ILM Circle K - Erosion Control Report 2020-12-03SEDIMENT & EROSION CONTROL
REPORT
CIRCLE K – NTI AIRPORT BLVD WILMINGTON – NC.115
WILMINGTON, NEW HANOVER, NORTH CAROLINA
SEPTEMBER 2, 2020 (REVISED 12/03/2020)
PREPARED FOR:
Circle K Stores INC
1100 Situs Court, Suite #100
Raleigh, NC 27606
(919) 566-1714
PREPARED BY:
Timmons Group, NC License No. 023728
Rick Baker, PE
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
(919) 866-4939 | rick.baker@timmons.com
www.timmons.com
12/03/2020
Circle K – NTI Airport Blvd Wilmington – NC.115
Wilmington, NC
Project Number: 37630.054
Table of Contents
Sediment & Erosion Control Narrative ............................................................................................................... 1
Existing Conditions Description ...................................................................................................................... 1
Proposed Site Improvements ......................................................................................................................... 1
Erosion Control Summary .............................................................................................................................. 1
NPDES/NCG01 Plan...................................................................................................................................... 1
Erosion Control Maintenance Plan ................................................................................................................. 2
Financial Responsible Party ........................................................................................................................... 2
Phase I Erosion Control Construction Sequence ............................................................................................ 2
Phase II Erosion Control Construction Sequence ........................................................................................... 3
Vegetation Specifications ............................................................................................................................... 4
Conclusion ..................................................................................................................................................... 4
Sediment & Erosion Control Calculations .......................................................................................................... 5
Sediment Basin Design .................................................................................................................................. 5
Temporary Diversion Ditch Sizing/Liner Calculations ..................................................................................... 5
Permanent Diversion Ditch Sizing/Liner Calculations ..................................................................................... 5
Outlet Protection Calculations ........................................................................................................................ 5
Rock Pipe Inlet Protection Calculations .......................................................................................................... 5
Maps ................................................................................................................................................................. 6
NOAA Rainfall Data ....................................................................................................................................... 6
USGS Map ..................................................................................................................................................... 6
FEMA FIRM Maps ......................................................................................................................................... 6
NRCS Soil Survey Map .................................................................................................................................. 6
Circle K – NTI Airport Blvd Wilmington – NC.115
Wilmington, NC
Project Number: 37630.054
1 | www.timmons.com
Sediment & Erosion Control Narrative
Existing Conditions Description
The proposed Circle K project is located at the intersection of Airport Blvd and N 23rd Street (SR-1302). The
project site consists of one (1) commercial tract of approximately 2.13 acres (that will be developed as an
outparcel), shared access roads, and utilities for future development on adjacent land. For reference, the
subject property information is as follows:
PID: R04200-001-025-F00
River Basin: Cape Fear
Total Project Site Acreage: 2.13 acres
Total Disturbed Acreage: 10.0 acres
Latitude & Longitude: 34°16'01.4"N 77°55'14.4"W
The site has 91.5 SF acres (0.1%) of existing impervious cover onsite. The site is in hydrologic soil group “B”
and “A/D”. The site is mostly flat with areas draining to the east and west of the property. These drainage areas
are conveyed through sheet flow, existing ditches, and an existing storm pipe network. Per FEMA FIRM Panel
3720312900K (08/28/2018) the site is not located in a flood plain.
Proposed Site Improvements
The project proposes to build a new 1-story, 5,200 S.F. convenience store building, a gas canopy, associated
parking lots, and utilities. The project is also proposing shared access roads connecting to both N. 23rd Street
and Airport Blvd, as well as water/sewer extensions to serve future development on adjacent land.
The proposed development will increase the onsite impervious cover from 91.5 SF to 69,896 SF (75.0% of the
project site). Impervious runoff will be conveyed through a new storm drainage system and ditches to be
treated by two proposed extended dry detention basins.
Erosion Control Summary
The runoff from the disturbed areas throughout the site will drain into a skimmer sediment basin through the
proposed storm network and proposed temporary diversion ditches. Silt fence will be placed in key areas to
prevent localized sediment runoff at the bottom of slopes. Inlet protection and horseshoe inlet protection has
been added to all inlets to keep sediment from entering existing and proposed stormwater pipes. The proposed
skimmer sediment basin will be converted to an extended dry detention basin once the site has been
stabilized.
NPDES/NCG01 Plan
All construction activities shall comply with NCG01 permit guidelines on ground stabilization and materials
handling.
Circle K – NTI Airport Blvd Wilmington – NC.115
Wilmington, NC
Project Number: 37630.054
2 | www.timmons.com
Erosion Control Maintenance Plan
A. All erosion and sediment control practices will be checked for stability and operation following every
runoff-producing rainfall, but in no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed.
B. Sediment will be removed from the erosion control devices when storage capacity has been
approximately 50 percent filled.
C. All seeded areas will be fertilized, reseeded as necessary, and mulched according to specifications to
maintain a vigorous, dense vegetative cover.
D. Also refer to maintenance requirements listed for each device on plans.
Financial Responsible Party
Meredith Rice Jr.
1100 Situs Court; Raleigh, NC 27606
919-744-6700
wrice@circlek.com
Phase I Erosion Control Construction Sequence
1. OWNER/DEVELOPER/CONTRACTOR SHALL OBTAIN A COPY OF THE APPROVED EROSION
CONTROL PLAN AND MAINTAIN A COPY OF THE PLAN ON SITE THROUGHOUT DURATION OF
CONSTRUCTION.
2. OWNER/CONTRACTOR SHALL NOTIFY NEW HANOVER COUNTY A MINIMUM OF 72 HOURS
BEFORE START OF CONSTRUCTION ON EACH PHASE.
3. ONLY CLEAR/GRADE ENOUGH TO INSTALL SEDIMENT CONTROL DEVICES AS SHOWN IN
PHASE I.
4. INSTALL CONSTRUCTION ENTRANCE, PIPES, TEMPORARY DIVERSION DITCHES, CHECK
DAMS, AND TEMPORARY INLET PROTECTION AS INDICATED ON PLAN. INSTALL SILT FENCE,
SILT FENCE OUTLETS AROUND THE PERIMETER OF THE SITE. DISTURB ONLY THE AREAS
NECESSARY FOR INSTALLATION.
5. ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS NECESSARY FOR PROPER
OPERATION. INSTALL ADDITIONAL EROSION CONTROL MEASURES IF DETERMINED
NECESSARY BY INSPECTOR.
6. INSPECT ALL EROSION CONTROL DEVICES AFTER EVERY RAINFALL EVENT AND AT LEAST
ONCE PER WEEK. REPAIR AND CLEAN OUT AS REQUIRED.
7. NOTIFY NEW HANOVER COUNTY FOR AN INSPECTION AFTER THIS IS COMPLETED.
8. PROCEED TO PHASE 2 OF THE EROSION CONTROL SEQUENCE WHEN PHASE 1 MEASURES
HAVE BEEN COMPLETED, INSPECTED, AND APPROVED.
Circle K – NTI Airport Blvd Wilmington – NC.115
Wilmington, NC
Project Number: 37630.054
3 | www.timmons.com
Phase II Erosion Control Construction Sequence
1. MAINTAIN ALL EXISTING EROSION CONTROL FEATURES PREVIOUSLY CONSTRUCTED AND
ASSOCIATED WITH PHASE 2 EROSION CONTROL.
2. CONTINUE BRINGING FILL INTO THE SITE. IMPORTED MATERIAL WILL REQUIRE A PERMITTED
SITE APPROVAL BEFORE THIS PROCESS BEGINS. ALL FILL SHALL BE BROUGHT INTO THE
SITE AND EVENLY SPREAD OUT THROUGH THE SITE AS SHOWN IN LIFTS OF NO MORE THAT
1.0' AT A TIME. FILL SHALL BE ROLL COMPACTED BY A DOZER OR EQUIVALENT AS IT IS
PLACED.
3. BEGIN INSTALLATION OF THE STORM PIPE SYSTEM FROM OUTLET POINT (LOW END) AND
WORK UPSTREAM. PIPE INLET PROTECTION SHALL BE UTILIZED AT THE END OF EACH EW.
4. INSTALL SITE IMPROVEMENTS, STORMWATER DRAINAGE SYSTEM, UTILITY SERVICES,
SIDEWALKS AND DRIVES AS SHOWN ON THE APPROVED PLANS. ALL OPEN TRENCHES FOR
UTILITY AND STORMWATER INSTALLATION SHALL BE PROTECTED FROM SEDIMENTATION
BY PILING EXCAVATED MATERIAL ON THE UPHILL SIDE OF EXCAVATION.
5. INSTALL ADEQUATE EROSION AND SEDIMENT CONTROL MEASURES AND/OR INCREASE
MAINTENANCE FREQUENCY WHERE APPROVED MEASURES FAIL TO PREVENT
ACCELERATED EROSION, OFF-SITE SEDIMENTATION, OR REPETITIVE NON-COMPLIANCE
ISSUES. ALL MEASURES MUST BE INSTALLED PER PLAN DETAIL. ENSURE CONSTRUCTION
TRAFFIC IS LIMITED TO THE CONSTRUCTION ENTRANCE ONLY.
6. GROUND COVER SHALL BE PROVIDED AS FOLLOWS:
7. FOR ALL AREAS OF MODERATE AND/OR STEEP SLOPES, PROVIDE TEMPORARY GROUND
COVER IF THE SLOPE HAS NOT BEEN DISTURBED FOR A PERIOD OF FOURTEEN (14) DAYS.
SLOPES GREATER THAN 3:1 REQUIRE GROUND COVER IN 7 DAYS.
8. PROVIDE GROUND COVER SUFFICIENT TO RESTRAIN EROSION ON ANY PORTION OF THE
SITE UPON WHICH FURTHER LAND-DISTURBING ACTIVITY IS NOT BEING UNDERTAKEN
WITHIN FOURTEEN (14) CALENDAR DAYS OF TEMPORARILY OR PERMANENTLY SUSPENDING
LAND DISTURBING ACTIVITY.
9. ESTABLISH PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION WITHIN
FOURTEEN (14) CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT AND/OR PRIOR TO FINAL INSPECTION.INSTALL CURB & GUTTER AND
GRAVEL BASE.
10. MODIFICATIONS TO THE APPROVED AND PERMITTED PLANS SHALL BE APPROVED BY
EROSION CONTROL INSPECTIONS PRIOR TO REMOVAL OR INSTALLATION. CONTACT THE
EROSION CONTROL INSPECTOR TO OBTAIN SIGN-OFF ON THE PLANS.
11. MAINTAIN ALL EROSION AND SEDIMENT CONTROL MEASURES IN GOOD WORKING ORDER.
SILT FENCE, INLET PROTECTION, AND OTHER SIMILAR MEASURES MUST BE CLEANED OUT
BEFORE THEY ARE HALF FULL. CLOGGED STONE FILTERS MUST BE REFRESHED/REPLACED.
SILT FENCE CAN NOT HAVE HOLES OR TEARS.
12. AT A MINIMUM OF SEVEN (7) DAYS PRIOR TO SCHEDULING THE STORMWATER FINAL
INSPECTION, SUBMIT ANY REQUIRED PAPERWORK TO THE EROSION CONTROL
INSPECTORS FOR APPROVAL. FAILURE TO DO SO WILL PREVENT A CERTIFICATE OF
OCCUPANCY FROM BEING ISSUED.
13. ONCE THE STORMWATER FINAL INSPECTION IS APPROVED, CLOSE THE GRADING PERMIT
AND OBTAIN A CERTIFICATE OF COMPLETION.
Circle K – NTI Airport Blvd Wilmington – NC.115
Wilmington, NC
Project Number: 37630.054
4 | www.timmons.com
Vegetation Specifications
Conclusion
Erosion control measures for this site have been designed in accordance with the New Hanover County
requirements.
Circle K – NTI Airport Blvd Wilmington – NC.115
Wilmington, NC
Project Number: 37630.054
5 | www.timmons.com
Sediment & Erosion Control Calculations
Sediment Basin Design
Temporary Diversion Ditch Sizing/Liner Calculations
Permanent Diversion Ditch Sizing/Liner Calculations
Outlet Protection Calculations
Rock Pipe Inlet Protection Calculations
BASIN NAME
BASIN 1 - PHASE 1Circle K - Wilmington Airport
CALCULATED BY
Jacob Dooley 37630.054
BASIN NAME:
Modified Rational
Highest Elevation =27 feet
Inlet Elevation =19 feet
Difference =8feet
Travel Length =341 feet
TC = 2.95min
TC = 5 min
Intensity 10 year =9.70 in/hr
C =0.30
Disturbed Area =4.37 acres
Additional Drainage Area =0.00 acres
Total Drainage Area =4.37 acres
Q10 =12.72 cfs
*RED IS USER INPUT
BASIN 1 - PHASE 1
Time of Concentration Calculation
PROJECT NAME
PROJECT NUMBER
LATEST REVISION: 12/2/2020 3:39 PM
Circle K - Wilmington Airport
37630.054
Basin Name:
Disturbed Area:4.37ac
Additional Drainage Area:0.00ac
Total Drainage Area:4.37ac
Runoff Coeff [Cc]:0.30
10-yr Rainfall Intensity [I]:9.70in/hr
10-yr Discharge [Q10]:12.72 cfs
7866 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
4133 Required Surface Area ft2
45.5 Suggested Width ft
90.9Suggested Length ft
50 Width at Surface Area (ft)
102 Length at Surface Area (ft)L/W Ratio =2.0 Okay
3 Side Slope Ratio Z:1
2 Depth (ft)
38 Bottom Width (ft)
90 Bottom Length (ft)
3420Bottom Area (ft2)
20670 Actual Volume (ft3) Okay
12185 Actual Surface Area (ft2)Okay
Skimmer Size
15 Emergency Spillway Width (ft)(Inches)
0.5 Depth of Flow (ft)1.5
15.9 Spillway Capacity (cfs)Okay 2
2.5
3 Skimmer Size (in)3
0.25Head on Skimmer (ft)4
1.75 Orifice Size (1/4 inch increments)5
2.22 Dewatering Time (days)6
Suggest about 3 days 8
Time (days) =Required Volume/2310*Orifice Size^2*sqrt(Head on Skimmer)
ElevationArea(sf)Depth(ft)Incr. Vol. (cf)
17.00 8538 0
18.00 10308 9423
19.00 12185 11247
20.00 13936 13061
Emergency Spillway Elevation:19.00ft
Top of Embankment Elevation:20.00ft
Bottom Elevation:17.00ft
Embankment Width:5 ft
(Q10 x 325)
PROJECT NAME
PROJECT NUMBER
BASIN NAME
BASIN 1 - PHASE 1
CALCULATED BY
Sizing of Basin
Jacob Dooley
Sediment Basin Design
BASIN 1 - PHASE 1Type of Basin:SKIMMER
Cumulative Volume (cf)
0
9423
20670
33730
0.00
1.00
2.00
3.00
LATEST REVISION: 12/2/2020 3:39 PM
Circle K - Wilmington Airport
37630.054
Basin Name:
Disturbed Area:4.37ac
Additional Drainage Area:0.00ac
Total Drainage Area:4.37ac
Runoff Coeff [Cc]:0.30
10-yr Rainfall Intensity [I]:9.70in/hr
10-yr Discharge [Q10]:12.72 cfs
7866 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
4133 Required Surface Area ft2
45.5 Suggested Width ft
90.9Suggested Length ft
50 Width at Surface Area (ft)
102 Length at Surface Area (ft)L/W Ratio =2.0 Okay
3 Side Slope Ratio Z:1
3 Depth (ft)
32 Bottom Width (ft)
84 Bottom Length (ft)
2688Bottom Area (ft2)
13756 Actual Volume (ft3) Okay
9729 Actual Surface Area (ft2)Okay
Skimmer Size
15 Emergency Spillway Width (ft)(Inches)
0.5 Depth of Flow (ft)1.5
15.9 Spillway Capacity (cfs)Okay 2
2.5
3 Skimmer Size (in)3
0.25Head on Skimmer (ft)4
1.75 Orifice Size (1/4 inch increments)5
3.89 Dewatering Time (days)6
Suggest about 3 days 8
Time (days) =Water Quality Volume/2310*Orifice Size^2*sqrt(Head on Skimmer)
ElevationArea(sf)Depth(ft)Incr. Vol. (cf)
14.00 19 0
15.00 175 97
16.00 2913 1544
17.00 8533 5723
17.70 9729 6392
Emergency Spillway Elevation:17.00ft
Top of Embankment Elevation:18.00ft
Bottom Elevation:14.00ft
Embankment Width:5 ft
(Q10 x 325)
PROJECT NAME
PROJECT NUMBER
BASIN NAME
BASIN 1 - PHASE 2
CALCULATED BY
Sizing of Basin
Jacob Dooley
Sediment Basin Design
BASIN 1 - PHASE 2Type of Basin:SKIMMER
Cumulative Volume (cf)
0
97
1641
7364
13756
0.00
1.00
2.00
3.00
3.70
LATEST REVISION: 12/2/2020 3:40 PM
Circle K - Wilmington Airport
37630.054
Basin Name:
Disturbed Area:4.16ac
Additional Drainage Area:12.76ac
Total Drainage Area:16.92ac
Runoff Coeff [Cc]:0.70
10-yr Rainfall Intensity [I]:6.54in/hr
10-yr Discharge [Q10]:77.46 cfs
7488 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
33695 Required Surface Area ft2
129.8 Suggested Width ft
259.6Suggested Length ft
70 Width at Surface Area (ft)
600 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
1200 Bottom Area (ft2)
64729 Actual Volume (ft3) Okay
41960 Actual Surface Area (ft2)Okay
Skimmer Size
50 Emergency Spillway Width (ft)(Inches)
0.7 Depth of Flow (ft)1.5
87.8 Spillway Capacity (cfs)Okay 2
2.5
5 Skimmer Size (in)3
0.333Head on Skimmer (ft)4
4 Orifice Size (1/4 inch increments)5
3.03 Dewatering Time (days)6
Suggest about 3 days 8
Time (days) =Water Quality Volume/2310*Orifice Size^2*sqrt(Head on Skimmer)
ElevationArea(sf)Depth(ft)Incr. Vol. (cf)
14.00 1200 0
15.00 11408 6304
16.00 31741 21575
17.00 41960 36851
18.0020980
19.000
Riser Elevation:17.50 ft
Emergency Spillway Elevation:18.50ft
Top of Embankment Elevation:20.00ft
Bottom Elevation:14.00ft
Embankment Width:10 ft
(Q10 x 435)
PROJECT NAME
PROJECT NUMBER
BASIN NAME
BASIN IIIB
CALCULATED BY
Sizing of Basin
Jacob Dooley
Sediment Basin Design
BASIN IIIBType of Basin:RISER
Cumulative Volume (cf)
5.00
0
6304
27879
64729
85709
85709
0.00
1.00
2.00
3.00
4.00
LATEST REVISION: 12/2/2020 3:41 PM
TDD1
Area (A) =0.78 (Acres)
Coef. (C) = 0.30 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =2.3 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 341 LF
Slope =0.016(ft/ft)Highest Elevation = 24.5
Z Required =0.36RatioLowest Elevation = 19
Side Slope (M) =3 :1
Flow Depth (Y) =0.50 ft6.0in
Bottom Width (B) =0.50 ft6.0in
Freeboard = 0.50 ft6.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.50LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =1.00SF
New P =3.66Wetted perimeter
New R =0.27Hydraulic radius
Z Actual =0.42 Must be greater than z required=>0.36 Okay
New V =2.65fps
Liner:1.55 LB/SF > 0.51 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.5 ft
Ditch Geometry
Bottom Width (B) = 0.5 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Alex May
CIRCLE K - AIRPORT
0.500.506.5
TEMPORARY DIVERSION DITCH:TDD1
Top Width = 6.5 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 8/25/2020 5:33 PM
TDD2
Area (A) =0.25 (Acres)
Coef. (C) = 0.30 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =0.7 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 340 LF
Slope =0.018(ft/ft)Highest Elevation = 26
Z Required =0.11RatioLowest Elevation = 20
Side Slope (M) =3 :1
Flow Depth (Y) =0.30 ft3.6in
Bottom Width (B) =0.50 ft6.0in
Freeboard = 0.50 ft6.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.33LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =0.42SF
New P =2.40Wetted perimeter
New R =0.18Hydraulic radius
Z Actual =0.13 Must be greater than z required=>0.11 Okay
New V =2.07fps
Liner:1.55 LB/SF > 0.34 LB/SF Okay
Min. Ditch Depth = 0.8 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
0.80
Bottom Width (ft)
Flow Depth (Y) = 0.3 ft
Ditch Geometry
Bottom Width (B) = 0.5 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Alex May
CIRCLE K - AIRPORT
0.500.305.3
TEMPORARY DIVERSION DITCH:TDD2
Top Width = 5.3 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 8/25/2020 5:42 PM
PD1
Area (A) =2.24 (Acres)
Coef. (C) = 0.55 (Dimensionless)
Inte. (I) =7.75 (in/hr)
Flow (Q10) =9.5 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 185 LF
Slope =0.016(ft/ft)Highest Elevation = 19.88
Z Required =1.54RatioLowest Elevation = 17
Side Slope (M) =3 :1
Flow Depth (Y) =1.00 ft12.0in
Bottom Width (B) =0.00 ft0.0in
Freeboard = 0.50 ft6.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.97LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =3.00SF
New P =6.32Wetted perimeter
New R =0.47Hydraulic radius
Z Actual =1.82 Must be greater than z required=>1.54 Okay
New V =3.77fps
Liner:1.55 LB/SF > 0.98 LB/SF Okay
Min. Ditch Depth = 1.5 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
0.001.009
PERMANENT DIVERSION DITCH:PD1
Top Width = 9 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.50
Bottom Width (ft)
Flow Depth (Y) = 1 ft
Ditch Geometry
Bottom Width (B) = 0 ft
Top Width (ft)Flow Depth (ft)
LATEST REVISION: 8/26/2020 10:20 AM
PD2
Area (A) =0.24 (Acres)
Coef. (C) = 0.58 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =1.4 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 110 LF
Slope =0.041(ft/ft)Highest Elevation = 21.5
Z Required =0.13RatioLowest Elevation = 17
Side Slope (M) =3 :1
Flow Depth (Y) =0.50 ft6.0in
Bottom Width (B) =0.00 ft0.0in
Freeboard = 0.50 ft6.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.28LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =0.75SF
New P =3.16Wetted perimeter
New R =0.24Hydraulic radius
Z Actual =0.29 Must be greater than z required=>0.13 Okay
New V =3.85fps
Liner:1.55 LB/SF > 1.28 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
0.000.506
PERMANENT DIVERSION DITCH:PD2
Top Width = 6 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.5 ft
Ditch Geometry
Bottom Width (B) = 0 ft
Top Width (ft)Flow Depth (ft)
LATEST REVISION: 8/26/2020 10:22 AM
PD3
Area (A) =0.70 (Acres)
Coef. (C) = 0.56 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =3.8 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 295 LF
Slope =0.008(ft/ft)Highest Elevation = 24.3
Z Required =0.83RatioLowest Elevation = 21.81
Side Slope (M) =3 :1
Flow Depth (Y) =0.75 ft9.0in
Bottom Width (B) =0.00 ft0.0in
Freeboard = 0.25 ft3.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.40LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =1.69SF
New P =4.74Wetted perimeter
New R =0.36Hydraulic radius
Z Actual =0.85 Must be greater than z required=>0.83 Okay
New V =2.29fps
Liner:1.55 LB/SF > 0.4 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.75 ft
Ditch Geometry
Bottom Width (B) = 0 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
0.000.756
PERMANENT DIVERSION DITCH:PD3
Top Width = 6 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 8/26/2020 10:24 AM
PD4
Area (A) =1.06 (Acres)
Coef. (C) = 0.81 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =8.3 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 65 LF
Slope =0.011(ft/ft)Highest Elevation = 23.44
Z Required =1.58RatioLowest Elevation = 22.71
Side Slope (M) =3 :1
Flow Depth (Y) =1.00 ft12.0in
Bottom Width (B) =0.00 ft0.0in
Freeboard = 0.00 ft0.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.70LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =3.00SF
New P =6.32Wetted perimeter
New R =0.47Hydraulic radius
Z Actual =1.82 Must be greater than z required=>1.58 Okay
New V =3.20fps
Liner:1.55 LB/SF > 0.71 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 1 ft
Ditch Geometry
Bottom Width (B) = 0 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
0.001.006
PERMANENT DIVERSION DITCH:PD4
Top Width = 6 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 8/26/2020 10:27 AM
PD5
Area (A) =1.53 (Acres)
Coef. (C) = 0.79 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =11.7 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 130 LF
Slope =0.003(ft/ft)Highest Elevation = 22.51
Z Required =4.10RatioLowest Elevation = 22.08
Side Slope (M) =3 :1
Flow Depth (Y) =1.50 ft18.0in
Bottom Width (B) =0.00 ft0.0in
Freeboard = 0.00 ft0.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.31LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =6.75SF
New P =9.49Wetted perimeter
New R =0.71Hydraulic radius
Z Actual =5.38 Must be greater than z required=>4.10 Okay
New V =2.28fps
Liner:1.55 LB/SF > 0.31 LB/SF Okay
Min. Ditch Depth = 1.5 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
0.001.509
PERMANENT DIVERSION DITCH:PD5
Top Width = 9 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.50
Bottom Width (ft)
Flow Depth (Y) = 1.5 ft
Ditch Geometry
Bottom Width (B) = 0 ft
Top Width (ft)Flow Depth (ft)
LATEST REVISION: 8/26/2020 10:28 AM
PD6
Area (A) =1.22 (Acres)
Coef. (C) = 0.45 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =5.3 (cfs)
Line channel with:6 " rip-rap(Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 685 LF
Slope =0.007(ft/ft)Highest Elevation = 23.1
Z Required =1.33RatioLowest Elevation = 18.64
Side Slope (M) =3 :1
Flow Depth (Y) =0.75 ft9.0in
Bottom Width (B) =1.00 ft12.0in
Freeboard = 0.50 ft6.0in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.30LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =2.44SF
New P =5.74Wetted perimeter
New R =0.42Hydraulic radius
Z Actual =1.38 Must be greater than z required=>1.33 Okay
New V =2.26fps
Liner:1.55 LB/SF > 0.31 LB/SF Okay
Min. Ditch Depth = 1.25 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.25
Bottom Width (ft)
Flow Depth (Y) = 0.75 ft
Ditch Geometry
Bottom Width (B) = 1 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
1.000.758.5
PERMANENT DIVERSION DITCH:PD6
Top Width = 8.5 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 8/26/2020 10:34 AM
PD7
Area (A) =0.50 (Acres)
Coef. (C) = 0.50 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =2.4 (cfs)
Line channel with:6 " rip-rap (Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 37 LF
Slope =0.046(ft/ft)Highest Elevation = 21
Z Required =0.23RatioLowest Elevation = 19.3
Side Slope (M) =3 :1
Flow Depth (Y) =0.50 ft 6.0 in
Bottom Width (B) =2.00 ft 24.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxSY = Weight of water (62.4 LB/CUFT)
T = 1.43LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =1.75SF
New P =5.16Wetted perimeter
New R =0.34Hydraulic radius
Z Actual =0.85 Must be greater than z required=>0.23 Okay
New V =5.18fps
Liner:1.55 LB/SF > 1.44 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
2.000.508
PERMANENT DIVERSION DITCH:PD7
Top Width = 8 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.5 ft
Ditch Geometry
Bottom Width (B) = 2 ft
Top Width (ft)Flow Depth (ft)
LATEST REVISION: 9/1/2020 2:01 PM
PD8
Area (A) =1.24 (Acres)
Coef. (C) = 0.60 (Dimensionless)
Inte. (I) =9.70 (in/hr)
Flow (Q10) =7.2 (cfs)
Line channel with:6 " rip-rap (Assume 6" even if using grass)
Manning n =0.030 (Dimensionless)Ditch Length = 50 LF
Slope =0.006(ft/ft)Highest Elevation = 19.16
Z Required =1.85RatioLowest Elevation = 18.85
Side Slope (M) =3 :1
Flow Depth (Y) =0.75 ft 9.0 in
Bottom Width (B) =2.00 ft 24.0 in
Freeboard = 0.25 ft 3.0 in
T=YxDxSY = Weight of water (62.4 LB/CUFT)
T = 0.29LB/SFD=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net0.45 LB/SF
Curled Mat1.55S751.55
Class A (4"@9"THK)2.00S1501.75
Class B (8"@18"THK)3.50SC1502.10
Class I (12"@22"THK)5.00C1252.25
Class II (18"@30"THK)7.50P3008.00
New A =3.19SF
New P =6.74Wetted perimeter
New R =0.47Hydraulic radius
Z Actual =1.93 Must be greater than z required=>1.85 Okay
New V =2.37fps
Liner:1.55 LB/SF > 0.3 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
2.000.758
PERMANENT DIVERSION DITCH:PD8
Top Width = 8 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
37630.054
DITCH NAME
CALCULATED BY
Jacob Dooley
CIRCLE K - AIRPORT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.75 ft
Ditch Geometry
Bottom Width (B) = 2 ft
Top Width (ft)Flow Depth (ft)
LATEST REVISION: 9/1/2020 2:03 PM
CALCULATED BY
Alex May
Pipe Diameter =24 in From Fig. 8.06.c:ZONE =2
Pipe Slope =0.005 ft/ft
Mannings n =0.013 Rip Rap Class =B
Velocity Flowing Full =5.11fps Apron Thickness =18 in
Apron Length =12.0 ft
Apron Width = 3xDia.=6.0 ft
From Fig. 8.06.e:
Pipe Diameter =18 in From Fig. 8.06.c:ZONE =1
Pipe Slope =0.003 ft/ft
Mannings n =0.013 Rip Rap Class =A
Velocity Flowing Full =3.26fps Apron Thickness =12 in
Apron Length =6.0 ft
Apron Width = 3xDia.=4.5 ft
From Fig. 8.06.e:
Pipe Diameter =30 in From Fig. 8.06.c:ZONE =2
Pipe Slope =0.003 ft/ft
Mannings n =0.013 Rip Rap Class =B
Velocity Flowing Full =4.59fps Apron Thickness =18 in
Apron Length =15.0 ft
Apron Width = 3xDia.=7.5 ft
From Fig. 8.06.e:
PROJECT NAME
Pipe Outlet Protection (NYDOT Method)
Structure Name:EW108
37630.054
PROJECT NUMBER
Structure Name:EW104
Circkle K - Wilmington Airport
Structure Name:EW200
LATEST REVISION: 8/27/2020 3:29 PM
Pipe Diameter =18 in From Fig. 8.06.c:ZONE =1
Pipe Slope =0.0035 ft/ft
Mannings n =0.013 Rip Rap Class =A
Velocity Flowing Full =3.53fps Apron Thickness =12 in
Apron Length =6.0 ft
Apron Width = 3xDia.=4.5 ft
From Fig. 8.06.e:
Pipe Diameter =24 in From Fig. 8.06.c:ZONE =1
Pipe Slope =0.005 ft/ft
Mannings n =0.013 Rip Rap Class =A
Velocity Flowing Full =5.11fps Apron Thickness =12 in
Apron Length =8.0 ft
Apron Width = 3xDia.=6.0 ft
From Fig. 8.06.e:
Pipe Diameter =24 in From Fig. 8.06.c:ZONE =2
Pipe Slope =0.0085 ft/ft
Mannings n =0.013 Rip Rap Class =B
Velocity Flowing Full =6.66fps Apron Thickness =18 in
Apron Length =12.0 ft
Apron Width = 3xDia.=6.0 ft
From Fig. 8.06.e:
FE301Structure Name:
Structure Name:EW102
Structure Name:FE303
LATEST REVISION: 8/27/2020 3:30 PM
Pipe Diameter =18 in From Fig. 8.06.c:ZONE =1
Pipe Slope =0.0032 ft/ft
Mannings n =0.013 Rip Rap Class =A
Velocity Flowing Full =3.37fps Apron Thickness =12 in
Apron Length =6.0 ft
Apron Width = 3xDia.=4.5 ft
From Fig. 8.06.e:
Pipe Diameter =30 in From Fig. 8.06.c:ZONE =2
Pipe Slope =0.01 ft/ft
Mannings n =0.013 Rip Rap Class =B
Velocity Flowing Full =8.38fps Apron Thickness =18 in
Apron Length =15.0 ft
Apron Width = 3xDia.=7.5 ft
From Fig. 8.06.e:
Pipe Diameter =36 in From Fig. 8.06.c:ZONE =2
Pipe Slope =0.01 ft/ft
Mannings n =0.013 Rip Rap Class =B
Velocity Flowing Full =9.46fps Apron Thickness =18 in
Apron Length =18.0 ft
Apron Width = 3xDia.=9.0 ft
From Fig. 8.06.e:
Structure Name:EW210
Structure Name:EW207
Structure Name:EW101
LATEST REVISION: 8/27/2020 3:31 PM
Pipe Diameter =42 in From Fig. 8.06.c:ZONE =3
Pipe Slope =0.01 ft/ft
Mannings n =0.013 Rip Rap Class =1
Velocity Flowing Full =10.49fps Apron Thickness =24 in
Apron Length =28.0 ft
Apron Width = 3xDia.=10.5 ft
From Fig. 8.06.e:
Pipe Diameter =42 in From Fig. 8.06.c:ZONE =3
Pipe Slope =0.01 ft/ft
Mannings n =0.013 Rip Rap Class =1
Velocity Flowing Full =10.49fps Apron Thickness =24 in
Apron Length =28.0 ft
Apron Width = 3xDia.=10.5 ft
From Fig. 8.06.e:
Structure Name:EW203
Structure Name:EW205
LATEST REVISION: 8/27/2020 3:31 PM
Rock Pipe Inlet Protection #1 Circle K - NTI Airport Blvd Wilmington
Name:Rock Pipe Inlet Protection #1
Disturbed Area:0.02ac
Additional Drainage Area:0.52ac
Total Drainage Area:0.54ac
Runoff Coeff [Cc]:0.65
10-yr Rainfall Intensity9.70in/hr
10-yr Discharge [Q10]3.40 cfs
72 Required Volume ft3 (Disturbed Area x 3600 cf/ac)
2.0 Sediment Storage Height (ft)
2.5 Side Slopes (X:1)
16.0 Sediment Storage Bottom Surface Area (ft2)
56.0 Sediment Storage Top Surface Area (ft2)
72 Provided Volume ft3 Okay
Pipe Invert 23.52
Stone Height 2 ft
Embankment Width:4 ft7
Bottom Storage Elevation:21.52
*RED IS USER INPUT
PROJECT NAME
PROJECT NUMBER
BASIN NAME
CALCULATED BY
Sizing of Basin
Jacob Dooley
Rock Pipe Inlet Protection Design
37630.054
LATEST REVISION: 12/2/2020 11:09 AM
Rock Pipe Inlet Protection #2 Circle K - NTI Airport Blvd Wilmington
Name:Rock Pipe Inlet Protection #2
Disturbed Area:0.55ac
Additional Drainage Area:1.90ac
Total Drainage Area:2.45ac
Runoff Coeff [Cc]:0.40
10-yr Rainfall Intensity9.70in/hr
10-yr Discharge [Q10]9.51 cfs
1980 Required Volume ft3 (Disturbed Area x 3600 cf/ac)
4.0 Sediment Storage Height (ft)
2 Side Slopes (X:1)
120.0 Sediment Storage Bottom Surface Area (ft2)
886.0 Sediment Storage Top Surface Area (ft2)
2012 Provided Volume ft3 Okay
Pipe Invert 16.92
Stone Height 2 ft
Embankment Width:4 ft
Bottom Storage Elevation:12.92
*RED IS USER INPUT
PROJECT NAME
PROJECT NUMBER
BASIN NAME
CALCULATED BY
Sizing of Basin
Jacob Dooley
Rock Pipe Inlet Protection Design
37630.054
LATEST REVISION: 12/2/2020 11:08 AM
Circle K – NTI Airport Blvd Wilmington – NC.115
Wilmington, NC
Project Number: 37630.054
6 | www.timmons.com
Maps
NOAA Rainfall Data
USGS Map
FEMA FIRM Maps
NRCS Soil Survey Map
2/12/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2669&lon=-77.9209&data=intensity&units=english&series=pds 1/4
NOAA Atlas 14, Volume 2, Version 3
Location name: Wilmington, North Carolina, USA*
Latitude: 34.2669°, Longitude: -77.9209°
Elevation: 24.99 ft**
* source: ESRI Maps ** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 6.25
(5.86‑6.72)
7.42
(6.94‑7.97)
8.69
(8.12‑9.31)
9.70
(9.01‑10.4)
11.0
(10.2‑11.7)
11.9
(11.0‑12.7)
12.9
(11.8‑13.8)
13.8
(12.6‑14.8)
15.1
(13.6‑16.2)
16.1
(14.4‑17.3)
10-min 5.00
(4.68‑5.37)
5.93
(5.55‑6.37)
6.96
(6.50‑7.46)
7.75
(7.21‑8.31)
8.72
(8.09‑9.33)
9.47
(8.74‑10.1)
10.2
(9.38‑10.9)
11.0
(9.99‑11.8)
11.9
(10.8‑12.8)
12.7
(11.3‑13.6)
15-min 4.16
(3.90‑4.48)
4.97
(4.65‑5.34)
5.87
(5.48‑6.29)
6.54
(6.08‑7.01)
7.37
(6.83‑7.88)
8.00
(7.37‑8.56)
8.62
(7.91‑9.22)
9.22
(8.40‑9.88)
10.0
(9.03‑10.8)
10.6
(9.48‑11.4)
30-min 2.85
(2.67‑3.07)
3.43
(3.21‑3.69)
4.17
(3.90‑4.47)
4.74
(4.41‑5.08)
5.46
(5.06‑5.84)
6.02
(5.55‑6.45)
6.60
(6.05‑7.06)
7.18
(6.54‑7.69)
7.96
(7.18‑8.56)
8.59
(7.68‑9.24)
60-min 1.78
(1.67‑1.91)
2.15
(2.02‑2.31)
2.67
(2.50‑2.87)
3.08
(2.87‑3.31)
3.64
(3.37‑3.89)
4.08
(3.76‑4.37)
4.55
(4.17‑4.87)
5.04
(4.59‑5.40)
5.71
(5.15‑6.14)
6.27
(5.61‑6.74)
2-hr 1.05
(0.972‑1.15)
1.28
(1.18‑1.39)
1.63
(1.51‑1.78)
1.93
(1.78‑2.10)
2.36
(2.16‑2.57)
2.74
(2.49‑2.98)
3.15
(2.85‑3.42)
3.60
(3.23‑3.90)
4.27
(3.79‑4.63)
4.84
(4.27‑5.28)
3-hr 0.750
(0.694‑0.818)
0.909
(0.841‑0.992)
1.17
(1.08‑1.27)
1.39
(1.28‑1.51)
1.72
(1.58‑1.87)
2.02
(1.83‑2.19)
2.35
(2.12‑2.54)
2.71
(2.43‑2.93)
3.28
(2.90‑3.54)
3.77
(3.29‑4.08)
6-hr 0.466
(0.432‑0.508)
0.565
(0.524‑0.617)
0.725
(0.671‑0.790)
0.865
(0.798‑0.941)
1.08
(0.986‑1.17)
1.26
(1.15‑1.37)
1.48
(1.33‑1.59)
1.71
(1.53‑1.85)
2.08
(1.83‑2.25)
2.40
(2.09‑2.60)
12-hr 0.271
(0.249‑0.297)
0.329
(0.302‑0.359)
0.424
(0.390‑0.464)
0.509
(0.466‑0.555)
0.638
(0.579‑0.695)
0.754
(0.680‑0.819)
0.885
(0.793‑0.961)
1.03
(0.916‑1.12)
1.27
(1.11‑1.38)
1.47
(1.27‑1.60)
24-hr 0.160
(0.145‑0.178)
0.194
(0.176‑0.216)
0.250
(0.228‑0.279)
0.300
(0.273‑0.335)
0.378
(0.339‑0.419)
0.446
(0.397‑0.495)
0.525
(0.461‑0.582)
0.614
(0.532‑0.682)
0.751
(0.638‑0.840)
0.873
(0.729‑0.981)
2-day 0.094
(0.086‑0.104)
0.114
(0.104‑0.126)
0.146
(0.134‑0.162)
0.174
(0.159‑0.193)
0.217
(0.196‑0.240)
0.254
(0.228‑0.283)
0.297
(0.262‑0.331)
0.345
(0.300‑0.386)
0.418
(0.356‑0.470)
0.482
(0.404‑0.545)
3-day 0.067
(0.061‑0.074)
0.081
(0.074‑0.090)
0.103
(0.094‑0.114)
0.122
(0.111‑0.135)
0.151
(0.136‑0.167)
0.176
(0.158‑0.196)
0.204
(0.181‑0.227)
0.236
(0.206‑0.263)
0.284
(0.243‑0.319)
0.325
(0.274‑0.368)
4-day 0.053
(0.049‑0.059)
0.064
(0.059‑0.071)
0.082
(0.074‑0.090)
0.096
(0.088‑0.106)
0.118
(0.107‑0.131)
0.137
(0.123‑0.152)
0.158
(0.140‑0.176)
0.181
(0.159‑0.202)
0.216
(0.186‑0.243)
0.247
(0.209‑0.279)
7-day 0.035
(0.033‑0.038)
0.042
(0.039‑0.046)
0.053
(0.049‑0.058)
0.062
(0.057‑0.068)
0.076
(0.069‑0.083)
0.087
(0.079‑0.095)
0.099
(0.089‑0.108)
0.112
(0.100‑0.123)
0.132
(0.116‑0.146)
0.148
(0.128‑0.165)
10-day 0.028
(0.026‑0.030)
0.033
(0.031‑0.036)
0.041
(0.038‑0.045)
0.048
(0.044‑0.052)
0.058
(0.053‑0.063)
0.066
(0.060‑0.071)
0.074
(0.067‑0.081)
0.084
(0.075‑0.092)
0.098
(0.086‑0.108)
0.109
(0.095‑0.121)
20-day 0.019
(0.017‑0.020)
0.022
(0.021‑0.024)
0.027
(0.025‑0.029)
0.031
(0.029‑0.033)
0.037
(0.034‑0.040)
0.041
(0.038‑0.045)
0.046
(0.042‑0.050)
0.052
(0.047‑0.056)
0.059
(0.053‑0.065)
0.065
(0.058‑0.072)
30-day 0.015
(0.014‑0.016)
0.018
(0.017‑0.019)
0.022
(0.020‑0.023)
0.025
(0.023‑0.026)
0.029
(0.027‑0.031)
0.032
(0.030‑0.034)
0.035
(0.033‑0.038)
0.039
(0.036‑0.042)
0.044
(0.040‑0.047)
0.047
(0.043‑0.052)
45-day 0.013
(0.012‑0.013)
0.015
(0.014‑0.016)
0.018
(0.017‑0.019)
0.020
(0.019‑0.021)
0.023
(0.022‑0.025)
0.026
(0.024‑0.027)
0.028
(0.026‑0.030)
0.031
(0.028‑0.033)
0.034
(0.031‑0.037)
0.037
(0.033‑0.040)
60-day 0.011
(0.011‑0.012)
0.013
(0.013‑0.014)
0.016
(0.015‑0.017)
0.018
(0.017‑0.019)
0.020
(0.019‑0.021)
0.022
(0.021‑0.023)
0.024
(0.022‑0.025)
0.026
(0.024‑0.027)
0.028
(0.026‑0.030)
0.030
(0.027‑0.032)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
2/12/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2669&lon=-77.9209&data=intensity&units=english&series=pds 2/4
Back to Top
Maps & aerials
Small scale terrain
2/12/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2669&lon=-77.9209&data=intensity&units=english&series=pds 3/4
Large scale terrain
Large scale map
Large scale aerial
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
2/12/2020 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2669&lon=-77.9209&data=intensity&units=english&series=pds 4/4
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.gov
Disclaimer
+
–
100km
60mi
USGS MAP
USGS The National Map: Orthoimagery. Data refreshed October, 2017.
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250Feet
Ü
77°55'33.87"W
34°16'16.18"N
77°54'56.42"W 34°15'46.45"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AREAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X
Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone XArea with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall
Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect
Coastal Transect BaselineProfile BaselineHydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of StudyJurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 4/15/2019 at 2:35:27 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.
Legend
OTHER AREAS OFFLOOD HAZARD
OTHER AREAS
GENERALSTRUCTURES
OTHERFEATURES
MAP PANELS
8
1:6,000
B 20.2
The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location.
6
Custom Soil Resource Report
Soil Map
37
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230400 230500 230600 230700 230800 230900 231000 231100 231200 231300 231400 231500 231600 231700 231800 231900
230400 230500 230600 230700 230800 230900 231000 231100 231200 231300 231400 231500 231600 231700 231800 231900
34° 16' 15'' N
77
°
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34° 16' 15'' N
77
°
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34° 15' 41'' N
77
°
5
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34° 15' 41'' N
77
°
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4
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9
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N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84
035070014002100Feet
0100200400600Meters
Map Scale: 1:7,390 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
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
1:15,800.
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: New Hanover County, North Carolina
Survey Area Data: Version 19, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 21, 2018—Nov
28, 2018
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.
Custom Soil Resource Report
7
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Be Baymeade fine sand, 1 to 6
percent slopes
22.5 10.0%
Bp Borrow pits 3.6 1.6%
JO Johnston soils 27.8 12.3%
Le Leon sand 98.2 43.5%
On Onslow loamy fine sand 0.4 0.2%
Pn Pantego loam 11.9 5.3%
Ra Rains fine sandy loam 0.2 0.1%
Se Seagate fine sand 45.9 20.3%
Ur Urban land 15.3 6.8%
Totals for Area of Interest 225.7 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
Custom Soil Resource Report
8
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
9
22
Custom Soil Resource Report
Map—Hydrologic Soil Group
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230400 230500 230600 230700 230800 230900 231000 231100 231200 231300 231400 231500 231600 231700 231800 231900
230400 230500 230600 230700 230800 230900 231000 231100 231200 231300 231400 231500 231600 231700 231800 231900
34° 16' 15'' N
77
°
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34° 16' 15'' N
77
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34° 15' 41'' N
77
°
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2
'
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W
34° 15' 41'' N
77
°
5
4
'
3
9
'
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N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84
035070014002100Feet
0100200400600Meters
Map Scale: 1:7,390 if printed on A landscape (11" x 8.5") 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
1:15,800.
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: New Hanover County, North Carolina
Survey Area Data: Version 19, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 21, 2018—Nov
28, 2018
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.
Custom Soil Resource Report
23
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Be Baymeade fine sand, 1
to 6 percent slopes
A 22.5 10.0%
Bp Borrow pits B 3.6 1.6%
JO Johnston soils A/D 27.8 12.3%
Le Leon sand A/D 98.2 43.5%
On Onslow loamy fine sand A 0.4 0.2%
Pn Pantego loam B/D 11.9 5.3%
Ra Rains fine sandy loam B/D 0.2 0.1%
Se Seagate fine sand B 45.9 20.3%
Ur Urban land 15.3 6.8%
Totals for Area of Interest 225.7 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
24