983
778
812
5.0
8,846
1,769
885
H(max)
WQVadj
As +Af
As
Af
A.(min)
Afwn)
0.5
8,846
17,692
8,846
8,846
778
1740
1.0
8,846
8,846
4,423
4,423
778
1523
1.5
8,846
5,897
2,949
2,949
778
1353
2.0
8,846
4,423
2,211
2,211
1 778
1218
2.5
8,846
3,538
1,769
1,769
778
1107
3.0
8,846
2,949
1,474
1,474
778
1015
3.15
8,846
2,808
1,404
1,404
778
990
3.5
8,846
2,527
1,264
1,264
778
937
4.0
8,846
2,211
1,106
1,106
778
870
4.5
8,846
1,966
983
983
778
812
5.0
8,846
1,769
885
885
778
761
5.5
8,846
1,608
1 804
804
778
716
6.0
8,846
1,474
1 Inadequate
737
778
677

Minimum Area of Settlement Bay
As(mm) As(mm)= 0.066 *WQV
Minimum Area of Filter
Af(min) Af( mm )= (WQV *df) /(k *t *((hmax /2) +df))
df 1.5 ft
k 3.5 ft/day
t 1.66 day (1.66 days = 40 hrs)
Underdrain System
1) Determine Flow rate * 10
Q =WQV /(1.66 days * 24 hrs * 3600 sec/hr)
Q= 0.08
Q *10= 0.82
2) Determine Diamter of underdrain
D= ((16 *Q *n) /(So 05))("8)
n= 0.011 mannings roughness
S= 0.005 percent
D= 1.31 feet
A 6" PVC pipe at 0.5% will carry 0.5 cfs. Therefore
Use 3.00 6" PVC underdrains running at 0.5%

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