SW6160401_20200903 Stormwater Narrative and Calcs_20201002

Stormwater Management Report
and
Erosion Control Narrative
PN81165 - SOF Human Platform FORGE Facility
U.S. Army Special Operations Command (SOCOM)
Fort Bragg
Fayetteville, Cumberland County, North Carolina
May 6, 2020
USACE PN.: 81165
Clark Nexsen Project No.: 8471
Contract No.:W912PM-19-D-0002
Prepared By:
Clark Nexsen
4525 Main Street, Suite 1400
Virginia Beach,Virginia 23462
757.455.5800
Prepared For:
USACE SAW
69 Darlington Ave,
Wilmington, NC 28403 CLARKNEXSEN

I
Contents
Project Overview 2
NCDEO Water Quality Classification 2
D-Area Campus Regional Stormwater Management System 4
Existing Conditions 4
Proposed Conditions 4
Erosion & Sediment Control 5
Appendices
A. Project Vicinity Map
B. USGS 7.5-minute Topographic USGS Map, FEMA FIRM Panel
C. NOAA Rainfall Data
D. NCDEO Stormwater Permit No. SW6160401
E. Storm Routing Calculations
Pre-Development Hydrologic Calculations
Post Development Hydrologic Calculations
Storm Drain Calculations
Storm Drain Profiles
F. SCM Remaining Treatment Volume Calculations
G. Storm Inlet Calculations, Roof Drain Header Calculations
H. Erosion Control Calculations
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

Project Overview
PN 81165 — SOF Human Platform -Force Generation (Forge) Facility is a military construction
(MCON) project being executed by US Army Corps of Engineers Wilmington District at the U.S. Army
Special Operations Command (SOCOM) Complex at Fort Bragg in the city of Fayetteville,
Cumberland County, North Carolina. The project will consist of demolishing existing buildings and
replacing them with the FORGE facility that consists of a mufti-story building with a footprint of
approximately 97,500 square feet.
Two existing underground infiltration basins are present within the SOCOM campus. One of
these infiltration basins (NCDEO Stormwater Permit No. SW6160401) was over-designed to
account for the future development and has the capacity to accept the runoff from the project site
for water quality and quantity control. The other underground infiltration basin (Permit No
Unknown), will have a smaller drainage area and and the project does not affect area within the permit
boundary.
During construction, erosion and sediment control features include silt fencing, filter logs,
check dams, construction entrances, inlet protection, temporary seeding, and various forms of
sediment traps.
A geotechnical exploration of the site was conducted by the USACE Savannah District. The
majority of soils encountered in the soil borings for the site consisted of silty sands (SM), clayey
sand (SC) and poorly graded sand (SP). The permeability rates ranged from 2-50 inches per hour
and no groundwater table was observed after-24 hours.
NCDEO Water Quality Classification
The SOCOM Campus drains to the Cape Fear River Basin by way of Beaver Creek (stream index
18-31-24-5). Runoff from the campus enters Beaver Creek through a series of man-made drainage
channels and stormwater BMP outfalls. Beaver Creek empties into Beaver Creek Pond several miles
downstream and has a surface water classification of C. The Cape Fear River Basin has multiple
classifications, the portion where Beaver Creek discharges into the Cape Fear River has a
classification of G. The C classification denotes waters protected for uses such as secondary
recreation, fishing,wildlife, fish consumption, aquatic life including propagation, survival and
maintenance of biological integrity, and agriculture. Secondary recreation includes wading,
boating, and other uses involving human body contact with water where such activities take place
1 North Carolina surface water classifications are determined by NCDEO and are available at
https://ncdenr.maps.arcgis.com/apps/webappviewer/index.html?id=6e125ad7628f494694e259c80dd64265
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

in an infrequent, unorganized, or incidental manner is for waters that have biological and
physicaVchemical characteristics deemed important by one or more State Agencies.
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Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

D-Area Campus Regional Stormwater Management System
The U.S. Army John F. Kennedy Special Warfare Center and School (USAJFKSWCS) D-Area
Campus stormwater management system is designed to capture and treat stormwater from the
redevelopment of the PN79437 Training Group Headquarters, PN79439 Advanced Skills Training
Facility, and PN81165 Human Platform FORGE Facility. The campus drainage area captured by this
stormwater management system is 30.55 acres. The existing Infiltration system is already
permitted through NCDEO under Stormwater Permit No. SW6160401 and was designed for a 1.8"
storm event for water quality purposes to meet the more stringent Energy Independence and
Security Act (EISA) section 438 requirements. This value is greater than the NCDEO required 1.0"
event for this watershed classification.
Existing Conditions
The site is fully developed, consisting of buildings, parking areas, streets, and sidewalks. The
site is moderately sloping to the north and east, with grades ranging from 2% to 8%. Most of the
runoff is collected by and existing storm system and routed to the existing underground infiltration
system. There is a composite outfall point along Reilly Rd.,where the 20.22 acres of runoff from
the campus and 10.33 acres of offsite water is combined and discharged. The existing
underground infiltration basin is located under the grassed area in the center of the campus
between all four campus buildings. The BMP has a designed footprint of 180-feet by 60-feet and a
storage capacity of 18,128 cubic feet (cf). The required storage volume to retain the 95th percentile
storm event is 8,360 cf for the existing impervious and has the remaining capacity to handle an
additional 9,768 cf of treatment volume. The basin is capable of dewatering in 5.6 hours. The
existing stormwater permit is included in Appendix D.
Proposed Conditions
The proposed pipe network will tie-in to the existing drainage system north of the building
location. The drainage from the building and the parking lot to the south will be split and routed
around the proposed building through two separate storm drain networks. The minimum slope on
the proposed pipe network is 0.33% and has the capacity to route the 10-yr 24-hour storm event.
Calculation for the 2-,10-, and 100-year storm events is provided in Appendix E.
The proposed site improvements will utilize an additional 2,974 cf of treatment volume in the
existing underground infiltration basin bringing the total utilized to 11,334 cfs There is a
remaining 6,794 cf of treatment volume remaining in the SCM and does not need to be modified.
Calculations are provided in Appendix G.
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

2-Year 24-hour Outfall Discharge Summary
Post Receiving
Outfall Predevelopment Receiving pipe Stormwater
ID Discharge (CFS) development Diameter (ft) Control
Discharge (CFS)
Measure
OF1 7.02 Plugged 2 SCM 1
OF2 10.74 5.25 1.25 SCM 1
OF3 8.77 13.99 2.5 SCM 1
STR12 6.88 10.99 2 SCM 1
10-Year 24-hour Outfall Discharge Summary
Post Receiving
Outfall Predevelopment Receiving pipe Stormwater
ID Discharge (CFS) development Diameter (ft) Control
Discharge (CFS)
Measure
OF1 10.63 Plugged 2 SCM
OF2 15.14 7.89 1.25 SCM 1
OF3 14.35 22.76 2.5 SCM 1
STR12 11.26 17.38 2 SCM 1
100-Year 24-hour Outfall Discharge Summary
Post Receiving
Outfall Predevelopment Receiving pipe Stormwater
ID Discharge (CFS) development Diameter (ft) Control
Discharge (CFS)
Measure
OF1 16.38 Plugged 2 SCM 1
OF2 16.23 8.59 1.25 SCM 1
OF3 23.6 34.4 2.5 SCM 1
STR12 18.49 23.41 2 SCM 1
Erosion & Sediment Control
The site will comply with NCDEO Erosion and Sediment control (ESC) regulations and the
General Permit No. NCG010000, where sediment basins and traps with a drainage area larger than
one acre shall use outlet structures that drain from the surface. The initial phase consists of inlet
protection, a construction entrance, and perimeter protection in the form of silt fence. Select
removal of existing roadways and parking lots will be required to install these features. Once
installed, building demolition will occur. Prior to removal of parking area, roads, clearing/grubbing,
and utility removal, skimmer basins are proposed in addition to the previously installed ESC
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

measures. Diversion berms will be used to ensure water is directed through a skimmer basin or
other approved structural practices prior to being discharged into the existing storm system.
Skimmer basin sizes and volume calculations are included on the drawings.
Phase 2 of the erosion control scheme allows for the construction of the retaining walls, storm
drain networks, and initial mass excavation. Multiple skimmer basins will be required, and
diversion berms should be modified to match the amount of disturbed area to prevent sediment
laden water discharge into the existing storm system.
Once the wall and storm system is installed the final skimmer basins should be installed and
maintained till final stabilization is achieved The area downstream of the retaining wall should
have slope interrupting devices and temporary seeding applied as a means to stabilize the slopes
downstream of the skimmer basins. The final stabilization at the site will be predominantly
pavement with pervious areas surrounding the building and intermixed throughout parking lot. The
areas in the parking lot will be covered in a decorative stone and all green areas will have
Bermuda grass sod installed for the entire remaining disturbed area.
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

Appendix A
Project Location Maps
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

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Appendix B
USGS 7.5-minute Topographic Map
Manchester, NC
(updated 2019)
FEMA FIRM PANELS
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

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Appendix C
NOAA Rainfall Data
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

8/21/2019 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3 POPE AFB
Station ID:31-6891
Of Location name:Pope Army Airfield,North �,u ,
es,j Carolina,USA* noon
•4: ^ Latitude:35.1739°,Longitude:-79.0089°
\, 11/ Elevation: .k
®® a
�747.d*. Elevation(station metadata):218 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 I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.434 0.512 0.596 0.659 0.732 0.783 0.832 0.875 0.928 0.968
(0.391-0.487) (0.461-0.574) (0.537-0.669) (0.592-0.736) (0.654-0.817) (0.700-0.873) (0.738-0.925) (0.774-0.973) (0.813-1.03) (0.843-1.08)
10-min 0.694 0.819 0.955 1.05 1.17 1.25 1.32 1.39 1.47 1.53
(0.624-0.778) (0.738-0.918) (0.860-1.07) (0.946-1.18) (1.04-1.30) (1.11-1.39) (1.17-1.47) (1.23-1.54) (1.29-1.63) (1.33-1.69)
15-min 0.867 1.03 1.21 1.33 1.48 1.58 1.67 1.75 1.85 1.91
(0.780-0.972) (0.927-1.16) (1.09-1.35) (1.20-1.49) (1.32-1.65) (1.41-1.76) (1.48-1.86) (1.55-1.95) (1.62-2.05) (1.67-2.12)
30-min 1.19 1.42 1.72 1.93 2.19 2.38 2.56 2.73 2.94 3.10
(1.07-1.33) (1.28-1.60) (1.55-1.92) (1.73-2.16) (1.96-2.44) (2.13-2.65) (2.27-2.85) (2.41-3.03) (2.58-3.27) (2.70-3.44)
60-min 1.48 1.79 2.20 2.51 2.92 3.22 3.53 3.82 4.22 4.52
(1.33-1.66) (1.61-2.00) (1.98-2.47) (2.26-2.81) (2.61-3.26) (2.88-3.59) (3.13-3.92) (3.38-4.25) (3.70-4.68) (3.94-5.02)
2-hr 1.74 2.10 2.63 3.03 3.56 3.98 4.40 4.82 5.37 5.80
(1.55-1.97) (1.88-2.38) (2.34-2.97) (2.70-3.42) (3.15-4.03) (3.51-4.50) (3.85-4.96) (4.19-5.43) (4.63-6.05) (4.96-6.54)
3-hr 1.85 2.23 2.80 3.26 3.87 4.37 4.88 5.41 6.14 6.73
(1.65-2.09) (2.00-2.53) (2.50-3.18) (2.90-3.68) (3.43-4.37) (3.84-4.94) (4.26-5.50) (4.69-6.10) (5.26-6.91) (5.70-7.56)
6-hr 2.20 2.66 3.35 3.90 4.65 5.26 5.90 6.56 7.49 8.22
(1.99-2.45) (2.41-2.96) (3.02-3.72) (3.51-4.32) (4.16-5.15) (4.68-5.82) (5.20-6.51) (5.73-7.22) (6.45-8.24) (7.01-9.05)
12-hr 2.60 WIN 3.97 IIMIll 5.59 6.36 7.18 8.04 9.26 10.3
(2.35-2.88) (3.60-4.41) (4.99-6.16) (5.64-7.00 ..•, (6.98-8.81) (7.93-10.2) (8.67-11.2)
24-hr 3.07 3.71 [ 4.68 5.44 6.50 7.34 8.21 9.11 10.3 11.3
(2.85-3.31) (3.44-4.00) (4.34-5.04 5.04-5.87 6.00-7.00) (6.76-7.90 (7.54-8.83) :.34-9.79) (9.42-11.1) (10.3-12.2)
2-day 3.56 • 5.38 7.42 8.35 • 10.3 11.7 12.8
(3.32-3.83) (4.01-4.61) (5.02-5.78) (5.80-6.69) (6.87-7.96) (7.72-8.96) (8.58-10.0) (9.46-11.1) (10.7-12.6) (11.6-13.7)
3-day 3.78 4.55 5.67 6.55 7.77 8.73 9.73 10.8 12.2 13.3
(3.53-4.04) (4.26-4.87) (5.29-6.06) (6.10-7.00) (7.21-8.30) (8.08-9.33) (8.98-10.4) (9.89-11.5) (11.1-13.0) (12.1-14.2)
4-day 4.00 4.80 5.95 6.86 8.11 9.12 10.1 11.2 12.7 13.8
(3.74-4.26) (4.50-5.12) (5.56-6.34) (6.41-7.30) (7.55-8.64) (8.45-9.70) (9.37-10.8) (10.3-11.9) (11.6-13.5) (12.6-14.7)
7-day 4.63 5.53 6.77 7.75 9.10 10.2 11.3 12.4 14.0 15.2
(4.32-4.95) (5.15-5.92) (6.30-7.25) (7.22-8.30) (8.44-9.74) (9.42-10.9) (10.4-12.1) (11.4-13.3) (12.8-15.0) (13.9-16.3)
10-day 5.28 6.29 7.59 8.61 9.98 11.1 12.1 13.3 14.8 15.9
(4.97-5.62) (5.92-6.69) (7.12-8.06) (8.07-9.14) (9.33-10.6) (10.3-11.7) (11.3-12.9) (12.3-14.1) (13.6-15.7) (14.7-17.0)
20 ay 7.11 8.41 9.97 11.2 12.9 14.2 15.5 16.8 18.6 20.0
(6.67-7.58) (7.89-8.97) (9.34-10.6) (10.5-11.9) (12.0-13.7) (13.2-15.1) (14.4-16.5) (15.5-17.9) (17.1-19.9) (18.4-21.4)
30-day 8.85 10.4 12.2 13.5 15.3 16.6 18.0 19.3 21.1 22.5
(8.34-9.42) (9.82-11.1) (11.4-12.9) (12.7-14.4) (14.3-16.3) (15.6-17.7) (16.8-19.2) (18.0-20.6) (19.6-22.6) (20.8-24.1)
45iiay 11.2 13.1 15.1 16.6 18.5 20.0 21.4 22.8 24.6 26.0
(10.6-11.9) (12.4-13.9) (14.2-16.0) (15.6-17.6) (17.4-19.6) (18.7-21.1) (20.0-22.7) (21.3-24.2) (23.0-26.2) (24.2-27.7)
60-day 13.4 15.7 17.8 19.5 21.6 L 23.2 24.7 26.2 28.1 29.6
(12.7-14.2) (14.9-16.6) (16.9-18.8) (18.4-20.5) (20.4-22.8) 21.9-24.4 (23.3-26.1) (24.6-27.7) (26.4-29.8) (27.7-31.4)
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
not checked 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
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8/21/2019 Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDE) curves
Latitude: 35-1739°, Longitude: -79.0089°
30 I I T I I I I fir- I
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Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Aug 21 14:08:09 2019
Back to Top
Maps & aerials
Small scale terrain
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8/21/2019 Precipitation Frequency Data Server
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8/21/2019 Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
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Appendix D
NCDEO Stormwater
Permit No. SW6160401
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL
QUALITY
Permit Application Package for:
FT. BRAGG - USAJFKSWCS
D-AREA CAMPUS REGIONAL STORMWATER
MANAGEMENT SYSTEM61*.
•
t�A
•
5
m
fr fit
/:
qS ET tA�
Prepared by:
US ARMY CORPS OF ENGINEERS,
SAVANNAH DISTRICT
ENGINEERING DIVISION
DESIGN BRANCH
�A MAY 4 2016
0
`'gyp of s S,a� ,.r„��'',
e
SEAL =_
040572
;SFr Fro�a \`'`�!;�
1/29/2016

GENERAL PROJECT INFORMATION
The intent of this application is to permit construction of a regional stormwater treatment system
for the USAJFKSWCS D-Area Campus. This regional system is designed to capture and treat
stormwater from the remainder of the projects to be constructed as part of this campus. The
following is a breakdown of the campus areas and individual project information:
Total Campus Drainage Area: 40.25 acres
• PN 76376 AND PN 78005: Language and Cultural Center and Parking Structure
Drainage area: 9.70 acres
These projects have been permitted by NCDEQ and 76376 is currently under
construction. The stormwater from these two projects will be treated in an underground
retention system before being discharged to the existing storm drainage system. This
drainage area as permitted will not be impacted and is NOT part of this analysis.
Campus Drainage Area Under Analysis: 30.55 acres
Drainage Pre-Developed
Post-Developed Post-Developed
Project ID Impervious Impervious
Area (ac) Impervious Area (ac) Area (ac) Area Breakout
PN 79437 37%Building
Training Group 6.30 3.49 3.00 34% Sidewalks
Headquarters 29% Streets
PN 79439 16%Building
Advanced Skills 5.60 1.62 3.11 8% Sidewalks
Training Facility 58°%Parking
18% Streets
PN 81165 THOR 34%Building
Rehabilitation 8.32 2.94 3.43 6% Sidewalks
Facility 60% Parking
Offsite (Bypass) 10.33 2.05 2.87 60% Streets
40% Parking
As tabulated above, runoff from 20.22 acres of the built out campus will be conveyed to the
proposed regional stormwater treatment system. New work in the 10.33 acre offsite (bypassed)
area includes the widening of Ardennes St. and Reilly Rd., as well as some minor parking
improvements north of Ardennes, all downstream of the campus and proposed stormwater BMP.

EXISTING CONDITIONS
The site is currently completely developed, consisting of buildings,parking areas, streets, and
sidewalks. The site is moderately sloping to the north and east,with grades ranging from 2%to
5%. Most of the runoff is collected by an existing storm system and routed to the point of
analysis; which is a composite outfall point along Reilly Rd, which consists of a 60"RCP storm
line, as well as a small amount of surface flow.
PROPOSED CAMPUS DESCRIPTION
The proposed campus will be a collection of projects built one byone, until the D-area is built
P p p
out. The order of construction is:
1. PN 76376: permitted and currently under construction
2. PN 79437: regional stormwater system will be constructed under this project
3. PN 79439: currently under design
4. PN 78005: permitted with PN 76376, future project
5. PN 81165: future project
The following is a rendering of the built-out campus, looking to the northwest:
tr:kJ T F-1 EF,
T* 4.1 - ' "„ 41,q►" .�' zip
i71:77:P;'‘...' ' '"*till-,---
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h� S. , ,•• +2':w;. x 4 z" }ram 1d'
r ' Z '"
6
U.S. ARMY JOHN F. KENNEDY SPECIAL WARFARE CENTER AND SCHOOL
Name Revisions:Regional Studies changed to Language and Cultural Center;and Intel Facility changed to Advanced Skills Training.

STORMWATER MANAGEMENT
Fort Bragg is located in the inner coastal plain region of Cumberland County,North Carolina,
approximately ten(10) miles northwest of Fayetteville,North Carolina. See USGS Quad map in
Appendix A. The receiving waters for this project are as follows:
1. Site runoff drains north and east, via sheet and limited shallow concentrated flow to an
existing onsite underground storm sewer system that discharges to a 60" storm line that
runs north along Reilly Road.
2. This discharge is released to an unnamed tributary of Beaver Creek, flowing east, then
south.
3. The unnamed tributary empties into Beaver Creek, flowing south.
4. Beaver Creek ultimately empties into the Cape Fear River.
According to USDA Natural Resources Conservation Service soils maps, soils are primarily
Lakeland and Wagram Urban Land Complex (both HSG"A"). For conservative purposes, curve
numbers were assigned to drainage areas based on HSG"B" Infiltration tests in the footprint of
the proposed BMP have been completed and a full report is included in Appendix C.
This project is subject to Section 438 of the Energy Independence and Security Act(EISA) of
2007. That section of the Act reads as follows:
"Stormwater runoff requirements for federal development projects: The sponsor of
any development or redevelopment project involving a Federal facility with a footprint
that exceeds 5,000 square feet shall use site planning, design, construction, and
maintenance strategies for the property to maintain or restore, to the maximum extent
technically feasible,the predevelopment hydrology of the property with regard to the
temperature,rate, volume, and duration of flow."
Under the requirements of this Act, as stipulated in the Environmental Protection Agency's
"Technical Guidance on Implementing the Stormwater Runoff Requirements for Federal Projects
under Section 438 of the Energy Independence and Security Act"(December 2009), designers
have the option of retaining the 95th percentile rainfall event on site or maintaining the
predevelopment runoff conditions with respect to rate, volume, duration, and temperature for all
storm events.
SYSTEM DESCRIPTION
The basis of design of the proposed system is the ChamberMaxx System by Contech. The
Contractor may choose another system,but it must be an approved equal in terms of volumetric
capacity and outlet flow characteristics.
The system under analysis will receive stormwater from the upstream campus areas via a new
underground storm drain system. As each new project is brought online, its respective new storm
drain system will be tied to the regional BMP. The WQV from the upstream areas will be
conveyed,treated and allowed to infiltrate in the proposed BMP. Runoff from larger storm

events will be bypassed, via an inlet flow splitter,to be safely conveyed offsite. The flow splitter
has an internal weir that is set at an elevation that yields adequate volume within the BMP to
allow the entire WQV to infiltrate. The weir has a normally closed valve at the bottom to provide
DPW personnel the ability to drain the system in event of an emergency or to complete
maintenance tasks.
The proposed BMP will have a footprint of 180' x 60'. The typical section is 14 inches of gravel
underlain by geotextile fabric (to prevent soil migration). The storage chambers will be placed
above the gravel base. Gravel backfill will be placed above the chambers at a depth of 5.5 ft. Soil
backfill will be placed above the gravel to bring the area to finished grade. The chambers are
perforated to allow exfiltration to the gravel envelope and infiltration to the in-situ soils beneath.
These soils are favorable for infiltration; with test rates exceeding 10 in/hr. For design and
conservative purposes, 7.5 in/hr was used in the stormwater routing model. See Appendix C for
subsurface investigation data.
WATER QUALITY VOLUME (WQV) DETERMINATION
At Fort Bragg, the 95th percentile rainfall event is equivalent to 1.8 inches of rainfall. Based on
EPA EISA guidance,the actual runoff depth to be used in the water quality volume calculation is
as follows:
• 95th percentile rainfall = 1.8"
• Losses due to depression storage=0.1"for impervious and pervious areas
• 1.8"—0.1" loss = 1.7" runoff depth (to be used in volumetric runoff calculation)
It is important to note that the more stringent stormwater management requirement will be used
for this design. In this case,the WQV required to be retained by EISA 438 (1.7") is greater than
the volume required by NCDEQ (1.0"). By satisfying EISA 438, it follows that the NCDEQ
permitting requirements will be satisfied. The basin will be designed and constructed to exceed
NCDEQ requirements.
In order to meet EISA 438 and North Carolina state requirements,the design intent will be to
construct an infiltration basin,to accomplish pollutant removal and attenuate peak stormwater
flows. This infiltration basin is sized to capture,treat, and infiltrate the entire Water Quality
Volume (WQV) from the contributing campus areas. Since the existing project area is
developed, the WQV to be treated will be derived from the difference in imperviousness between
pre-developed and post-developed conditions, over the entire contributing BMP drainage basin
of 20.22 acres. The WQV calculation follows:
• Rv (Pre-developed) =0.05 + 0.9(8.05/20.22) =0.408
• Rv (Post-developed)=0.05 + 0.9(9.54/20.22)=0.475
Total WQV=3630 x 1.7" x (0.475 - 0.408) x 20.22 ac=8360 cf(storage required)

• Storage provided in chambers: 12,300 cf
• Storage provided in gravel bed: 5,050 cf
Total storage provided = 17,350 cf
WQV Drawdown=269.33 (weir elevation) - 265.83 (bottom of gravel) = 3.5 ft=42 in; and 7.5
in/hr drawdown:
Infiltration basin will completely dewater 42 in/7.5 in/hr=5.6 hours

PRE AND POST DEVELOPMENT RUNOFF CALCULATIONS
SCS Curve Number Method(TR-55) and Bentley Pond Pack modeling software were used to
determine peak runoff and water surface elevations for the proposed stormwater system.
Following is an analysis and comparison of pre- and post-developed runoff conditions.
Total Drainage Area: 30.55 ac
Pre-Development:
PRE-DEVELOPED FLOW RATES(cfs)
OUTFALL CONTRIBUTING TOTAL
ID BASINS DRAINAGE 1 2 10 25 100
AREA(ac)
COMPOSITE ONSITE+
SURFACE FLOW 30.55 31.83 45.30 99.62 136.55 196.78
OUTFALL
TO REILLY RD
DRAINAGE TIME OF
BASIN ID COMPOSITE CN CONCENTRATION
AREA(ac)
(hrs)
ONSITE 29.05 73 0.250
SURFACE FLOW TO 1.50 75 0.167
REILLY RD
Post-Development:
PRE-DEVELOPED FLOW RATES(cfs)
OUTFALL CONTRIBUTING TOTAL
ID BASINS DRAINAGE 1 2 10 25 100
AREA(ac)
COMPOSITE ONSITE+
OUTFALL OFFSITE 30.55 8.68 29.05 97.84 132.27 187.86
(BYPASS)
DRAINAGE TIME OF
BASIN ID AREA(ac) COMPOSITE CN CONCENTRATION
(hrs)
ONSITE 20.22 78 0.288
OFFSITE(BYPASS) 10.33 71 0.250
Regional BMP Peak Water Surface Elevations:
1 YR = 269.66
2 YR = 270.25
10YR = 271.45
25YR = 271.92
100 YR= 272.62

EROSION, SEDIMENTATION,AND POLLUTION CONTROL
Each individual project to be built in this proposed campus will be responsible for site specific
erosion and sediment control permitting. Since this regional stormwater BMP is being
constructed under PN 79437, erosion control information for this project is included here. See
Appendices D, E, and F for erosion and sediment control related documentation and
specifications.
The following will be the design intent and general sequence (see plans for specific phasing
requirements):
Initial Phase
• Hold preconstruction conference and obtain notice to proceed.
• Install perimeter silt fence, construction entrances, and inlet protection on
existing catch basins and drop inlets within construction limits, as shown.
• Install skimmer basin, outlet pipe, baffles, and temporary stabilization.
• Begin demolition and rough grading, install temporary diversions.
Intermediate Phase
• Perimeter controls, construction entrances, and inlet protection to be maintained
throughout this phase.
• Complete demolition.
• Install and adjust diversions as needed to maintain conveyance of sediment laden
stormwater to protected inlets
• Install new storm system with protection at all inlets.
• Continue rough grading
• Install utilities and begin vertical construction
• Provide temporary stabilization and dust control as required.
• In areas where rough grading is complete, bring to finished grade and provide permanent
stabilization.
Final Phase
• Perimeter controls, sediment traps, and inlet protection to be maintained until each
contributing drainage area is stabilized
• Install paving and fine grade
• Install permanent stabilization
• Bring site to final grade with permanent stabilization
• Remove perimeter controls when approved

APPENDIX A
USGS QUADRANGLE MAP

STATE OF NORTH CAROLINA
M USGA emu. DEFARTMENTOF DIVISION
NMEND RESOD TURALRES0URCES MANCFIESTER QUADRANGLE
�.."'\ U.S.DEPARTMENT OF THE INTERIOR pIyLSION OF LAND RESOURCES NORTH CAROUNA
•e lAwa wvlY U.S.GEOLOGICAL SURVEY /
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APPENDIX B
STORMWATER MANAGEMENT PERMIT
APPLICATION, INFILTRATION BASIN DESIGN
SUPPLEMENT, AND INFILTRATION BASIN OMA

APPENDIX C
SOILS REPORT AND SUBSURFACE DATA

PRELIMINARY SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING REPORT (REVISED)
SOF LANGUAGE AND CULTURAL CENTER
FY 14, LI 76376
Fort Bragg, North Carolina
t r
I I."
By
Soils Section
Geotechnical & HTRW Branch
U.S. Army Engineer District, Savannah
May 2013
November 2013

This report was prepared by the Savannah District of the U.S. Army Corps of Engineers. The
initials or signatures and registration designation of individuals appear on these documents
within the scope of their employment as required by the Engineer Regulation 1110-1-8152.
Date: 19 November 2013 orpu A.Njikam, PE
GA Registration No: PE036150
Expiration Date: 31 December 2014

TABLE OF CONTENTS
SUBJECT PAGE
1. PURPOSE 1
2. QUALIFICATION OF REPORT 1
3. PROJECT DESCRIPTION 1
4. EXPLORATION PROCEDURES 2
a.Site Reconnaissance 2
b. Field Exploration 2
c. Laboratory Soils Testing 3
d. Soil Infiltration Testing 3
5. SITE AND SUBSURFACE CONDITIONS 5
a. Site Description 5
b. Regional and Site Geology 5
c. Subsurface Conditions 5
d. Groundwater Conditions 6
e. Seasonal High Water Table(SHWT)Evaluation 7
f. Soil permeability characteristics 8
6. PRELIMINARY EVALUATIONS AND RECOMMENDATIONS 8
a. General 8
b. General Site Preparation 8
c. Foundation Design and Construction 8
d. Seismic Design 9
e. Pavement Design Criteria 9
f. Concrete Slabs-On-Grade 9
g. Groundwater and Surface-Water Considerations 10
h. Structural Fill 10
i. Construction Quality Control Testing 11
j. Specifications 12
k. Drawings 13
7. FINAL GEOTECHNICAL EVALUATION REPORT 13
APPENDICES
ATTACHMENT A Soil Boring Location Plan
ATTACHMENT B Legend and Logs of SPT and Auger Borings
ATTACHMENT C Soil Laboratory Test Data
ATTACHMENT D Borehole Infiltration Test Results
ATTACHMENT E US Department of Agriculture Soil Resource Reports
ATTACHMENT F One-Point and Two-Point Compaction Method

PRELIMINARY SUBURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING REPORT (REVISED)
SOF Language and Cultural Center
FY 14, LI 76376
Fort Bragg,North Carolina
1. PURPOSE
The Government has conducted a preliminary geotechnical investigation for the proposed project.
A preliminary subsurface characterization report that provided a general overview of the site
conditions, including subsurface soil and groundwater conditions,with detailed descriptions at
individual exploration locations was submitted in May of 2013. That report also provided
preliminary recommendations with respect to the geotechnical design and construction of the
project. The Government conducted additional subsurface investigation pertaining to soil
infiltration properties in the vicinity of the project site. This revised report takes into consideration
all site investigations to date,and provides a general overview of the site conditions,including
subsurface soil and groundwater conditions,with detailed descriptions at individual exploration
locations. It also provides preliminary recommendations with respect to the geotechnical design
and construction of the project.
2. QUALIFICATION OF REPORT
The field exploration performed for this report was made to determine the subsurface soil and
groundwater conditions and was not intended to serve as an assessment of site environmental
conditions. No effort was made to define, delineate, or designate any areas of environmental
concern or of contamination. The design-build contractor's team shall include a licensed
geotechnical engineer to interpret the report and develop foundation and earthwork
recommendations and design parameters. If any additional subsurface investigations or
laboratory analyses are required to better characterize the site or to develop the final design,they
shall be performed under the direction of a licensed geotechnical engineer and shall be the full
responsibility of the contractor. A final geotechnical evaluation report shall be prepared by the
licensed geotechnical engineer and submitted along with the first foundation design submittal.
3. PROJECT DESCRIPTION
The project consists of the construction of a four-story, 216,354 square foot(sf) general
instruction building(GIB), a service yard, a parking lot, and a pedestrian bridge with access
ramps, stairs and fencing. Supporting facilities include site development, utilities and
connections(electrical,water, sewer, and gas services), lighting,paving, sidewalks, curbs and
gutters, storm drainage, information systems, landscaping, signage, and 5,200 square yards of
paved parking space. The project also includes the demolition of 4 buildings totaling 111,917 sf.
Additionally,the project's design is required to incorporate measures in accordance with the
Department of Defense(DoD)Minimum Antiterrorism for Buildings standards and to provide

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
access for persons with disabilities, as well as to incorporate features that support Sustainable
Design and Development(SDD) and the Energy Policy Act of 2005 (EPAct05). Finally,the
project is required to fit within the general guidance and outlines of the Fort Bragg master plan,
and the footprint of the buildings and the parking areas shown in the reference drawings shall be
adhered to as much as possible with no allowance for any significant deviations. The design-
build contractor shall be responsible for final connections to all site utilities (including
connections from new utilities to existing utilities)unless otherwise specified in the RFP
specifications.
4. EXPLORATION PROCEDURES
a. Site Reconnaissance
Prior to the field exploration, a geotechnical engineer visually inspected the project site
and surrounding areas. The observations were used in planning the explorations, in determining
areas of special interest, and in relating site conditions to known geologic conditions in the area.
b. Field Exploration
(1) Subsurface conditions at the project site were explored by 10 standard penetration test
(SPT)soil borings, 14 auger borings to investigate the depth to seasonal high water table(SHWT),4
borehole infiltration tests,and 5 soil percolation tests. The SPT borings were drilled to depths
ranging from 10 to 45 feet. The depths of the SHWT determination auger borings and the borehole
infiltration test holes ranged from 5 to 25 feet. The borings were performed at the approximate
locations shown on the boring location plan included in Attachment A.
(2)The locations of the soil borings were established by an engineer in the field using a
hand-held global positioning system(GPS)device having sub-meter accuracy. The ground surface
elevation at each boring location was determined by interpolation from available site topography
survey data. Since the measurements were not precise,the locations shown on the boring layout
plan and the elevations on the drilling logs should be considered approximate.
(3) The SPT soil borings were drilled by Savannah District with a rubber tire all terrain
vehicle (ATV) CME 550X drill rig. This drill rig had an automatic hammer and used hollow
stem augers with a 41/4-inch inside diameter(I.D.)to advance the boreholes. Split-barrel
sampling with standard penetration testing was performed at intervals shown on the boring logs.
All soil sampling and standard penetration testing were in accordance with ASTM D 1586. In
the standard penetration test, a soil sample(splitspoon sample) is obtained with a standard 1%-
inch I.D.by 2-inch outside diameter(O.D.) split-barrel sampler. The sampler is first seated 6
inches and then driven an additional 12 inches with blows from a 140 lb. hammer falling a
distance of 30 inches. The number of blows required to drive the sampler the final 12 inches is
recorded and is termed the"standard penetration resistance," or the"N-value." Penetration
resistance,when properly evaluated, is an index of the soil's strength, density, and foundation
support capability.
2

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
(4)The bore holes for two of the auger borings as well as the companion borings for two
of the soil percolation tests were drilled by Froehling&Robertson,Inc. of Raleigh,North
Carolina, under contract to the Savannah District. These borings were drilled with an ATV CME
550 drill rig; a 21/4-inch I.D. hollow stem auger was used to advance the boreholes. During the
drilling, care was taken for the augers to be advanced with a minimum of rotation to avoid
disturbance of the soil profile. The augers were then frequently retracted for logging purposes.
The information obtained from these auger borings was used to determine a depth to the seasonal
high water table and to select the discrete depths at which to conduct soil percolation testing.
(5)The remaining holes for the SHWT determination auger borings, as well as the
companion borings for the soil percolation tests and borehole infiltration tests were drilled by the
Savannah District using a continuous flight, 3 1/4 inch O.D. solid spiral auger to advance the
holes. During the drilling, care was taken for the augers to be advanced with a minimum of
rotation to avoid disturbance of the soil profile. The augers were then frequently retracted for
logging purposes. The information obtained from these auger borings was used to determine the
depth to the seasonal high water table and to select the discrete depths at which to conduct soil
percolation testing.
(6) Classification of the soil samples was performed in the field by a geologist and/or an
engineer in accordance with ASTM D 2488 (Standard Practice for Description and Identification
of Soils (Visual-Manual Procedure)). The soil classifications include the use of the Unified Soil
Classification System described in ASTM D 2487 (Standard Practice for Classification of Soils
for Engineering Purposes). It should be noted that unless otherwise stated,the soil classifications
shown on the boring logs were determined based on visual-manual procedures and should be
considered approximate.
(7) Logs of the soil borings graphically depicting soil descriptions and/or standard
penetration resistances are included in Attachment B.
c. Laboratory Soils Testing
Ten soil samples obtained during the field investigations were tested in the laboratory
and the results are included in Attachment C. This testing was performed by Terracon Inc. at
their soils testing lab located in Savannah, Georgia. The purpose of the laboratory testing was to
aid in the evaluation of the subsurface soils and to confirm the field classifications. The
laboratory tests were performed in accordance with applicable ASTM standards. The tests
conducted on the various samples include natural moisture content,Atterberg limits, grain-size
distribution, and compaction. Where there is a difference between the field and laboratory
classification,the laboratory classification shall take precedence for the tested interval.
d. Soil Infiltration Testing
(1) Soil permeability information was obtained from the four borehole infiltration tests
and the five soil percolation tests that were performed at discrete locations and depths where
storm water management structures could be anticipated.
3

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
(2) The borehole infiltration tests were conducted using a Compact Constant Head
Permeameter(AmoozemeterTM) in accordance with the equipment's user's manual. Flow rates
were measured and recorded in the field to determine steady state conditions. The Glover
solution was then used to compute saturated hydraulic conductivity(Ksat), by multiplying the
flow rates measured under steady state conditions by an"A" coefficient that accounts for vertical
and horizontal movement of water out of the test hole under steady state conditions, as follows:
Ksat = AQ
Where
( 1
Binh_1 (rl) — [(H)2 + 1]2 + H
A = 2rrH2
Q= steady state flow rate measured in field
H=height of water in test hole
r=radius of test hole
(3) The soil percolation tests were done in accordance with USACE SAD DM 110-1-1
July 1983 Chapter 20. Soil percolation rates measured in the tests were converted to infiltration
rates using the Michigan method. The Michigan method assumes that the percolating surface of
the hole is in uniform soil and that the percolation rate is affected by the depth of water in the
hole. The method calculates an area reduction factor(Rf)to account for the horizontal
movement of water out the sides of a percolation hole, and is used to convert soil percolation
rates to infiltration rates as follows:
Percolation Rate
Infiltration Rate=
Reduction Factor
Where reduction factor(Rf) is given by:
2d1 —Ad
Rf _ DIA + 1
and
di = initial water depth(in.)
Ad=average/final water level drop (in.)
DIA= diameter of the percolation hole(in.)
Results of the borehole infiltration tests and the soil percolation tests, with the computed
infiltration rates and saturated hydraulic conductivities, are included in Attachment D.
4

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
5. SITE AND SUBSURFACE CONDITIONS
a. Site Descriptions
The SOF Language and Cultural Center is proposed to be located on approximately 9.7
acres in the northwest quadrant of the intersection of Gruber Road and Reilly Road. This area is
within the cantonment area of Fort Bragg, in the in the D Area of the John F. Kennedy Special
Warfare Center and School Campus. This area is developed and has several existing buildings,
asphalt parking lots and streets within the project limits of construction. The site for the GIB and
parking lot portions of the project is bounded to the north by parking lots serving Buildings
D2307 and D2302, by Gruber Road to the south, by Mosby Street to the west and by Reilly Road
to the east. The proposed pedestrian bridge with access ramps and stairs would cross Zabitosky
Road, approximately, 500 feet north of the intersection of Gruber Road and Zabitosky Road.
There are four buildings (D1705, D2004,D2007, D2105)within the overall project limits. The
whole site generally slopes north from Gruber Road to Ardennes Street, and east from Zabitosky
Road to Reilly Road. Available historical topographic data indicates elevations on the site range
from 316 to 279 feet msl.
b. Regional and Site Geology
(1) Fort Bragg is located in the Sand Hills area of the Coastal Plain physiographic
province of North Carolina. The Coastal Plain extends westward from the Atlantic Ocean to the
Fall Line, a distance of approximately 130 miles. The Fall Line is the boundary between the
Coastal Plain and the Piedmont physiographic provinces.
(2) Geologic units in the Fort Bragg area,ranging from oldest to youngest, include the
Carolina Slate Belt rocks,which comprise the basement rock,the Cape Fear Formation, and the
Middendorf Formation. The Cape Fear and Middendorf Formations overlie the basement rock
and are a part of the generally southeastward-dipping and thickening wedge of sediments that
constitute the Atlantic Coastal Plain deposits.
(3) The Middendorf Formation is exposed at land surface throughout the Fort Bragg
area. The formation is composed of tan,cross-bedded, medium-and fine-grained,micaceous
quartz sand and clayey sand interbedded with clay or sandy clay lenses or layers. Layers of
hematite-cemented sandstone occur locally throughout the Middendorf Formation as do thin
layers of hard kaolin and kaolin-cemented sandstone. Below the water table,these units are
generally friable or plastic. In places,the Middendorf Formation is mottled orange, gray, and tan
color with streaks and laminae of red and purple hematite and manganese oxide stains.
c. Subsurface Conditions
(1) Most of the soils encountered in the SPT borings performed at this site are sandy
with various amounts of fines, field classified as either silty or clayey sand(SM or SC).
However, lean and fat clays (CL and CH)with noticeable amounts of sand in them were also
encountered in a few borings at various depths. In the borings performed on areas currently
5

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
paved,the asphalt thickness ranged from 3 to 5 inches and the asphalt was underlain by up to 6
inches of gravel.
(2) In borings B-4 through B-8 that were performed within the proposed building
footprint,N-values observed in the top five feet were typically in the 4 to 10 bpf range,
indicating sandy soils of loose density. At depths in excess of 5 feet,the N-values were
predominantly in the 10 to 30 bpf range, indicating the presence of sandy soils of medium
density and,when encountered, clays of stiff to very stiff consistency.
(3) Within the footprint of the proposed parking lot, soils encountered in the SPT borings
B-1 through B-3 were mostly loose silty and clayey sands as indicated by the majority of those
N-values that were within the 4 to 10 bpf range. N-values ranging from 2 to 4 bpf were observed
in the boring performed in the northern portion of this proposed parking lot, indicating the
presence of very loose silty sands extending from the surface to a depth of about 5 feet.
(4) The soils encountered in borings B-9 and B-10,performed at the site of the proposed
pedestrian bridge, were mostly silty and clayey sands. The N-values observed in the sandy soils
within the top 5 to 15 feet of these borings were in the range of 4 to 10 bpf, indicating loose
density. The other sandy soils encountered on the site were of medium density as indicated by
N-values within the 10 to 30 bpf range. The fat clays encountered in these borings were mostly
of very stiff consistency with N-values of 24 and 26 bpf.
(5) The above subsurface descriptions are of a generalized nature to highlight the major
subsurface stratification features and material characteristics. The logs of the SPT borings
should be reviewed for specific information at individual boring locations. The stratifications
shown on the logs represent the soil conditions only at the specific exploration locations.
Variations may occur and should be expected between locations. The stratification lines shown
represent the approximate boundary between the subsurface materials;the actual transition may
be gradual.
d. Groundwater Conditions
(1) Groundwater levels were read during and immediately after the drilling of each of the
SPT borings performed for this preliminary investigation. Additionally,temporary piezometers
were installed in discrete borings for 24-hour groundwater measurements to be taken.
Groundwater was encountered only in Boring B-9, at a depth of 39 feet.
(2) A perched-water condition occurs when water seeping downward is blocked by an
impermeable soil layer, such as a fine-grained silt or clay,and saturates the more permeable soil
above it. The true groundwater level can be several feet below the perched-water level. The
various layers of clay, fine-grained clayey sand, and fine-grained silty sand that were
encountered at various depths in the different SPT borings are conducive to, and could be
indicative of the potential to encounter a perched-water condition during construction.
(3) Groundwater levels will fluctuate with seasonal and climatic variations,variations in
subsurface soil conditions, and construction operations. Therefore, future groundwater
6

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
conditions and groundwater conditions at other locations on the site may differ from the
conditions encountered at the SPT boring locations on the dates they were performed.
e. Seasonal High Water Table(SHWT) Evaluation
(1) The depth to the seasonal high water table (SHWT) is an important parameter in
determining the suitability of storm water BMP features. It is defined as the highest groundwater
observed, at atmospheric pressure, for anaerobic conditions to be established. In North Carolina,
this typically occurs during the wet months or during the winter or spring. The SHWT is
estimated by soil color, redoximorphic features, saturation observations, and professional
assessment.
(2) Per the NRCS Soil Resource Report for this area,the main NRCS soil identified in
this area is the Lakeland-Urban land complex, 1 to 8 percent slopes (LbB). The report indicates
that this soil type typically exhibits groundwater at a depth in excess of 80 inches. Field
investigation confirms the predictions of the Soil Survey Report as redoximorphic features,when
encountered,were typically observed in the auger borings advanced at discrete locations to
determine the SHWT, at depths in excess of 80 inches as shown in the table below. The SHWT
can thus be expected to be more than 10 feet below existing grade.
(3) It should be noted that some of the soils encountered in several of these borings did
exhibit some characteristics indicative of prolonged saturation at depths typically ranging from
11 to 16 feet, but as shallow as 5 feet. However, these characteristics did not extend to the
terminations of the borings,thus indicating a potential for perched-water conditions. Final
evaluation of the SHWT and any recommendations for the storm water features is,however,
incumbent upon the design-build Contractor's consulting geotechnical engineer.
Boring ID Boring Depth (ft) SHWT Depth (ft)
PT-1 10 Deeper than 10
PT-2 10 Deeper than 10
PT-3 7.5 Deeper than 7.5
PT-4 9.5 Deeper than 9.5
PT-5 25 16 (could be perched)
PT-6 25 16 (could be perched)
PT-7 25 16 (could be perched)
PT-8 20 16 (could be perched)
PT-9 25 21
PT-10 25 24
PT-11 25 13 (could be perched)
PT-12 25 11 (could be perched)
PT-13 25 21
PT-14 25 21
7

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
f. Soil Permeability Characteristics
The borehole infiltration tests conducted yielded the hydraulic conductivities tabulated
below. The locations of the tests are indicated on the boring layout plan in attachment A.
Infiltration Test Depth Soil Type Ksat (inches/hour)
PT-1 5.1 SM 3.61
PT-2 5.3 SC 0.00
PT-3 5.1 SC 0.00
PT-4 5.1 SC 0.10
PT-5 14.5 SM 2.18
PT-6 14 SM 13.23
PT-9 18.5 SM 11.13
PT-13 6.0 SM 22.75
PT-14 16.1 SM 22.45
6. PRELIMINARY EVALUATIONS AND RECOMMENDATIONS
a. General
The following evaluations and recommendations are based on the information available
on the proposed structures, observations made at the project site, interpretation of the data
obtained from the soil test borings, and previous experience with soils and subsurface conditions
similar to those encountered at the site. It is emphasized that the preliminary findings and
evaluation presented in this report are based on widely-spaced explorations performed at the
project site. Additional subsurface investigations and/or laboratory analyses, if required to
determine site soil conditions and develop the final design, shall be performed under the
direction of a licensed geotechnical engineer and shall be the full responsibility of the
contractor.
b. General Site Preparation
It is recommended that following demolition of existing structures and pavement,the
construction areas should be stripped of all other deleterious materials. It is also recommended
that the zones of demolition and pavement removal extend a minimum of 10 feet beyond the
outer edges of all proposed structures and paved areas.
c. Foundation Design and Construction
(1) Given the proposed site and structures and based on past experience with similar sites
in the region, shallow spread foundations may likely be used for support of the proposed
building. However,the contractor's consulting geotechnical engineer must determine the
appropriate foundation system for each of the proposed structures and evaluate any impacts of
the very loose and loose soils encountered in the attached borings. An adequate level of
protection against structural failure due to uniform and/or differential foundation settlement or
general shear shall be provided.
8

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
(2) Assuming shallow foundations are feasible, it is recommended that all load-bearing
wall footings and column footings have a minimum width of 24 inches and a minimum depth of
24 inches,as measured from finish floor or finish grade,whichever is lower,to the bottom of
the footing. For all other wall footings,the recommended minimum width is 18 inches and the
recommended minimum depth is 18 inches, as measured from finish floor or finish grade,
whichever is lower,to the bottom of the footing.
(3) Foundation excavations should be concreted as soon as practical following
excavation. Exposure to the environment could weaken the soils at the footing bearing level
should the foundation excavations remain open for an extended period of time. Bottoms of
foundation excavations should be inspected immediately prior to placement of reinforcing steel
and concrete to verify that adequate bearing soils are present and that all debris,mud, and loose,
frozen or water-softened soils are removed. If the bearing surface soils have been softened by
surface-water intrusion or by exposure,the softened soils must be removed to firm bearing and
replaced with additional concrete during the concreting or replaced to design subgrade with No.
57 or No. 67 stone, compacted to a non-yielding condition. To minimize exposure,the final
excavation(4 to 6 inches)to design subgrade could be delayed until just prior to placement of
reinforcing steel and concreting.
d. Seismic Design
It is recommended that seismic loads be computed in accordance with IBC 2012. The
project site is anticipated to classify as Site Class D. The design-build contractor's consulting
geotechnical engineer shall,however, make the final determination for Site Class and
recommend spectral accelerations for seismic design.
e. Pavement Design Criteria
Based on the preliminary subsurface investigations and previous experience in the
general area, the soil types expected to be encountered at the site during pavement construction
activities are silty sands and clayey sands with varying amounts of fines. These soil types have
typically been considered satisfactory material for pavement subgrade. Any unsatisfactory
subgrade soils that are encountered would need to be removed and replaced with satisfactory
soils. Since a final grading plan is yet to be developed,the location or elevation of proposed
pavements has not been determined. The contractor's geotechnical engineer shall determine the
appropriate California bearing ratio (CBR) and modulus of subgrade reaction for the design of
pavements.
f. Concrete Slabs-on-Grade
(1) Previous experience and the subsurface conditions encountered at the site indicate
concrete floor slabs could be supported on densified in situ soils or on fill soils placed and
compacted in accordance with the recommendations presented in this report regarding structural
fill. It is recommended that all concrete slabs-on-grade in inhabitable areas, including storage
areas, be underlain by a minimum of 4 inches of open graded,washed pea gravel, or stone, often
9

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC - November 2013
FY 14,LI 76376
termed"capillary water barrier,"to prevent the capillary rise of ground water. Nos. 57, 67, 78,
or 89 stone could be used. An additional recommendation is to provide a moisture vapor barrier
consisting of lapped polyethylene sheeting having a minimum thickness of 10 mils beneath the
building floor slabs to reduce the potential for slab dampness from soil moisture. Concrete slabs
should be jointed around columns and along supported walls to minimize cracking due to
possible differential movement.
(2) Construction activities and exposure to the environment often cause deterioration of
the prepared slab-on-grade subgrade. It is recommended that the slab subgrade soils be
inspected and evaluated immediately prior to floor slab construction. The evaluation might
include a combination of visual observations,hand rod probing, and field density tests to verify
that the subgrade has been properly prepared. If unstable soils are revealed,the affected area
should be excavated to firm bearing, and material removed should be replaced to design
subgrade with suitable structural fill soil placed and compacted as recommended, or replaced
with additional capillary water barrier material.
g. Groundwater and Surface Water Considerations
Based on the sandy soils with varying amounts of fines as well as the fine-grained soils
that were encountered at relatively shallow depths in the borings, and on the low saturated
hydraulic conductivities indicated by the borehole infiltration tests, it is estimated that"perched
water" conditions could be encountered. The accumulation of run-off water or seepage at the
base of excavations may thus occur during foundation construction and site work. Water should
not be allowed to collect near the foundation or on floor slab areas of the building either during
or after construction. Undercut or excavated areas should be sloped toward one corner to
facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site
drainage should be provided to reduce infiltration of surface water around the perimeter of the
building and beneath floor slabs.
h. Structural Fill
In order to achieve high density structural fill,the following evaluations and
recommendations are offered:
(1) Based on the soil test borings, excavated on-site soils (excluding any organics/topsoil
and debris)can be used as structural fill. Some moisture content adjustment will probably be
necessary to achieve proper compaction. If water must be added, it should be uniformly applied
and thoroughly mixed into the soil by discing.
(2) It is recommended that the contractor have appropriate disc harrows on site during
earthwork for mixing, drying,and wetting of the soils.
(3) Materials selected for use as structural fill should be free from roots and other
organic matter,trash, debris, frozen soil, and stones larger than 3 inches in any dimension, and in
general, should have a liquid limit less than 50 percent and a plasticity index of less than 30. The
following soils represented by their Unified Soil Classification System (ASTM D 2487) group
10

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
symbols will be suitable for use as structural fill: GP, GW, GC, GM, SP, SP-SM, SP-SC, SW,
SC, SM, SM-SC, CL, and ML. The following soil types are considered unsuitable: Pt, OH, OL,
CH, and MH.
(4) Suitable fill soils should be placed in lifts of maximum 8 inches loose measurement.
The soil should be compacted by mechanical means such as,steel drum, sheepsfoot,tamping, or
rubber-tired rollers. Compaction of clays is best accomplished with a sheepsfoot or tamping
roller. Periodically rolling with heavily loaded, rubber-tired equipment may be desirable to seal
the surface of the compacted fill,thus reducing the potential for absorption of surface water
following a rain. This sealing operation is particularly important at the end of the work day and
at the end of the week. Within confined areas or foundation excavations,we recommend the use
of manually operated, internal combustion activated compactors("whacker packers"or sled
tamps). The compactors should have sufficient weight and striking power to produce the same
degree of compaction that is obtained on the other portions of the fill by the rolling equipment as
specified. Where hand operated equipment is used,the soils should be placed in lifts of
maximum 4 inches loose measurement.
(5) It is recommended that the structural fill and subgrades be compacted to the
following minimum percents of the modified Proctor maximum dry density(ASTM D 1557):
Beneath structures and building slabs,to 5 feet beyond building
and structure line,around footings and in trenches 92 percent
Beneath paved areas, except top 12 inches 92 percent
Beneath paved areas,top 12 inches 95 percent
Beneath shoulders 90 percent
Beneath sidewalks and grassed areas 85 percent
Base course beneath paved areas 100 percent
i. Construction Quality Control Testing
(1) Prior to initiating any structural fill placement and/or compaction operations, it is
recommended that representative samples of the soils which will be used as structural fill or
subgrade, both suitable on-site soils and off-site soils (borrow), be obtained and tested to
determine their classification and compaction characteristics. The samples should be carefully
selected to represent the full range of soil types to be used. The moisture content,maximum dry
density,optimum moisture content, grain-size, and plasticity characteristics should be
determined. These tests are required to determine if the fill and subgrade soils are acceptable
and for compaction quality control of the subgrades and structural fill. Tests for the above soil
properties should be in accordance with the following:
Moisture Content ASTM D 2216
Maximum Dry Density and Optimum Moisture ASTM D 1557
Grain-Size(Wash No. 200, less hydrometer) ASTM D 422 and D 1140
Plasticity ASTM D 4318
11

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
(2) A representative number of in-place field density tests should be performed in the
subgrade of compacted on-site soils and in the structural fill and backfill to confirm that the
required degree of compaction has been obtained. In-place density tests should be performed in
accordance with the sand cone method prescribed in ASTM D 1556. It is recommend at least
one density test be performed for each 5,000 square feet and 12,500 square feet, or portion
thereof, for buildings and pavements, respectively, of compacted native soil subgrade and in each
lift of compacted structural fill. It is also recommended that at least one density test be
performed for each 100 linear feet in the bearing level soils of continuous footings. Density tests
should be performed at 100-foot intervals along roadway subgrades. In addition, a density test
should be performed for each 100 linear feet of backfill placed per foot of depth in trenches for
utilities systems. Where other areas are compacted separately by manually operated compactors,
a minimum of one density test should be performed for every 250 square feet, or portion thereof,
of fill placed per foot of depth.
(3) Compaction control of soils requires the comparison of fill water content and dry
density values obtained in the field density tests with optimum water content and maximum dry
density determined in a laboratory compaction test performed on the same soil. It is, however,
not feasible to do this as the testing could not keep pace with fill construction. It is,therefore,
recommended that compaction control of the earthwork construction be performed using a
"family"of compaction curves and the one-point or two-point compaction methods.
(4) Any area that does not meet the required compaction criteria should be reworked and
retested. If the moisture content of the soil is within the recommended range, additional
compaction may be all that is necessary to increase the density. If the moisture content is not
within the recommended range,the moisture content should be adjusted to within the range and
the area recompacted.
(5) All laboratory and field density testing should be performed by a commercial testing
laboratory that has been validated by the Engineer Research and Development Center Materials
Testing Center(MTC) under the Corps of Engineers laboratory inspection and validation
program.
j. Specifications
The design-build contractor is encouraged to use the Unified Facilities Guide
Specifications SOIL TREATMENT FOR SUBTERRANEAN TERMITE CONTROL
Specification 31 31 16 when editing the specifications for this project. It is also recommended
that the design-build contractor use the Savannah District's EARTHWORK specification, 31 00
00. The EARTHWORK specification(in Specslntact format) and associated compaction
figures may be obtained upon request from the project manager,or at the following website:
http://www.sas.usace.army.mil/About/DivisionsandOffices/EngineeringDivision/EngineeringDe
signCriteria/SASGuideSpecifications.aspx
12

Preliminary Subsurface Exploration and Geotechnical Report(Revised) May 2013
SOF Language and Cultural Center;Fort Bragg,NC November 2013
FY 14,LI 76376
k. Drawings
The exploration locations shown in ATTACHMENT A and the soil test boring logs in
ATTACHMENT B shall be shown on the final design and on the project as-built drawings
completed by the design-build contractor. In addition,the selected design-build contractor shall
show all boring logs,records of additional alternative subsurface investigations, laboratory soils
test data, etc. used for design on the final design drawings and on the as-built drawings.
7. FINAL GEOTECHNICAL EVALUATION REPORT
A final geotechnical evaluation report shall be prepared by the selected design-build
contractor's licensed geotechnical engineer and submitted along with the first foundation design
submittal. This report shall summarize the subsurface conditions and provide recommendations
for the design of appropriate foundations, floor slabs,retaining walls, embankments, and
pavements. The report shall recommend the type of foundation system to be used, lateral load
resistance capacities for foundation systems, allowable bearing elevations for footings, grade
beams, slabs, etc. An assessment of post-construction settlement potential, including total and
differential, shall be provided. Recommendations regarding lateral earth pressures (active, at-
rest,passive)to be used in the design of retaining walls shall be provided. The report shall
include the recommended spectral accelerations and Site Class for seismic design along with an
evaluation of any seismic hazards and recommendations for mitigation, if required.
Calculations shall be included to support the recommendations for bearing capacity, settlement,
and pavement sections. Supporting documentation shall be included for all recommended
design parameters such as Site Class, shear strength, earth pressure coefficients, friction factors,
subgrade modulus, California Bearing Ratio (CBR), etc. In addition, the report shall provide
earthwork recommendations; expected frost penetration; expected groundwater levels; expected
seasonal high water table levels; expected soil infiltration rates;recommendations for
dewatering and groundwater control; and possible presence of any surface or subsurface features
that may affect the construction of the project such as sinkholes,boulders, shallow rock,
undocumented fill, old structures, soft areas,or unusual soil conditions. The design-build
construction contractor should assume that they will be responsible for final connections to all
site utilities (including connections from new utilities to existing utilities) unless specified
otherwise in the RFP specifications.
13

ATTACHMENTS

ATTACHMENT A
Soil Boring Location Plan

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Boring Designation PT-8
DRILLING LOG DIVISION INSTALLATION SHEET 1
South Atlantic Division Fort Bragg, NC OF 1 SHEETS
1.PROJECT 9.COORDINATE SYSTEM HORIZONTAL VERTICAL
SOF Language and Cultural Center State Plane-North Carolina NAD83 NAVD88
Li76376 10.SIZE AND TYPE OF BIT Spiral Auger 3 1/4 O.D.
2.HOLE NUMBER LOCATION COORDINATES 11.MANUFACTURER'S DESIGNATION OF DRILL
PT-8 N 500662.85 E 2001032.5 CME-550
3.DRILLING AGENCY 12.TOTAL SAMPLES DISTURBED UNDISTURBED
U.S.Army Corps of Engineers- Savannah District 0 0
4.NAME OF DRILLER 13.TOTAL NUMBER CORE BOXES 0
Howley 14.ELEVATION GROUND WATER See Remarks
5.DIRECTION OF BORING DEG FROM BEARING
®VERTICAL VERTICAL STARTED COMPLETED
❑INCLINED --- 15.DATE BORING 7/23/13 7/23/13
6.THICKNESS OF OVERBURDEN >20' 16.ELEVATION TOP OF BORING 281.8'(Estimated from plans)
7.DEPTH DRILLED INTO ROCK 0' 17.TOTAL CORE RECOVERY FOR BORING N/A
18.SIGNATURE AND TITLE OF INSPECTOR
8.TOTAL DEPTH OF BORING 20' Forpu Njikam, Geotechnical Engineer
ELEV DEPTH FIELD CLASSIFICATION OF MATERIALS REc E a o REMARKS 1w (Description) 0 m Z
• SILTY SAND(SM),fine to medium;olive brown,with 0
- ° `rootlets. -
- ° \Very moist,no rootlets. -
`▪ Reddish yellow,moist. _
- °- • ° Yellow,with silt. - 5
- ° Red,with silt. -
o- ° Strong brown,little silt. -
o Fine;yellowish brown,with silt. -
- 0 Very pale brown. - 10
• Light reddish brown. -
- ° , White mottled with pink.
- ° ° White mottled with pink. - 15
Very pale brown. SHWT estimated at 16' (could be a -
- ° ° White mottled with reddish brown. perched WT)
261.8 -20.0 ° — 20
BOTTOM OF BOREHOLE AT 20.0 ft
Water Level Data
Reading Date Depth Notes
After drilling groundwater not encountered
SAS FORM 1836-A Boring Designation PT-8 SHEET 1 of 1
FEB 08

Boring Designation PT-9
DRILLING LOG DIVISION INSTALLATION SHEET 1
South Atlantic Division Fort Bragg, NC OF 1 SHEETS
1.PROJECT 9.COORDINATE SYSTEM HORIZONTAL VERTICAL
SOF Language and Cultural Center State Plane-North Carolina NAD83 NAVD88
L176376 10.SIZE AND TYPE OF BIT Spiral Auger 3 1/4 O.D.
2.HOLE NUMBER LOCATION COORDINATES 11.MANUFACTURER'S DESIGNATION OF DRILL
PT-9 N 500648.21 E 2000959.36 CME-550
3.DRILLING AGENCY 12.TOTAL SAMPLES DISTURBED UNDISTURBED
U.S.Army Corps of Engineers- Savannah District 0 0
4.NAME OF DRILLER 13.TOTAL NUMBER CORE BOXES 0
Howley 14.ELEVATION GROUND WATER See Remarks
5.DIRECTION OF BORING DEG FROM BEARING
®VERTICAL VERTICAL STARTED COMPLETED
0 INCLINED -- 15.DATE BORING 7/23/13 7/23/13
6.THICKNESS OF OVERBURDEN >25' 16.ELEVATION TOP OF BORING 282.5'(Estimated from plans)
7.DEPTH DRILLED INTO ROCK 17.TOTAL CORE RECOVERY FOR BORING N/A
18.SIGNATURE AND TITLE OF INSPECTOR
8.TOTAL DEPTH OF BORING 25' Forpu Njikam, Geotechnical Engineer
ELEV DEPTH FIELD CLASSIFICATION OF MATERIALS RC E o REMARKS m o
J (Description) Z
a SILTY SAND(SM),fine to medium;dark brown,moist, - 0
o \with rootlets. -
- ° ° Fine to coarse;reddish yellow,trace clay.
Pink. • -
- ° — 5
Yellow. -
Pink. -
Fine to medium;yellow,no clay. - 10
• Pink. -
' Yellow.
Very pale brown. _ 15
Very pale brown mottled with pink. -
Soil Percolation Test PT-9 preformed at -
„ • Very pale brown,appears washed. 18 -
„ — 20
o V Pink mottled with gray. SHWT estimated at 21' -
Very pale brown mottled with,with clay strata or lenses. -
257.5 -25.0 . — 25
BOTTOM OF BOREHOLE AT 25.0 ft
Water Level Data
Reading Date Depth Notes
After drilling groundwater not encountered
SAS FORM 1836 A Boring Designation PT-9 SHEET 1 of 1
FEB 08

ATTACHMENT D
Borehole Infiltration Test Results

SOF Language and Cultural Center
LI 76376 FY14
Fort Bragg,NC
Tests PT 5,8&9 performed by Forpu Njikam on 23 to 24 July 2013,PT 13&14 performed 11 to 12 September 2013
Percolation tests were performed in accordance with DM 110-1-1,Jul 83,chapter 20,
Weather Cond6lons:83F with clear skies
Various lengths of slotted pvc pipe screens were placed in each hole to minimize difficulties associated with hole cave-in
2-3"of pea gravel was placed in the bottom of the holes before water was added
Water levels were measured by a water level Indicator with reference point on the inserted slotted pipe screen
A minimum 6"water column above gravel was used as the initial height of water,subsequently recharged to
this level after each reading as necessary.All times.were noted by digital watch and stop watch
The Michigan method is used to estimate infiltration rates from percolation rates
The infiltration rate to use Is the last one(in bold print)
Exploratory soil borings were advanced to depths of 25 feet in order to determine the Seasonal High Water Table.The soil profiles observed in
the 25-ft soil borings correlate with the profiles observed in the test holes to corresponding depths(see attached boring logs).
Soil percolation tests PT 5,6&9 were performed on 24 July 2013,holes were dug and precharged on 23 July 2013.
Sot percolation tests PT 13&14 were performed on 12 September 2013,holes were dug and precharged on 11 September 2013.
Percolation Test#PT-5
Percolation test hole:4.25"diameter x 14.5'deep
•
Start and End Timer Elapsed initial reading final reading percolation rate Infiltration rate
time(min.) from top of riser,ft from top of riser,ft ft/hr in/hr Rf Inf rate(in/hr)
1124-1155 30 12.71 13.40 1.38 16.56 9.837647 1.68
1505-1515 10 13.30 13.33 0.18 2.16 8.369412 0.26 •
1515-1525 10 13.33 13.36 0.18 2.16 8.2 0.26
1525-1535 10 13.36 13.42 0.36 4.32 7.945882 0.54
1 535-1545 10 13.42 13.61 1.14 13.68 7.24 1.89 •
• 1545-1555 10 13.61 13.82 1.26 15.12 6.110588 2.47 2.1819481
Percolation Test#PT-6
Percolation test hole:4.25"diameter x 14'deep
Start and End Timer Elapsed initial reading final reading percolation rate Infiltration rate
time(min.) from top of riser,ft from top of riser,ft ft/hr in/hr Rf Inf rate(in/hr)
1119-1149 30 13.45 14.30 1.70 20.40 4.755294 4.29
1400-1410 10 13.36 14.30 5.64 67.68 5.009412 13.51
1410-1420 10 12.50 14.25 10.50 126.00 7.578824, 16.63
1420-1430 10 12.82 14.09 7.62 91.44 7.127059 12.83
1430-1440 10 13.18 14.30 6.72 80.64 5.517647 14.61
1440-1450 10 12.81 14.02 7.26 87.12 7.352941 11.85 13.231623
•
•

•
Percolation Test#PT-9
Percolation test hole:4.25"diameter x 18.5'deep
Start and End Timer Elapsed Initial reading final reading perc rate Infiltration rate
time(min.) from top of riser,ft from top of riser,ft ft/hr in/hr Rf Id rate(in/hr)
1113-1143 30 18.35 18.90 1.10 13.20 3.795294 3.48
1250-1300 10 18.25 18.90 3.90 46.80 4.077647 11.48
1300-1310 10 18.25 18.90 3.90 46.80 4.077647 11.48
1310-1320 10 18.10 18.90 4.80 57.60 4.501176 12.80
1320-1330 10 17.70 18.65 5.70 68.40 6.336471 10.79
1330-1340 10 18.25 18.90 3.90 46.80 4.077647 11.48 11.13593
Percolation Test#PT-13
Percolation test hole:6.75"diameter s 6'deep
Start and End Timer Elapsed Initial reading final reading percolation rate Infiltration rate
time(min.) from top of riser,ft from top of riser,ft ft/hr in/hr Rf Inf rate(in/hr)
1336-1406 30 8.87 9.54 1.34 16.08 1.302222 12.35
1406-1416 10 8.93 9.54 3.66 43.92 1.195556 36.74
1416-1426 10 8.86 9.47 3.66 43.92 1.444444 30.41
1426-1436 10 8.92 9.44 3.12 37.44 1.391111 26.91
1436-1446 10 8.91 9.40 2.94 35.28 1.48 23.84
1446-1456 10 8.94 9.38 2.64 31.68 1.462222 21.67 22.751746
Percolation Test#PT-14
Percolation test hole:6.75"diameter x 16.1'deep
•
Start and End Times Elapsed Initial reading final reading pero rate Infiltration rate
time(min.) from top of riser,ft from top of riser,ft ft/hr in/hr Rf !Irate(In/hr)
1350-1400 10 19.02 19.64 3.72 44.64 2.102222 21.23 •
1400-1410 10 18.85 19.64 4.74 56.88 2.404444 23.66
1410-1420 10 18.90 19.64 4.44 53.28 2.315556 23.01 •
1420-1430 10 18.92 19.64 4.32 51.84 2.28 22.74
1430-1440 10 18.96 • 19.64 4.08 48.96 2.208889 22.16 22.45

ATTACHMENT E
US Department of Agriculture Soil Resource Report

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
4 \RCS Agriculture and other Cumberland
Federal agencies, State
Naturalgencies including the C o U n ty 7 North rt�
Resources Agricultural Experiment I
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Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers,foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers.Also,
conservationists, teachers, students, and specialists in recreation,waste disposal,
and pollution control can use the surveys to help them understand,protect,or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions.The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses.The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning,onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments(http://soils.usda.gov/sqi/)and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center(http://offices.sc.egov.usda.gov/locator/app?
agency=nrcs)or your NRCS State Soil Scientist(http://soils.usda.gov/contact/
state_offices/).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields.A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service(NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically.Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S.Department of Agriculture(USDA)prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status,familial status, parental status, religion, sexual
orientation,genetic information, political beliefs, reprisal,or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
2

for communication of program information (Braille, large print, audiotape,etc.)should
contact USDA's TARGET Center at(202)720-2600(voice and TDD).To file a
complaint of discrimination,write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or(202)720-6382 (TDD). USDA is an equal opportunity provider and
employer.
3

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 7
Soil Map 8
Legend 9
Map Unit Legend 10
Map Unit Descriptions 10
Cumberland County, North Carolina 12
LbB—Lakeland-Urban land complex, 1 to 8 percent slopes 12
WgB—Wagram-Urban land complex, 0 to 8 percent slopes 13
References 15
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area.They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage;the kinds of crops and native plants; and
the kinds of bedrock.They observed and described many soil profiles.A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently,soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate,water resources,
soils, biological resources, and land uses(USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform,a soil scientist develops a concept,or model,of how they were formed.Thus,
during mapping,this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless,these observations, supplemented by
• an understanding of the soil-vegetation-landscape relationship,are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color,texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils.After describing the soils in the survey area and determining their
properties,the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile.After the soil
scientists classified and named the soils in the survey area,they compared the
5

Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components;the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions.Some components may be highly contrasting to the other components of
the map unit.The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping,design of map units,complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil-
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil-landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand,silt, clay, salt,and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests.Soil scientists interpret
the data from these analyses and tests as well as the field-observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area,they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit.Aerial photographs show trees,buildings,fields,
roads, and rivers, all of which help in locating boundaries accurately.
6

Soil Map
The soil map section includes the soil map for the defined area of interest,a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map.Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
7

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Custom Soil Resource Report
Soil Map
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•
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(Aol) Q) Very Stony Spot Map Scale:1:3,020 if printed on A size(8.5"><11")sheet.
El Area of interest(AOI) Wet Spot
Soils The soil surveys that comprise your AOl were mapped at 1:24,000.
0 Other
Soil Map Units
Special Line Features Warning:Soil Map may not be valid at this scale.
Special Point Features - � Gully
CJ Blowout Enlargement of maps beyond the scale of mapping can cause
Shod Steep Slope 9 p y PP g
IN Borrow Pit misunderstanding of the detail of mapping and accuracy of soil line
Other • placement.The maps do not show the small areas of contrasting
X Clay Spot soils that could have been shown at a more detailed scale.
Political Features
• Closed Depression + Cities
X Gravel Pit Water Features Please rely on the bar scale on each map sheet for accurate map
measurements.
,• Gravelly Spot _ Streams and Canals
ip Landfill Transportation Source of Map: Natural Resources Conservation Service
A Lava Flow +t+ Rails Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
,�, Marsh or swamp
►v interstate Highways Coordinate System: UTM Zone 17N NAD83
8F Mine or Quarry ▪ US Routes This product is generated from the USDA-NRCS certified data as of
Qo Miscellaneous Water
Major Roads the version date(s)listed below.
p Perennial Water Local Roads Soil Survey Area: Cumberland County,North Carolina
Survey Area Data: Version 12,Sep 14,2012
y Rock Outcrop
+ Saline Spot Date(s)aerial images were photographed: 6/22/2006
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
sinkhole imagery displayed on these maps.As a result,some minor shifting
O of map unit boundaries may be evident.
3) Slide or Slip
pf Sodic Spot
a Spoil Area
• Stony Spot •

Custom Soil Resource Report
Map Unit Legend
Cumberland County,North Carolina(NC051)'
"Map Unit Symbol Map Unit Name Acres In A01 a Percent of A01
LbB Lakeland-Urban land complex,1 to 8 30.5 92.1%
percent slopes
WgB Wagram-Urban land complex,0 to 8 2.6 7.9%
percent slopes
Totals for Area of Interest 33.1 100.0%
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 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
10

Custom Soil Resource Report
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.
11

Custom Soil Resource Report
Cumberland County, North Carolina
LbB-Lakeland-Urban land complex, 1 to 8 percent slopes
Map Unit Setting
Landscape:Sandhills
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature:61 to 70 degrees F
Frost-free period:210 to 245 days
Map Unit Composition
Lakeland and similar soils:40 percent
Urban land: 30 percent
Description of Lakeland
Setting
Landform: Low hills
Landform position (two-dimensional):Summit
Landform position(three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material:Sandy marine deposits and/or eolian sands
Properties and qualities
Slope: 0 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low(about 4.0 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability(nonirrigated):4s
Hydrologic Soil Group:A
Typical profile
0 to 6 inches: Sand
6 to 48 inches:Sand
48 to 80 inches:Sand
Description of Urban Land
Interpretive groups
Farmland classification: Not prime farmland
Land capability(nonirrigated):8
12

Custom Soil Resource Report
WgB—Wagram-Urban land complex, 0 to 8 percent slopes
Map Unit Setting
Landscape:Coastal plains
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period:210 to 265 days
Map Unit Composition
Wagram and similar soils:40 percent
Urban land: 30 percent
Description of Wagram
Setting
Landform: Broad interstream divides on marine terraces, ridges on marine terraces
Landform position(two-dimensional):Shoulder, summit
Landform position(three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy marine deposits
Properties and qualities
Slope:0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 60 to 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 6.7 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability(nonirrigated):2s
Hydrologic Soil Group:A
Typical profile
0 to 8 inches: Loamy sand
8 to 24 inches: Loamy fine sand
24 to 75 inches:Sandy clay loam
75 to 83 inches:Sandy loam
Description of Urban Land
Interpretive groups
Farmland classification: Not prime farmland
Land capability(nonirrigated):8
13

Custom Soil Resource Report
14

References
American Association of State Highway and Transportation Officials(AASHTO).2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials(ASTM). 2005. Standard classification of
soils for engineering purposes.ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United.States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006.Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://soils.usda.gov/
Soil Survey Staff. 1999.Soil taxonomy:A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.glti.nres.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://soils.usda.gov/
15

Custom Soil Resource Report
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
16

APPENDIX D
STORMWATER CALCULATIONS AND MAPS
II'

Permit No.
(to be provided by DWQ)
AvA
o��p W AT69QG
STORMWATER MANAGEMENT PERMIT APPLICATION FORM s
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out,printed and submitted.
The Required Items Checklist(Part Ill)must be printed,filled out and submitted along with all of the required information.
Project Name USAJFKSWCSD-Area Campus Regional Stormwater System
Contact Person Neil McKenzie
Phone Number 912 652 5695
Date 1/29/2016
Drainage Area Number 1
Site Characteristics
Drainage area 880,783.00 ft2
Impervious area 415,817.00 ft2
Percent impervious 47.21 %
Design rainfall depth 1.80 in
Peak Flow Calculations
1-yr,24-hr rainfall depth 3.10 in
1-yr,24-hr intensity in/hr
Pre-development 1-yr,24-hr discharge 31.83 ft3/sec
Post-development 1-yr,24-hr discharge 8.68 ft3/sec
Pre/Post 1-yr,24-hr peak flow control -23.15 ft3/sec
Storage Volume:Non-SA Waters
Minimum design volume required 8,360.00 ft3
Design volume provided 18,128.00 ft3 OK for non-SA waters
Storage Volume: SA Waters
1.5"runoff volume ft3
Pre-development 1-yr,24-hr runoff volume ft3
Post-development 1-yr,24-hr runoff volume ft3
Minimum required volume ft3
Volume provided ft3
Soils Report Summary
Soil type HSG"A"
Infiltration rate 7.50 in/hr
SHWT elevation 255.00 fmsl
Basin Design Parameters
Drawdown time 0'.10 days OK
Basin side slopes :1
Basin bottom elevation 267.00 fmsl OK
Storage elevation 269.33 fmsl
Storage Surface Area 10,800.00 ft2
Top elevation 269.53 fmsl
Basin Bottom Dimensions
Basin length 180.00 ft
Basin width 60.00 ft
Bottom Surface Area 10,800.00 ft2
Form SW401-Infiltration Basin-Rev.5 11Apr2011 Parts I.&II.Design Summary,Page 1 of 2

Permit No.
(to be provided by DWQ)
Additional Information
Maximum runoff to each inlet to the basin? ac-in
Length of vegetative filter for overflow ft
Distance to structure ft
Distance from surface waters 600.00 ft OK
Distance from water supply well(s) >1000 ft OK
Separation from impervious soil layer 25,00 ft OK
Naturally occuring soil above shwt 25.00. ft OK
Bottom covered with 4-in of clean sand? Y (Y or N) OK
Proposed drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Bypass provided for larger storms? Y (Y or N) OK
Pretreatment device provided CBs and sed traps
Form SW401-Infiltration Basin-Rev.5 11Apr2011 Parts I.&II.Design Summary,Page 2 of 2

Appendix E
PCSWMM 5.2 Stormwater
Routing Calculations
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

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Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas_v
Curve numbers for
------------------- Cover description ------------------ -----hydrologic soil group------
Average percent
Cover type and hydrologic condition impervious area 2Z/ A B C D
TURF FIELD
Fully developed urban areas (vegetation established) W/U N D E R D RA I N
Open space(lawns,parks,golf courses,cemeteries,etc)3l:
Poor condition(grass cover<50%) AREA 68 79 86 89
Fair condition(grass cover 50%to 75%) 49 69 79 84
Good condition(grass cover>75%) PREVIOUSLY 39 61 74 76 80
Impervious areas: DEVELOPED
Paved parking lots,roofs,driveways,etc. REDUCE A TYPE
(excluding right-of-way) 98 98 98 98
Streets and roads: SOILS TO C
Paved;curbs and storm sewers(excluding
right-of-way) 98 98 98 98
Paved;open ditches(including right-of-way) 83 89 92 93
Gravel(including right-of-way) 76 85 89 91
Dirt(including right-of-way) 72 82 87 89
Western desert urban areas:
Natural desert landscaping(pervious areas only) v 63 77 85 88
Artificial desert landscaping(impervious weed bather,
desert shrub with 1-to 2-inch sand or gravel mulch
and basin borders) 96 96 96 96
Urban districts:
Commercial and business 85 89 92 94 95
Industrial 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses) 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acres 12 46 65 77 82
Developing urban areas
Newly graded areas
(pervious areas only,no vegetation)5i 77 86 91 94
Idle lands(CN's are determined using cover types
similar to those in table 2-2c).
1 Average runoff condition,and I.=0.2S.
2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are
directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in
good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas.
(210-VI-TR-55,Second Ed.,June 1986) 2-5

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2b Runoff curve numbers for cultivated agricultural lands_v
Curve numbers for
------------------ Cover description -------------------- ----- hydrologic soil group --------
Hydrologic
Cover type Treatment v condition a/ A B C D
Fallow Bare soil — 77 86 91 94
Crop residue cover(CR) Poor 76 85 90 93
Good 74 83 88 90
Row crops Straight row(SR) Poor 72 81 88 91
Good 67 78 85 89
SR+CR Poor 71 80 87 90
Good 64 75 82 85
Contoured(C) Poor 70 79 84 88
Good 65 75 82 86
C+CR Poor 69 78 83 87
Good 64 74 81 85
Contoured&terraced(C&T) Poor 66 74 80 82
Good 62 71 78 81
C&T+CR Poor 65 73 79 81
Good 61 70 77 80
Small grain SR Poor 65 76 84 88
Good 63 75 83 87
SR+CR Poor 64 75 83 86
Good 60 72 80 84
C Poor 63 74 82 85
Good 61 73 81 84
C+CR Poor 62 73 81 84
Good 60 72 80 83
C&T Poor 61 72 79 82
Good 59 70 78 81
C&T+CR Poor 60 71 78 81
Good 58 69 77 80
Close-seeded SR Poor 66 77 85 89
or broadcast Good 58 72 81 85
legumes or C Poor 64 75 83 85
rotation Good 55 69 78 83
meadow C&T Poor 63 73 80 83
Good 51 67 76 80
1 Average runoff condition,and Ia 0.25
2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas,
(b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good>_20%),
and(e)degree of surface roughness.
Poor:Factors impair infiltration and tend to increase runoff.
Good:Factors encourage average and better than average infiltration and tend to decrease runoff.
2-6 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands_v
Curve numbers for
---------------- Cover description ---------------- ------- hydrologic soil group-------
Hydrologic
Cover type condition A B C D
Pasture,grassland,or range—continuous Poor 68 79 86 89
forage for grazing.2V Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass,protected from — 30 58 71 78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83
the major element.' Fair 35 56 70 77
Good 30 4' 48 65 73
Woods—grass combination(orchard Poor 57 73 82 86
or tree farm).5i Fair 43 65 76 82
Good 32 58 72 79
Woods.s' Poor 45 66 77 83
Fair 36 60 73 79
Good 30 4/ 55 70 77
Farmsteads—buildings,lanes,driveways, — 59 74 82 86
and surrounding lots.
1 Average runoff condition,and Ia=0.2S.
2 Poor: <50%)ground cover or heavily grazed with no mulch.
Fair: 50 to 75%ground cover and not heavily grazed.
Good: >75%ground cover and lightly or only occasionally grazed.
3 Poor. <50%ground cover.
Fair: 50 to 75%ground cover.
Good: >75%ground cover.
4 Actual curve number is less than 30;use CN=30 for runoff computations.
5 CN's shown were computed for areas with 50%woods and 50%grass(pasture)cover.Other combinations of conditions may be computed
from the CN's for woods and pasture.
6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned,and some forest litter covers the soil.
Good: Woods are protected from grazing,and litter and brush adequately cover the soil.
(210-VI-TR-55,Second Ed.,June 1986) 2-7

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2d Runoff curve numbers for arid and semiarid rangelands 1/
Curve numbers for
------------------ Cover description --------------------- ------ hydrologic soil group -------
Hydrologic
Cover type condition 2/ A a/ B C D
Herbaceous—mixture of grass,weeds,and Poor 80 87 93
low-growing brush,with brush the Fair 71 81 89
minor element. Good 62 74 85
Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79
aspen,mountain mahogany,bitter brush,maple, Fair 48 57 63
and other brush. Good 30 41 48
Pinyon-juniper—pinyon,juniper,or both; Poor 75 85 89
grass understory. Fair 58 73 80
Good 41 61 71
Sagebrush with grass understory. Poor 67 80 85
Fair 51 63 70
Good 35 47 55
Desert shrub—major plants include saltbush, Poor 63 77 85 88
greasewood,creosotebush,blackbrush,bursage, Fair 55 72 81 86
palo verde,mesquite,and cactus. Good 49 68 79 84
1 Average runoff condition,and la,=0.2S.For range in humid regions,use table 2-2c.
2 Poor: <30%ground cover(litter,grass,and brush overstory).
Fair: 30 to 70%ground cover.
Good: >70%ground cover.
3 Curve numbers for group A have been developed only for desert shrub.
2-8 (210-VI-TR-55,Second Ed.,June 1986)

PCSWMM Report
2 year pre
Model 8471-HP-2YR-EX.inp
Clark Nexsen Architecture & Engineering
May 2, 2020

Table of Contents
Summaries
Summary 1 : Options 3
Summary 2: Model inventory 4
Summary 3: Conduit Inventory 4
Summary 4: Pipe inventory 5
Summary 5: Runoff quantity continuity 5
Summary 6: Flow routing continuity 5
Summary 7: Results statistics 6
Maps
Figure 1 : PRE MAP 7
Graphs
Figure 2: Outfall STR 12 Pre 8
Figure 3: Outfall OF3 Pre 9
Figure 4: Outfall OF1 10
Figure 5: Outfall OF2 11
Profiles
Figure 6: Node OF1 to Node 107 12
Figure 7: Node OF3 to Node 111 13
Figure 8: Node STR12 to Node STR18A 14
Tables
Table 1A: Conduits 15
Table 1B: Conduits 16
Table 2: Subcatchments 17
Table 3: Outfalls 18
Table 4: Rain Gages 19
8471-HP-2YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 2 of 19 SWMM 5.1.013

Summary 1: Options
Name 8471-HP-2YR-EX
Flow Units CFS
Infiltration method Curve Number
Flow routing method Dynamic Wave
Link offsets defined by Depth
Allow ponding Yes
Skip steady flow periods No
Inertial dampening Partial
Define supercritical flow by Both
Force Main Equation H-W
Variable time step On
Adjustment factor (%) 75
Conduit lengthening (s) 0
Minimum surface area (ft2) 0
Starting date Aug-27-2019 12:00:00 AM
Ending date Aug-29-2019 12:00:00 AM
Duration of simulation (hours) 48
Antecedent dry days (days) 0
Rain interval (h:mm) 0:06
Report time step (h:mm:ss) 00:01:00
Wet time step (h:mm:ss) 00:05:00
Dry time step (h:mm:ss) 00:05:00
Routing time step (s) 5
Minimum time step used (s) 0.5
Average time step used (s) 2.17
Minimum conduit slope 0
Ignore rainfall/runoff No
Ignore snow melt No
Ignore groundwater No
Ignore flow routing No
Ignore water quality No
Report average results No
8471-HP-2YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 3 of 19 SWMM 5.1.013

Summary 2: Model inventory
Name YR-EX
Raingages 1
Subcatchments 28
Aquifers 0
Snowpacks 0
RDII hydrographs 0
Junction nodes 27
Outfall nodes 4
Flow divider nodes 0
Storage unit nodes 0
Conduit links 27
Pump links 0
Orifice links 0
Weir links 0
Outlet links 0
Treatment units 0
Transects 0
Control rules 0
Pollutants 0
Land Uses 0
Control Curves 0
Diversion Curves 0
Pump Curves 0
Rating Curves 0
Shape Curves 0
Storage Curves 1
Tidal Curves 0
Weir Curves 0
Time Series 2
Time Patterns 0
Summary 3: Conduit Inventory
Circular(ft) 2258.903
8471-HP-2YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 4 of 19 SWMM 5.1.013

Summary 4: Pipe inventory
Name P-2YR-EX
Max. pipe diameter (ft) 2.5
Min. pipe diameter (ft) 0.33
Total 12" pipe length (ft) 183.508
Total 15" pipe length (ft) 393.603
Total 18" pipe length (ft) 953.934
Total 24" pipe length (ft) 148.363
Total 30" pipe length (ft) 178.156
Total other pipe length (ft) 401.339
Total pipe length (ft) 2258.903
Summary 5: Runoff quantity continuity
Name
Initial LID storage (in) n/a
Initial snow cover (in) n/a
Total precipitation (in) 3.710
Outfall runon (in) n/a
Evaporation loss (in) 0.000
Infiltration loss (in) 0.860
Surface runoff(in) 2.801
LID drainage (in) n/a
Snow removed (in) n/a
Final snow cover (in) n/a
Final storage (in) 0.052
Continuity error (%) -0.116
Summary 6: Flow routing continuity
Name 1-HP-2YR-EX
Dry weather inflow (MG) 0.000
Wet weather inflow (MG) 0.738
Groundwater inflow (MG) 0.000
RDII inflow (MG) 0.000
External inflow (MG) 0.002
External outflow (MG) 0.739
Flooding loss (MG) 0.000
Evaporation loss (MG) 0.000
Exfiltration loss (MG) 0.000
8471-HP-2YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 5 of 19 SWMM 5.1.013

Summary 6: Flow routing continuity (continued...)
Name 71-HP-2YR-EX
Initial stored volume (MG) 0.000
Final stored volume (MG) 0.001
Continuity error (%) -0.127
Summary 7: Results statistics
Name 8471-HP-2YR-EX
Max. subcatchment total runoff(MG) 0.13
Max. subcatchment peak runoff(cfs) 5.57
Max. subcatchment runoff coefficient 0.94
Max. subcatchment total precip (in) 3.71
Min. subcatchment total precip (in) 3.71
Max. node depth (ft) 3.08
Num. nodes surcharged 7
Max. node surcharge duration (hours) 2.11
Max. node height above crown (ft) 2.748
Min. node depth below rim (ft) 0
Num. nodes flooded 3
Max. node flooding duration (hours) 2.09
Max. node flood volume (MG) 0.009
Max. node ponded volume or depth (acre-in/1000 ft3/ft) 0.078
Max. storage volume (1000 ft3) n/a
Max. storage percent full (%) n/a
Max. outfall flow frequency (%) 83.64
Max. outfall peak flow (cfs) 10.74
Max. outfall total volume (MG) 0.28
Total outfall volume (MG) 0.741
Max. link peak flow (cfs) 10.19
Max. link peak velocity (ft/s) 9.94
Min. link peak velocity (ft/s) 2.14
Num. conduits surcharged 8
Max. conduit surcharge duration (hours) 48
Max. conduit capacity limited duration (hours) 0.38
8471-HP-2YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 6 of 19 SWMM 5.1.013

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8471-HP-2YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
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8471-HP-2YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
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PCSWMM Report
2 YR POST
Model 8471-HP-2-YR-PROP.inp
Clark Nexsen Architecture & Engineering
June 24, 2020

Table of Contents
Summaries
Summary 1 : Options 4
Summary 2: Model inventory 5
Summary 3: Conduit Inventory 5
Summary 4: Pipe inventory 6
Summary 5: Runoff quantity continuity 6
Summary 6: Flow routing continuity 6
Summary 7: Results statistics 7
Maps
Figure 1 : Campus Map 8
Graphs
Figure 2: OUTLET OF1 TOTAL INFLOW 9
Figure 3: OUTLET B4 TOTAL INFLOW 10
Figure 4: OUTLET STR12 TOTAL INFLOW 11
Figure 5: STORAGE NEAR DUMPSTERS 12
Figure 6: Open Channel Downdrain 13
Figure 7: Rear North Ditch 14
Figure 8: Rear South Ditch 15
Figure 9: Dumpster Ditch 16
Profiles
Figure 10: Node A9 to Node A15 17
Figure 11: Node A10 to Node Al 18
Figure 12: Node A9 to Node A10 19
Figure 13: Node A7 to Node A8 20
Figure 14: Node A5 to Node A6 21
Figure 15: Node A3 to Node A4 22
Figure 16: Node B1 to Node B4 23
Figure 17: Node D2 to Node C2 24
Tables
Table 1A: Storages 25
Table 1B: Storages 25
8471-HP-2-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2 2785
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Table of Contents
Table 2A: Conduits 25
Table 2B: Conduits 27
Table 3: Subcatchments 28
Table 4: Outfalls 29
Table 5: Time Series 30
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Summary 1: Options
Name 8471-HP-2-YR-PROP
Flow Units CFS
Infiltration method Curve Number
Flow routing method Dynamic Wave
Link offsets defined by Depth
Allow ponding Yes
Skip steady flow periods No
Inertial dampening Partial
Define supercritical flow by Both
Force Main Equation H-W
Variable time step On
Adjustment factor (%) 75
Conduit lengthening (s) 0
Minimum surface area (ft2) 0
Starting date Feb-20-2020 12:00:00 AM
Ending date Feb-21-2020 12:00:00 AM
Duration of simulation (hours) 24
Antecedent dry days (days) 0
Rain interval (h:mm) 0:06
Report time step (h:mm:ss) 00:01:00
Wet time step (h:mm:ss) 00:01:00
Dry time step (h:mm:ss) 00:01:00
Routing time step (s) 1
Minimum time step used (s) 0.5
Average time step used (s) 0.98
Minimum conduit slope 0
Ignore rainfall/runoff No
Ignore snow melt No
Ignore groundwater No
Ignore flow routing No
Ignore water quality No
Report average results No
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Summary 2: Model inventory
Name -2-YR-PROP
Raingages 1
Subcatchments 29
Aquifers 0
Snowpacks 0
RDII hydrographs 0
Junction nodes 29
Outfall nodes 3
Flow divider nodes 0
Storage unit nodes 1
Conduit links 30
Pump links 0
Orifice links 0
Weir links 0
Outlet links 0
Treatment units 0
Transects 0
Control rules 0
Pollutants 0
Land Uses 0
Control Curves 0
Diversion Curves 0
Pump Curves 0
Rating Curves 0
Shape Curves 0
Storage Curves 2
Tidal Curves 0
Weir Curves 0
Time Series 3
Time Patterns 0
Summary 3: Conduit Inventory
Name 1-HP-2-YR-PROP
Trapezoidal (ft) 819.76
Circular(ft) 1844.91
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Summary 4: Pipe inventory
Name 8471-HP-2-7-1R
Max. pipe diameter (ft) 2.5
Min. pipe diameter (ft) 1
Total 12" pipe length (ft) 314.081
Total 15" pipe length (ft) 104.13
Total 18" pipe length (ft) 837.931
Total 24" pipe length (ft) 328.26
Total 30" pipe length (ft) 260.508
Total pipe length (ft) 1844.91
Summary 5: Runoff quantity continuity
Name 1-HP-2-YR-PROP
Initial LID storage (in) n/a
Initial snow cover (in) n/a
Total precipitation (in) 3.706
Outfall runon (in) n/a
Evaporation loss (in) 0.000
Infiltration loss (in) 0.781
Surface runoff(in) 2.854
LID drainage (in) n/a
Snow removed (in) n/a
Final snow cover (in) n/a
Final storage (in) 0.072
Continuity error (%) -0.029
Summary 6: Flow routing continuity
Name IP-2-YR-PROP
Dry weather inflow (MG) 0.000I
Wet weather inflow (MG) 0.677
Groundwater inflow (MG) 0.000
RDII inflow (MG) 0.000
External inflow (MG) 0.002
External outflow (MG) 0.677
Flooding loss (MG) 0.000
Evaporation loss (MG) 0.000
Exfiltration loss (MG) 0.000
Initial stored volume (MG) 0.000
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Summary 6: Flow routing continuity (continued...)
Name 71-HP-2-YR-PROP
Final stored volume (MG) 0.002
Continuity error (%) 0.067
Summary 7: Results statistics
Name 8471-HP-2-YR-PROP
Max. subcatchment total runoff(MG) 0.08
Max. subcatchment peak runoff(cfs) 3.14
Max. subcatchment runoff coefficient 0.948
Max. subcatchment total precip (in) 3.71
Min. subcatchment total precip (in) 3.71
Max. node depth (ft) 2.11
Num. nodes surcharged 1
Max. node surcharge duration (hours) 0.01
Max. node height above crown (ft) 0.299
Min. node depth below rim (ft) 0
Num. nodes flooded 0
Max. node flooding duration (hours) 0
Max. node flood volume (MG) 0
Max. node ponded volume or depth (acre-in/1000 ft3/ft) 0
Max. storage volume (1000 ft3) 0.213
Max. storage percent full (%) 1
Max. outfall flow frequency (%) 99.84
Max. outfall peak flow (cfs) 13.91
Max. outfall total volume (MG) 0.308
Total outfall volume (MG) 0.678
Max. link peak flow (cfs) 13.91
Max. link peak velocity (ft/s) 12.17
Min. link peak velocity (ft/s) 0.93
Num. conduits surcharged 3
Max. conduit surcharge duration (hours) 24
Max. conduit capacity limited duration (hours) 0.01
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8471-HP-2-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
June 24, 2020 Page 28 of 30 SWMM 5.1.013

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8471-HP-2-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
June 24, 2020 Page 29 of 30 SWMM 5.1.013

Table 5: Time Series
Name l Description Data Start End Duration Active Edit
Points date date
100YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours No ...
10YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours No ...
2YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours Yes ...
8471-HP-2-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
June 24, 2020 Page 30 of 30 SWMM 5.1.013

PCSWMM Report
10 year pre
Model 8471-H P- 10-YR-EX. i n p
Clark Nexsen Architecture & Engineering
May 2, 2020

Table of Contents
Summaries
Summary 1 : Options 3
Summary 2: Model inventory 4
Summary 3: Conduit Inventory 4
Summary 4: Pipe inventory 5
Summary 5: Runoff quantity continuity 5
Summary 6: Flow routing continuity 5
Summary 7: Results statistics 6
Maps
Figure 1 : PRE MAP 7
Graphs
Figure 2: Outfall STR 12 Pre 8
Figure 3: Outfall OF3 Pre 9
Figure 4: Outfall OF1 10
Figure 5: Outfall OF2 11
Profiles
Figure 6: Node OF1 to Node 107 12
Figure 7: Node OF3 to Node 111 13
Figure 8: Node STR12 to Node STR18A 14
Tables
Table 1A: Conduits 15
Table 1B: Conduits 16
Table 2: Subcatchments 17
Table 3: Outfalls 18
Table 4: Rain Gages 19
8471-HP-10-YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 2 of 19 SWMM 5.1.013

Summary 1: Options
Name 8471-HP-10-YR-EX
Flow Units CFS
Infiltration method Curve Number
Flow routing method Dynamic Wave
Link offsets defined by Depth
Allow ponding Yes
Skip steady flow periods No
Inertial dampening Partial
Define supercritical flow by Both
Force Main Equation H-W
Variable time step On
Adjustment factor (%) 75
Conduit lengthening (s) 0
Minimum surface area (ft2) 0
Starting date Aug-27-2019 12:00:00 AM
Ending date Aug-29-2019 12:00:00 AM
Duration of simulation (hours) 48
Antecedent dry days (days) 0
Rain interval (h:mm) 0:06
Report time step (h:mm:ss) 00:01:00
Wet time step (h:mm:ss) 00:05:00
Dry time step (h:mm:ss) 00:05:00
Routing time step (s) 5
Minimum time step used (s) 0.5
Average time step used (s) 1.97
Minimum conduit slope 0
Ignore rainfall/runoff No
Ignore snow melt No
Ignore groundwater No
Ignore flow routing No
Ignore water quality No
Report average results No
8471-HP-10-YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 3 of 19 SWMM 5.1.013

Summary 2: Model inventory
Nail-BC
Raingages 1
Subcatchments 28
Aquifers 0
Snowpacks 0
RDII hydrographs 0
Junction nodes 27
Outfall nodes 4
Flow divider nodes 0
Storage unit nodes 0
Conduit links 27
Pump links 0
Orifice links 0
Weir links 0
Outlet links 0
Treatment units 0
Transects 0
Control rules 0
Pollutants 0
Land Uses 0
Control Curves 0
Diversion Curves 0
Pump Curves 0
Rating Curves 0
Shape Curves 0
Storage Curves 1
Tidal Curves 0
Weir Curves 0
Time Series 3
Time Patterns 0
Summary 3: Conduit Inventory
Circular(ft) 2258.903
8471-HP-10-YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 4 of 19 SWMM 5.1.013

Summary 4: Pipe inventory
Name P-10-YR-EX
Max. pipe diameter (ft) 2.5
Min. pipe diameter (ft) 0.33
Total 12" pipe length (ft) 183.508
Total 15" pipe length (ft) 393.603
Total 18" pipe length (ft) 953.934
Total 24" pipe length (ft) 148.363
Total 30" pipe length (ft) 178.156
Total other pipe length (ft) 401.339
Total pipe length (ft) 2258.903
Summary 5: Runoff quantity continuity
Name 1-HP-10-YR-EXI
Initial LID storage (in) n/a
Initial snow cover (in) n/a
Total precipitation (in) 5.440
Outfall runon (in) n/a
Evaporation loss (in) 0.000
Infiltration loss (in) 0.959
Surface runoff(in) 4.435
LID drainage (in) n/a
Snow removed (in) n/a
Final snow cover (in) n/a
Final storage (in) 0.054
Continuity error (%) -0.141
Summary 6: Flow routing continuity
Name '1-HP-10-YR-EX�
Dry weather inflow (MG) 0.000
Wet weather inflow (MG) 1.167
Groundwater inflow (MG) 0.000
RDII inflow (MG) 0.000
External inflow (MG) 0.002
External outflow (MG) 1.169
Flooding loss (MG) 0.000
Evaporation loss (MG) 0.000
Exfiltration loss (MG) 0.000
8471-HP-10-YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 5 of 19 SWMM 5.1.013

Summary 6: Flow routing continuity (continued...)
Name 71-HP-10-YR-EX
Initial stored volume (MG) 0.000
Final stored volume (MG) 0.001
Continuity error (%) -0.075
Summary 7: Results statistics
Name 8471-HP-10-YR-EXI
Max. subcatchment total runoff(MG) 0.21
Max. subcatchment peak runoff(cfs) 9.57
Max. subcatchment runoff coefficient 0.959
Max. subcatchment total precip (in) 5.44
Min. subcatchment total precip (in) 5.44
Max. node depth (ft) 4.63
Num. nodes surcharged 9
Max. node surcharge duration (hours) 3.51
Max. node height above crown (ft) 3.13
Min. node depth below rim (ft) 0
Num. nodes flooded 5
Max. node flooding duration (hours) 3.49
Max. node flood volume (MG) 0.017
Max. node ponded volume or depth (acre-in/1000 ft3/ft) 0.141
Max. storage volume (1000 ft3) n/a
Max. storage percent full (%) n/a
Max. outfall flow frequency (%) 85.58
Max. outfall peak flow (cfs) 15.14
Max. outfall total volume (MG) 0.442
Total outfall volume (MG) 1.171
Max. link peak flow (cfs) 14.35
Max. link peak velocity (ft/s) 11.25
Min. link peak velocity (ft/s) 2.84
Num. conduits surcharged 9
Max. conduit surcharge duration (hours) 48
Max. conduit capacity limited duration (hours) 0.5
8471-HP-10-YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 6 of 19 SWMM 5.1.013

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8471-HP-10-YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
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8471-HP-10-YR-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
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PCSWMM Report
10 YR POST
Model 8471-H P- 10-YR-PRO P.i n p
Clark Nexsen Architecture & Engineering
June 24, 2020

Table of Contents
Summaries
Summary 1 : Options 4
Summary 2: Model inventory 5
Summary 3: Conduit Inventory 5
Summary 4: Pipe inventory 6
Summary 5: Runoff quantity continuity 6
Summary 6: Flow routing continuity 6
Summary 7: Results statistics 7
Maps
Figure 1 : Campus Map 8
Graphs
Figure 2: OUTLET OF1 TOTAL INFLOW 9
Figure 3: OUTLET B4 TOTAL INFLOW 10
Figure 4: OUTLET STR12 TOTAL INFLOW 11
Figure 5: STORAGE NEAR DUMPSTERS 12
Figure 6: Open Channel Downdrain 13
Figure 7: Rear North Ditch 14
Figure 8: Rear South Ditch 15
Figure 9: Dumpster Ditch 16
Profiles
Figure 10: Node A9 to Node A15 17
Figure 11: Node A10 to Node Al 18
Figure 12: Node A9 to Node A10 19
Figure 13: Node A7 to Node A8 20
Figure 14: Node A5 to Node A6 21
Figure 15: Node A3 to Node A4 22
Figure 16: Node B1 to Node B4 23
Figure 17: Node D2 to Node C2 24
Tables
Table 1A: Storages 25
Table 1B: Storages 25
8471-HP-10-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2 2785
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Table of Contents
Table 2A: Conduits 25
Table 2B: Conduits 27
Table 3: Subcatchments 28
Table 4: Outfalls 29
Table 5: Time Series 30
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Summary 1: Options
Name 8471-HP-10-YR-PROP
Flow Units CFS
Infiltration method Curve Number
Flow routing method Dynamic Wave
Link offsets defined by Depth
Allow ponding Yes
Skip steady flow periods No
Inertial dampening Partial
Define supercritical flow by Both
Force Main Equation H-W
Variable time step On
Adjustment factor (%) 75
Conduit lengthening (s) 0
Minimum surface area (ft2) 0
Starting date Feb-20-2020 12:00:00 AM
Ending date Feb-21-2020 12:00:00 AM
Duration of simulation (hours) 24
Antecedent dry days (days) 0
Rain interval (h:mm) 0:06
Report time step (h:mm:ss) 00:01:00
Wet time step (h:mm:ss) 00:01:00
Dry time step (h:mm:ss) 00:01:00
Routing time step (s) 1
Minimum time step used (s) 0.38
Average time step used (s) 0.96
Minimum conduit slope 0
Ignore rainfall/runoff No
Ignore snow melt No
Ignore groundwater No
Ignore flow routing No
Ignore water quality No
Report average results No
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Summary 2: Model inventory
Namlli
Raingages 1
Subcatchments 29
Aquifers 0
Snowpacks 0
RDII hydrographs 0
Junction nodes 29
Outfall nodes 3
Flow divider nodes 0
Storage unit nodes 1
Conduit links 30
Pump links 0
Orifice links 0
Weir links 0
Outlet links 0
Treatment units 0
Transects 0
Control rules 0
Pollutants 0
Land Uses 0
Control Curves 0
Diversion Curves 0
Pump Curves 0
Rating Curves 0
Shape Curves 0
Storage Curves 2
Tidal Curves 0
Weir Curves 0
Time Series 3
Time Patterns 0
Summary 3: Conduit Inventory
Name
Trapezoidal (ft) 819.76
Circular(ft) 1844.91
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Summary 4: Pipe inventory
Name 8471-HP-10-YR-PROP
Max. pipe diameter (ft) 2.5
Min. pipe diameter (ft) 1
Total 12" pipe length (ft) 314.081
Total 15" pipe length (ft) 104.13
Total 18" pipe length (ft) 837.931
Total 24" pipe length (ft) 328.26
Total 30" pipe length (ft) 260.508
Total pipe length (ft) 1844.91
Summary 5: Runoff quantity continuity
Name 1-HP-10-YR-PROP
Initial LID storage (in) n/a
Initial snow cover (in) n/a
Total precipitation (in) 5.434
Outfall runon (in) n/a
Evaporation loss (in) 0.000
Infiltration loss (in) 0.902
Surface runoff(in) 4.455
LID drainage (in) n/a
Snow removed (in) n/a
Final snow cover (in) n/a
Final storage (in) 0.079
Continuity error (%) -0.031
Summary 6: Flow routing continuity
Name P-10-YR-PROP
Dry weather inflow (MG) 0.000
Wet weather inflow (MG) 1.057
Groundwater inflow (MG) 0.000
RDII inflow (MG) 0.000
External inflow (MG) 0.002
External outflow (MG) 1.056
Flooding loss (MG) 0.000
Evaporation loss (MG) 0.000
Exfiltration loss (MG) 0.000
Initial stored volume (MG) 0.000
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Summary 6: Flow routing continuity (continued...)
Name 71-HP-10-YR-PROP
Final stored volume (MG) 0.003
Continuity error (%) 0.042
Summary 7: Results statistics
Name 8471-HP-10-YR-PROP
Max. subcatchment total runoff(MG) 0.13
Max. subcatchment peak runoff(cfs) 5.54
Max. subcatchment runoff coefficient 0.964
Max. subcatchment total precip (in) 5.43
Min. subcatchment total precip (in) 5.43
Max. node depth (ft) 4.07
Num. nodes surcharged 10
Max. node surcharge duration (hours) 24
Max. node height above crown (ft) 2.01
Min. node depth below rim (ft) 0
Num. nodes flooded 0
Max. node flooding duration (hours) 0
Max. node flood volume (MG) 0
Max. node ponded volume or depth (acre-in/1000 ft3/ft) 0
Max. storage volume (1000 ft3) 0.401
Max. storage percent full (%) 1
Max. outfall flow frequency (%) 99.71
Max. outfall peak flow (cfs) 22.57
Max. outfall total volume (MG) 0.481
Total outfall volume (MG) 1.058
Max. link peak flow (cfs) 22.57
Max. link peak velocity (ft/s) 13.94
Min. link peak velocity (ft/s) 0.93
Num. conduits surcharged 14
Max. conduit surcharge duration (hours) 24
Max. conduit capacity limited duration (hours) 0.18
8471-HP-10-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
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8471-HP-10-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
June 24, 2020 Page 29 of 30 SWMM 5.1.013

Table 5: Time Series
Name l Description Data Start End Duration Active Edit
Points date date
100YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours No ...
10YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours Yes ...
2YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours No ...
8471-HP-10-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
June 24, 2020 Page 30 of 30 SWMM 5.1.013

PCSWMM Report
100 year pre
Model 8471-H P- 100-yr-EX.i n p
Clark Nexsen Architecture & Engineering
May 2, 2020

Table of Contents
Summaries
Summary 1 : Options 3
Summary 2: Model inventory 4
Summary 3: Conduit Inventory 4
Summary 4: Pipe inventory 5
Summary 5: Runoff quantity continuity 5
Summary 6: Flow routing continuity 5
Summary 7: Results statistics 6
Maps
Figure 1 : PRE MAP 7
Graphs
Figure 2: Outfall STR 12 Pre 8
Figure 3: Outfall OF3 Pre 9
Figure 4: Outfall OF1 10
Figure 5: Outfall OF2 11
Profiles
Figure 6: Node OF1 to Node 107 12
Figure 7: Node OF3 to Node 111 13
Figure 8: Node STR12 to Node STR18A 14
Tables
Table 1A: Conduits 15
Table 1B: Conduits 16
Table 2: Subcatchments 17
Table 3: Outfalls 18
Table 4: Rain Gages 19
8471-HP-100-yr-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 2 of 19 SWMM 5.1.013

Summary 1: Options
Name 8471-HP-100-yr-EX
Flow Units CFS
Infiltration method Curve Number
Flow routing method Dynamic Wave
Link offsets defined by Depth
Allow ponding Yes
Skip steady flow periods No
Inertial dampening Partial
Define supercritical flow by Both
Force Main Equation H-W
Variable time step On
Adjustment factor (%) 75
Conduit lengthening (s) 0
Minimum surface area (ft2) 0
Starting date Aug-27-2019 12:00:00 AM
Ending date Aug-29-2019 12:00:00 AM
Duration of simulation (hours) 48
Antecedent dry days (days) 0
Rain interval (h:mm) 0:06
Report time step (h:mm:ss) 00:01:00
Wet time step (h:mm:ss) 00:05:00
Dry time step (h:mm:ss) 00:05:00
Routing time step (s) 5
Minimum time step used (s) 0.5
Average time step used (s) 1.78
Minimum conduit slope 0
Ignore rainfall/runoff No
Ignore snow melt No
Ignore groundwater No
Ignore flow routing No
Ignore water quality No
Report average results No
8471-HP-100-yr-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 3 of 19 SWMM 5.1.013

Summary 2: Model inventory
Name -yr-EX
Raingages 1
Subcatchments 28
Aquifers 0
Snowpacks 0
RDII hydrographs 0
Junction nodes 27
Outfall nodes 4
Flow divider nodes 0
Storage unit nodes 0
Conduit links 27
Pump links 0
Orifice links 0
Weir links 0
Outlet links 0
Treatment units 0
Transects 0
Control rules 0
Pollutants 0
Land Uses 0
Control Curves 0
Diversion Curves 0
Pump Curves 0
Rating Curves 0
Shape Curves 0
Storage Curves 1
Tidal Curves 0
Weir Curves 0
Time Series 3
Time Patterns 0
Summary 3: Conduit Inventory
Circular(ft) 2258.903
8471-HP-100-yr-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 4 of 19 SWMM 5.1.013

Summary 4: Pipe inventory
Name P-100-yr-EX
Max. pipe diameter (ft) 2.5
Min. pipe diameter (ft) 0.33
Total 12" pipe length (ft) 183.508
Total 15" pipe length (ft) 393.603
Total 18" pipe length (ft) 953.934
Total 24" pipe length (ft) 148.363
Total 30" pipe length (ft) 178.156
Total other pipe length (ft) 401.339
Total pipe length (ft) 2258.903
Summary 5: Runoff quantity continuity
Name 1-HP-100-yr-E
Initial LID storage (in) n/a
Initial snow cover (in) n/a
Total precipitation (in) 8.210
Outfall runon (in) n/a
Evaporation loss (in) 0.000
Infiltration loss (in) 1.048
Surface runoff(in) 7.120
LID drainage (in) n/a
Snow removed (in) n/a
Final snow cover (in) n/a
Final storage (in) 0.056
Continuity error (%) -0.166
Summary 6: Flow routing continuity
Name 1-HP-100-yr-EX
Dry weather inflow (MG) 0.000
Wet weather inflow (MG) 1.874
Groundwater inflow (MG) 0.000
RDII inflow (MG) 0.000
External inflow (MG) 0.002
External outflow (MG) 1.876
Flooding loss (MG) 0.000
Evaporation loss (MG) 0.000
Exfiltration loss (MG) 0.000
8471-HP-100-yr-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 5 of 19 SWMM 5.1.013

Summary 6: Flow routing continuity (continued...)
Name 71-HP-100-yr-EX
Initial stored volume (MG) 0.000
Final stored volume (MG) 0.001
Continuity error (%) -0.051
Summary 7: Results statistics
Name 8471-HP-100-yr-EX
Max. subcatchment total runoff(MG) 0.34
Max. subcatchment peak runoff(cfs) 16.43
Max. subcatchment runoff coefficient 0.974
Max. subcatchment total precip (in) 8.21
Min. subcatchment total precip (in) 8.21
Max. node depth (ft) 4.63
Num. nodes surcharged 13
Max. node surcharge duration (hours) 6.16
Max. node height above crown (ft) 3.13
Min. node depth below rim (ft) 0
Num. nodes flooded 8
Max. node flooding duration (hours) 5.93
Max. node flood volume (MG) 0.05
Max. node ponded volume or depth (acre-in/1000 ft3/ft) 0.666
Max. storage volume (1000 ft3) n/a
Max. storage percent full (%) n/a
Max. outfall flow frequency (%) 87.32
Max. outfall peak flow (cfs) 23.6
Max. outfall total volume (MG) 0.709
Total outfall volume (MG) 1.878
Max. link peak flow (cfs) 23.6
Max. link peak velocity (ft/s) 12.59
Min. link peak velocity (ft/s) 3.3
Num. conduits surcharged 14
Max. conduit surcharge duration (hours) 48
Max. conduit capacity limited duration (hours) 0.76
8471-HP-100-yr-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
May 2, 2020 Page 6 of 19 SWMM 5.1.013

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8471-HP-100-yr-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
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8471-HP-100-yr-EX Clark Nexsen Architecture & Engineering PCSWMM 7.2.2780
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PCSWMM Report
100 YR POST
Model 8471-HP- 100-YR-PROP.inp
Clark Nexsen Architecture & Engineering
June 24, 2020

Table of Contents
Summaries
Summary 1 : Options 4
Summary 2: Model inventory 5
Summary 3: Conduit Inventory 5
Summary 4: Pipe inventory 6
Summary 5: Runoff quantity continuity 6
Summary 6: Flow routing continuity 6
Summary 7: Results statistics 7
Maps
Figure 1 : Campus Map 8
Graphs
Figure 2: OUTLET OF1 TOTAL INFLOW 9
Figure 3: OUTLET B4 TOTAL INFLOW 10
Figure 4: OUTLET STR12 TOTAL INFLOW 11
Figure 5: STORAGE NEAR DUMPSTERS 12
Figure 6: Open Channel Downdrain 13
Figure 7: Rear North Ditch 14
Figure 8: Rear South Ditch 15
Figure 9: Dumpster Ditch 16
Profiles
Figure 10: Node A9 to Node A15 17
Figure 11: Node A10 to Node Al 18
Figure 12: Node A9 to Node A10 19
Figure 13: Node A7 to Node A8 20
Figure 14: Node A5 to Node A6 21
Figure 15: Node A3 to Node A4 22
Figure 16: Node B1 to Node B4 23
Figure 17: Node D2 to Node C2 24
Tables
Table 1A: Storages 25
Table 1B: Storages 25
8471-HP-100-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2 2785
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Table of Contents
Table 2A: Conduits 25
Table 2B: Conduits 27
Table 3: Subcatchments 28
Table 4: Outfalls 29
Table 5: Time Series 30
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Summary 1: Options
Name 8471-HP-100-YR-PROP
Flow Units CFS
Infiltration method Curve Number
Flow routing method Dynamic Wave
Link offsets defined by Depth
Allow ponding Yes
Skip steady flow periods No
Inertial dampening Partial
Define supercritical flow by Both
Force Main Equation H-W
Variable time step On
Adjustment factor (%) 75
Conduit lengthening (s) 0
Minimum surface area (ft2) 0
Starting date Feb-20-2020 12:00:00 AM
Ending date Feb-21-2020 12:00:00 AM
Duration of simulation (hours) 24
Antecedent dry days (days) 0
Rain interval (h:mm) 0:06
Report time step (h:mm:ss) 00:01:00
Wet time step (h:mm:ss) 00:01:00
Dry time step (h:mm:ss) 00:01:00
Routing time step (s) 1
Minimum time step used (s) 0.5
Average time step used (s) 0.94
Minimum conduit slope 0
Ignore rainfall/runoff No
Ignore snow melt No
Ignore groundwater No
Ignore flow routing No
Ignore water quality No
Report average results No
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Summary 2: Model inventory
Namlli
Raingages 1
Subcatchments 29
Aquifers 0
Snowpacks 0
RDII hydrographs 0
Junction nodes 29
Outfall nodes 3
Flow divider nodes 0
Storage unit nodes 1
Conduit links 30
Pump links 0
Orifice links 0
Weir links 0
Outlet links 0
Treatment units 0
Transects 0
Control rules 0
Pollutants 0
Land Uses 0
Control Curves 0
Diversion Curves 0
Pump Curves 0
Rating Curves 0
Shape Curves 0
Storage Curves 2
Tidal Curves 0
Weir Curves 0
Time Series 3
Time Patterns 0
Summary 3: Conduit Inventory
Name 1-HP-100-YR-PROP
Trapezoidal (ft) 819.76
Circular(ft) 1844.91
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Summary 4: Pipe inventory
Name 8471-HP-100-YR-PROP
Max. pipe diameter (ft) 2.5
Min. pipe diameter (ft) 1
Total 12" pipe length (ft) 314.081
Total 15" pipe length (ft) 104.13
Total 18" pipe length (ft) 837.931
Total 24" pipe length (ft) 328.26
Total 30" pipe length (ft) 260.508
Total pipe length (ft) 1844.91
Summary 5: Runoff quantity continuity
Name 1-HP-100-YR-PROP
Initial LID storage (in) n/a
Initial snow cover (in) n/a
Total precipitation (in) 8.201
Outfall runon (in) n/a
Evaporation loss (in) 0.000
Infiltration loss (in) 1.020
Surface runoff(in) 7.095
LID drainage (in) n/a
Snow removed (in) n/a
Final snow cover (in) n/a
Final storage (in) 0.088
Continuity error (%) -0.033
Summary 6: Flow routing continuity
Name IP-100-YR-PROP
Dry weather inflow (MG) 0.000
Wet weather inflow (MG) 1.683
Groundwater inflow (MG) 0.000
RDII inflow (MG) 0.000
External inflow (MG) 0.002
External outflow (MG) 1.681
Flooding loss (MG) 0.000
Evaporation loss (MG) 0.000
Exfiltration loss (MG) 0.000
Initial stored volume (MG) 0.000
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Summary 6: Flow routing continuity (continued...)
Name 71-HP-
Final stored volume (MG) 0.003
Continuity error (%) 0.023
Summary 7: Results statistics
Name 8471-HPIMININ
Max. subcatchment total runoff(MG) 0.21
Max. subcatchment peak runoff(cfs) 9.86
Max. subcatchment runoff coefficient 0.976
Max. subcatchment total precip (in) 8.2
Min. subcatchment total precip (in) 8.2
Max. node depth (ft) 5.8
Num. nodes surcharged 12
Max. node surcharge duration (hours) 24
Max. node height above crown (ft) 3.407
Min. node depth below rim (ft) 0
Num. nodes flooded 3
Max. node flooding duration (hours) 0.24
Max. node flood volume (MG) 0.005
Max. node ponded volume or depth (acre-in/1000 ft3/ft) 0.139
Max. storage volume (1000 ft3) 0.904
Max. storage percent full (%) 3
Max. outfall flow frequency (%) 99.95
Max. outfall peak flow (cfs) 34.37
Max. outfall total volume (MG) 0.765
Total outfall volume (MG) 1.683
Max. link peak flow (cfs) 34.37
Max. link peak velocity (ft/s) 15.61
Min. link peak velocity (ft/s) 1.02
Num. conduits surcharged 15
Max. conduit surcharge duration (hours) 24
Max. conduit capacity limited duration (hours) 0.61
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8471-HP-100-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
June 24, 2020 Page 29 of 30 SWMM 5.1.013

Table 5: Time Series
Name l Description Data Start End Duration Active Edit
Points date date
100YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours Yes ...
10YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours No ...
2YR 241 2/20/2020 12:00:00 AM 2/21/2020 12:00:00 AM 24 hours No ...
8471-HP-100-YR-PROP Clark Nexsen Architecture & Engineering PCSWMM 7.2.2785
June 24, 2020 Page 30 of 30 SWMM 5.1.013

Appendix F
SCM Remaining
Treatment Volume Calculations
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

Client Project Job No.
Army Corp.of Engineers 8471-Human Platform FORGE
Subject By Date
Water Quality Volume Calculation Campus D Stormwater Control Measure NTJ 7/21/2020
Checked Date
Purpose: Calculate the volume of water needed to retain the 95th percentile rainfall event routed to SCM#1 in Permit No.SW6160401.
Given: Hydrologic Coil Group(from regional permit application): B
95th Percentile Rain Event 1.8 Inches
95th Percentile Rain Event-Losses due to depression storage 1.7 Inches *Number used in permit
Formula for Runoff Volume: Rv=0.05+0.9(%impervious)
Total Storage Provided in existing regional stormwater system 17,350 cf *Text of Permit Narrative
Total Storage Provided in existing regional stormwater system 18,128 cf *Infiltration Basin Supplement
Permitted Drainage Area 880,783 ft2 *Infiltration Basin Supplement
Permitted BUA Area(From Supplemental Form) 415,817 ft2 *Infiltration Basin Supplement
Permitted BUA Area(From Permit Drawings) 415,562 ft2
Campus Drainage Area-From Drawings(Different than Permitted BUA Supplemental Form)
Pre-Dev.Imp. Post-Dev. Post Development Impervious
Project ID Drainage Area Imp.Area
Area(ac.) (ac.) Area Breakdown
PN 79437 Training Group 37%Building,34%Sidewalk,29%
Headquarters 6.30 3.49 3.00 Street
PN 79439 Advanced Skills 16%building,8%sidewalk,58%
5.60 1.62 3.11
Training Facility Parking,18%street
PN81665 Human Platform 34%Building,6%Sidewalks,60%
FORGE 8.32 2.94 3.43 Parking
Offsite(bypass) 10.33 2.05 2.87 60%Streets,40%Parking
Total 30.55 10.10 12.41
Total Area treated 20.22 8.05 9.54
Assumptions: Total contributing BUA to Campus D SCM
BUA AREA(sf) AREA(ac) Area Check Area Check
STREET 71581 1.64 71581 =39017.4+26011.6+6552
PARKING 93423 2.14 93423 =0+59253+34170
SIDEWALK 105887 2.43 105887 =45280+35843+24764
BUILDING 144929 3.33 144929 =50748+21457+72724
PEDESTRIAN BRIDGE 6903 0.16 6903 =6903
OTHER(EQUIP.PAD/TURF) 7470 0.17 7470 =0+0+7470
TOTAL 430193 9.88 430193 =135045.4+149467.6+145680
Permitted BUA 415,817.00 9.55
Built BUA 430,193.00 9.88
Remaining BUA -14,376.00 -0.33
Breakdown by Site
PN 79437 Training Group Headquarters
BUA Area(sf) Area(ac) Permitted BUA 3.00
Building 50748 1.17 Built BUA 3.10
Parking 0 0.00 Remaining BUA -0.10
Sidewalk 45280 1.04
Other 0 0.00
*Street 39017 0.90
Total 135045 3.10
*60%of Total street BUA associated with PN79439 and PN79437.

•
PN 79439 Advanced Skills Training Facility
BUA Area(sf) Area(ac) Permitted BUA 3.11
Building 21457 0.49 Built BUA 3.43
Parking 59253 1.36 Remaining BUA -0.32
Sidewalk 35843 0.82
Other 0 0.00
Pedestrian Bridge 6903 0.16
*Street 26012 0.60
Total 149468 3.43
*40%of Total street BUA associated with PN79439 and PN79437.
PN81665 Human Platform FORGE
BUA Area(sf) Area(ac) Permitted BUA 3.43
Building 72724 1.67 Built BUA 3.34
Parking 34170 0.78 Remaining BUA 0.09
Sidewalk 24764 0.57
Other 7470 0.17
*Street 6552 0.15
Total 145680 3.34
*Represents the street area within the project limits.
Treatment Volume Calculations:
Difference in Impervious Area
(post-permit): 9.88-9.54= 0.34 acres
New Overall Drainage Area(sf): 839,272 sf
New Overall Drainage Area(ac): 19.27 ac
Pre-Development%impervious 8.05/19.27= 41.77%
Post-Development%impervious 9.88/19.27= 51.27%
Change in Impervious% 9.50%
Rv(Pre): 0.43
Rv(Post): 0.51
Total Water Quality Volume: 11334 cf
=3630*1.8*(Rv(post)*Increase in BUA
Where:
Rv(post)= 0.95
Increase in BUA=9.88-8.05 1.83 acres
Max Increase in BUA for Campus D SCM(Post-Pre): 18 128/3 63 0*1.8*0.95=" 2.92 ac
Convert acres to sf: 2.92*43560= 127,195 sf
Total BUA Allowable for Campus D SCM: 2.92+8.05= 10.97 ac
Convert acres to sf: 10.97*43560= 477,853 sf
Remaining Campus D BUA Available: 2.92-1.83*43560= 47,480 sf
Difference between Treatment Volume BUA and Permit BUA: 477853-415817= 62,036 sf
Conclusions: The total project is over the permitted BUA by 14,376 sf.However,the existing underground cistern has available capacity.
The total treatment volume of the underground cistern is 18,128 cubic feet.The treatment volume for the built BUA is 11,334 cu.ft.
This calculation was done using the larger EISA rainfall event of 1.8 inches. A minor permit modification will be required to
adjust the allowable BUA from 415,817 sf to 477,853 to match the 18,128 cu.Ft of treatment volume.

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Appendix G
Inlet Calculation
Roof Drain Header Calculations
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday,Jun 23 2020
RD HEADER SUBCATCH S1_1 AND S1_2
Circular Highlighted
Diameter (ft) = 0.83 Depth (ft) = 0.63
Q (cfs) = 2.580
Area (sqft) = 0.44
Invert Elev (ft) = 1.00 Velocity (ft/s) = 5.84
Slope (%) = 1.00 Wetted Perim (ft) = 1.76
N-Value = 0.010 Crit Depth, Yc (ft) = 0.72
Top Width (ft) = 0.71
Calculations EGL (ft) = 1.16
Compute by: Known Q
Known Q (cfs) = 2.58
Elev (ft) Section
2.00
1.75
1.50
1.25
1.00
0.75
0 1
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday,Jun 23 2020
RD HEADER SUBCATCH S2
Circular Highlighted
Diameter (ft) = 0.83 Depth (ft) = 0.56
Q (cfs) = 2.200
Area (sqft) = 0.39
Invert Elev (ft) = 1.00 Velocity (ft/s) = 5.65
Slope (%) = 1.00 Wetted Perim (ft) = 1.60
N-Value = 0.010 Crit Depth, Yc (ft) = 0.67
Top Width (ft) = 0.78
Calculations EGL (ft) = 1.06
Compute by: Known Q
Known Q (cfs) = 2.20
Elev (ft) Section
2.00
1.75
1.50
1.25
1.00
0.75
0 1
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Friday, Mar 6 2020
RD HEADER SUBCATCH S3_1
Circular Highlighted
Diameter (ft) = 0.83 Depth (ft) = 0.49
Q (cfs) = 1.800
Area (sqft) = 0.33
Invert Elev (ft) = 1.00 Velocity (ft/s) = 5.40
Slope (%) = 1.00 Wetted Perim (ft) = 1.46
N-Value = 0.010 Crit Depth, Yc (ft) = 0.61
Top Width (ft) = 0.82
Calculations EGL (ft) = 0.94
Compute by: Known Q
Known Q (cfs) = 1.80
Elev (ft) Section
2.00
1.75
1.50
1.25
1.00
0.75
0 1
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Friday, Mar 6 2020
RD HEADER SUBCATCH S3_2
Circular Highlighted
Diameter (ft) = 0.83 Depth (ft) = 0.58
Q (cfs) = 2.320
Area (sqft) = 0.40
Invert Elev (ft) = 1.00 Velocity (ft/s) = 5.74
Slope (%) = 1.00 Wetted Perim (ft) = 1.64
N-Value = 0.010 Crit Depth, Yc (ft) = 0.68
Top Width (ft) = 0.76
Calculations EGL (ft) = 1.09
Compute by: Known Q
Known Q (cfs) = 2.32
Elev (ft) Section
2.00
1.75
1.50
1.25
1.00
0.75
0 1
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Friday, Mar 6 2020
RD HEADER SUBCATCH S23
Circular Highlighted
Diameter (ft) = 0.83 Depth (ft) = 0.48
Q (cfs) = 1.740
Area (sqft) = 0.32
Invert Elev (ft) = 1.00 Velocity (ft/s) = 5.36
Slope (%) = 1.00 Wetted Perim (ft) = 1.44
N-Value = 0.010 Crit Depth, Yc (ft) = 0.60
Top Width (ft) = 0.82
Calculations EGL (ft) = 0.93
Compute by: Known Q
Known Q (cfs) = 1.74
Elev (ft) Section
2.00
1.75
1.50 0
1.25
1.00
0.75
0 1
Reach (ft)

Worksheet for INLET Al
Project Description
Solve For Spread
Input Data
Discharge 6.88 cfs
Left Side Slope 30.000 H:V
Right Side Slope 5.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 14.2 ft
Depth 4.9 in
Wetted Perimeter 14.3 ft
Top Width 14.23 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET A4
Project Description
Solve For Spread
Input Data
Discharge 1.05 cfs
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 0.7 ft
Depth 1.4 in
Wetted Perimeter 0.7 ft
Top Width 0.70 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET A5
Project Description
Solve For Spread
Input Data
Discharge 1.20 cfs
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 0.8 ft
Depth 1.5 in
Wetted Perimeter 0.8 ft
Top Width 0.76 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET A6
Project Description
Solve For Spread
Input Data
Discharge 1.72 cfs
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 1.0 ft
Depth 1.9 in
Wetted Perimeter 1.0 ft
Top Width 0.97 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET A7
Project Description
Solve For Spread
Input Data
Discharge 0.95 cfs
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 0.7 ft
Depth 1.3 in
Wetted Perimeter 0.7 ft
Top Width 0.65 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET A8
Project Description
Solve For Spread
Input Data
Discharge 1.41 cfs
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 0.8 ft
Depth 1.7 in
Wetted Perimeter 0.9 ft
Top Width 0.85 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET A9
Project Description
Solve For Spread
Input Data
Discharge 0.83 cfs
Left Side Slope 20.000 H:V
Right Side Slope 20.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 4.0 ft
Depth 1.2 in
Wetted Perimeter 4.0 ft
Top Width 3.97 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET All
Project Description
Solve For Spread
Input Data
Discharge 0.65 cfs
Left Side Slope 10.000 H:V
Right Side Slope 10.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 1.7 ft
Depth 1.0 in
Wetted Perimeter 1.7 ft
Top Width 1.69 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET A15
Project Description
Solve For Spread
Input Data
Discharge 3.55 cfs
Left Side Slope 10.000 H:V
Right Side Slope 10.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 5.2 ft
Depth 3.1 in
Wetted Perimeter 5.3 ft
Top Width 5.23 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET Cl
Project Description
Solve For Spread
Input Data
Discharge 0.85 cfs
Left Side Slope 3.000 H:V
Right Side Slope 6.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 0.9 ft
Depth 1.2 in
Wetted Perimeter 0.9 ft
Top Width 0.91 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET D3
Project Description
Solve For Spread
Input Data
Discharge 4.42 cfs
Left Side Slope 12.000 H:V
Right Side Slope 12.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 7.3 ft
Depth 3.6 in
Wetted Perimeter 7.3 ft
Top Width 7.26 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for INLET D5
Project Description
Solve For Spread
Input Data
Discharge 2.30 cfs
Left Side Slope 2.000 H:V
Right Side Slope 6.000 H:V
Bottom Width 0.00 ft
Grate Width 2.25 ft
Grate Length 3.3 ft
Local Depression 0.0 in
Local Depression Width 0.0 in
Grate Type Reticuline
Clogging 50.0 %
Results
Spread 1.6 ft
Depth 2.3 in
Wetted Perimeter 1.6 ft
Top Width 1.57 ft
Open Grate Area 3.0 ft2
Active Grate Weir Length 8.9 ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
INLET CALCS.fm8 Center [10.02.00.01]
3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Appendix H
Erosion and Sediment Control Calcs
Stormwater Management Report& Erosion Control Narrative
SOF Platform Human FORGE Facility I Fort Bragg,North Carolina

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Precipitation Frequency Data Server Page 1 of 5
NOAA Atlas 14,Volume 2,Version 3
+` w"tt,, Location name: Fort Bragg, North Carolina, USA* J"I"'°`�
p Latitude: 35.1252°, Longitude: -79.0139° 1 nonn t
Elevation: 380.41 ft**
4e 'source:ESRI Maps
moires c k
"Ho,ri,
**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 I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in in
Average recurrence interval (years)
Duration
1 2 5 25 50 100 200 50(
5-min 5.21 6.14 7.15 7.91 8.81 9.44 10.0 10.6 11.:
(4.69-5.83) (5.53-6.88) (6.44-8.02) (7.10-8.83) .87-9.82) (8.44-10.5) (8.92-11.1) (9.37-11.8) (9.88-1
10-min 4.16 4.91 5.73 7.02 7.52 7.99 8.40 8.9:
(3.74-4.66) (4.43-5.50) (5.17-6.42) , (5.68-7.07) (6.28-7.82) (6.72-8.36) (7.09-8.86) (7.43-9.32) (7.81-S
15-min 3.46 4.12 4.83 5.34 5.93 6.35 6.73 7.06 7.41
(3.12-3.88) (3.71-4.61) (4.36-5.41) (4.79-5.96) (5.30-6.61) (5.67-7.06) (5.97-7.47) (6.25-7.84) (6.55-E
30-min 2.38 2.84 3.43 3.87 4.39 4.78 5.15 5.50 5.91
(2.14-2.66) (2.56-3.18) (3.09-3.85) (3.47-4.32) (3.93-4.90) (4.27-5.32) (4.57-5.72) (4.86-6.10) (5.21-E
60-min 1.48 1.78 2.20 2.52 2.93 3.24 3.55 3.86 4.2'
(1.33-1.66) (1.61-2.00) (1.98-2.47) (2.26-2.81) (2.62-3.26) (2.89-3.60) (3.15-3.94) (3.41-4.28) (3.74-4
2-hr 0.866 1.05 1.32 1.52 1.79 2.00 2.21 2.43 2.7:
(0.771-0.985) (0.936-1.19) (1.17-1.49) (1.35-1.72) (1.58-2.03) (1.76-2.27) (1.94-2.51) (2.11-2.75) (2.34-3
3-hr 0.613 0.741 0.933 1.09 1.29 1.46 1.64 1.82 2.0'
(0.546-0.698) (0.662-0.844) (0.832-1.06) (0.966-1.23) (1.14-1.47) (1.28-1.66) (1.43-1.85) (1.57-2.05) (1.77-2
6-hr 0.366 0.444 0.559 0.651 0.779 0.883 0.992 1.11 1.21
(0.331-0.409) (0.401-0.495) (0.504-0.623) (0.586-0.725) (0.695-0.866) (0.783-0.980) (0.871-1.10) (0.962-1.22) (1.09-1
12-hr 0.215 0.260 0.330 0.386 0.465 0.530 0.599 0.672 0.77
(0.194-0.239) (0.235-0.290) (0.297-0.367) (0.347-0.429) (0.414-0.515) (0.469-0.585) (0.525-0.660) (0.582-0.739) (0.663-C
24-h r 0.128 0.154 0.195 0.228 0.272 0.308 0.345 0.383 0.43
(0.119-0.138) (0.144-0.166) (0.181-0.210) (0.211-0.245) (0.251-0.293) (0.284-0.331) (0.317-0.371) (0.351-0.412) (0.397-C
2-day 0.074 0.089 0.112 0.130 0.155 0.175 0.195 0.216 0.24
(0.069-0.079) (0.083-0.096) (0.105-0.120) (0.121-0.140) (0.143-0.166) (0.161-0.187) (0.180-0.210) (0.198-0.232) (0.224-C
3-day 0.052 0.063 0.079 0.091 0.108 0.122 0.136 0.150 0.17
(0.049-0.056) (0.059-0.068) (0.073-0.084) (0.085-0.097) (0.100-0.116) (0.113-0.130) (0.125-0.145) (0.138-0.161) (0.156-C
4-day 0.042 0.050 0.062 0.072 0.085 0.095 0.106 0.117 0.13
(0.039-0.044) (0.047-0.053) (0.058-0.066) (0.067-0.076) (0.079-0.090) (0.088-0.101) (0.098-0.113) (0.108-0.125) (0.122-C
7-day 0.028 0.033 0.040 0.046 0.054 0.061 0.067 0.074 0.08
(0.026-0.029) (0.031-0.035) (0.038-0.043) (0.043-0.049) (0.050-0.058) (0.056-0.065) (0.062-0.072) (0.068-0.080) (0.077-C
10-day 0.022 0.026 0.032 0.036 0.042 0.046 0.051 0.055 0.06
(0.021-0.023) (0.025-0.028) (0.030-0.034) (0.034-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059) (0.057-C
20-day 0.015 0.018 0.021 0.023 0.027 0.030 0.032 0.035 0.03
(0.014-0.016) (0.016-0.019) (0.020-0.022) (0.022-0.025) (0.025-0.029) (0.028-0.031) (0.030-0.034) (0.033-0.037) (0.036-C
30-day 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.02
(0.012-0.013) (0.014-0.015) (0.016-0.018) (0.018-0.020) (0.020-0.023) (0.022-0.025) (0.023-0.027) (0.025-0.029) (0.027-C
45-day 0.010 0.012 0.014 0.015 0.017 0.019 0.020 0.021 0.02
(0.010-0.011) (0.011-0.013) (0.013-0.015) (0.015-0.016) (0.016-0.018) (0.017-0.020) (0.019-0.021) (0.020-0.022) (0.021-C
60-day 0.009 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.02
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-C
1
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=35.1252&lon=-79.0139&dat... 10/6/2019

Precipitation Frequency Data Server Page 2 of 5
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 frec
(for a given duration and average recurrence interval)will be greater than the upper bound (or less than the lower bound)is 5%. Estimate:
are not checked 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
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Precipitation Frequency Data Server Page 3 of 5
PF graphical
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.1252°, Longitude: -79.0139°
100.000
L 10.000 _ - -- ---1
1.000 -.._.... _ _
o_1aa = -
a_ 0.010 - - -t s s s
0.001
E E E E E N N v 22 - - 2
PIA Q - m4 � Q 6 6 � Q
Duration
100.000 .
L 10.000
.c 1.000 -• _ -
0.100
E.
0.010
0.001
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Sun Oct 6 16:33:54 2019
Back to Top
Maps & aerials
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Precipitation Frequency Data Server Page 4 of 5
Small scale terrain
c
Fort Bragg.--AO+ t ..)
. I F
_•_
i Li
e ' %; •nr
1
Lar a scale terrain
Winston-Salem -
• • Durham
Greensboro • Pocky Mount
Raleigh
•
' ORTH CARS> LIN . • Greenvil
•Charlotte I
Fayett'iO ,
Jac ksonvi
fl
H C A R O L I N A Wilmington Ira W
100km
• I II
Columbia
60mi
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Precipitation Frequency Data Server Page 5 of 5
Large scale map
I
inston-6 lem Greensboro
• c, *d rham Rocky MciAnt
ci
Raleigh
ImMmI green ille
North
Carolina
+ arlotte I
■ ettevi Ile
I °
Jacksonvil
U
Wilrning 1111
r+ mbia ..r 00km
UP ao
'youth 60mi
Lars a scale aerial
Winston-Salem
Durham Rocky Mount
Greensboro • •
Raleigh
*
Gr eenvi l l
North . . •
Carolina
Charlotte
• .
Fayetteville
•
Jacksonvil
•
+Nilmino.ten
1::dumbin \ •
•
, t
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?: [e-mail]
Disclaimer
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8
Table 8.03b Land Use C Land Use C
Value of Runoff Coefficient
(C) for Rational Formula Business: Lawns:
Downtown areas 0.70-0.95 Sandy soil, flat, 2% 0.05-0.10
Neighborhood areas 0.50-0.70 Sandy soil, ave., 0.10-0.15
2-7%
Residential: Sandy soil, steep, 0.15-0.20
Single-family areas 0.30-0.50 7%
Multi units, detached 0.40-0.60 Heavy soil, flat, 2% 0.13-0.17
Multi units,Attached 0.60-0.75 Heavy soil, ave., 0.18-0.22
Suburban 0.25-0.40 2-7%
Industrial: Heavy soil, steep,
7% 0.25-0.35
Light areas 0.50-0.80
Heavy areas 0.60-0.90 Agricultural land:
Parks, cemeteries 0.10-0.25 Bare packed soil
Smooth 0.30-0.60
Playgrounds 0.20-0.35 Rough 0.20-0.50
Cultivated rows
Railroad yard areas 0.20-0.40 Heavy soil no crop 0.30-0.60
Heavy soil with
USE 0.5 TO BE Unimproved areas 0.10-0.30 crop s�Q_S l0�
. . . . . . . . . .
MORE Streets: Sandy soil no crop 0.20-0.40'
•
CONSERVATIVE Asphalt 0.70-0.95 •gdhlV bRfGifi
Concrete 0.80-0.95 crop 0.10-0.25
Brick 0.70-0.85 Pasture
Heavy soil 0.15-0.45
Drives and walks 0.75-0.85 Sandy soil 0.05-0.25
Woodlands 0.05-0.25
Roofs 0.75-0.85
NOTE: The designer must use judgement to select the appropriate C
value within the range for the appropriate land use. Generally, larger
areas with permeable soils, flat slopes, and dense vegetation should
have lowest C values. Smaller areas with slowly permeable soils, steep
slopes, and sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
8.03.6 Rev.6/06

Skimmer Basin #1
Okay
0.77 Disturbed Area (Acres)
3.37 Peak Flow from 10-year Storm (cfs)
1393 Required Volume ft3
1095 Required Surface Area ft2
23.4 Suggested Width ft
46.8 Suggested Length ft
25 Trial Top Width at Spillway Invert ft
50 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 3.5 feet above grade)
11 Bottom Width ft
36 Bottom Length ft
396 Bottom Area ft2
2766 Actual Volume ft3 Okay
1250 Actual Surface Area ft2 Okay
6.28 Trial Weir Length ft 24" Riser Pipe
0.5 Trial Depth of Flow ft
6.7 Spillway Capacity cfs Okay
2 Skimmer Size (inches) Skimmer Size
0.167 Head on Skimmer (feet) (Inches)
1 Orifice Size (1/4 inch increments) 1.5
2.00 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8

Skimmer Basin #2
Okay
2.89 Disturbed Area (Acres)
12.55 Peak Flow from 10-year Storm (cfs)
5202 Required Volume ft3
4079 Required Surface Area ft2
45.2 Suggested Width ft
90.3 Suggested Length ft
60 Trial Top Width at Spillway Invert ft
120 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 3.5 feet above grade)
46 Bottom Width ft
106 Bottom Length ft
4876 Bottom Area ft2
21019 Actual Volume ft3 Okay
7200 Actual Surface Area ft2 Okay
12.56 Trial Weir Length ft (2) 24" Riser Pipes
0.5 Trial Depth of Flow ft
13.3 Spillway Capacity cfs Okay
2 Skimmer Size (inches) Skimmer Size
0.167 Head on Skimmer (feet) (Inches)
1.5 Orifice Size (1/4 inch increments) 1.5
2.45 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8

Skimmer Basin #3
Okay
1.96 Disturbed Area (Acres)
8.54 Peak Flow from 10-year Storm (cfs)
3534 Required Volume ft3
2776 Required Surface Area ft2
37.3 Suggested Width ft
74.5 Suggested Length ft
40 Trial Top Width at Spillway Invert ft
80 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
4.5 Trial Depth ft (2 to 3.5 feet above grade)
22 Bottom Width ft
62 Bottom Length ft
1364 Bottom Area ft2
10026 Actual Volume ft3 Okay
3200 Actual Surface Area ft2 Okay
3.92 Trial Weir Length ft 15" Riser Pipe
0.9 Trial Depth of Flow ft
10.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches) Skimmer Size
0.167 Head on Skimmer(feet) (Inches)
1.25 Orifice Size (1/4 inch increments) 1.5
2.40 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8

Skimmer Basin #4
Okay
1.10 Disturbed Area (Acres)
4.81 Peak Flow from 10-year Storm (cfs)
1989 Required Volume ft3
1563 Required Surface Area ft2
28.0 Suggested Width ft
55.9 Suggested Length ft
40 Trial Top Width at Spillway Invert ft
80 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
4.5 Trial Depth ft (2 to 3.5 feet above grade)
22 Bottom Width ft
62 Bottom Length ft
1364 Bottom Area ft2
10026 Actual Volume ft3 Okay
3200 Actual Surface Area ft2 Okay
3.92 Trial Weir Length ft 15" Riser Pipe
0.75 Trial Depth of Flow ft
7.6 Spillway Capacity cfs Okay
2 Skimmer Size (inches) Skimmer Size
0.167 Head on Skimmer (feet) (Inches)
1 Orifice Size (1/4 inch increments) 1.5
2.11 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8