20190559 Ver 2_Stormwater Report_2019-04-23_20200414

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000

STORMWATER AND EROSION CONTROL IMPACT ANALYSIS

FOR

IGLESIA DE DIOS PRIMEROS FRUTOS

LOCATED IN:
BARBER MILL ROAD AND DAIRY ROAD
CLAYTON, NORTH CAROLINA 27520

PREPARED FOR:
PROUTEY CONSTRUCTION

PREPARED BY:
KIMLEY-HORN AND ASSOCIATES, INC.
421 FAYETTEVILLE ST. SUITE 600
RALEIGH, NORTH CAROLINA 27601
NC CERT. OF AUTH: F-010

KHA PROJECT #015057000

4/23/2019

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000

Disclosure Statement:
This document, together with the concepts and designs presented herein, as an instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adaptation by Kimley-Horn and Associates,
Inc. shall be without liability to Kimley-Horn and Associates, Inc.

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000

TABLE OF CONTENTS

OVERVIEW

Background
Proposed Development
Stormwater Analysis
Water Quality
Water Quantity
Results

APPENDICES

Appendix A – FEMA Flood Insurance Rate Map
NCRS WSS Soil Survey Map
Johnston County Soil Survey Map
USGS Quadrangle Map
Town of Clayton Storm Intensities Chart
Town of Clayton Storm Depth Charts

Appendix B – Pre-Development Drainage Area Map (P-1)
Post Development Drainage Area Map (P-2)
Stormwater BMP Calculations
NCDOT Drainage Swale Dimensions Calculations
NCDOT Culvert Sizing Calculations

Appendix C – Pre-Development Nutrient Map (N-3)
Post-Development Nutrient Map (N-4)
Nutrient Loading Calculations

Appendix D – Inlet Drainage Areas Map (DA-5)
StormCAD Network Diagram
StormCAD Pipe Flow Report
StormCAD HGL Profiles

Appendix E - Skimmer Basin Calculations
Rip-Rap Sizing Calculations

Appendix F – Subsurface Exploration Report
DWR Buffer Call

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000

OVERVIEW
Background
This report contains the approach and results of a stormwater and erosion control impact analysis
conducted for the proposed Iglesia de Dios Primeros Frutos project. The project site is located at the
southeast corner of the intersection of Barber Mill Road and Dairy Road, in the Town of Clayton, North
Carolina in Johnston County. The site is bounded to the North by Dairy Road, to the West by Barber Mill
Road and to the South and East by adjacent residential parcels.
The proposed development will be located on a partially wooded and vegetated vacant 1.42 acre lot. The
project will disturb approximately 1.54 acres. This is about 0.12 acres more than the lot size due to
required grading and utility connections with the NCDOT right of way.
From the Johnston County Soil Survey, the on-site near surface area soils are classified as Bibb Sandy
Loam Bb and Wedowee Sandy Loam WoB. Per the NRCS Soil Survey Database for Wake County, these
soils are in hydrologic group B and D (Refer to Appendix A).
The property is not within a defined floodplain area (FEMA FIRM - Appendix A).
Proposed Development
This development proposes to construct a 7,650 square feet prefabricated church building with associated
parking lot and one access driveway that connects to Dairy Road. The development will increase the
overall impervious coverage in the property boundary area from 0.000 to 0.71 acres (50% impervious).
The drainage resulting from the proposed improvements will be conveyed using a combination of catch
basins, pipes and an oversized underground sand filter to treat and attenuate flow. The system will
discharge into an existing offsite drainage swale within NCDOT right of way.
A proposed offsite sidewalk required by the Town of Clayton on NCDOT right of way will require the
existing roads’ shoulder drainage swale to be resized. Refer to Appendix B for swale sizing calculations.
The proposed access driveway connection to Dairy Road will require for a new culvert to be installed at
the existing road shoulder swale. Refer to Appendix B for culvert sizing calculations.
Stormwater Analysis
Stormwater management measures shall be designed in accordance with the Town of Clayton
Stormwater Guidelines and the Neuse River Basin Regulations. In accordance with the stormwater
quantity requirements of the Town of Clayton, the peak stormwater runoff leaving the site for the 1 -year,
24-hour storm shall be no greater for post-development than pre-development conditions for on-site
improvements. If the flow rates are increased above this threshold, the post developme nt flow will be
reduced to the pre-development flow rate via use of Stormwater Control Measures (SCM’s).
Per the Town of Clayton stormwater quality requirements, any new impervious area will require an
evaluation of the Total Nitrogen (TN) Export from the project site in lb/ac/yr. If results indicate the
overall TN Export from the site exceeds 10 lb/ac/yr, BMP’s must be utilized to reduce below 10 lb/ac/yr,
with a target loading of less than 3.6 lb/ac/yr. Once below 10 pounds per acre per year, an offset payment
may be made through the North Carolina Ecosystem Enhancement Program (NCEEP) or approved
private Mitigation Bank if available.

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000

Water Quality
Stormwater Quality analysis was performed by utilizing the NCDEQ Method 2 for quantifying TN
Export (refer to Appendix C) to calculate the Proposed Nitrogen Exportation. Using a sand filter SCM
the site produced a TN export of 8.03 lb/ac/yr which is below the 10 lbs/ac/yr requirement per the Neuse
Stormwater Rule (15A NCAC 2B .0235) of the “Neuse River Basi n: Model Stormwater Program for
Nitrogen Control”, August, 1999. Refer to Appendix C for impervious areas takeoffs exhibits for
Nutrient loading calculations.
Water Quantity
One (1) downstream point of analysis (POA) encompasses the impacted site area. The undetained flow
rates at the point of analysis were evaluated using the SCS Method. The time of concentration for the
POA was calculated using the methods prescribed in TR-55. Developed areas were assumed to have a
time of concentration of 5 minutes. The project proposes one (1) oversized underground sand filter box
SCM for water quality treatment and flow attenuation. Bentley’s Pondpack software was utilized to
model the proposed SCM. The 1-year, 24-hour storm event was analyzed using a rainfall depth of 2.96
inches per the Town of Clayton Depth Chart (refer to Appendix B). Using the underground sand filter
box the site will detain the 1-year, 24-hour storm event to at or below the pre-development peak runoff
rate. Refer to Appendix B for stormwater quantity calculations.
A summary of the results are as follows:

*Refer to Appendix B for pre-development and post-development drainage area maps and PondPack
analysis.
An on-site storm sewer collection system was designed to capture and convey the 10-year and 25-year
storm event for the proposed development. Per local design standards, the Rational Method (Q=CIA) and
Manning’s Equation were used in the design of this on-site storm sewer system using Bentley’s
StormCAD software. A Manning’s n value of 0.013 will be used for the reinforced concrete pipe. The
runoff coefficients (C) used for pervious and impervious are 0.40 and 0.95, respectively. Refer to
Appendix D for StormCAD stormwater calculations, and the 10 and 25-year Hydraulic Grade Line
(HGL) profiles.
Erosion Control
Erosion and sedimentation control measures shall be designed in accordance with 15A NCAC, Chapter 4
(NC Sedimentation Pollution Control Act of 1973) to minimize the amount of sediment laden runoff
exiting the site. Erosion control measures will be required to be placed before any other site construction
begins. Measures include silt fencing around the inside limits of disturbance, rock check dams in
temporary diversion ditches as needed, concrete washout stations, and inlet protection at each inlet.
Temporary diversion ditches will convey sediment laden runoff to a skimmer basin during the early
*Pre vs. Post Peak Flow to POA - A
1-Year (ft3/s)
Pre-Development POA - A 0.95
Post-Development POA- A (w/ SCM) 0.83

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000

clearing and grading activities. The skimmer basin was sized to meet both the volume and surface area
requirements set forth by the Town of Clayton and NCDENR. Construction entrances will be placed to
minimize sediment entering Dairy Road. As new storm structures are inst alled, inlet protection will be
placed at each inlet to reduce sediment laden runoff from entering the stormwater system. Rip -rap
aprons will be utilized at pipe discharges to dissipate erosive velocities. Refer to Appendix E for erosion
control calculations.
Results
The proposed stormwater management measures will be sized and designed using methods prescribed by
the aforementioned Town of Clayton and NCDENR resources. The calculations indicate that the
proposed development will comply with local and state stormwater requirements. One water quality and
quantity structural SCM is utilized to meet detention and treatment requirements. Water quality
regulations will be satisfied with the aforementioned one-time TN Nutrient Offset Payment. Erosion
control measures as listed above, will minimize sediment laden runoff from exiting the site.

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000
APPENDIX A
FLOOD HAZARD INFORMATION
SPECIAL FLOODHAZARD AREAS
OTHER AREAS OFFLOOD HAZARD
OTHERAREAS
GENERALSTRUCTURES
Without Base Flood Elevation (BFE)
With BFE or Depth
Regulatory Floodway
Areas Determined to be Outside the 0.2% Annual Chance Floodplain
Non-accredited Levee, Dike, or Floodwall
Zone A,V, A99 Zone AE, AO, AH, VE, AR
Zone X
HTTP://FRIS.NC.GOV/FRIS
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTINGDOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
FLOOD INSURANCE RATE MAPNORTH CAROLINA
PANEL
MAP NUMBER
MAP REVISED
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
Cross Sections with 1% Annual ChanceWater Surface Elevation (BFE)
Coastal Transect
OTHERFEATURES
Profile Baseline
Hydrographic Feature
Limit of Study
Limit of Moderate Wave Action (LiMWA)
Jurisdiction Boundary
Accredited or Provisionally AccreditedLevee, Dike, or Floodwall
Coastal Transect Baseline
SCALE
1 inch = 500 feet
Map Projection:North Carolina State Plane Projection Feet (Zone 3200)Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
PANEL LOCATOR
LOGO LOGO
NOTES TO USERS
For information and questions about this map, available products associated with this FIRM including historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of MapRevision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of thisFIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com,or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well asthe current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the NationalFlood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina FloodplainMapping Program (NCFMP). The source of this information can be determined from the metadata available in thedigital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your localcommunity to obtain more information, such as the estimated level of protection provided (which may exceed the1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider floodinsurance and floodproofing or other protective measures. For more information on flood insurance, interestedparties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) noteappears on this panel, check with your local community to obtain more information, such as the estimated level ofprotection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on thelevee system(s) shown as providing protection. To maintain accreditation, the levee owner or community isrequired to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.If the community or owner does not provide the necessary data and documentation or if the data and documentationprovided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the floodhazard and risk information for this area to reflect de-accreditation of the levee system. To mitigate flood risk inresidual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofingor other protective measures. For more information on flood insurance, interested parties should visit the FEMAWebsite at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zonecategory has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximatelandward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but lesssevere than those in the VE Zone.
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is notavailable within CBRS areas for structures that are newly built or substantially improved on or after the date(s)indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, theFIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
CBRS Area Otherwise Protected Area
Channel, Culvert, or Storm Sewer
0.2% Annual Chance Flood Hazard, Areas of 1% Annual Chance Flood with Average Depth Less Than One Foot or With Drainage Areas of Less Than One Square MileFuture Conditions 1% Annual Chance Flood HazardArea with Reduced Flood Risk due to LeveeSee Notes
Zone X
Zone X
Zone X

16581:6,000
%,012 18.2
!(8
2150000 FEET
680000 FEET
2150000 FEET690000 FEET 2160000 FEET 690000 FEET
2160000 FEET
680000 FEET
This digital Flood Insurance Rate Map (FIRM) was produced through a uniquecooperative partnership between the State of North Carolina and the FederalEmergency Management Agency (FEMA). The State of North Carolina hasimplemented a long term approach to floodplain management to decrease thecosts associated with flooding. This is demonstrated by the State's commitmentto map flood hazard areas at the local level. As a part of this effort, the State ofNorth Carolina has joined in a Cooperating Technical State agreement withFEMA to produce and maintain this digital FIRM.
NATIONAL FLOOD INSURANCE PROGRAM
ZONE AE
ZONE AE
ZONE AEAmelia Church RdLynn DrPinecroft DrGuy Rd Brandon DrBenningwood
C
t
R
ockyBranchDrMeadowRunLa
k
e
v
i
ewDrBarber Mill RdWM
oss
Creek
Dr
CanyonRd
Kil
d
a
i
r
e

C
tSumac CtLeah CirLin's PlWynstonWay
SNikolWayBluebell CtWill Ct Jenny CirHocutt DrHo
l
l
y
P
o
i
n
t
P
l
TimothyRdg
Vog
u
e
S
t
Hunt
er
Wa
y
Meadow Ct
JasperDr
Shauna CirWa
l
nu
t
CreekDrD
arfield
CtGro ve w o o d DrStone PlCheltenham DrLennox DrD u rha m St
Chestnut
Dr
Roscom m on Ln
Gregory

D
r
Stephan ie L n
Harvard St
Wexford Dr Woodbr
i
a
r
RdMe
lis
saCtWoodlawn
W
a
y
Creeksid
e

C
t
Sunset Ln
Roundtree Ct
CorvinaDr Vinyard DrBetsyCtTrestlewood Ln
CoxwoodsRd
Morning D o v e C t
Chardonney DrBreezewood Ln Ses DrN
Nikol
Wa
y
Gracie L n
BrowningCt
Horseshoe L
nWe
s
t
woodPlMerlot
C
t
C
o
untry
L
n
Scott CtBelhav
e
n

D
r
Butternut
L
n
BrookviewCt
Thorn w oodCtPollyPlEastwood Dr
Green Ln Equine LnCardinal Ct
F rin g e Tree Ln
Parkside Village DrS
to
n
e
b
r
o
o
k
Dr
Angus C t
Stonehe
n
g
e

D
r
MckinnonDr Pa
r
k
P
l
Co
n
c
o
r
d

C
t
LeeSt CabinBranchDrL
e
e
C
t
CoveCirBentwood Ln
Woodbend Ct
MarshCtAmeliaChurchRd
Breeze Ln
BrightLeafDrBenningtonDrG len gariffLnRegen c y Dr
CabernetCtB rig a d o o n D r
Corbett RdShortJohnsonRd
Dai
r
y

R
d
Trailwood DrH o w a r d s E statesMhpPonderosa Dr Woodb
r
iarSt
M
a
r
r
i
a
n

D
r
ButtonwoodLn
Satinwood
D
r
Waterford Dr Cricket Hollow RunChristy
Ci
rWindi
ngWoodDrHereford
Dr MitchellAveB r itt a n y D rSleepy Creek DrAlder LnFernw oodStLaur
elRidgeDrE
T
iff
a
ny
Cir
KellyLnLocket DrStoneLnHor
s
e
ma
ns
Ri
d
g
e
DrW
T
i
f
f
an
y
C
i
rStateAve
Nc 42 Hwy
W
S Lombard
St
¬«42
¬«42
£¤70
i360
i326i376
i408
i35
2
i451
i384
i399i417
i392
i342
i435
i444
i428TOWN OFCLAYTON370139
TOWN OFCLAYTON370139
TOWN OFCLAYTON370139
TOWN OFCLAYTON ETJ370139
TOWN OFCLAYTON ETJ370139
TOWN OFCLAYTON ETJ370139
TOWN OFCLAYTON ETJ370139
203.5216.9
227.1
20
7
.
8244.8218.6
224.1233.3222.4
206.4
237.8
240.5
236.4
LittleCreek
LittleCreek
78°28'0"W
78°28'0"W
78°28'30"W
78°28'30"W
78°29'0"W
78°29'0"W
78°29'30"W
78°29'30"W
35°38'30"N 35°38'30"N
35°38'0"N 35°38'0"N
35°37'30"N 35°37'30"N
NASH COUNTY
WAKE COUNTY
WAYNE COUNTY
HARNETT COUNTY
SAMPSON COUNTY
0684 1605 1615 1625 1635 1645 1655 1665 1675 1685 1695 2605 2615 2624 2645 2655 2665 2675
1640 1650 2640 2650
2715 2725
2704 2714 2724
1783 1793 2703 2713 272217721782179227022712 2742
1751 1761 1771 1780 2700 2720 27401740175017601770
1639 1649 1659 1669 1679 1689 1699 2609 2619 2629 2639 2648162816381648165816681678168816982608261826282638
1617 1627 1637 1647 1657 1667 1677 1687 1697 2607 2617 2627 2637 2647 2657 26661606161616261636164616561666167616861696260626162626263626462656
1604 1614 1624 1634 1644 1654 1664 1674 1684 1694 2604 2614 2644 2654 2664
0682 1602 1622 1642 1662 1682 2602 2622 2643 2653 266226422652
1600 1620 1641 1651 1660 1680 2600 2620 2641 2651
1528 1548 1568 1588 2508 2528 2548
1537 1546 1566 1586 2506 2527 2537
1536
1544 1564 1584 2505
I
0 500 1,000250Feet
0 150 30075Meters
BM5510 D North Carolina Geodetic Survey bench mark
BM5510 ?BM5510z
National Geodetic Survey bench markContractor Est. NCFMP Survey bench mark
Panel Contains:
COMMUNITY CID PANEL SUFFIX
1658CLAYTON, TOWN OF 370139 J
3720165800J
12/02/05
PROJECTLOCATION
PROJECT
LOCATION
BARBER MILL ROADDA
I
R
Y

R
O
A
D
Hydrologic Soil Group—Johnston County, North Carolina
(Iglesia De Dios Primeros Frutos)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/14/2017
Page 1 of 439466403946650394666039466703946680394669039467003946710394672039466503946660394667039466803946690394670039467103946720728710728720728730728740728750728760728770728780728790728800728810728820728830728840728850728860
728720 728730 728740 728750 728760 728770 728780 728790 728800 728810 728820 728830 728840 728850 728860
35° 38' 16'' N 78° 28' 26'' W35° 38' 16'' N78° 28' 20'' W35° 38' 13'' N
78° 28' 26'' W35° 38' 13'' N
78° 28' 20'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 20 40 80 120
Feet
0 5 10 20 30
Meters
Map Scale: 1:425 if printed on B landscape (17" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 20, Sep 19, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 14, 2011—Mar 3,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Johnston County, North Carolina
(Iglesia De Dios Primeros Frutos)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/14/2017
Page 2 of 4
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Johnston County, North Carolina (NC101)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Bb Bibb sandy loam, 0 to 2
percent slopes,
frequently flooded
A/D 0.7 60.5%
WoB Wedowee sandy loam, 2
to 8 percent slopes
B 0.5 39.5%
Totals for Area of Interest 1.2 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—Johnston County, North Carolina Iglesia De Dios Primeros Frutos
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/14/2017
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Johnston County, North Carolina Iglesia De Dios Primeros Frutos
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/14/2017
Page 4 of 4
PROJECT
LOCATION
NON-JURISDICTIONAL FEATURE
PROJECT
LOCATION
ENLARGED SOIL SURVEY MAP
NON-JURISDICTIONAL FEATURE
Imagery................................................NAIP, January 2010Roads..............................................©2006-2010 Tele AtlasNames...............................................................GNIS, 2010Hydrography.................National Hydrography Dataset, 2010Contours............................National Elevation Dataset, 2010
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│―│―│―│―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│
―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│
―│
―│―│
―│―│
―│
―│
―│―│―│
―│
―│―│
―│―│
―│
―│
―│―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│
―│
―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│―│―│―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
#!"
#!"
#!"
#!"
#!"
#!"
#!"
#!"
#!"
#!"
#!"
▄▄OP
#!"
#!"
#!"
¥^
█n
█n
█n
█n
█n
█n
█n
█n
F
F
F
F
3
5
0
2
0
0
350350
350300 2
0
0
3502
5
0
150
2
0
0
30
0
30
0 200250
25
0
3
0
0 300200200300200 200200250250
300
200 250300
300
300300300350 20025025
0 200250
250
250250300
150250200
200
25030
0 3002
5
0
250300 250 2002503
0
0
250150300300200150200250200300 200200
300200
200
2503002503503
0
0
250300
200300
250
30030
0
30
0 200300
300
200150
300
250
250300
300
300250300300
3
0
0
250
350250200200350300300200
200
150250300250 1
5
0
300
250
200 1502
0
0250 250
200200200
250 300300150 250
200250 300300
200150
300250250
300150200
20
0 200250
30
0
2
5
0
300
25
0
200
150
200
200200 250200200
15
0 150300
250
250
250
250250300300300
200
300250
250
250300
250 150200250300
2
0
0
250
200200200300200 300250
150200 2003
0
0
150
30
0
30030
0
250
250250
300200250 200350300
250 200250200
200200 150300250250
2
0
0
250200350
300
300
300300
250200
250
2
0
0
3003501
5
0
300300
250
250
300250 250200
250
250
200250 300300
300250
2
0
0300300 300
300
250300200£¤Bus70
£¤Bus70
£¤Bus70
£¤Bus70
¬«42
¬«42
¬«42
¬«42
¬«42
GUY RD
OLD BAUCO
M

R
D
MOSS CREEK D R
OLD US HWY 70 W
STON
E
BROOK DRSTATE A V E
GARRISON AVE
STONE LNT R DRHARVEST MILL CTB R IT T A N Y D RVOGUE

S
T
W
MAIN ST
W STALLINGS ST CITY RDBROOKHILL DRWILDWOOD DRWALDEN WAYSARAZEN DRPLEASANTS RDMEDLIN RDH O P E L N
LAFOY DR
VINSON RD KENSINGTON CTFA IRW A Y DRSHORT JOHNSON RDGATEWAY D R
LAUREL RIDGE DRFONT H
ILLS
LN
W
A
T
E
RFORD DRRYANS LN
LIBERTY LNOLD MEDLIN FARM RDSHAWAN RD
PARKRIDGE DRWOODS
T
O
NE DR WESTLAKE DRMAGGIE WAYCOVEY LN EASON DRRIVER CHASE DR
C
O
U
N
T
R
Y
L
NHUNTER WAYCOVERED BRIDGE

R
DSTONEWOOD PINES DRALAN LNSHY BABY LNVIRGINIA DARE PL
CR
O
O
K
E
D
C
R
E
EK RDE FRONT ST
O L D S T A T E H W Y 4 2 EDEER TRLCHRI
ST
OP
H
ER
DR
NELSON LN ATHLETIC CLUB BLVDO A K A L L E Y TRLFALLS DR
PALMER DRM UIRFIELD LNN E U SE RIDGE DR
GREENLYN DRHARDING DR
N FARM DR
S
MU
R
P
H
R
E
Y

R
D
ENGLEWOOD DRCREEKVIEW DRM

A
N
D

T

F
A
R
M

R
D
CONCORD CT
RIDGE DRGRAHA M S T O N E RD
MULBERRY RD
KENMORE D
RSHOTWELL RDKENTUCKY DERBY DRMIAL PLANTATION RDPAGE STJOHN STCAMEL STMIAL STCLAIRE DRC AT F I S H L N
MA
N
T
L
E

D
RBASS RDC O L L IN S W O R T H D R
GL
EN

LAUR
E
L

RDMARCELLUS WAYLOOP RD
WINDLESS TRL
LYNNSHIRE AVEAMSTERDAM DR
RIVER HILLS DRDAFFODIL LNWINDSOR GREEN DRHOCUTT FARM DR
FLORENCE DRHICKORY TREE PLBATTLE BRIDGE RD
FORT DR
TOWN

C
E
N
T
R
E

B
L
V
DBATTLE BRID G E RD REUSE DR
WI
NDI
NG WOOD DRGRACIE LNATKINSON STS MOORE STHILLTOP RD
C
ARL
WILLIAMSON RDKIRK POND RDBARBOUR STW
F
R
O
N
T

S
T
A V E R A S B O R O D R
LI
T
T
L
E

C
R
E
E
K

C
H
U
R
C
H

R
D
SWANN
T
R
L
MCCARTHY D
R STANSBURY LNBLACK FOREST DRRIVERWOOD DRSADDLEBROOK DRMOHAWK TRLGLEN LAUREL RDE S C H O O L R D
HUNT VALLEY TRL
PINE HOLLOW DRPINE TRLORCHARD FARM
LN
PINE TRLSHOTWELL RDCHURCHILL DOWNS DR
W HORNE STW 2ND STS SMITH STN CHURCH STN FAYETTEVILLE STLORD NELSON DRSHADY
M
E
A
D
O
W
L
NDURHAM STFAWN LNRAYMOND DR
CASTLEBERRY RDCOLONIAL DRAINSLEY CT
HEIN DRTOWNSEND DRM
O
T
O
R
C
Y
C
L
E
R
D
N FARM DR
C OX W OO D S RDBROWNFIELD RDCORBETT RDFOREST DRBETHLEHEM RDM EADOW RUNGROV
EWOOD D R S ROBERTSON STS FAYETTEVILLE STBOBBITT RDQUEEN CHARLOTTE PL
E 2
N
D

S
T
RANDOL P H D R
DOVE LNC H A RLESTON DR
TURNIPSEED RDSEEDLING STPAYTON DR
TRANTHAM TRL
FONTANA
D
R
VINSON RIDGE LNNEUSE RIVER PKWYWAVERLY DRMANCHESTER TRLSTOTTS MILL RD
GENO
A

L
N
MOTORC
Y
C
L
E

R
D
WINSTON RD
PINECROFT DRROCK CIRC
O
U
NTRY LNCAROL DRC H A P E L D R
CRICKET HOLLOW RUNPOPLAR CREE
K
TRL
DAIRY
RDCHARLES STC R E S T D A L E D R
Y ORKSHIRE DR
W E S T M I NSTER DR
E STALLINGS STSMITH DRMAJOR SLADE RDDEERFIEL D D R
FOREST OAKS DR MILLSTONE DRBIRKDAL E D RCH E S T N U T R I DGE
QUEEN ANN DR
SIER
R
A
RID
G
E
D
RHELENA LNCASTLEBERRY RDNEUSE COLONY DRRUFUS LNWI
NDGATE DRWAKE COJOHNSTON COWAKE COWAKE COJOHNSTON COWAKEJOHNSTON COJOHNSTON COCOUnion CarbidePond
R E Earp Pond
Mill CrLittle
Cr
Little CrMi
l
l CrMarks CrMarks CrPoplar CrMarks CrB i g A r m C r
N e u s e R i v e r
Neu
s
e

R
i
v
e
r
Neuse River
Neuse
River
Neuse River
Neuse RiverLakeWheeler
Smith PondNumber Two
LakeRaleigh
MacGregorDowns Lake
BrownsPond
CarolinaLake
YatesMillpond
RothgebPond
NCSU PondNumber One
AtkinsonLake
MaplewoodCem
Gay Cem
HorneCem
SmithCem
StephensonCem
McCullersCem
DavisCem
Doub Cem
HintonCem
Wall Cem
Wodd Cem
SasserCem
Wall Cem
Wale Cem
CLAYTON
CLAYTON
CLAYTON
Shotwell
BaucomsBridge
78°30'
39
39
150 7 7
25'
25'
7
78°
50
40'
51
53
39
720
5739
37'
30"
39
78°
39
39
52
54
39
28
7
30"
FEET
7 000m
37
78°
22'
30"
39
55
39
30"
45'
59
47
27 29 30 7 180 7
47
39
42'
000m
35°
FEET
000m
39
30"
39
58
30'
000mE 7 7 31
32
32 7
35°
39
58
59
35°
30"
000
39
56
2 28 30
27'30"
337 34
7 36
2
37
46
39
FEET
35°
690
39
49
39
39
57
7
35 7
22'
49
52
37'
45'
50
39
55
000
7
27'
733
35 000
39
39
39
39
39
N
40'
42'
46
48
51
53
39
N
FEET 29 7 731
7
E
39
48
39
54
56
000
30"
NORTHCAROLINA
QUADRANGLE LOCATION
CLAYTON QUADRANGLENORTH CAROLINA7.5-MINUTE SERIES
CLAYTON, NC
2016
Expressway Local Connector
ROAD CLASSIFICATION
Ramp 4WD
Secondary Hwy Local Road
Interstate Route State RouteUS RouteWX./H
CLAYTON, NC
2016
ROAD CLASSIFICATION
Check with local Forest Service unitfor current travel conditions and restrictions.
FS Primary Route FS High Clearance RouteFS PassengerRouteª«­▬Interstate Route State RouteUS RouteWX./H
Expressway Local Connector
Ramp 4WD
Secondary Hwy Local Road
U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY

1 Raleigh East
8 Selma
2 Knightdale3 Zebulon4 Garner5 Flowers6 Edmondson7 Powhatan
ADJOINING QUADRANGLES
1 2 3
4 5
6 7 8
This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011.A metadata file associated with this product is draft version 0.6.19
CONTOUR INTERVAL 10 FEETNORTH AMERICAN VERTICAL DATUM OF 1988
SCALE 1:24 000
1000 500 0 METERS 1000 2000
21KILOMETERS00.51
1 0.5 0
MILES
1
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
Imagery..................................................NAIP, June 2014Roads................................ U.S. Census Bureau, 2015 - 2016Names..........................................................GNIS, 2016Hydrography....................National Hydrography Dataset, 2014Contours............................National Elevation Dataset, 2008Boundaries............Multiple sources; see metadata file 1972 - 2016
Wetlands.........FWS National Wetlands Inventory 1977 - 2014
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
Imagery<IMG_LEADER><IMG_CITATION>Roads<TRANS_LEADER> U.S. Census Bureau, 2015 - 2016Roads within US Forest Service Lands.............FSTopo Data with limited Forest Service updates, 2012 - 2016Names...............................................................GNIS, 2016Hydrography<HYDRO_LEADER>National Hydrography Dataset, <HYDRO_DATE>Contours<HYPSO_LEADER><HYPSO_CITATION>Boundaries............Multiple sources; see metadata file 1972 - 2016<OPTIONAL_CITATIONS>Wetlands.........FWS National Wetlands Inventory 1977 - 2014
U.S. National Grid
100,000-m Square ID
Grid Zone Designation
QV
17S
^
ØMN
GN
UTM GRID AND 2016 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET
1° 30´27 MILS
9° 17´165 MILS
*7643016378624*NSN.7643016378624NGA REF NO.USGSX24K9017PROJECT
LOCATION
NON-JURISDICTIONAL FEATURE
ENLARGED U.S.G.S. QUADRANGLE MAP
NON-JURISDICTIONAL FEATURE
Stormwater Design Manual Page 13
involved so computer programs such as HEC-1, TR-20, TR-55, and HYDRAIN may
be utilized.
2.4.1.4 PRECIPITATION DATA
Design storm rainfall can be described in terms of area of study, frequency, duration
and distribution of intensity with time. The distribution of design rainfall with respect
to time is handled by the HEC-1 program by assuming a symmetrical, single -peaked
design hyetograph (storm distribution). The engineer's choice of storm frequency
and duration is dependent upon the physical characteristics and location of the
watershed, as well as the study objectives. In most cases, design computations will
be based on a 24-hour duration storm event. See the North Carolina Erosion &
Sedimentation Control Planning and Design Manual for I-D-F curves and 24-hour
Rainfall data Wilmington or utilize TP-40 to develop I-D-F curves for the Clayton
area.
A. I-D-F Table/Curve
Point precipitation estimates for Clayton were derived from the Upper Neuse
Watershed reporting station (03020201) located at the coordinates provided
below and is based on the latest rainfall data as of this printing. However, the
Town Engineer or Stormwater Administrator may require, on a case by case
basis, the designer to verify the data to ensure the rainfall data is consistent with
the latest data. In Table 2.2, the total precipitation in inches per year is shown.
Both an I-D-F Table and Curve have been provided. To ensure consistency in
the analysis among all local designers, the data provided in Table 2.3, from
which the I-D-F curve (Figure 2.3) has been created shall be used for selection of
rainfall (inches/hour). Where the time of concentration for a particular study
event falls somewhere between the tabulated storm duration values shown in
Table 2.3, the I-D-F Curve (Figure 2.3) may be used to determine the rainfall
data.
Table 2.2
Point Precipitation Frequency Estimates From NOAA Atlas 14
Smithfield, North Carolina (31-7994) 35.5164 N 78.3458 W 164 feet
Precipitation Frequency Estimates (inches)
ARI'
5
10
15
30
60
2hr
3 hr
6 hr
12 hr
24 hr
ears
min
min
min
min
min
1
0.43
0.68
0.85
1.17
1.45
1.70
1.81
2.16
2.54
2.96 1
2
0.50
0.79
1.00
1.38
1.73
2.04
2.16
2.58
3.03
3.59
5
0.57
0.91
1.15
1.63
2.09
2.50
2.66
3.19
3.76
4.60
10
0.64
1.02
1.29
1.87
2.43
2.95
3.17
3.80
4.50
5.43
25
0.71
1.13
1.44
2.13
2.83
3.51
3.81
4.58
5.47
6.6011
50
0.77
1.23
1.55
L2.34
3.17
4.00
4.39
5.29
6.36
7.57
100
0.83
1.31
1.66
L2.54
3.50
4.49
4.98
6.03
7.29
8.60
_
500
0.94
1.48
1 1.86
4.26
5.71
6.50
7.93
9.75
11.29
_
1000
0.99
1 1.56
_L2.97
1 1.96
1 3.17
4.63
6.34
7.32
8.96
11.09
12.60
'These precipitation frequency estimates are based on a partial duration series. ARI is the Average
Recurrence Interval.
Town of Clayton, NC - Stormwater Design Manual June 2010

Stormwater Design Manual Page 14
Table 2.3
I-D-F Table
Return Period
(years)
Duration
5
min
10
min
15
min
30
min
60
min
2hr
3 hr
6 hr
12 hr
24 hr
1-Year (in-hr)
5.16
4.08
3.40
2.34
1.45
0.85
0.60
0.36
0.21
0.12
2-Year (in-hr)
6.00
4.74
4.00
2.76
1.73
1.02
0.72
0.43
0.25
0.15
5-Year (in-hr)
6.84
5.46
4.60
3.26
2.09
1.25
0.89
0.53
0.31
0.19
10-Year in-hr
7.68
6.12
5.16
3.74
2.43
1.48
1.06
0.63
0.38
0.23
25-Year (in-hr)
8.52
6.78
5.76
4.26
2.83
1.76
1.27
0.76
0.46
0.28
50-Year (in-hr)
9.24
7.38
6.20
4.68
3.17
2.00
1.46
0.88
0.53
0.32
100-Year (in-hr)
9.96
7.86
6.64
5.08
3.50
2.25
1.66
1.01
0.61
0.36
500-Year (in-hr)
11.28
8.88
7.44
5.94
4.26
2.86
2.17
1.32
0.81
0.47
1000-Year (in-hr)
11.88
9.36
7.84
6.34
4.63
3.17
2.44
1.49
0.92
0.53
F-
I-D-F Curve
Town of Clayton
14
12
--W 1-Year (in-hr) 10
f 2-Year (in-hr)
f 5-Year (in-hr)
8
f 10-Year (in-hr)
25-Year (in-hr)
50-Year (in-hr) 6
100-Year (in-hr)
500-Year (in-hr) 4
1000-Year (in-hr)
2
0
5 min 10 min 15 min 30 min 60 min
Figure 2.3: I-D-F Curve
2.4.1.5 COMPUTER MODELING
2hr 3 hr 6 hr 12 hr 24 hr
Computer models, such as PondPack°, can be used by engineers to analyze and
design simple and complex watershed networks. They can be used to analyze pre -
Town of Clayton, NC - Stormwater Design Manual June 2010

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000
APPENDIX B
NORTH
P-1 ©IGLESIA DE DIOSPRIMEROS FRUTOSPOST-DEVELOPMENTDRAINAGE AREAS MAP
REF.DWUPUPUPNORTH
P-2 ©IGLESIA DE DIOSPRIMEROS FRUTOSPOST-DEVELOPMENTDRAINAGE AREAS MAP
Project Information
Project Name:
KHA Project #:
Designed by:DS Date:6/23/2017
Revised by:DMH Date:4/19/2019
Checked by:WJB Date:4/15/2019
Design Resource:NCDENR - Stormwater Best Management Practices (JANUARY 2017)
Site Information
Sub Area Location:DA-01,02,03 See Inlet Area Map DA-5
Drainage Area (DA) = 1.02 Acres
Impervious Area (IA) = 0.69 Acres
Percent Impervious (I) = 67.6 %
Water Quality Volume (WQV and WQVadj)
Design Storm = 1 inch
Determine Rv Value = 0.66 in/in
WQV = 2,439 cf
WQVadj=1,830 cf
Minimum SA requirements:
Surface Area of Sedimentation Basin (As)=161 sf
Surface Area of Sand Filter Bed (Af)=310 sf
Minimum SA requirements:
Depth of Sand Filter Bed (df)=1.50 ft (Min. 1.5 ft)
Coefficient of Permeability for Sand Filter Bed (k)=3.50 ft/day (taken from DWQ manual)
Time Required to Drain (t)=1.66 days (40 hrs)
As provided=1,383 sf (Min. 161 sf)
Surface Area of Sand Filter Bed (Af)=336 sf (Min. 310 sf)
hMaxFilter=1.06 ft (Max. 6 ft)
HA=0.53 ft
Provided Containment Volume=1830 cf >= 1830 cf
Underdrain Sizing*:
Flow into Underdrains (Ir / 12) * (0/60/60) = 0.01 cfs
Factor of Safety (SF=2-10) = 10 If D is less than # of 4" pipes If D is less than # of 6" pipes
Underdrain Design Flow (Q=Flow*SF) = 0.14 cfs 5.13 2 7.84 2
Pipe Slope (S) = 0.50 %5.95 3 9.11 3
Diameter of Underdrain Pipes (D) = 1.59 in 6.66 4 10.13 4
# of 6" pipes = 1 7.22 5
7.75 6
* Underdrain to meet the requirements of the MDC Manual 8.20 7
D = 16 * [ (Q*0.011) / (S^0.5) ]^3/8
PROPOSED SAND FILTER
015057000
0.05 + .009 (I) =
Iglesia de Dios Primeros Frutos
Table 5-1
Number of Pipes Required in the Underdrain
PONDPACK NETWORK DIAGRAM
Table of Contents
24Outlet Input Data, 2 yearsComposite Outlet Structure - 2
23Elevation-Area Volume Curve, 1 yearsSAND FILTER
20Time vs. Elevation, 100 years
17Time vs. Elevation, 1 years
SAND FILTER (OUT)
15Unit Hydrograph Equations
14Runoff CN-Area, 2 years
Pre DA - A
13Runoff CN-Area, 2 years
POST OFFSITE DA
12Runoff CN-Area, 2 years
POST DA BYPASS
11Runoff CN-Area, 2 years
POST DA
9Time of Concentration Calculations, 2 years
Pre DA - A
7Time of Concentration Calculations, 2 years
POST OFFSITE DA
5Time of Concentration Calculations, 2 years
POST DA BYPASS
3Time-Depth Curve, 2 yearsTown of Clayton
1Master Network Summary
IGLESIA DE DIOS PRIMEROS FRUTOS
Subsection: Master Network Summary
Catchments Summary
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
2.1712.1000.18011-yearPOST DA
4.1211.9000.23222-yearPOST DA
10.9311.9000.649100100-yearPOST DA
0.9512.2000.10511-yearPre DA - A
2.3012.0500.16222-yearPre DA - A
11.1312.0500.754100100-yearPre DA - A
0.4812.1500.04311-yearPOST DA BYPASS
0.9612.0000.06022-yearPOST DA BYPASS
3.2812.0000.210100100-yearPOST DA BYPASS
0.0212.5000.00611-yearPOST OFFSITE DA
0.1112.1000.01322-yearPOST OFFSITE DA
1.5512.0500.106100100-yearPOST OFFSITE DA
Node Summary
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
0.8312.1500.18511-yearPOST POA - A
3.8712.0000.25922-yearPOST POA - A
14.8211.9500.914100100-yearPOST POA - A
0.9512.2000.10511-yearPre POA - A
2.3012.0500.16222-yearPre POA - A
11.1312.0500.754100100-yearPre POA - A
Pond Summary
Maximum
Pond Storage
(ac-ft)
Maximum
Water
Surface
Elevation
(ft)
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
(N/A)(N/A)2.1712.1000.18611-yearSAND
FILTER (IN)
0.151297.880.4512.5500.14311-yearSAND
FILTER
(OUT)
(N/A)(N/A)4.1311.9000.24522-yearSAND
FILTER (IN)
0.163298.192.9212.0500.20022-yearSAND
FILTER
(OUT)
(N/A)(N/A)11.7811.9000.755100100-yearSAND
FILTER (IN)
Page 1 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Subsection: Master Network Summary
Pond Summary
Maximum
Pond Storage
(ac-ft)
Maximum
Water
Surface
Elevation
(ft)
Peak Flow
(ft³/s)
Time to Peak
(hours)
Hydrograph
Volume
(ac-ft)
Return
Event
(years)
ScenarioLabel
0.184298.7211.6811.9500.704100100-yearSAND
FILTER
(OUT)
Page 2 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Town of Clayton
Return Event: 2 yearsSubsection: Time-Depth Curve
Time-Depth Curve: 2-year
2-yearLabel
hours0.000Start Time
hours0.100Increment
hours24.000End Time
years2Return Event
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
0.00.00.00.00.00.000
0.00.00.00.00.00.500
0.10.00.00.00.01.000
0.10.10.10.10.11.500
0.10.10.10.10.12.000
0.10.10.10.10.12.500
0.10.10.10.10.13.000
0.20.20.20.20.13.500
0.20.20.20.20.24.000
0.20.20.20.20.24.500
0.30.20.20.20.25.000
0.30.30.30.30.35.500
0.30.30.30.30.36.000
0.30.30.30.30.36.500
0.40.40.40.40.47.000
0.40.40.40.40.47.500
0.50.50.40.40.48.000
0.50.50.50.50.58.500
0.60.60.60.50.59.000
0.60.60.60.60.69.500
0.70.70.70.70.710.000
0.80.80.80.80.710.500
1.00.90.90.90.811.000
2.01.61.31.11.011.500
2.62.62.52.52.412.000
2.82.72.72.72.612.500
2.92.82.82.82.813.000
2.92.92.92.92.913.500
3.03.03.03.03.014.000
3.13.13.03.03.014.500
3.13.13.13.13.115.000
3.23.23.13.13.115.500
3.23.23.23.23.216.000
3.23.23.23.23.216.500
Page 3 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Town of Clayton
Return Event: 2 yearsSubsection: Time-Depth Curve
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
3.33.33.33.33.217.000
3.33.33.33.33.317.500
3.33.33.33.33.318.000
3.43.43.43.43.318.500
3.43.43.43.43.419.000
3.43.43.43.43.419.500
3.43.43.43.43.420.000
3.53.53.53.53.520.500
3.53.53.53.53.521.000
3.53.53.53.53.521.500
3.53.53.53.53.522.000
3.63.63.53.53.522.500
3.63.63.63.63.623.000
3.63.63.63.63.623.500
(N/A)(N/A)(N/A)(N/A)3.624.000
Page 4 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: POST DA BYPASS
Return Event: 2 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.150Manning's n
ft/ft0.020Slope
in3.62 Year 24 Hour Depth
ft/s0.18Average Velocity
hours0.154Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft255.00Hydraulic Length
FalseIs Paved?
ft/ft0.030Slope
ft/s2.79Average Velocity
hours0.025Segment Time of
Concentration
Time of Concentration (Composite)
hours0.179Time of Concentration
(Composite)
Page 5 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: POST DA BYPASS
Return Event: 2 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
Page 6 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: POST OFFSITE DA
Return Event: 2 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.300Manning's n
ft/ft0.030Slope
in3.62 Year 24 Hour Depth
ft/s0.12Average Velocity
hours0.228Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft115.00Hydraulic Length
FalseIs Paved?
ft/ft0.043Slope
ft/s3.35Average Velocity
hours0.010Segment Time of
Concentration
Time of Concentration (Composite)
hours0.237Time of Concentration
(Composite)
Page 7 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: POST OFFSITE DA
Return Event: 2 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
Page 8 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Pre DA - A
Return Event: 2 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.250Manning's n
ft/ft0.030Slope
in3.62 Year 24 Hour Depth
ft/s0.14Average Velocity
hours0.197Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft515.00Hydraulic Length
FalseIs Paved?
ft/ft0.060Slope
ft/s3.95Average Velocity
hours0.036Segment Time of
Concentration
Time of Concentration (Composite)
hours0.233Time of Concentration
(Composite)
Page 9 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Pre DA - A
Return Event: 2 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
Page 10 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: POST DA
Return Event: 2 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
98.0000.00.00.69098.000Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil
B
80.0000.00.00.33080.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil D
92.176(N/A)(N/A)1.020(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 11 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: POST DA BYPASS
Return Event: 2 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
80.0000.00.00.38680.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75% - Soil D
98.0000.00.00.01498.000Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil
D
80.630(N/A)(N/A)0.400(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 12 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: POST OFFSITE DA
Return Event: 2 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
55.0000.00.00.40055.000Woods - good - Soil B
55.000(N/A)(N/A)0.400(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 13 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Pre DA - A
Return Event: 2 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
55.0000.00.00.74155.000Woods - good - Soil B
80.0000.00.01.07980.000Pasture, grassland, or range - good - Soil
D
69.821(N/A)(N/A)1.820(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 14 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Subsection: Unit Hydrograph Equations
Unit Hydrograph Method (Computational Notes)
Definition of Terms
Total area (acres): At = Ai+ApAt
Impervious area (acres)Ai
Pervious area (acres)Ap
Runoff curve number for impervious areaCNi
Runoff curve number for pervious areaCNp
f loss constant infiltration (depth/time)fLoss
Saturated Hydraulic Conductivity (depth/time)gKs
Volumetric Moisture DeficitMd
Capillary Suction (length)Psi
Horton Infiltration Decay Rate (time^-1)hK
Initial Infiltration Rate (depth/time)fo
Ultimate(capacity)Infiltration Rate (depth/time)fc
Initial Abstraction (length)Ia
Computational increment (duration of unit excess rainfall)
Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
dt
User specified override computational main time increment
(only used if UDdt is => .1333Tc)
UDdt
Point on distribution curve (fraction of P) for time step tD(t)
2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)K
Hydrograph shape factor = Unit Conversions * K: = ((1hr/3600sec) *
(1ft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Ks
Lag time from center of excess runoff (dt) to Tp: Lag = 0.6TcLag
Total precipitation depth, inchesP
Accumulated rainfall at time step tPa(t)
Incremental rainfall at time step tPi(t)
Peak discharge (cfs) for 1in. runoff, for 1hr, for 1 sq.mi. = (Ks * A * Q) /
Tp (where Q = 1in. runoff, A=sq.mi.)
qp
Unit hydrograph ordinate (cfs) at time step tQu(t)
Final hydrograph ordinate (cfs) at time step tQ(t)
Accumulated runoff (inches) at time step t for impervious areaRai(t)
Accumulated runoff (inches) at time step t for pervious areaRap(t)
Incremental runoff (inches) at time step t for impervious areaRii(t)
Incremental runoff (inches) at time step t for pervious areaRip(t)
Incremental weighted total runoff (inches)R(t)
Time increment for rainfall tableRtm
S for impervious area: Si = (1000/CNi) - 10Si
S for pervious area: Sp = (1000/CNp) - 10Sp
Time step (row) numbert
Time of concentrationTc
Time (hrs) of entire unit hydrograph: Tb = Tp + TrTb
Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + LagTp
Time (hrs) of receding limb of unit hydrograph: Tr = ratio of TpTr
Page 15 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Subsection: Unit Hydrograph Equations
Unit Hydrograph Method
Computational Notes
Precipitation
Time for time step tColumn (1)
D(t) = Point on distribution curve for time step tColumn (2)
Pi(t) = Pa(t) - Pa(t-1): Col.(4) - Preceding Col.(4)Column (3)
Pa(t) = D(t) x P: Col.(2) x PColumn (4)
Pervious Area Runoff (using SCS Runoff CN Method)
Rap(t) = Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
If (Pa(t) is > 0.2Sp) then use:
Rap(t) = (Col.(4)-0.2Sp)**2 / (Col.(4)+0.8Sp)
Column (5)
Rip(t) = Incremental pervious runoff for time step t
Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
Column (6)
Impervious Area Runoff
Did not specify to use impervious areas.Column (7 & 8)...
Incremental Weighted Runoff
R(t) = (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) = (Ap/At) x Col.(6) + (Ai/At) x Col.(8)
Column (9)
SCS Unit Hydrograph Method
Q(t) is computed with the SCS unit hydrograph method
using R(t) and Qu(t).
Column (10)
Page 16 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 1-yearLabel: SAND FILTER (OUT)
Return Event: 1 yearsSubsection: Time vs. Elevation
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Time
(hours)
295.50295.50295.50295.50295.500.000
295.50295.50295.50295.50295.500.250
295.50295.50295.50295.50295.500.500
295.50295.50295.50295.50295.500.750
295.50295.50295.50295.50295.501.000
295.50295.50295.50295.50295.501.250
295.50295.50295.50295.50295.501.500
295.50295.50295.50295.50295.501.750
295.50295.50295.50295.50295.502.000
295.50295.50295.50295.50295.502.250
295.50295.50295.50295.50295.502.500
295.50295.50295.50295.50295.502.750
295.50295.50295.50295.50295.503.000
295.50295.50295.50295.50295.503.250
295.50295.50295.50295.50295.503.500
295.50295.50295.50295.50295.503.750
295.50295.50295.50295.50295.504.000
295.50295.50295.50295.50295.504.250
295.50295.50295.50295.50295.504.500
295.50295.50295.50295.50295.504.750
295.50295.50295.50295.50295.505.000
295.50295.50295.50295.50295.505.250
295.50295.50295.50295.50295.505.500
295.50295.50295.50295.50295.505.750
295.50295.50295.50295.50295.506.000
295.51295.51295.51295.51295.516.250
295.51295.51295.51295.51295.516.500
295.52295.52295.52295.51295.516.750
295.52295.52295.52295.52295.527.000
295.53295.53295.53295.53295.527.250
295.54295.54295.54295.53295.537.500
295.55295.55295.55295.54295.547.750
295.56295.56295.56295.56295.558.000
295.58295.58295.57295.57295.578.250
295.60295.59295.59295.59295.588.500
295.62295.61295.61295.60295.608.750
295.64295.64295.63295.63295.629.000
295.67295.66295.66295.65295.659.250
295.70295.70295.69295.68295.689.500
295.74295.73295.72295.72295.719.750
295.78295.77295.76295.76295.7510.000
Page 17 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 1-yearLabel: SAND FILTER (OUT)
Return Event: 1 yearsSubsection: Time vs. Elevation
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Time
(hours)
295.83295.82295.81295.80295.7910.250
295.89295.88295.86295.85295.8410.500
295.95295.94295.93295.91295.9010.750
296.03296.01296.00295.98295.9711.000
296.13296.11296.09296.07296.0511.250
296.31296.26296.22296.19296.1611.500
296.74296.62296.53296.44296.3711.750
297.59297.47297.29297.10296.9112.000
297.86297.84297.80297.75297.6812.250
297.85297.86297.87297.88297.8712.500
297.76297.78297.80297.82297.8312.750
297.66297.68297.70297.72297.7413.000
297.56297.58297.60297.62297.6413.250
297.46297.48297.50297.52297.5413.500
297.36297.38297.40297.42297.4413.750
297.28297.29297.31297.33297.3514.000
297.20297.21297.23297.24297.2614.250
297.12297.14297.15297.17297.1814.500
297.06297.07297.08297.10297.1114.750
297.00297.01297.02297.03297.0515.000
296.94296.95296.96296.98296.9915.250
296.90296.91296.92296.93296.9415.500
296.86296.87296.88296.88296.8915.750
296.83296.84296.84296.85296.8616.000
296.80296.81296.81296.82296.8216.250
296.78296.78296.79296.79296.8016.500
296.76296.76296.77296.77296.7816.750
296.74296.75296.75296.75296.7617.000
296.73296.73296.74296.74296.7417.250
296.72296.72296.72296.72296.7317.500
296.71296.71296.71296.71296.7117.750
296.70296.70296.70296.70296.7018.000
296.69296.69296.69296.69296.6918.250
296.68296.68296.68296.68296.6918.500
296.67296.67296.68296.68296.6818.750
296.67296.67296.67296.67296.6719.000
296.66296.66296.67296.67296.6719.250
296.66296.66296.66296.66296.6619.500
296.66296.66296.66296.66296.6619.750
296.65296.65296.65296.65296.6620.000
296.65296.65296.65296.65296.6520.250
Page 18 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 1-yearLabel: SAND FILTER (OUT)
Return Event: 1 yearsSubsection: Time vs. Elevation
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Time
(hours)
296.65296.65296.65296.65296.6520.500
296.64296.65296.65296.65296.6520.750
296.64296.64296.64296.64296.6421.000
296.64296.64296.64296.64296.6421.250
296.64296.64296.64296.64296.6421.500
296.64296.64296.64296.64296.6421.750
296.63296.63296.64296.64296.6422.000
296.63296.63296.63296.63296.6322.250
296.63296.63296.63296.63296.6322.500
296.63296.63296.63296.63296.6322.750
296.63296.63296.63296.63296.6323.000
296.63296.63296.63296.63296.6323.250
296.62296.62296.62296.62296.6323.500
296.62296.62296.62296.62296.6223.750
(N/A)(N/A)(N/A)(N/A)296.6224.000
Page 19 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 100-yearLabel: SAND FILTER (OUT)
Return Event: 100 yearsSubsection: Time vs. Elevation
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Time
(hours)
295.50295.50295.50295.50295.500.000
295.50295.50295.50295.50295.500.250
295.50295.50295.50295.50295.500.500
295.50295.50295.50295.50295.500.750
295.50295.50295.50295.50295.501.000
295.50295.50295.50295.50295.501.250
295.50295.50295.50295.50295.501.500
295.50295.50295.50295.50295.501.750
295.50295.50295.50295.50295.502.000
295.51295.51295.50295.50295.502.250
295.52295.51295.51295.51295.512.500
295.53295.52295.52295.52295.522.750
295.54295.54295.54295.53295.533.000
295.56295.55295.55295.55295.543.250
295.58295.57295.57295.57295.563.500
295.60295.60295.59295.59295.583.750
295.63295.62295.62295.61295.614.000
295.65295.65295.64295.64295.634.250
295.69295.68295.67295.67295.664.500
295.72295.71295.71295.70295.694.750
295.76295.75295.74295.74295.735.000
295.80295.79295.78295.78295.775.250
295.85295.84295.83295.82295.815.500
295.89295.88295.87295.86295.855.750
295.94295.93295.92295.91295.906.000
296.00295.99295.98295.97295.956.250
296.06296.04296.03296.02296.016.500
296.12296.10296.09296.08296.076.750
296.18296.17296.16296.14296.137.000
296.25296.24296.22296.21296.197.250
296.32296.31296.29296.28296.267.500
296.39296.38296.36296.35296.337.750
296.47296.46296.44296.42296.418.000
296.56296.54296.52296.51296.498.250
296.65296.63296.61296.60296.588.500
296.72296.71296.69296.68296.668.750
296.79296.78296.76296.75296.749.000
296.84296.83296.82296.81296.809.250
296.89296.88296.87296.86296.859.500
296.94296.93296.92296.91296.909.750
296.99296.98296.97296.96296.9510.000
Page 20 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 100-yearLabel: SAND FILTER (OUT)
Return Event: 100 yearsSubsection: Time vs. Elevation
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Time
(hours)
297.06297.05297.03297.02297.0110.250
297.15297.13297.11297.09297.0810.500
297.26297.24297.21297.19297.1710.750
297.42297.38297.35297.32297.2911.000
297.65297.60297.55297.50297.4611.250
298.19298.07297.91297.79297.7111.500
298.72298.67298.52298.39298.2811.750
298.19298.27298.42298.58298.6812.000
298.07298.09298.10298.12298.1412.250
298.03298.04298.04298.05298.0612.500
298.02298.02298.03298.03298.0312.750
298.01298.01298.02298.02298.0213.000
298.01298.01298.01298.01298.0113.250
298.00298.00298.00298.00298.0113.500
297.99298.00298.00298.00298.0013.750
297.96297.97297.98297.98297.9914.000
297.92297.93297.94297.95297.9614.250
297.88297.89297.90297.91297.9214.500
297.83297.84297.85297.86297.8714.750
297.78297.79297.80297.81297.8215.000
297.72297.73297.74297.75297.7715.250
297.66297.67297.68297.69297.7115.500
297.59297.61297.62297.63297.6515.750
297.53297.54297.55297.57297.5816.000
297.46297.48297.49297.50297.5116.250
297.41297.42297.43297.44297.4516.500
297.36297.37297.38297.39297.4016.750
297.31297.32297.33297.34297.3517.000
297.26297.27297.28297.29297.3017.250
297.22297.23297.24297.25297.2517.500
297.18297.19297.20297.21297.2117.750
297.15297.15297.16297.17297.1818.000
297.11297.12297.13297.13297.1418.250
297.08297.09297.09297.10297.1118.500
297.05297.06297.06297.07297.0718.750
297.02297.02297.03297.04297.0419.000
296.99297.00297.00297.01297.0119.250
296.96296.97296.97296.98296.9819.500
296.94296.95296.95296.95296.9619.750
296.92296.92296.93296.93296.9420.000
296.90296.91296.91296.91296.9220.250
Page 21 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 100-yearLabel: SAND FILTER (OUT)
Return Event: 100 yearsSubsection: Time vs. Elevation
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Elevation
(ft)
Time
(hours)
296.89296.89296.90296.90296.9020.500
296.88296.88296.88296.89296.8920.750
296.87296.87296.87296.88296.8821.000
296.86296.86296.87296.87296.8721.250
296.86296.86296.86296.86296.8621.500
296.85296.85296.85296.85296.8521.750
296.85296.85296.85296.85296.8522.000
296.84296.84296.84296.84296.8422.250
296.84296.84296.84296.84296.8422.500
296.83296.83296.83296.84296.8422.750
296.83296.83296.83296.83296.8323.000
296.83296.83296.83296.83296.8323.250
296.82296.82296.82296.83296.8323.500
296.82296.82296.82296.82296.8223.750
(N/A)(N/A)(N/A)(N/A)296.8224.000
Page 22 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 1-yearLabel: SAND FILTER
Return Event: 1 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.0390.0294.00
0.2340.2340.1170.0390.0300.00
Page 23 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Composite Outlet Structure - 2
Return Event: 2 yearsSubsection: Outlet Input Data
Requested Pond Water Surface Elevations
ft294.00Minimum (Headwater)
ft0.50Increment (Headwater)
ft300.00Maximum (Headwater)
Outlet Connectivity
E2
(ft)
E1
(ft)
OutfallDirectionOutlet IDStructure Type
300.00296.56Culvert - 1ForwardOrifice - 1Orifice-Circular
300.00298.00Culvert - 1ForwardWeir - 1Rectangular Weir
300.00294.00TWForwardCulvert - 1Culvert-Circular
(N/A)(N/A)TailwaterTailwater Settings
Page 24 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Composite Outlet Structure - 2
Return Event: 2 yearsSubsection: Outlet Input Data
Structure ID: Culvert - 1
Structure Type: Culvert-Circular
1Number of Barrels
in18.0Diameter
ft20.00Length
ft20.01Length (Computed Barrel)
ft/ft0.025Slope (Computed)
Outlet Control Data
0.013Manning's n
0.200Ke
0.018Kb
0.000Kr
ft0.00Convergence Tolerance
Inlet Control Data
Form 1Equation Form
0.0045K
2.0000M
0.0317C
0.6900Y
0.000T1 ratio (HW/D)
1.185T2 ratio (HW/D)
-0.500Slope Correction Factor
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
ft294.00T1 Elevation ft³/s7.58T1 Flow
ft295.78T2 Elevation ft³/s8.66T2 Flow
Page 25 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
IGLESIA DE DIOS PRIMEROS FRUTOS
Storm Event: 2-yearLabel: Composite Outlet Structure - 2
Return Event: 2 yearsSubsection: Outlet Input Data
Structure ID: Orifice - 1
Structure Type: Orifice-Circular
1Number of Openings
ft296.56Elevation
in4.0Orifice Diameter
0.600Orifice Coefficient
Structure ID: Weir - 1
Structure Type: Rectangular Weir
1Number of Openings
ft298.00Elevation
ft6.00Weir Length
(ft^0.5)/s3.00Weir Coefficient
Structure ID: TW
Structure Type: TW Setup, DS Channel
Free OutfallTailwater Type
Convergence Tolerances
30Maximum Iterations
ft0.01Tailwater Tolerance
(Minimum)
ft0.50Tailwater Tolerance
(Maximum)
ft0.01Headwater Tolerance
(Minimum)
ft0.50Headwater Tolerance
(Maximum)
ft³/s0.001Flow Tolerance (Minimum)
ft³/s10.000Flow Tolerance (Maximum)
Page 26 of 2627 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
4/23/2019
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
CenterIglesia_De_Dios.ppc
NCDOT DRAINAGE SWALECALCULATIONS
* * * DISCLAIMER * * *
Johnston County assumes no legal responsibility for the information represented here.
Scale: 1:720 - 1 in. = 60 feet
(The scale is only accurate when printed landscape on a 11 x 17 size sheet with no page scaling.)
Johnston County GIS
June 26, 2017
Powered by TCPDF (www.tcpdf.org)
11,149 sf
18,291 sf
PERVIOUS AREA TO
SWALE: 0.420 ACRES
C VALUE: 0.40
IMPERVIOUS AREA TO
SWALE: 0.26 ACRES
C VALUE: 0.95
REVISED ROAD
DRAINAGE SWALE.
SEE PLANS FOR
GRADING DETAILS
FLOW CALCULATIONS:
FLOW THROUGH SWALE (Q)
Q = CIA
C = (0.42x0.40 + 0.26x0.95)/(0.42+0.26) = 0.61
I = 25-YEAR STORM INTENSITY: 8.32 IN/HR
A = 0.42 + 0.26 = 0.68 ACRES
Q = 0.61 x 8.32 x 0.68 = 3.45 cfs
See next sheet for swale sizing calculations
LEGEND
PERVIOUS AREA
IMPERVIOUS AREA
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.05000 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 3.45 ft³/s
Results
Normal Depth 0.52 ft
Flow Area 0.80 ft²
Wetted Perimeter 3.26 ft
Hydraulic Radius 0.24 ft
Top Width 3.09 ft
Critical Depth 0.61 ft
Critical Slope 0.02094 ft/ft
Velocity 4.33 ft/s
Velocity Head 0.29 ft
Specific Energy 0.81 ft
Froude Number 1.50
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.52 ft
Critical Depth 0.61 ft
Channel Slope 0.05000 ft/ft
Critical Slope 0.02094 ft/ft
Dairy Road Drainage Swale
6/26/2017 2:02:09 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.05000 ft/ft
Normal Depth 0.52 ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 3.45 ft³/s
Cross Section Image
Dairy Road Drainage Swale Cross Section
6/26/2017 2:05:48 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
X Y Display Graph
Design Culvert Diameter 15 in Discharge X 5.349808 3.3149 5.349808 3.3149 5.349808 2.655375
Number of Pipes 1 6.612342 4.06285 5.349808 10.53485
Design Flow Rate 3.45 cfs X Y cfs n 9.441356 5.738814 6.612342 3.06414
Entrance Type 3 Flow Rate Low 6.612342 3.959894 3 4 9.984426 5.738814 6.612342 10.51227
Flow Rate High 6.612342 4.188685 4 5 10.50224 5.738814 9.441356 3.15111
9.441356 9.819714
X Y Δ cfs Δ x-y 9.984426 3.275581
Flow Rate X 6.612342 4.06285 1 0.228791 9.984426 10.23684
Headwater-Depth 0.86 ft 10.50224 3.212204
Headwater 1.08 ft m 10.50224 10.10626
Design Line 0.59242
X Y
Turn Line 9.441356 5.738814
X Y HW-D n Δ HW-D Δ x-y
ET 1 9.441356 5.738814 0.896575 0.05 0.222011
ET1 Low 9.441356 5.53201 0.85 8
ET1 High 9.441356 5.75402 0.9 9
X Y HW-D Δ HW-D Δ x-y
ET 2 9.984426 5.738814 0.852891 0.05 0.245794
ET1 Low 9.984426 5.7246 0.85 8
ET1 High 9.984426 5.970394 0.9 9
X Y HW-D Δ HW-D Δ x-y
ET 3 10.50224 5.738814 0.86197 0.05 0.248763
ET1 Low 10.50224 5.67926 0.85 8
ET1 High 10.50224 5.928023 0.9 9
Design Parameters
3 - groove end projecting
2 - groove end with headwall
1 - square edge with headwall
CULVERT SIZING CALCULATION FOR DAIRY ROAD SWALE
OKAY
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000
APPENDIX C
NORTH
N-3 ©IGLESIA DE DIOSPRIMEROS FRUTOSPRE DEVELOPMENTNUTRIENT AREAS MAP
REF.DWUPUPUPNORTH
N-4 ©IGLESIA DE DIOSPRIMEROS FRUTOSPOST DEVELOPMENTNUTRIENT AREAS MAP

6/19/2017 Updated:4/23/2019
DS By:DMH Checked By:WJB
For Quantifying TN Export from Residential / Industrial / Commercial
Developments when Footprints of all Impervious Surfaces are Shown
0.78 16.54
0.71 0.85
1.49 17.39
Predevelopment
Postdevelopment Bypass
Postdevelopment Treatment
(2)(3)(4)
Area
(acres)
TN export
coeff.
(lbs/ac/yr)
Column (2) * (3) *
0.35 (Sand Filter)
0.33 1.20 0.14
0.69 21.20 5.12
1.49 12.13
0.52 8.14
New Impervious Area
(acres) =
Open Space (acres) =
0.38
Type of Land Cover
0.00
(2)
(1)
Type of Land Cover
TN from Open Space (lbs) =
Pervious Surfaces
Nitrogen Loading Calculation Worksheet
Project Name:Iglesia de Dios Primeros Frutos
Date:
TN from new Impervious Area
(lbs) =
Imp% of Total Area:
Impervious Surfaces
(1)
TN Loading After Treatment (lb/yr)
TN before Treatment - Column (4) =
TN Export Coef (lb/ac/yr) =
Type of Land Cover
Total Area (acres) =
Impervious Surfaces
(Sand Filter)
By:
Area
(acres)
Impervious Surfaces
Area
(acres)
Pervious Surfaces
(Sand Filter)
0.09
(2)
Total Area (acres) =TN from development before
treatment (lb) =
(1)
Refer to Nitrogen exhibits N-3 and N-4 for
impervious and pervious surface areas.
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000
APPENDIX D
REF.DWUPUPUP INLET DRAINAGEAREA MAPDA-5©IGLESIA DE DIOSPRIMEROS FRUTOSNORTH
STORMCAD NETWORK DIAGRAM
Active Scenario: 10-Year
FlexTable: Conduit Table
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Manning's nMaterialDiameter
(in)
Length
(Unified)
(ft)
Slope
(Calculated)
(ft/ft)
Velocity
(ft/s)
Capacity (Full
Flow)
(cfs)
Flow
(cfs)
System Flow
Time
(min)
System
Intensity
(in/h)
Upstream Inlet
Tc
(min)
Invert
(Stop)
(ft)
Invert
(Start)
(ft)
Stop NodeStart NodeLabel
298.32298.590.013Concrete15.0121.00.0064.285.192.7214.2486.22214.248297.15297.93CB-02CB-01PIPE-1
297.38298.030.013Concrete15.088.00.0064.825.204.9614.7206.1485.000296.48297.05
CB-
03/DETENTI
ON
CB-02PIPE-2
294.55295.000.013Concrete18.076.00.0054.657.435.8315.0246.1005.000293.62294.00FES-01
CB-
03/DETENTI
ON
PIPE-3
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]/14/2019
Bentley StormCAD CONNECT Edition
[10.00.00.40]Bentley Systems, Inc. Haestad Methods Solution CenterIglesia_De_Dios.stsw
Active Scenario: 25-Year
FlexTable: Conduit Table
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Manning's nMaterialDiameter
(in)
Length
(Unified)
(ft)
Slope
(Calculated)
(ft/ft)
Velocity
(ft/s)
Capacity (Full
Flow)
(cfs)
Flow
(cfs)
System Flow
Time
(min)
System
Intensity
(in/h)
Upstream Inlet
Tc
(min)
Invert
(Stop)
(ft)
Invert
(Start)
(ft)
Stop NodeStart NodeLabel
298.44298.630.013Concrete15.0121.00.0064.395.193.0414.2486.94414.248297.15297.93CB-02CB-01PIPE-1
297.43298.150.013Concrete15.088.00.0064.765.205.5414.7086.8665.000296.48297.05
CB-
03/DETENTI
ON
CB-02PIPE-2
294.61295.090.013Concrete18.076.00.0054.747.436.5215.0156.8135.000293.62294.00FES-01
CB-
03/DETENTI
ON
PIPE-3
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]/14/2019
Bentley StormCAD CONNECT Edition
[10.00.00.40]Bentley Systems, Inc. Haestad Methods Solution CenterIglesia_De_Dios.stsw
Active Scenario: 10-Year
Profile Report
Engineering Profile - Profile - 1 (Iglesia_De_Dios.stsw)
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]/14/2019
Bentley StormCAD CONNECT Edition
[10.00.00.40]Bentley Systems, Inc. Haestad Methods Solution CenterIglesia_De_Dios.stsw
Active Scenario: 25-Year
Profile Report
Engineering Profile - Profile - 1 (Iglesia_De_Dios.stsw)
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]/14/2019
Bentley StormCAD CONNECT Edition
[10.00.00.40]Bentley Systems, Inc. Haestad Methods Solution CenterIglesia_De_Dios.stsw
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000
APPENDIX E
1.93 Total Drainage Area (Acres)
1.285 Disturbed Area (Acres)
5.93 Peak Flow from 10-year Storm (cfs)Q10 = C*I*A (Rational)= 0.4*10yr5minIntensity*DrainageArea
2,313.0 Required Volume ft3 1800 ft3 / acre disturbed area (NC E&SC Manual)
2,579.1 Required Surface Area ft2 435 SF / CFS of Q10 peak flow
35.9 Suggested Width ft Min length to width ration: 2:1
71.8 Suggested Length ft
Elevation (ft)
Spillway Elevation:296.00
sq ft cu ft cu ft ft
294.00 1,123 0 0 0.00
295.00 1,848 1,486 1,486 1.00
296.00 2,598 2,223 3,709 2.00
297.00 3,372 2,985 6,694 3.00
Dimensions WxL (ft)Elevation (ft)
2 Trial Side Slope Ratio Z:1
2.00 Trial Depth ft (2 to 3.5 feet above grade)
1,123.0 Bottom Area ft2
3,708.5 Actual Volume ft3 Okay
2,598.0 Actual Surface Area ft2 Okay Skimmer Size Head on Skimmer
(Inches)(Feet)
6 Trial Weir Length* ft (4' min.)1.5 0.125
6 Trial Depth of Flow in (6" max.)2 0.167
6.4 Spillway Capacity cfs Okay 2.5 0.208
6.2 Embankment Width ft 3 0.250
1.00 Freeboard ft (1' min.)4 0.333
5 0.417
2 Skimmer Size (inches)6 0.500
0.167 Head on Skimmer (feet)8 0.667
1 Orifice Size (1/4 inch increments)
3.93 Dewatering Time (days)Okay
Suggest about 3 days Okay
NOTES:
1) Trial depth = difference between spillway and bottom elev
2) Minimum depth = 2'
3) Disturbed area based on drainage area within construction limit
4) Total Drainage Area includes offsite area draining through site
5) Sediment storage is halfway between spillway and bottom
Skimmer Design
Sediment Storage:295.00
Bottom Elevation:294.00
Top of Dam 297.50
Skimmer Basin Sizing Calculations
Weir Design
Top of Dam:
Project Information
Project Name:
KHA Project #:
Designed by:Date:6/29/2017
Revised by:Date:6/29/2017
Revised by:Date:
Checked by:Date:
FES-01
Pipe Diameter d=18 in
Number of Pipes #=1 total
Pipe Slope s=0.50 %
Manning's number n=0.013
Flow Q=7.45 cfs
Velocity V=4.21 ft/s
Dissipator Dimensions *Zone =1
Stone Filling Class =A
D0 =1.5 ft
Entry Width ( 3 X D0 ) =4.5 ft
Length ( 4 X D0 ) =6.0 ft
Width (La + D0) =7.5 ft
Min. Thickness =12 inches
Min. Stone Diameter=3 inches
RIP-RAP SIZING CALCULATIONS
Iglesia de Dios Primeros Frutos
Daniel Suarez
Jordan Brewer
RipRapCalcsParcelE.xls 6/29/2017 Page 1 of 1
4.5 7.5
* All units are in feet
** Dissipator pad designed for full flow of pipe
6.0
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, North Carolina 27601 919.677.2000
APPENDIX F

September 7, 2016

Ben Proutey,
PROUTEY CONSTRUCTION, LLC
57 Ferndale Court
Clayton, North Carolina 27520

Re: Subsurface Investigation Report
Iglesia de Dios Primeros Frutos
Clayton, North Carolina
GeoTechnologies Project No. 1-16-0731-EA

Gentlemen:

GeoTechnologies, Inc. has completed the authorized subsurface investigation at the site of the proposed
church at the intersection of Dairy Road and Barber Mill Road in Clayton, North Carolina. Subsurface
conditions on the site were investigated by completing five soil test borings at the approximate locations
indicated on the attached site plan, Figure 1. The borings were located in the field using a Trimble hand held
GPS unit with NC grid coordinates and elevations estimated from the Johnston County GIS website. As such,
the locations and elevations should be considered approximate. The boring coordinates and elevations are
indicated on the attached Table 1. The borings were completed utilizing an all-terrain vehicle mounted drill rig
turning large diameter hollow stem augers. Soils were sampled at selected intervals using standard penetration
test procedures designated in ASTM D-1586. The borings extended to depths of about 20 feet below existing
grade. This report presents the findings of the investigation and our recommendations regarding foundation
design and development of the site.

SITE AND PROJECT DESCRIPTION

The project site is located at the southeast corner of the intersection of Barber Mill Road and Dairy
Road in Clayton, North Carolina. The site is partially wooded and partially cleared. The site is comprised of
1.45 acres. Based on a review of the Johnston County GIS website a pond once existed on the western half of
the site that has been filled in the past. Based on our review of the topographic information on the Johnston
County GIS website, the site appears to slope from the northeast to the southwest with elevations of 310 to 296
feet.

The new project will include construction of a new church. We understand that the building will
comprise 7,500 square feet and will be a single story metal building. We are assuming that the structure will be
supported on a slab on grade. The building will be situated on the southwestern portion of the site with parking
areas on the north and west side of the site. Based on our experience with similar type structures, we expect that
maximum column loads will be around 40 kips with wall loads of about 2 to 4 kips per linear foot (klf). No site
grading plan has been developed; however, we are assuming that the building will be constructed relatively near
existing grade.

Proutey Construction, LLC
Re: Iglesia de Dios Primeros Frutos
September 7, 2016
Page: 2
SUBSURFACE CONDITIONS

A generalized subsurface profile prepared from the test boring data is attached to this report as Figure 2
to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions of the
conditions encountered at the individual test boring locations are then presented on the attached test boring
records.

Subsurface conditions on the site were characterized by the presence of about 4 to 7 inches of topsoil.
Underlying the topsoil, most of the borings (B-1, B-3, B-4 and B-5) encountered fill material comprised of very
stiff clays and silts with some traces of topsoil. Penetration resistances in the fill varied from 20 to 30 blows per
foot (bpf). Boring B-2 did not encounter any fill. The fill extended to depths of 2.5 to 5 feet below existing
grade. Underlying the topsoil and fill, the borings encountered firm to very stiff clays and silts with penetration
resistances of 4 to 16 bpf. Below depths of 12 to 17 feet the majority of the boring encountered loose to medium
dense silty clay with penetration resistances of 7 to 22 bpf. The sands extended to the 20 foot boring termination
depth. An exception was boring B-3 which encountered stiff silts to the 20 foot boring termination depth.

Groundwater was generally encountered at about 7 to 15.5 feet below existing grade at the time of
boring completion. However, the near surface soils are fine grain materials which are conducive to the
development of a temporarily higher perched groundwater condition during periods of the year. Additionally,
regional groundwater levels will fluctuate with seasonal and climatic changes and may be different at other
times.

RECOMMENDATIONS

The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction, and past experience with similar projects and subsurface conditions.
Should site grading or structural plans change significantly from those now under consideration, we would
appreciate being provided with that information so that these recommendations may be confirmed, extended, or
modified as necessary. Additionally, should subsurface conditions adverse to those indicated by this report be
encountered during construction, those differences should be reported to us for review and comment.

Site Preparation: The soils encountered on the site are moisture sensitive and will be difficult to
compact during periods of wet weather and during the cooler winter months when higher moisture contents
typically exist. As such, we advise that the site be graded during the warmer summer months of the year when
higher ambient air temperatures generally result in lower near surface moisture contents. Grading the site during
the cooler winter months or during periods of extended rainfall will significantly increase the need for subgrade
repairs on the site.

The first step in site preparation should involve removal of all vegetation and topsoil from building and
parking lot areas. Following stripping operations, we recommend that the site be proofrolled with a partially
loaded dump truck or similar piece of rubber tired equipment to identify areas necessitating repair. Any areas
which rut and pump during the proofrolling operations should be repaired as directed by the engineer. The soil
borings generally indicated very stiff near surface soils indicating minimal repairs. However, the site has been
filled in the past and there may be some variability outside boring location areas. The need for repairs will need
to be determined at the time that grading occurs.

Proutey Construction, LLC
Re: Iglesia de Dios Primeros Frutos
September 7, 2016
Page: 3

Even though the test borings indicate well compacted near surface soils, the need for, magnitude and
type of repairs will be highly dependent of the time of the year and weather conditions at the time that site
grading begins. If grading proceeds during the warmer months of the year, the near surface soils can possibly be
moisture conditioned, disced and re-compacted to stabilize subgrades. However, if wet weather and/or cooler
months grading is attempted it may be necessary to perform some limited undercut followed by placement of
select fill.

The majority of the soils, excluding topsoil, which exists on site can be reutilized as structural fill. If
off-site borrow is needed, we recommend this material consist of silty and clayey sands or low plasticity silts
and clays having Unified Soil Classifications of SM, SC, ML, or CL. We recommend that all fill materials
utilized on the site be compacted to a minimum of 95% of the standard proctor maximum dry density except in
the final foot beneath pavements and floor slabs where this requirement should be increased to 98% of the
standard proctor maximum dry density. All fill materials should be moisture conditioned to within 2% of
optimum moisture content in order to facilitate compaction and to maintain stability of the fill section.

Foundation Support Considerations: The proposed structure can be supported on shallow foundations
designed for a maximum allowable bearing pressure of 2,000 psf for bearing on the near surface firm to very
stiff near surface soils. We recommend that all column and wall footings have minimum dimensions of 24 and
16 inches, respectively, and all foundations should bear a minimum of 18 inches below finished grade for frost
protection. We recommend that all foundation subgrades be carefully inspected by the geotechnical engineer
prior to concrete placement to verify that adequate bearing exists. As previously discussed a pond once existed
on the site in the past that has been filled and although the borings indicate that the fill materials are very stiff, it
is possible that some soft zones could exist intermediate of the test boring locations. If any softer areas are
encountered they should be undercut neatline to stiffer soils and the trenches backfilled with uniformly graded
washed stone. Careful inspection of the foundations subgrades, including hand auger borings and dynamic cone
penetrometer testing should be performed to verify adequate bearing conditions.

In order to evaluate potential settlements for the structure, GeoTechnologies utilized the FHA settlement
estimation procedure which correlates material types and penetration resistances to estimated settlements. The
results of our analysis are presented on the attached Figure 3. In summary, it appears that column loads of 55
kips will exhibit total settlements of less than 1 inch. Differential settlements are expected to be approximately
one half the magnitude of the total settlement.

We recommend that slab-on-grades for the project be designed for an assumed subgrade modulus of 100
pci. This assumes that all subgrades will be recompacted to a minimum of 98% of the standard Proctor
maximum dry density. If the slab will not be placed shortly after subgrade preparation, we recommend that
consideration be given to placement of 4 inches of compacted CABC base course stone on the subgrade to
provide protection against saturation of the subgrade during periods of inclement weather. All slabs should be
properly jointed in accordance with ACI guidelines to help control shrinkage cracking.

General Pavement Design Considerations: We expect that the new parking lot will be limited to
automobiles with the exception of a garbage truck and possible a light bus once a week. No laboratory testing
was completed at this time; however, based on our experience with similar soils we expect that the soils will
likely exhibit a CBR value of about 5 percent. A typical pavement section for this type of facility would consist

Proutey Construction, LLC
Re: Iglesia de Dios Primeros Frutos
September 7, 2016
Page: 4
of 2 inches of asphalt over 6 inches of stone in parking stalls and a section consisting of 2.5 inches of asphalt
over 8 inches of stone in primary drive areas. All pavement materials should meet NCDOT specifications with
respect of both gradation and placement.

The most important factors affecting pavement life in the area of the site are the condition of the
subgrade immediately prior to base course stone placement and post-construction drainage. Since the parking lot
will be constructed where the existing office building will be torn down it will be very important that subgrades
disturbed by the demolition (such as where foundations are removed) be properly repaired during site grading
operations. As previously discussed, all subgrades should be compacted to a minimum of 98% of the standard
Proctor maximum dry density immediately prior to base course stone placement. All subgrades should be
proofrolled and any areas of instability repaired prior to stone placement. Additionally, all pavements should be
properly sloped to prevent ponding of water on the pavement surface which can lead to the eventual saturation
of base course stone and subgrade which will lead to premature pavement failures.

Seismic Design Considerations: Based on our review of the soil test borings completed on the site, as
well as our understanding of the North Carolina Building Code, we recommend that a site class definition of
“D” be utilized with regard to on-site soils for seismic design considerations.

SUMMARY

In summary, subsurface conditions on the site appear suitable for construction of the proposed
development. As the on-site soils are moisture sensitive, we recommend that grading be completed during
periods of extended warmer and drier weather when the moisture contents will be somewhat lower and the soils
will be easier to compact. Based upon the information obtained during our investigation, the subsurface soils
encountered on the site will be suitable for support of the structure on shallow spread foundations designed for a
maximum allowable bearing pressure of 2,000 psf with total estimated settlements of of less than one inch.

GeoTechnologies, Inc. appreciates the opportunity to be of service on this phase of the project. Please
contact us if you have any questions concerning this letter or if we may be of additional service on this or other
projects.

Sincerely,

GeoTechnologies, Inc.

David L Israel, PE
NC Registration No. 14319

DLI/pr-els
Attachments
1160731ea

Proutey Construction, LLC
Re: Iglesia de Dios Primeros Frutos
September 7, 2016
Page: 5

TABLE 1

Summary of Test Boring Locations

Boring # Northing (ft) Easting (ft) Elevation (ft)
B-1 687349 2156480 300
B-2 687333 2156618 306
B-3 677303 2156475 300
B-4 687290 2156619 308
B-5 687399 2156395 299

VANACCESIBLEPARKINGRESERVED$250PENALTYMAXIMUMB-5B-1B-2B-3B-4FIGURE 1
275
280
285
290
295
300
305
310
26
23
5
10
11
B- 1
18
12
4
16
18
B- 2
30
12
6
9
9
B- 3
28
13
5
10
22
B- 4
20
6
8
8
7
B- 5
GENERALIZED SUBSURFACE PROFILE
PROJECT:
Iglesia de Dios Primeros Frutos
Clayton, North Carolina
JOB No:1-16-0731-EA
SCALE: As Shown
FIGURE No:2
Elevation (Feet)
Fill w/Topsoil
Fill
LEGEND
Groundwater at Time of Boring
8 Standard Penetration Resistance
Topsoil
Low Plasticity Clay
Low Plasticity Silt
Silty Sand
Estimated settlement for a spread footing foundation designed for a contact pressure of 2,000 psf, bearing at 1.5 feet Figure 3
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0 20 40 60 80 100 120Estimated Settlement (Inches) Load (Kips)
SETTLEMENT vs LOAD
Topsoil
Fill - Very Stiff Orangish Brown Sandy Silty
CLAY
Firm Gray & Orangish Brown FIne Sandy Clayey
Micaceous SILT
Medium Dense Orangish Tan Silty Fine to Medium
SAND
Boring terminated at 20.5'
10-13-13
15-9-14
2-2-3
3-4-6
4-5-6
0.5
5.0
12.0
20.5
CL
ML
SM
300.0
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
100 20 40 60 100
DESCRIPTION
Groundwater encountered at 10' at time of boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
295.0
290.0
285.0
280.0
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-16-0731-EA
B- 1
9-1-16 GTI_MAIN 160731.GPJ GTI.GDT 9/7/163200 Wellington Court, Ste 108
Raleigh, NC 27615
Topsoil
Very Stiff Reddish Orange & Brown Fine Sandy
SIlty CLAY
Stiff Orange & Tan Fine Sandy Clayey SILT
Soft Tan & Brown Fine Sandy Clayey SILT
Very Stiff Pink & White Clayey SIL T
Medium Dense Orangish Tan Silty Fine SAND
Boring terminated at 20.5'
6-8-10
3-5-7
3-2-2
4-6-10
4-7-11
0.5
3.0
7.5
14.0
17.0
20.5
CL
ML
ML
ML
SM
306.0
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
100 20 40 60 100
DESCRIPTION
Groundwater encountered at 15.5' at time of boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
301.0
296.0
291.0
286.0
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-16-0731-EA
B- 2
9-1-16 GTI_MAIN 160731.GPJ GTI.GDT 9/7/163200 Wellington Court, Ste 108
Raleigh, NC 27615
Topsoil
Fill - Very Stiff Brown & Tan Fine Sandy SILT
w/Traces of Topsoil
Stiff Gray, Orangish Tan & Brown Fine Sandy
Clayey SILT
Firm Tan Fine Sandy SILT
Stiff Tan & Orange FIne to Medium Sandy SILT
Boring terminated at 20.5'
11-14-16
5-5-7
2-3-3
2-4-5
2-3-6
0.6
3.0
9.0
13.0
20.5
ML
ML
ML
ML
300.0
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
100 20 40 60 100
DESCRIPTION
Groundwater encountered at 12' at time of boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
295.0
290.0
285.0
280.0
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-16-0731-EA
B- 3
9-1-16 GTI_MAIN 160731.GPJ GTI.GDT 9/7/163200 Wellington Court, Ste 108
Raleigh, NC 27615
Topsoil
Fill - Very Stiff Orange & Brown Sandy Clayey
SILT w/Rocks & Traces of Topsoil
Stiff Orange & Tan Fine Sandy Clayey SILT
Firm Orange & Tan Fine Sandy Clayey SILT
Medium Dense Orange & Tan Silty Fine to
Medium SAND
Boring terminated at 15'
17-15-13
4-6-7
2-2-3
3-5-5
5-6-16
0.5
3.0
7.0
12.5
20.5
ML
ML
ML
SM
308.0
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
100 20 40 60 100
DESCRIPTION
Groundwater encountered at 15' at time of boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
303.0
298.0
293.0
288.0
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-16-0731-EA
B- 4
9-1-16 GTI_MAIN 160731.GPJ GTI.GDT 9/7/163200 Wellington Court, Ste 108
Raleigh, NC 27615
Topsoil
Fill - Very Stiff Brown Sandy Silty CLAY
Firm Gray Fine to Medium Sandy CLAY w/Pea
Gravel
Firm Yellowish Brown to Pink Fine Sandy Clayey
SILT
Loose Orangish Tan Silty Fine to Medium SAND
Boring terminated at 20.5'
11-10-10
3-3-3
1-3-6
2-3-5
2-4-3
0.7
2.5
7.0
17.0
20.5
CL
CL
ML
SM
299.0
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
100 20 40 60 100
DESCRIPTION
Groundwater encountered at 7' at time of boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
294.0
289.0
284.0
279.0
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-16-0731-EA
B- 5
9-1-16 GTI_MAIN 160731.GPJ GTI.GDT 9/7/163200 Wellington Court, Ste 108
Raleigh, NC 27615
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
LINDA CULPEPPER
Director
IgIesia Primeros Frutos, Inc.
Attn: Orlando Rivera
500 Ohara St.
Clayton, NC 27520
NORTH CAROLINA
Environmental Quality
March 20, 2019
Subject: Buffer Determination Letter
Determination Date: 3/19/2019
Staff. Zach Thomas & Erin Deck
RRO #19-077
Johnston County
Determination Type:
Buffer I Intermittent/Perennial
® Neuse (15A NCAC 2B .0233) I
❑ Tar -Pamlico 05A NCAC 2B .0259) ❑ Intermittent/Perennial Determination (where local
buffer ordinances apply)
❑ Jordan (15A NCAC 2B .0267)
(governmental and/or interjurisdictional
projects)
Project Name: Barber Mill Road Site
Address/Location: 2210 Dairy Road, Clayton, NC 27520
Stream(s): Little Creek
Feature
E l/
P
Not (z)
Subject
Subject
Start@ Stop@
Soil
Survey
USGS
To 0
Stream A
I
X
Throughout
X
X
Pond A
NP
X
X
(i) E - Epnsmerai, i , Intermittent, P Perennial, NY Not Present, NA; Not Applicable
(2) Refers to riparian buffer rules only Stream, wetland, or pond impacts are still subject to applicable water quality standards and permitting requirements
North Carolina Department of Environmental Quality I Division of Water Resources
_l _'•�lj Raleigh Regional Office ` 3800 Barrett Drive 1 Raleigh, North Carolina 27609
--_ b\ 919-791-4200

Explanation: The stream(s)/pond(s) listed above has been located on the most recent published NRCS Soil Survey
of Johnston County, North Carolina and/or the most recent copy of the USGS Topographic map at a 1.24,000
scale. Each feature that is checked "Not Subject" has been determined to not be an intermittent stream, perennial
stream, a pond connected to a stream feature, or the feature is determined not to be present. Stream features that are
checked "Subject" have been located on the property and possess characteristics that qualify it to be subject to the
buffer rules. There may be other streams located on the property that do not show up on the maps referenced above
and are therefore not subject to the buffer rules. However, if the stream features are present on the tract they are
subject to all other applicable North Carolina stream standards and permitting requirements as outlined in 15A
NCAC 02B, and may be considered jurisdictional according to the US Army Corps of Engineers.
This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWR may request a determination by the Director. An
appeal request must be made within sixty (60) days of date of this letter. A request for a determination by the
Director shall be referred to the Director in writing. If sending via US Postal Service: c/o Karen Higgins;
DWR — 401 & Buffer Permitting Unit, 1617 Mail Service Center, Raleigh, NC 2 7699-1617. If sending via
delivery service (UPS, FedEx, etc.): Karen Higgins; DWR — 401 & Buffer Permitting Unit, 512 N. Salisbury
Street, Raleigh, NC 27604.
This determination is final and binding unless, as detailed above, an appeal is requested within sixty (60)
days. This project may require a Section 404/401 Permit for the oroaosed activity. Any inquiries should be
directed to the US Army Corpof Engineers (Raleigh Regulatory Field Office at 919-554-4884.
If you have questions regarding this determination, please feel free to contact:
Zachary Thomas at [phone].
Sin c rely,
R' Bolich, LG
Assistant Supervisor, Water Quality Regional Operations Center
cc: RRO DWR File Copy
Jason Hartshorn (via email: jason.hartsharn Lz`kimlev-horn.com)

Barber Mill Road Site
Johnston County, NC-DWR Project # 19-077
ti
NRCS Soil Survey Sheet 1
Johnston Co., NC 1994 Locations are approximate
Legend: and are provided for refer-
ence only::
-project boundary

Barber Mill Road Site
Johnston County, NC-DWR Project # 19-077
�� V
V
F:E Pond A
Not Present -
n
I `Ct !
X
.Q
C)
OOD
teenson
1� 1 ,-{
Bern
DR .
Stream A
SUBJECT
a
N`
C
LISGS Topographical Mapo
Clayton Quadrangle 2016 d
Locations are approximate
Legend: and are provided for refer-
ence only:: nn
-project boundary ra4�r ILJA'`JI