SW6191205_2020.01.08 stormwater management report r3_1/9/2020

Storm Water Management Report
Aberdeen Training DFAC
Located in Ft. Bragg
Hoke County, North Carolina
Prepared For:
US Army Corps of Engineers
Prepared By:
Woolpert
11301 Carmel Commons Boulevard, Suite 300
Charlotte, NC 28226
Phone: [phone]
08 April 2019
Rev 1 - March 2019
Rev 2 — 15 Oct 2019
Rev 3 — 8 Jan 2020
Woolpert Aberdeen Training DFAC
08 Jan 2020 (Rev 3) Hoke County, North Carolina

TABLE OF CONTENTS
Page
Abstract......................................................................................................................
3
ExistingConditions..................................................................................................
3-4
ProposedDevelopments............................................................................................4-5
R2
Cntena.................................................................................
5-7
Methodology..............................................................................................................
7-8
Computations.............................................................................................................
8-10
Conclusion.................................................................................................................10
Exhibits:
A. Vicinity Map................................................................................... 3
B. Aerial Photograph........................................................................ 4
Appendices:
A. Existing Conditions / Survey
B. Site Plan12
C. Drainage Map — Proposed
a. Catchment Areas
b. Detention Areas
D. Soils Map
E. Precipitation Data
a. NOAA
b. 95t' Percentile
F. Water Quality Volume Calculations R3
G. Runoff and Routing Calculations -Proposed Conditions R3
H. Catchment and Conveyance CalculatlonsR3
I. Exfiltration Trench, Underground Detention Detail and Vortsentry Detail R3
J. Temporary Sediment Trap and Rip Rap Outlet Computations
K. Subsurface Exploration and Geotechnical Recommendations Report R3
L. Grading and Drainage Plan R3
M. Erosion and Sediment Control Plan and Details R2
Woolpert Aberdeen Training DFAC 2
08 Jan 2020 (Rev 3) Hoke County, North Carolina

ABSTRACT
A dining facility, consisting of a single -story concrete slab -on -grade building, is proposed for the
Ft. Bragg Aberdeen Training Dining Facility located in Hoke County within Aberdeen, NC. In
addition to the proposed building, other improvements are proposed to include a new service
driveway, pedestrian access and storm water management facilities. The project site consists of
approximately 1.07 acres. The site is south of Rockfish Creek on the west of King Rd and
northeast of Memory Lane. The streets to the north and south are not named. The site is roughly
1.3 miles away from Lake McPhaul. A location map is included as Exhibit A below for
reference.
Exhibit A —Location Map
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Project Location
EXISTING CONDITIONS
An asphalt parking lot and a concrete dumpster pad surrounded by a fence exists on the site.
Several utilities run through the site as well. Both the above and below grade improvements will
be removed or relocated for the proposed building footprint. Un-named roads exist north and
south of the proposed building. A grade break exists along the northerly side of the parking lot,
leading to swale along the northerly limits of the site. An aerial photograph of the existing site is
provided as Exhibit B.
Woolpert Aberdeen Training DFAC
08 Jan 2020 (Rev 3) Hoke County, North Carolina

PROPOSED CONDITIONS
An overall site plan is included within the Construction Plans. The road that exists on the
northern side of the building must have a section of the concrete curb removed for the proposed
driveway connection. A service drive will connect to the existing road south of the proposed
building. East of the existing asphalt parking lot is a concrete sidewalk which also must be
removed as part of the redevelopment. The proposed building displaces the existing parking lot
Runoff from the site is directed into three detention and infiltration systems. In general, the site
and the storm water management system benefit from excellent hydraulic conductivity of the
soils consistent with the site location. The conductivity is a key factor as both the basis of design
and in meeting the requirement of the Energy and Independence Security Act.
The first detention and infiltration system, located along the northerly limits of the site, consists
of an infiltration area with an overflow structure connected to the existing conveyance system.
Runoff from the flat, central section of the building roof will drain through a combination of
rooftop drains leading to the northerly infiltration area. The sloped portion of the roof will be
conveyed via downspouts to splashpads located around the building.
The second detention and infiltration area is located in the northwest portion of the site, receiving
runoff from the proposed service driveway via a concrete flume. This detention and infiltration
area, which has significantly less capacity than the other two areas, primarily serves to capture
"debris" that may unintentionally wash from the adjacent dumpster. Thus, service members and
maintenance personnel may be required to periodically remove said debris from the area for
aesthetic and functional purposes.'
The northwest infiltration is connected via a 15" storm pipe to an underground detention and
exfiltration system located within the southwest portion of the site. Runoff is also conveyed to
this area via overland swales and a piped connection from the east. The underground detention
Woolpert Aberdeen Training DFAC 4
08 Jan 2020 (Rev 3) Hoke County, North Carolina

system consists of perforated pipe with open graded stone encapsulated in a geotextile to promote
infiltration. Excess runoff is directed to an existing storm drain to the southwest of the site.
A summary of the drainage areas is shown below:
SUMMARY (TOTAL) OF DRAINAGE AREAS
Post -developed Total Area 46,775 Sq. Ft.
Post -developed Impervious Area 28,503 Sq. Ft.
Post -developed Pervious Area 18,272Sq. Ft.
Post -Developed Percent Impervious 60.9 %
SUMMARY (BREAKDOWN) OF DRAINAGE AREAS
Drainage Area 1 (North Infiltration)
Total Area 22,288 Sq. Ft.
Impervious Area
15,123 Sq. Ft.
Pervious Area
7,165 Sq. Ft.
Percent Impervious
67.8%
Drainage Area 2 (Northwest Infiltration/Detention Area, leading to UG Detention')
Total Area
8,700 Sq. Ft.
Impervious Area
5,847 Sq. Ft.
Pervious Area
2,853 Sq. Ft.
Percent Impervious
67.2%
Drainage Area 3 (West and Southerly to Underground Detention)
Total Area
15,787 Sq. Ft.
Impervious Area
7,533 Sq. Ft.
Pervious Area
8,254 Sq. Ft.
Percent Impervious
47.7%
CRITERIA R2
The North Carolina Department of Environment Quality (NC DEQ) has jurisdiction over the
development for this project for storm water management as well as erosion and sediment
control. For ease of reference, excerpts from the criterion are outlined below.
From the NCDEQ Stormwater Design Manual dated January 2017 and the North Carolina
Administrative Code:
• A project with existing development may have the option of calculating project density as
the difference of total built upon area minus the existing built upon area divided by the
difference of total project area minus the existing built upon area. (Ncac 02H.1003(1)(b))
• A project shall be considered a low density if the project contains no greater than 24%
built upon area. Sites with greater than 24% built upon area shall be considered high
density. Accounting for the existing impervious area, the site has a built upon area of
30.2%.
• When new built upon area is added to existing development or existing development is
replaced with new built upon area, only the area of net increase shall be subject to the
Section. (Ncac 02H.1003(3)(d))
• All stormwater control measures must meet the minimum design criteria. (Ncac
02H.1003(3)(e)
• Stormwater outlets shall not cause erosion downslope of the discharge point during the
peak flow from the 10-year storm event. (Ncac 02H.1003(5)
Woolpert Aberdeen Training DFAC
08 Jan 2020 (Rev 3) Hoke County, North Carolina

• The site must provide water treatment for the runoff from the first 1" of rainfall. (NCAC
02H.1017(5))
• All sites that disturb greater than '/2 acre must control the runoff from the first 1" of
rainfall. (NCAC 02H.1020(h))
• The design volume for an infiltration device (or system) shall not exceed that which can
be infiltrated within 72 hours. (MDC C-1, Infiltration system)
• One soil test hole shall be provided per 5,000 square feet of infiltration surface area. (MDC
C-1, Infiltration system) The geotechnical report provides two test areas within proximity of the
infiltration areas with the site limit. Said infiltration areas total around 3,000 square feet.
• Pretreatment devices shall be provided to prevent clogging. Devices may include
measures such as sumps in catch basins, gravel verges, filters, filter strips, grassed swales
and forebays. Rooftop drainage that is discharged to the surface of an infiltration system
shall not require pretreatment. (MDC C-1, Infiltration system)
• A 30-foot wide vegetation buffer must be provided for all perennial streams.
NC DEQ also provides the guidance and requirements for Erosion and Sedimentation Control.
Specifically, the criteria states "Erosion and sedimentation control measures, structures, and devices
shall be so planned, designed, and constructed to provide protection from the run off of that 10 year storm
which produces the maximum peak rate of run off as calculated according to procedures in the United
States Department of Agriculture Soil Conservation Service's "National Engineering Field Manual for
Conservation Practices" or according to procedures adopted by any other agency of this state or the
United States or any generally recognized organization or association. "
NCDEQ serves as the permitting entity and will review all applications, plans and calculations.
In addition to NC DEQ requirements, the Public Works Section requires the following:
• Ft. Bragg follows Session Law 2008-211 for Phase II permitting.
• The measure shall discharge the treatment volume at a rate equal to or less than the pre -
development discharge rate for the one year, 24-hour storm event.
• All detention facilities shall be designed to maintain the pre -developed runoff rate for the
10-year 24 hour storm event. An emergency spillway shall be provided for a 100-year
storm event.
Show / Provide computations for the 10-Year and 100-Year 24 hour storm events. While
this is above the design requirement, most designs maintain the discharge rate for the
existing condition for the 10-year storm event and demonstrate safe passage of the 100
year from the site.
Drawdown time from the storm water control measures shall not exceed 72 hours.
• Existing impervious area can be credited or excluded for water quality purposes.
From the Technical Guidance on Implementing Section 438 of the Energy Independence and
Security Act ("EISA") dated December 2009:
• The intent of Section 438 is to require federal agencies to maintain or restore the pre -
development site hydrology during the development or redevelopment process.
Implementation can be achieved through the use of the green infrastructure/low impact
development (GULID) infrastructure tools described in this guidance.
• A fundamental principle of Section 438 is to employ low impact design systems and
practices that mimic natural processes to infiltrate and recharge, promote evapotrans-
piration and harvest/ use precipitation near to where it falls.
• State and local requirements or permit requirements may make it technically infeasible to
use certain GULID techniques.
• Sites are encouraged to use one of two options below in implementing Section 438.
• Option 1: Retain the 95t' Percentile Rainfall Event.
Woolpert Aberdeen Training DFAC
08 Jan 2020 (Rev 3) Hoke County, North Carolina

o The 95t' Percentile rainfall event is defined as 1.72 inches in 24 hours based upon
historical data.
o The option seeks to infiltrate or evapo-transpirate the full volume of the 951''
percentile storm.
o Generally precludes extended detention.
Option 2: Site -Specific Hydrologic Analysis
o Designer determines the pre -developed runoff conditions based on site -specific
conditions and local meteorology by using continuous simulation modeling
techniques, published data, studies, or other established tools.
o Design a Stormwater management system such that the post -construction rate,
volume, and duration of runoff should not exceed the pre -developed rates.
From a review of the criteria, some of the requirements between NC DEQ and Option 1 of
Section 438 appear contradictory. Specifically, the intent of EISA Option 1 is to retain the
volumetric equivalent of 1.72" of rainfall over the site. Conversely, NC DEQ explicitly stipulates
minimum and maximum drawdown time requirements within detention ponds. Due to the
excellent permeability of the soils found at the site, both requirements can be met through proper
implementation of LID infrastructure techniques encouraged by Section 438.
The application of the areas for the water quality calculation and LID infrastructure techniques
are further defined in the methodology and calculation section of this report.
METHODOLOGY
Because this is a redevelopment project, idiosyncrasies and inherent challenges may be
anticipated. The following is a catalog of the methods and the means of analysis to demonstrate
compliance with the design criteria.
Analyze and design the storm water storage requirement and discharge structure to regulate
the rate of discharge as prescribed by NC DEQ. This portion of the analysis will be
comprised of the following:
a. Determine the existing drainage patterns and runoff characteristics. Included as
Appendix A is the existing conditions of the site.
b. Using the site plan, determine a water budget necessary to meet the retention and
detention requirements for the site.
c. Using a preliminary grading and drainage design, identify the drainage sub -basins within
the project. The project is broken into three distinctly segregated sub -basins based upon
the preliminary grading and drainage design for the site. Identification of the
contributory areas to segregated detention areas will assist in the sizing and functionality
of said areas.
d. Once the contributory areas are determined, the detention areas and correlating discharge
structures are designed. The required volume and allowable discharge rate is based upon
both the existing and proposed conditions in comparing the rates of discharge for the 1-,
10- and 25-year storm events having a duration of 24 hours.
2. Integrate and design a system(s) adequate to meet the storm water quality requirements. Said
requirements will incorporate a practical application of LID infrastructure techniques to meet
the intent of Section 438. Said techniques will include the use of
a. An underground detention area with exfiltration will be utilized to meet the water
quality requirements for the site.
Woolpert Aberdeen Training DFAC
08 Jan 2020 (Rev 3) Hoke County, North Carolina

b. Infiltration systems will be incorporated into the conveyance system to assist with
promoting groundwater recharge. R3 Field tested infiltration rates can vary within the
site limit. One test within each of the infiltration areas was performed. Due to the
proximity of the test locations, the computation for the average of the test results is:
Location Area (5F) K Value (in/hr) % of Total
North 1890 2 57.41/1a
Northwest 300 0.207 9.1 °lo
Southwest 1100 2.5 33.4°/n
Total: 3290
Average: 1.569
Weighted Average: 2004
c. For ease of application, a reduced rate of 0.6 inches per hour will be used for the
North and Southwest infiltration areas. Said rate represents a reduction of more than
60% from the average and 70% from the weighted average. The small basin at the
Northwest area of the site will use 0.2 inches per hour as per the test value. As the
area is relatively small and serves as a pretreatment area for the underground
detention area in the southwest, the effect of using a low value is inconsequential. xs
d. Building downspouts will drain to adjoining landscape areas where apropos. Proper
dispersal from the roof drainage system will promote infiltration.
The effect of retaining and infiltrating the 95t' percentile storm is included as a water quality
computation. The infiltration computation is identical in form and function to the
methodology prescribed by NC DEQ, excepting that the design storm will be 1.72" for the
95'h percentile storm instead of the states standard of 1.0". Because the EISA requirement
exceeds that of the state, the computation for the 1.0" is wholly omitted. R2 The infiltration
rate used in the computation is either 0.6 or 0.2 inches per hour (1.2 or 0.4 feet per day).
According to the geo-technical report, the actual infiltration rate may be higher or lower,
testing at 2.0 and 0.21 inches per hour along the North portions of the site and 2.5 inches per
hour along the Southwest portion of the site.R3 While all pervious areas infiltrate, the rate is
assigned to only the infiltration areas.
3. Perform routing computations using Pondpack by Haested Methods. The analysis is based on
the SCS method and comparing flow rates and runoff volumes for the existing and post
developed conditions. The design of the discharge structure will be dependent upon
maintaining the infiltration volumes and supplementary storage requirement to meet the
design discharge thresholds. R2
4. Analyze and size the catchment and conveyance system for adequacy. As with most drainage
systems, runoff is conveyed using drainage inlets and piped connections. This portion of the
analysis focuses on the configuration and sizing of the conveyance system. The tailwater
elevation is assumed as the invert elevation of the detention area. Calculations for the
hydraulic gradient of the catchment and conveyance system are included as Appendix H.
COMPUTATIONS
Two (2) above ground infiltration systems and one (1) underground detention system with
exfiltration are proposed for this development. The bottom elevation of the infiltration systems
will be set based on drainage area, runoff volume and surface area. An overflow structure will
be used in each of the infiltration areas along the north of the project. The smaller infiltration
basin will overflow via a pipe connection into the underground detention area located at the
Woolpert Aberdeen Training DFAC
08 Jan 2020 (Rev 3) Hoke County, North Carolina

Southwesterly portion of the site. The overflow from the larger infiltration area will outfall to
the existing catchment and conveyance system. The underground detention system will outfall
to the Southwest. A control structure will be used to limit the discharge rate from the
underground detention system. Rz
The infiltration systems and underground retention/detention will be used to accomplish the
required infiltration volumes required by EISA. The infiltration rate is based upon field testing
performed by the geotechnical engineer. The stage versus discharge relationship is computed in
Appendix F based upon NC DEQ methodology.
The SCS method was used to compute the rates of discharge and volume of attenuation required
for the various storm events for each area. The time of concentration for all nodes is user defined
as 10 minutes since the site is developed in both the existing and proposed condition.
The computations for the existing and proposed conditions are included as Appendix G. A
graphic depiction of the nodal diagram is included at the end of the Appendix. The analysis
compares the pre -developed flow rates against the post -development flow rates. The analysis is
done for the 95t' percentile storm, the 1-, 10-, and 25-year storm events having duration of one
day. The computed rate of discharge for the post developed condition is the summation of the
site components, but not including retention to be infiltrated.
The routing computations include an elevation versus time analysis for the 95t' percentile storm
event to demonstrate compliance with the stated drawdown requirement of no greater than 72
hours.
The maximum allowable discharge rate is equal to that of the existing conditions. The
comparative computation is performed using Pondpack by Haested Methods. The analysis is
based on the SCS method for comparison of the existing against post developed flow rates.
The allowable and summation of the computed rate of discharge is as follows:
1 Year, 1 day storm event —1.10 cfs (allowable) / 0.00 cfs (computed)
10 Year, I day storm event — 3.62 cfs (allowable) / 0.55 cfs (computed, 0.18 N, 0.37 S)
25 Year, I day storm event— 4.86 cfs (allowable) / 2.45 cfs (computed,1.33 N,1.12 S)
CONCLUSION
In order to meet the EISA requirements for the proposed Aberdeen Training Dining Facility two
(2) infiltration areas are required along with (1) underground detention facility with exfiltration.
While the EISA requirement exceeds that of NC DEQ for water quality, the sizing of these areas
follows the methodology prescribed by the state. The result is a significant reduction in the site's
discharge rate and volume for both the 1- and 10-year storm events having a 24-hour duration. In
similar fashion, the computed rate of discharge from the site is reduced for the 25-year storm
event having a 24-hour duration. R3 The design makes excellent use of the hydraulic conductivity
found both in the region and specific to the site, resulting in a net reduction of the runoff from the
existing site. and
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Woolpert Aberdeen Training DFAC
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Soil Map —Hoke County, North Carolina
DFAC at Aberdeen
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CaB
Candor sand, 1 to 8 percent
slopes
1.1
100.0%
Totals for Area of Interest
1.1
100.0%
USDA Natural Resources Web Soil Survey 5/9/2018
Conservation Service National Cooperative Soil Survey Page 3 of 3

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Saturated Hydraulic Conductivity (Ksat)—Hoke County, North Carolina
Saturated Hydraulic Conductivity (Ksat)
Map unit symbol
Map unit name
Rating (micrometers
per second)
Acres in AOI
Percent of AOI
CaB
Candor sand, 1 to 8
percent slopes
92.0000
1.3
100.0%
Totals for Area of Interest
1.3
100.0%
92 micrometer/sec = 26.07 ft/day
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A "representative" value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits.
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
Component Percent Cutoff. None Specified
Tie -break Rule: Fastest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
Top Depth: 1
Bottom Depth: 60
Units of Measure: Inches
USDA Natural Resources Web Soil Survey 4/18/2018
am Conservation Service National Cooperative Soil Survey Page 3 of 3

Appendix E
Woolpert Aberdeen Training DFAC 14
08 Jan 2020 (Rev 3) Hoke County, North Carolina

8/24/2018
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Fort Bragg, North Carolina, USA*
Latitude: 35.11940, Longitude:-79.36545°
Elevation: 473.22 fr**
source: ESRI Maps wo
**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/hour)1
Average recurrence interval (years)
Duration
1
���
2
5
10
25
50
100
200
500
1000
5.27
6.23
7.25
8.00
8.89
9.52
10.1
.7 10
11.3
11.8
5-min
(4 .80-5.82)
(5.66-6.88)
(6.59-8.00)
(7.26-8.82)
(8.03-9.78)
(8.57-10.5)
(9.06-11.1)
(9.50-11.7)
(10.0-12.4)
(10.4-13.0)
4.21
4.97
5.80
6.40
7.08
7.58
8.04
8.45
8.96
9.32
10-min
(3.83-4.65) 11
(4.53-5.50) 11
(5.27-6.41
(5.80-7.05) 11
(6.40-7.79) 11
(6.83-8.33)
(7.20-8.83)
1 (7.54-9.28)
1 (7.91-9.85)
1 (8.17-10.2)
3.50
4.17
4.89
5.39
5.98
6.40
6.78
7.11
7.52
7.80
15-min
(3.19-3.87)
(3.80-4.61)
(4.45-5.40)
(4.89-5.94)
(5.40-6.58)
(5.76-7.03)
(6.06-7.44)
(6.34-7.81)
(6.64-8.26)
(6.84-8.58)
2.40
2.88
3.47
3.91
4.43
4.82
5.19
5.53
5.98
6.31
30-min
(2.19-2.65)
(2.62-3.18)
(3.16-3.84)
(3.55-4.31)
(4.00-4.88)
(4.34-5.30)
(4.64-5.70)
(4.93-6.08)
(5.28-6.57)
(5.54-6.94)
1.50
F 1.81
7 2.23
7 2.54
7 2.95
7 3.27
3.57
F 3.88
9 4.2
4.61
60-min
(1 .36-1.66)
(1.65-2.00)
(2.03-2.46)
(2.31-2.80)
(2.66-3.25)
(2.94-3.59)
(3.20-3.92)
(3.46-4.26)
(3.79-4.72)
( 4.04-5.07)
0.878
F 1.06
F 1.33
1.53
1.80
2.02
2.23
F 2.44
F 2.73
F 2.96
2-hr
(0.794-0.980)
(0.962-1.19)
(1.20-1.48) 11
(1.38-1.71) 11
(1.62-2.01) 11
(1.80-2.24)
1 (1.98-2.48)
1 (2.15-2.71)
1 (2.38-3.04)
1 (2.56-3.29)
0.618
0.749
0.942
1.09
1.30
1.47
1.64
1.82
2.07
2.28
3-hr
(0.560-0.691)
(0.679-0.837)
(0.852-1.05)
(0.987-1.22)
(1.17-1.45) 11
(1.31-1.63)
1 (1.45-1.82)
1 (1.60-2.02)
1 (1.80-2.30)
(1.95-2.53)
0.370
0.447
0.563
0.655
0.783
0.886
0.993
1.11
1.26
1.39
6-hr
(0.336-0.411)
(0.407-0.496)
(0.511-0.623)
(0.592-0.725)
(0.703-0.864)
(0.790-0.976)
(0.879-1.09)
(0.970-1.22)
1 (1.09-1.39)
1 (1.19-1.53)
0.217
0.263
0.332
0.389
0.467
0.532
0.601
0.673
0.777
0.862
12-hr
(0.197-0.241)
(0.238-0.292)
(0.300-0.369)
(0.350-0.430)
(0.418-0.516)
(0.472-0.586)
(0.528-0.660)
(0.586-0.740)
(0.666-0.854)
(0.728-0.946)
0.128
0.155
0.195
0.227
0.271
0.306
0.342
0.379
0.430
0.471
24-hr
(0.119-0.139)
(0.143-0.168)
(0.181-0.212)
(0.209-0.246)
(0.249-0.293)
(0.281-0.331)
(0.313-0.370)
(0.346-0.410)
(0.391-0.465)
1 (0 .426- 0 . 50 9)
0.075
0.090
0.112
0.130
0.155
0.174
0.194
0.215
0.243
0.266
2-day
(0.069-0.080)
(0.084-0.097)
(0.104-0.121)
(0.121-0.140)
(0.143-0.167)
(0.160-0.188)
(0.178-0.209)
(0.197-0.232)
(0.222-0.263)
1 (0 .24 1 - 0 .28 7)
0.053
0.063
0.079
0.091
0.108
0.122
0.135
0.150
0.169
0.184
3-day
(0.049-0.057)
(0.059-0.068)
(0.074-0.085)
(0.085-0.098)
(0.100-0.116)
(0.112-0.130)
(0.125-0.145)
(0.137-0.161)
(0.154-0.182)
1 (0.168-0.199)
0.042
0.050
0.062
0.072
0.085
0.095
0.106
0.117
0.132
0.144
4-day
(0.039-0.045)
(0.047-0.054)
(0.058-0.066)
(0.067-0.077)
(0.079-0.090)
(0.088-0.102)
(0.098-0.113)
(0.108-0.125)
(0.121-0.141)
1 (0.131-0.154)
0.028
0.033
0.040
0.046
0.054
0.061
0.067
0.074
0.083
0.091
7-day
(0.026-0.030)
(0.031-0.035)
(0.038-0.043)
(0.043-0.049)
(0.050-0.058)
(0.056-0.065)
(0.062-0.072)
(0.068-0.079)
(0.076-0.089)
(0.083-0.097)
0.022
0.026
0.032
0.036
0.042
0.046
0.051
0.055
0.062
0.067
10�1ay
(0.021-0.024)
(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)
(0.057-0.066)
(0.061-0.071)
0.015
0.018
0.021
0.023
0.027
0.030
0.032
0.035
0.039
0.042
20�1ay
(0.014-0.016)
(0.017-0.019)
(0.020-0.022)
(0.022-0.025)
(0.025-0.028)
(0.028-0.031)
(0.030-0.034)
(0.033-0.037)
(0.036-0.041)
(0.039-0.044)
0.012
0.014
0.017
0.019
0.021
0.023
0.025
0.027
0.029
0.031
30�1ay
(0.012-0.013)
(0.014-0.015)
(0.016-0.018)
(0.018-0.020)
(0.020-0.022)
(0.022-0.024)
(0.023-0.026)
(0.025-0.028)
(0.027-0.031)
(0.029-0.033)
0.010
0.012
0.014
0.015
0.017
0.018
0.020
0.021
0.023
0.024
45�1ay
(0.010-0.011)
(0.012-0.013)
(0.013-0.015)
(0.015-0.016)
(0.016-0.018)
(0.017-0.020)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
(0.023-0.026)
0.009
0.011
0.012
0.014
0.015
0.016
0.017
0.018
0.020
0.021
60�1ay
(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)
(0.018-0.021)
(0.019-0.022)
t 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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1194&Ion=-79.3645&data=intensity&units=english&series=pds 1/4

8/24/2018
Precipitation Frequency Data Server
100.000
r
10.000
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1.000
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c
0 001
100.000
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10.000
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a 0.010
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.1194°, Longitude:-79.3645'
A o ui
,� � rn Ln � N rn v to
Duration
0.001 1 1 1 1 1 1 1 1 J
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMTY Fri Aug 24 16:11:02 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
inlerral
(Years)
— 1
2
— 5
10
25
50
ion
200
500
1000
Duration
— 5-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7-day
— 60-min —
10-day
— 2-hr —
20-day
— 3-hr —
30-day
— 6fir —
45-day
— 12-hr —
60-day
- 244hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1194&Ion=-79.3645&data=intensity&units=english&series=pds 2/4

8/24/2018
Precipitation Frequency Data Server
Large scale terrain
Winston-Salem
• • Durham
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NORTH CAROLINA Gr
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arlatte I
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1194&Ion=-79.3645&data=intensity&units=english&series=pds 3/4

8/24/2018
Precipitation Frequency Data Server
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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7/9/2018 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Fort Bragg, North Carolina, USA*14. ''
Latitude: 35.1194', Longitude:-79.3645'
Elevation: 473.22 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)'
Average recurrence interval (years)
Duration
5-min
10-min 11 15-min
30-min
60-min
72-hr]F3-hr]F6-hrPrecipitation 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.
(0.400-0.485)
(0.798-0.968)
(1.09-1.33)
(1.36-1.66)
(1.5
00.439 0.5190.6040.667
(0.472-0.573)
(0.949-1.15)
(1.31-1.59)
(1.65-2.00)
(1.93-2.37)
(0.549-0.667)
(1.11-1.35)
(1.58-1.92)
(2.03-2.46)
(2.40-2.97)
(0.605-0.735)
)()()()(0.638-0.775)(0.755-0.917)(0.879-1.07)(0.967-1.181.07-1.30)(1.14-1.39)(1.20-1.471.26-1.55)(1.32-1.641.36-1.71.95
(1.22-1.49)
(1.77-2.15)
(2.31-2.80)
(2.77-3.42)
0.7410.793
(0.669-0.815)
(1.35-1.65)
(2.00-2.44)
(2.66-3.25)
(3.23-4.02)
(0.714-0.872)
(1.44-1.76)
(2.17-2.65)
(2.94-3.59)
(3.60-4.49)
0.843
(0.755-0.926)
(1.52-1.86)
(2.32-2.85)
(3.20-3.92)
(3.95-4.95 )
0.8890.944
(0.792-0.976)
(1.58-1.95)
(2.47-3.04)
(3.46-4.26)(3.79-4.72)(4.04-5.07)
( 4.89 )
4.31-5.43
(0.834-1.04)
(1.66-2.07)
(2.64-3.29)
( 5.46 )
4.77-6.07
0.986
(0.865-1.09)
(1.71-2.14)
(2.77-3.47)
( 5.92 )
5.12-6.58
1.86
2.25
2.83
3.28
3.91
4.41
4.93
5.47
6.23
6.83
(1.68-2.08)
(2.04-2.51) 11
(2.56-3.16)
11 (2.96-3.66) 11
(3.50-4.35) 11
(3.93-4.91) 11
(4.36-5.47)
(4.80-6.07)
(5.40-6.91)
(5.86-7.59)
2.21
2.68
3.37
3.92
4.69
5.31
5.95
6.62
7.57
8.34
(2.01-2.46)
(2.44-2.97)
(3.06-3.73)
(3.55-4.34)
(4.21-5.17)
(4.73-5.85)
(5.26-6.55)
(5.81-7.28)
(6.55-8.32)
(7.13-9.16)
2.61
3.16
4.00
4.68
5.63
6.41
7.24
8.11
9.36
10.4
(2.37-2.90)
(2.87-3.51)
(3.62-4.44)
(4.22-5.19)
(5.03-6.21)
(5.69-7.06)
(6.36-7.96)
(7.06-8.92)
(8.02-10.3)
(8.77-11.4)
3.07
3.71
4.68
5.45
6.50
7.34
8.20
9.10
10.3
11.3
(2.85-3.33)
(3.44-4.03)
(4.33-5.08)
(5.03-5.90)
(5.98-7.04)
(6.73-7.94)
(7.50-8.87)
(8.30-9.83)
(9.38-11.2)
(10.2-12.2)
3.58
4.31
5.40
6.26
7.43
8.36
9.33
10.3
11.7
12.8
(3.32-3.86)
(4.01-4.65)
11
(5.01-5.82)
(5.80-6.75)
11 11
(6.86-8.00)
11
(7.70-9.01)
(8.56-10.0)
(9.44-11.1)
(10.6-12.6)
(11.6-13.8)
3.79
4.57
5.68
6.57
-7.7-877
-8.7-577
9.74
10.8
12.2
13.3
(3.54-4.08)
(4.26-4.90)
(5.29-6.10)
(6.11-7.04)
(7.21-8.35)
(8.08-9.38)
(8.97-10.5)
(9.88-11.6)
(11.1-13.1)
(12.1-14.3)
4.01
4.82
5.97
6.88
8.14
9.13
10.2
11.2
12.7
13.8
(3.75-4.30)
(4.51-5.16)
(5.58-6.38)
(6.42-7.34)
(7.56-8.69)
(8.46-9.75)
(9.38-10.9)
(10.3-12.0)
(11.6-13.6)
(12.6-14.8)
4.64
5.54
6.78
7.76
9.11
10.2
11.3
12.4
14.0
15.2
(4.33-4.96)
(5.18-5.93)
(6.33-7.25)
(7.23-8.30)
(8.47-9.74)
(9.44-10.9) 11
(10.4-12.1)
(11.5-13.3)
(12.8-15.0)
(13.9-16.3)
5.31
6.32
7.62
8.64
1-0.0-77
11.1
12.2
13.3
14.8
16.0
(5.00-5.65)
(5.95-6.72)
(7.16-8.09)
(8.11-9.17)
(9.37-10.6) 11
(10.4-11.8) 11
(11.3-13.0)
(12.3-14.1)
(13.7-15.8)
(14.7-17.0)
7.14
8.44
10.0
11.2
12.9
14.2
15.5
16.8
18.6
20.0
(6.75-7.57)
(7.98-8.95)
(9.44-10.6)
(10.6-11.9)
(12.1-13.6) 11
(13.3-15.0) 11
(14.5-16.4)
(15.7-17.8)
(17.3-19.8)
(18.5-21.3)
8.87
10.4
12.2
13.5
1-5.3-77
1-6.7-77
18.0
19.4
21.2
22.5
(8.39-9.38)
(9.88-11.1)
(11.5-12.9)
(12.8-14.3)
(14.4-16.2) 11
(15.7-17.6) 11
(16.9-19.1)
(18.1-20.5)
(19.7-22.5)
(21.0-24.0)
11.2
13.2
15.1
16.6
18.5
20.0
21.4
22.8
24.6
26.0
(10.6-11.9)
(12.5-13.9)
(14.3-15.9)
(15.7-17.5)
(17.5-19.5) 11
(18.8-21.1) 11
(20.1-22.6)
(21.4-24.1)
(23.1-26.1)
(24.3-27.6)
13.5
15.7
17.9
19.5
21.6
23.2
24.7
26.2
28.1
29.6
(12.8-14.2)
(14.9-16.6)
(16.9-18.8)
(18.5-20.5)
(20.4-22.7)
(21.9-24.4)
(23.3-26.0)
(24.7-27.6)
(26.4-29.7)
(27.7-31.3)
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PF graphical
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7/9/2018 Precipitation Frequency Data Server
PD5-based depth -duration -frequency (DDF) curves
Latitude: 35.1194 Longitude:-79.3645'
25
e
L 20
4'
a
15
10
a
5
711
E C N A Lb
Duration
30
25
e
4
20
'CL
0 15
CL
10
a
5
711
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, VaIurne 2, Version 3 Created {GMT): Mon Jul 9 19:31:54 2018
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Maps & aerials
Small scale terrain
Average recurrence
inleNal
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— 5-min —
2-day
— 1 D-min —
3-day
1"in —
4-day
— 3D-min —
7-day
— 60-min —
1 D-day
— 2-hr —
20-day
— 3-hr —
30--day
— 6-hr —
45-day
— 12fir —
6D-day
— 2"r
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.1194&Ion=-79.3645&data=depth&units=english&series=pds 2/4

7/9/2018
Precipitation Frequency Data Server
Large scale terrain
Winston-Salem
* . C1UI halll
Greensboro • Rocky Mou
Raleigh
NORTH CAROLINA r
Charlotte I lle
(, Jab
i
U T H C A R O L I N A Wilmington
Ba
100km
Omi
Large scale map
COW ITIN 1 100
A
Large scale aerial
ou
Frei
ick
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1194&Ion=-79.3645&data=depth&units=english&series=pds 3/4

7/9/2018
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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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National Stormwater Calculator Report
Site Description
Fort Bragg - Aberden SOF DFAC
Parameter
Current Scenario
Baseline Scenario
Site Area (acres)
1.5
Hydrologic Soil Group
A
Hydraulic Conductivity (in/hr)
4
Surface Slope (%)
5
Precip. Data Source
RAEFORD
Evap. Data Source
RAEFORD
Climate Change Scenario
None
• Forest
0
• Meadow
0
• Lawn
20
• Desert
0
• Impervious
80
Years Analyzed
15
Ignore Consecutive Wet Days
False
Wet Day Threshold (inches)
0.10
LID Control
Current Scenario
Baseline Scenario
Disconnection
0
Rain Harvesting
0
Rain Gardens
45 / 5
Green Roofs
0
Street Planters
0
Infiltration Basins
55 / 5
Porous Pavement
0
% of impervious area treated / % of treated area used for LID
US EPA National Stormwater Calculator - Release 1.2.0.1 Pagel Of 6

National Stormwater Calculator Report
Summary Results
Fort Bragg - Aberden SOF DFAC
Statistic
Current Scenario
Baseline Scenario
Average Annual Rainfall (inches)
46.42
Average Annual Runoff (inches)
10.24
Days per Year With Rainfall
75.48
Days per Year with Runoff
29.11
Percent of Wet Days Retained
61.43
Smallest Rainfall w/ Runoff (inches)
0.16
Largest Rainfall w/o Runoff (inches)
0.59
Max. Rainfall Retained (inches)
2.38
W
Current Scenario
Annual Rainfall = 46.42 inches
0 RoncH o Innl. o Ei.p.
am
US EPA National Stormwater Calculator - Release 1.2.0.1 Page 2 Of 6

National Stormwater Calculator Report
Fort Bragg - Aberden SOF DFAC
Rainfall! Runoff E ... 1,
R.i.1.11 i R ... E .... d.... Frequency
D.Pth (.—h-)
US EPA National Stormwater Calculator - Release 1.2.0.1 Page 3 Of 6

National Stormwater Calculator Report
Fort Bragg - Aberden SOF DFAC
Rainfall Retention Frequency
`s
aely Rainfall lint aalz.o a,s 5.o y.
Rnnaff Canlribetion by Rainfall Percentile
Daily Rainfall Dep[h (inches)
0.12 0.10 011 m_90 1 045 1 12 nIII21
n
s
1a z9 s9 a9 sa aily Raintal�l Parcm[ilo 'S 5o ss 90 99
US EPA National Stormwater Calculator - Release 1.2.0.1 Page 4 Of 6

National Stormwater Calculator Report
Fort Bragg - Aberden SOF DFAC
Extreme Event Rainfall! Runoff Depth
0 Rainfall t7 Runoff
E
¢,
.........................................
...,..........
d
L
U
C
L
Q
N
a
1
1
.. ........ ...
..............
0
5 14 IS:P 54 100
Extreme Event Peak Rainfall f Runoff
e
I-
c
m
m 3
s
2
1
0
5 10 15 ]0 s0 100
Return Period (years)
US EPA National Stormwater Calculator - Release 1.2.0.1 Page 5 Of 6

National Stormwater Calculator Report
Estimate of Probable Costs
Fort Ela@pi-tabG09tSOF DFAc
LID Control
Current Scenario
Baseline Scenario
Cost Difference
Disconnection
$ - $
Rainwater Harvesting
$ - $
Rain Gardens
$ 17,600 - $ 23,400
Green Roofs
$ - $
Street Planters
$ - $
Infiltration Basins
$ 20,000 - $ 27,300
Permeable Pavement
$ - $
Total
$ 37,600 - $ 50,600
Maintenance Costs
LID Control
Current Scenario
Baseline Scenario
Cost Difference
Disconnection
$ - $
Rainwater Harvesting
$ - $
Rain Gardens
$ 100 - $ 2,400
Green Roofs
$ - $
Street Planters
$ - $
Infiltration Basins
$ 100 - $ 3,200
Permeable Pavement
$ - $
Total
$ 200 - $ 5,600
US EPA National Stormwater Calculator - Release 1.2.0.1 Page 6 Of 6

Appendix F
Woolpert Aberdeen Training DFAC 15
08 Jan 2020 (Rev 3) Hoke County, North Carolina

Project: Fort Bragg - DFAC
Project No: 078530
Location: Aberdeen Training Facility
1 Site Data - North Infiltration
Total Drainage Area (Ac.)
Drainage Area Breakdown (Post)
Pervious
Impervious
2 Runoff Volume Determined by Simple Metho,
Post Development
Runoff Volume
Design Storm
Volume
Designed: GDH
Date: 24-Aug-18 (latest rev)
Printed: 27-Nov-19 (latest)
0.512 AC
Area (AC) C Value Area (SF)
0.164 0.25 7165
0.347 0.98 15123
Rv = 0.05 + 0.0090*1 Rv = Runoff Coefficient
Rv = 0.66067391 1 = Impervious Percentage, (Imperv. Area/Total Area)*100%
1.72 (in) 95th Percentile Storm for Section 438 of EISA
V = 3630 RD*Rv*A V = Volume of Runoff
V = 2110.6 CF RD = Design Storm Runoff Depth
A = Drainage Area (AC)
3 Determine the surface area required for the infiltration system
The required surface area of the infiltration system is computed as:
Af = (WQv)/[(K)(Df)(Tf)]
Where:
Af =
surface area of filter bed, sq. ft.
W95 =
95th Percentile volume, cu ft
2110.6
Df =
Infiltration bed depth, ft
2.5 (used in section 5 table)
Hw =
Max Depth (ft) of water at fin. elev. (try 12" max)
0.95 *or* 11.40 inches
K =
coefficient of permeability, ft/day
1.2 *or* 0.6 inches/hour
Hf =
average height of water above filter bed, ft
0.48
Tf =
design filter bed drain time, days
3 (72 hours typical max for water quality)
Af =
1234.27 Sq Ft (minimum area, not accounting for storage below grade)
1890 Sq Ft (plan area of design)
4 A foremay is not provided for sedimentation reduction since runoff is predominately limited to the roof drain.
5 Determine the stage, storage and infiltration rate relationship
Bot. of Infilt --=
Finish ,,h Grade
Top of Curb
Elevation
Footprint
Area (SF)
Volume (cf)
Elev Head
Stage
Discharge (In
Situ)
Volume (af)
465
1890
0
0
0.0000
0.00000
465.5
1890
378.0
0.5
0.0053
0.00868
466
1890
756.0
1
0.0105
0.01736
466.5
1890
1134.0
1.5
0.0158
0.02603
467
1890
1512.0
2
0.0210
0.03471
467.5
1890
1890.0
2.5
0.0263
0.04339
468
2041
2872.8
3
0.0315
0.06595
468.5
2204
3934.2
3.5
0.0368
0.09032
468.9
2381
4851.3
3.9
0.0409
0.11137
1 Void Ratio in Media = 0.4
2 Volume computation from spreadsheet
3 Media depth = 2.5
G:\DE\Clients\Norfolk A-E 2017\78530 - Ft. Bragg ATF JSOC DFACW.0 Disciplines\1.0 Civil\Eng\Storm Design\ 2019.10.24 Fort Bragg DFAC SWM_WQ calcs.xls]N Infilt- NC

Project: Fort Bragg - DFAC
Project No: 078530
Location: Aberdeen Training Facility
1 Site Data - North Infiltration
Total Drainage Area (Ac.)
Drainage Area Breakdown (Post)
Pervious
Impervious
2 Runoff Volume Determined by Simple Metho,
Post Development
Runoff Volume
Design Storm
Volume
Designed: GDH
Date: 24-Aug-18 (latest rev)
Printed: 27-Nov-19 (latest)
0.512 AC
Area (AC) C Value Area (SF)
0.164 0.25 7165
0.347 0.98 15123
Rv = 0.05 + 0.0090*1 Rv = Runoff Coefficient
Rv = 0.66067391 1 = Impervious Percentage, (Imperv. Area/Total Area)*100%
1.00 (in) As required by NC DEQ for Water Quality
V = 3630 RD*Rv*A V = Volume of Runoff
V = 1227.1 CF RD = Design Storm Runoff Depth
A = Drainage Area (AC)
3 Determine the surface area required for the infiltration system
The required surface area of the infiltration system is computed as:
Af = (WQv)/[(K)(Df)(Tf)]
Where:
Af = surface area of filter bed, sq. ft.
W = water quality volume, cu ft 1227.1
Df = Infiltration bed depth, ft 2.5 (used in section 5 table)
Hw = Max Depth (ft) of water at fin. elev. (try 12" max) 0.95 *or* 11.40 inches
K = coefficient of permeability, ft/day 1.2 *or* 0.6 inches/hour
Hf = average height of water above filter bed, ft 0.48
Tf = design filter bed drain time, days 3 (72 hours typical max for water quality)
Af = 717.60 Sq Ft (minimum area, not accounting for storage below grade)
1890 Sq Ft (plan area of design)
4 A foremay is not provided for sedimentation reduction since runoff is predominately limited to the roof drain.
5 Determine the stage, storage and infiltration rate relationship
Bot. of Infilt --=
Finish ,,h Grade
Top of Curb
Elevation
Footprint
Area (SF)
Volume (cf)
Elev Head
Stage
Discharge (In
Situ)
Volume (af)
465
1890
0
0
0.0000
0.00000
465.5
1890
378.0
0.5
0.0053
0.00868
466
1890
756.0
1
0.0105
0.01736
466.5
1890
1134.0
1.5
0.0158
0.02603
467
1890
1512.0
2
0.0210
0.03471
467.5
1890
1890.0
2.5
0.0263
0.04339
468
2041
2872.8
3
0.0315
0.06595
468.5
2204
3934.2
3.5
0.0368
0.09032
468.9
2381
4851.3
3.9
0.0409
0.11137
1 Void Ratio in Media = 0.4
2 Volume computation from spreadsheet
3 Media depth = 2.5
G:\DE\Clients\Norfolk A-E 2017\78530 - Ft. Bragg ATF JSOC DFACW.0 Disciplines\1.0 Civil\Eng\Storm Devgn\ 2019.10.24 Fort Bragg DFAC SWM_WQ calc-ls]N Infilt- NC

Project: Fort Bragg - DFAC
Project No: 078530
Location: Aberdeen Training Facility
1 Site Data - Northwest Infiltration/Detention Area
Total Drainage Area (Ac.)
Drainage Area Breakdown (Post)
Pervious
Impervious
2 Runoff Volume Determined by Simple Method
Post Development
0.200 AC
Area (AC) C Value Area (SF)
0.065 0.25 2853
0.134 0.98 5847
Designed: GDH
Date: 8-Jan-20 (latest rev)
Printed: 8-Jan-20 (latest)
Runoff Volume Rv = 0.05 + 0.0090*1 Rv = Runoff Coefficient
Rv = 0.654862 1 = Impervious Percentage, (Imperv. Area/Total Area)'100%
Design Storm 1.72 (in) 95th Percentile Storm for Section 438 of EISA
Volume V = 3630 RD'Rv'A V = Volume of Runoff
V = 816.6 CF RD = Design Storm Runoff Depth
A = Drainage Area (AC)
3 Determine the surface area required for the infiltration system
The required surface area of the infiltration system is computed as:
Af = (WQv)/[(K)(Df)(Tf)]
Where:
Af = surface area of filter bed, sq. ft.
W95 = 95th Percentile volume, cu ft 816.6
Df = Infiltration bed depth, ft 1 (used in section 5 table)
Hw = Max Depth (ft) of water at fin. elev. (try 12" max) 0.75 'or' 9.00 inches
K = coefficient of permeability, ft/day 0.4 'or' 0.2 inches/hour
Hf = average height of water above filter bed, ft 0.38
Tf = design filter bed drain time, days 3 (72 hours typical max for water quality)
Af = 1814.70 Sq Ft (minimum area, not accounting for storage below grade)
300 Sq Ft (plan area of design)
4 A foremay is not provided for sedimentation reduction since runoff is predominately limited to the roof drain.
5 Determine the stage, storage and infiltration rate relationship
Bot. of Infilt --:
Finish 15h Grade --:
Rim Elevation -
Top of Flume -
Elevation
Footprint
Area (SF)
Volume (cf)
Elev Head
Stage
Discharge
n Situ
Volume (af)
465.5
300
0
0
0.0000
0.0050000
465.7
300
24.0
0.2
0.0003
0.0005510
465.9
300
48.0
0.4
0.0006
0.0011019
466.1
300
72.0
0.6
0.0008
0.0016529
466.3
300
96.0
0.8
0.0011
0.0022039
466.5
300
120.0
1
0.0014
0.0027548
467
324
276.0
1.5
0.0021
0.0063361
467.25
350
360.2
1.75
0.0024
0.0082700
467.65
378
505.8
2.15
0.0030
0.0116117
1 Vold Ratio in Media = JA
2 Volume computation from spreadsheet
3 Media depth = 1
G:\DEICIients\Norfolk A-E 2017W8530- Ft. Bragg ATF JSOC DFAC\4.0 Disciplines\1.0 Civil\Eng\Storm Design\[2019.12.30 Fort Bragg DFAC SWIM WO caics.xis]W-S Inflt- NC
Deficit
456.4

Project: Fort Bragg - DFAC
Project No: 078530
Location: Aberdeen Training Facility
1 Site Data - Northwest Infiltration/Detention Area
Total Drainage Area (Ac.)
Drainage Area Breakdown (Post)
Pervious
Impervious
2 Runoff Volume Determined by Simple Method
Post Development
0.200 AC
Area (AC) C Value Area (SF)
0.065 0.25 2853
0.134 0.98 5847
Designed: GDH
Date: 8-Jan-20 (latest rev)
Printed: 8-Jan-20 (latest)
Runoff Volume Rv = 0.05 + 0.0090*1 Rv = Runoff Coefficient
Rv = 0.654862 1 = Impervious Percentage, (Imperv. Area/Total Area)'100%
Design Storm 1.00 (in) As required by NC DEQ for Water Quality
Volume V = 3630 RD'Rv'A V = Volume of Runoff
V = 474.8 CF RD = Design Storm Runoff Depth
A = Drainage Area (AC)
3 Determine the surface area required for the infiltration system
The required surface area of the infiltration system is computed as:
Af = (WQv)/[(K)(Df)(Tf)]
Where:
Af = surface area of filter bed, sq. ft.
W = water quality volume, cu ft 474.8
Df = Infiltration bed depth, ft 1 (used in section 5 table)
Hw = Max Depth (ft) of water at fin. elev. (try 12" max) 0.75 'or' 9.00 inches
K = coefficient of permeability, ft/day 0.4 'or' 0.2 inches/hour
Hf = average height of water above filter bed, ft 0.38
Tf = design filter bed drain time, days 3 (72 hours typical max for water quality)
Af = 1055.06 Sq Ft (minimum area, not accounting for storage below grade)
300 Sq Ft (plan area of design)
4 A foremay is not provided for sedimentation reduction since runoff is predominately limited to the roof drain.
5 Determine the stage, storage and infiltration rate relationship
Bot. of Infilt ---
Finish 15h Grade -
Rim Elevation ---
Top of Flume ---
Elevation
Footprint
Area (SF)
Volume (cf)
Elev Head
Stage
Discharge
n Situ
Volume (af)
465.5
300
0
0
0.0000
0.0000000
465.7
300
24.0
0.2
0.0003
0.0005510
465.9
300
48.0
0.4
0.0006
0.0011019
466.1
300
72.0
0.6
0.0008
0.0016529
466.3
300
96.0
0.8
0.0011
0.0022039
466.5
300
120.0
1
0.0014
0.0027548
324
276.0
1.5
0.0021
0.0063361
W
350
360.2
1.75
0.0024
378
sn s R
2.15
- - - - -
0.0116117
1 Vold Ratio in Media = JA
2 Volume computation from spreadsheet
3 Media depth = 1
G:\DEICIients\Norfolk A-E 2017W8530- Ft. Bragg ATF JSOC DFAC\4.0 Disciplines\1.0 Civil\Eng\Storm Design\[2019.12.30 Fort Bragg DFAC SWIM WO caics.xis]W-S Inflt- NC
Deficit
114.5

Project: Fort Bragg - DFAC
Project No: 078530
Location: Aberdeen Training Facility
1 Site Data -West and Southerly to Underground Detention
Designed: GDH
Date: 30-Dec-19 (latest rev)
Printed: 8-Jan-20 (latest)
Total Drainage Area (Ac.) 0.362 AC
Drainage Area Breakdown (Post)
Area (AC) C Value
Area (SF)
Pervious 0.189 0.25
8254
Impervious 0.173 0.98
7533
2 Runoff Volume Determined by Simple Method
Deficit from NW Corner infiltration
Volume Req'd 816.6
Volume Provided 360.2
Deficit to be included in UG Detention 456.4
Post Development for W-S Infiltration
Runoff Volume Rv = 0.05 + 0.0090*1
Rv = Runoff Coefficient
Rv = 0.479448
1 = Impervious Percentage, (Imperv. Area/Total Area)*100
Design Storm 1.72 (in)
95th Percentile Storm for Section 438 of EISA
Volume V = 3630 RD*Rv*A + Deficit
V = Volume of Runoff
V = 1541.3 CF
RD = Design Storm Runoff Depth
A = Drainage Area (AC)
3 Determine the surface area required for the infiltration system
The required surface area of the infiltration system is computed as:
At = ( °ov)/[(K)(Df)(Tf)J7
Where:
Af = surface area of filter bed, sq. ft.
W95 = 95th Percentile volume, cu ft
1541.3 Including deficit
Df = Infiltration bed depth, ft, under pipe
1 (used in section 5 table)
Hw = Height of Pipe for Infilt Volume
1.85 See Pipe Volume Calcs
K = coefficient of permeability, ft/day
1.2 *or* 0.6 inches/hour
Hf = average height of water above filter bed, ft
0.93 Set at 1/2 pipe diameter
Tf = design filter bed drain time, days
3 (72 hours typical max for water quality)
Af = 462.84 Sq Ft (minimum area, not accounting for storage below grade)
1100 Sq Ft (plan area of design)
4 A foremay is not provided for sedimentation reduction since runoff is predominately limited to the roof drain.
5 Determine the stage, storage and infiltration rate relationship
Bot. of Infilt ---
Bot of Pipe -=
Top of Pipe ---
Elevation
Footprint
Area SF
( )
Volume (cf)
Elev Head
Stage
Discharge
In Situ
Volume
a
( f)
464
1100
0
0
0.0000
0.00000
464.5
1100
220.0
0.5
0.0076
0.00505
465
1100
440.0
1
0.0153
0.01010
465.5
1100
753.1
1.5
0.0229
0.01729
466
1100
1127.1
2
0.0306
0.02587
466.5
1100
1523.8
2.5
0.0382
0.03498
467
1188
1920.5
3
0.0458
0.04409
467.5
1283
2295.3
3.5
0.0535
0.05269
468
1386
2608.5
4
0.0611
0.05988
1 void Katio In Media = JA
2 Volume computation from spreadsheet for UG detention volume
6 Determine the elevation for the water quality volume for EISA to include deficit of 456 CF from NW (must be below elevation 467.50)
Volume Required: 1997.64 CF 0.0459 Ac Ft
Volume Provided: 2032.97 CF Control Elevation: 467.15
G:\DE\Clients\Norfoik A-E 2017\78530 -Ft. Bragg ATF JSOC DFAC`A.0 Disciplines\1.0 Civil\Eng\Storm Design\f2019.12.30 Fort Bragg DFAC SWM_WQ caics.xis]W-S Inflt - NC

Project: Fort Bragg - DFAC
Project No: 078530
Location: Aberdeen Training Facility
1 Site Data - West and Southerly to Underground Detention
Total Drainage Area (Ac.)
Drainage Area Breakdown (Post)
Pervious
Impervious
2 Runoff Volume Determined by Simple Method
Deficit from NW Corner infiltration
Volume Req'd
Volume Provided
0.362 AC
Area (AC) C Value Area (SF)
0.189 0.25 8254
0.173 0.98 7533
816.6
360.2
Deficit to be included in UG Detention 456.4
Post Development for W-S Infiltration
Runoff Volume Rv = 0.05 + 0.0090*1
Rv = 0.479448
Design Storm 1.00 (in)
Volume V = 3630 Ro*Rv*A+ Deficit
V = 1087.1 CF
3 Determine the surface area required for the infiltration system
The required surface area of the infiltration system is computed as:
Af = (WQv)/[(K)(Df)(Tf)]
Where:
Designed: GDH
Date: 30-Dec-19 (latest rev)
Printed: 8-Jan-20 (latest)
Rv = Runoff Coefficient
I = Impervious Percentage, (Imperv. Area/Total Area)*100%
As required by NIC DEQ for Water Quality
V = Volume of Runoff
Ro = Design Storm Runoff Depth
A = Drainage Area (AC)
Af =
surface area of filter bed, sq. ft.
W =
water quality volume, cu ft
1087.1 Including deficit
Df =
Infiltration bed depth, ft, under pipe
1 (used in section 5 table)
Hw =
Height of Pipe for Infilt Volume
1.85 See Pipe Volume Calcs
K =
coefficient of permeability, ft/day
1.2 *or* 0.6 inches/hour
Hf =
average height of water above filter bed, ft
0.93 Set at 1/2 pipe diameter
Tf =
design filter bed drain time, days
3 (72 hours typical max for water quality)
Af =
326.46 Sq Ft (minimum area, not accounting for storage below grade)
1100 Sq Ft (plan area of design)
4 A foremay is not provided for sedimentation reduction since runoff is predominately limited to the roof drain.
5 Determine the stage, storage and infiltration rate relationship
eI.7marminim
Bot of Pipe ---
Top of Pipe ---
Elevation
Footprint
Area SF
( )
Volume (cf)
Elev Head
Stage
Discharge
In Situ
Volume
a
464
1100
0
0
0.0000
0.00000
464.5
1100
220.0
0.5
0.0076
0.00505
465
1100
440.0
1
0.0153
0.01010
465.5
1100
753.1
1.5
0.0229
0.01729
466
1100
1127.1
2
0.0306
0.02587
466.5
1100
1523.8
2.5
0.0382
0.03498
467
1188
1920.5
3
1 0.0458
0.04409
467.5
1283
2295.3
3.5
0.0535
0.05269
468
1386
2608.5
4
0.0611
0.05988
i voia Katlo In IVIema = U.4
2 Volume computation from spreadsheet for UG detention volume
G:\DEICIients\Norfolk A-E 2017\78530- Ft. Bragg AT JSOC DFACW.0 Disciplines\1.0 Civil\Eng\Storm Design\ 2019.12.30 Fort Bragg DFAC SVMA_WO calcs.xls]W-S Infilt- NC

Appendix G
Woolpert Aberdeen Training DFAC 16
08 Jan 2020 (Rev 3) Hoke County, North Carolina

Fort Bragg
Aberdeen Training DFAC
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Fort Bragg DFAC Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
EXISTING CONDITI Tc Calcs ........................... 3.01
NORTH INFILT.... Tc Calcs ........................... 3.03
TO NW........... Tc Calcs ........................... 3.05
TO UG........... Tc Calcs ........................... 3.07
********************** CN CALCULATIONS *********************
EXISTING CONDITI Runoff CN-Area ..................... 4.01
NORTH INFILT.... Runoff CN-Area ..................... 4.02
TO NW........... Runoff CN-Area ..................... 4.03
TO UG........... Runoff CN-Area ..................... 4.04
*********************** TIME VS.ELEV ***********************
N INFILT OUT 1 Time-Elev ............................
5.01
N INFILT OUT 95
Time-Elev ...........................
5.07
NW INFILT......
1Time-Elev ..........................
5.10
NW INFILT.......
95 Time-Elev .......................
5.14
UG DETENTION....
95 Time-Elev .......................
5.18
***********************
POND VOLUMES ***********************
N INFILT........
Vol: Elev-Volume ...................
6.01
NW INFILT.......
Vol: Elev-Volume ...................
6.02
UG DETENTION....
Vol: Elev-Volume ...................
6.03
********************
OUTLET STRUCTURES *********************
Interconnect....
Outlet Input Data ..................
7.01
N Overflow......
Outlet Input Data ..................
7.04
North Infilt....
Outlet Input Data ..................
7.07
Northwest Infilt
Outlet Input Data ..................
7.09
SW Overflow.....
Outlet Input Data ..................
7.11
UG Exfilt.......
Outlet Input Data ..................
7.14

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07
BRAGG DFAC.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Fort Bragg DFAC
Total
Depth
Rainfall
Return Event
in
Type
1
3.0700
Synthetic
Curve
10
5.4500
Synthetic
Curve
25
6.5000
Synthetic
Curve
95
1.7200
Synthetic
Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0500
hrs
Output Time Step =
.0500
hrs
ICPM Ending Time =
-------------------------------
35.0000
hrs
UMMON
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
*Node=Outfall; +Node=Diversion;)
(Trun=
HYG
Truncation: Blank=None;
L=Left;
R=Rt;
LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
cfs
ft ac-ft
*EXISTING
JCT
1
.072
12.0000
1.1C
*EXISTING
JCT
10
.220
12.0000
3.62
*EXISTING
JCT
25
.296
12.0000
4.86
*EXISTING
JCT
95
.015
12.0500
.14
EXISTING
CONDITI
AREA
1
.072
12.0000
1.1C
EXISTING
CONDITI
AREA
10
.220
12.0000
3.62
EXISTING
CONDITI
AREA
25
.296
12.0000
4.86
EXISTING
CONDITI
AREA
95
.015
12.0500
.14

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07
BRAGG DFAC.PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = .0500 hrs
Output Time Step = .0500 hrs
ICPM Ending Time = 35.0000 hrs
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
cfs
ft
ac-ft
N INFILT IN
POND
1
.061
12.0000
1.00
N INFILT IN
POND
10
.149
12.0000
2.4C
N INFILT IN
POND
25
.190
12.0000
3.04
N INFILT IN
POND
95
.020
12.0000
.31
+N INFILT OUT
POND
1
.056
13.4000
.02
467.37
.041
+N INFILT OUT
POND
10
.144
12.6500
.22
468.48
.089
+N INFILT OUT
POND
25
.185
12.1500
1.37
468.57
.094
+N INFILT OUT
POND
95
.015
13.5000
.01
465.76
.013
NORTH INFILT
AREA
1
.061
12.0000
1.0C
NORTH INFILT
AREA
10
.149
12.0000
2.40
NORTH INFILT
AREA
25
.190
12.0000
3.04
NORTH INFILT
AREA
95
.020
12.0000
.31
*NORTH OVERFLOW
JCT
1
.000
.0500
.00
*NORTH OVERFLOW
JCT
10
.025
12.6500
.18
*NORTH OVERFLOW
JCT
25
.063
12.1500
1.33
*NORTH OVERFLOW
JCT
95
.000
.0500
.00
NW INFILT
POND
1
.024
12.0000
.39
NW INFILT
POND
10
.058
12.0000
.93
NW INFILT
POND
25
.074
12.0000
1.18
NW INFILT
POND
95
.008
12.0000
.12

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07
BRAGG DFAC.PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = .0500 hrs
Output Time Step = .0500 hrs
ICPM Ending Time = 35.0000 hrs
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
ac-ft Trun
hrs
cfs
ft
ac-ft
+NW
INFILT
OUT
POND
1
.018
12.1500
.21
467.28
.009
+NW
INFILT
OUT
POND
10
.055
12.0500
.86
467.51
.010
+NW
INFILT
OUT
POND
25
.076
12.0500
1.10
467.65
.012
+NW
INFILT
OUT
POND
95
.004
.0500
.00
466.94
.006
*SW
INFILT
JCT
1
.095
13.9500
.05
*SW
INFILT
JCT
10
.199
12.2500
.09
*SW
INFILT
JCT
25
.206
12.1000
.1C
*SW
INFILT
JCT
95
.024
13.1500
.01
*SW
OVERFLOW
JCT
1
.000
.0500
.00
*SW
OVERFLOW
JCT
10
.038
12.2500
.37
*SW
OVERFLOW
JCT
25
.079
12.1500
1.12
*SW
OVERFLOW
JCT
95
.00C
.0500
.00
TO
NW
AREA
1
.024
12.0000
.39
TO
NW
AREA
10
.058
12.0000
.93
TO
NW
AREA
25
.074
12.0000
1.18
TO
NW
AREA
95
.008
12.0000
.12
TO
UG
AREA
1
.026
12.0000
.4C
TO
UG
AREA
10
.077
12.0000
1.26
TO
UG
AREA
25
.103
12.000C
1.69
TO
UG
AREA
95
.006
12.0500
.06
UG
DETENTION
POND
1
.039
12.1000
.48
UG
DETENTION
POND
10
.127
12.0000
2.09
UG
DETENTION
POND
25
.174
12.0000
2.75
UG
DETENTION
POND
95
.006
12.0500
.06
+UG
DETENTION
OUT
POND
1
.035
13.2000
.02
465.71
.021
+UG
DETENTION
OUT
POND
10
.114 R
12.2500
.43
467.51
.053
+UG
DETENTION
OUT
POND
25
.158 R
12.1500
1.18
467.80
.057
+UG
DETENTION
OUT
POND
95
.005
13.4500
.00
464.25
.003

Type.... Design Storms Page 2.01
Name.... Fort Bragg DFAC
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\
Title... Project Date: 9/4/2018
Project Engineer: harnish
Project Title: Fort Bragg DFAC
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Fort Bragg DFAC
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0700 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.4500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 95
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 95 yr
Total Rainfall Depth= 1.7200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs

Type.... Tc Calcs
Name.... EXISTING CONDITI
Page 3.01
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
Type.... Tc Calcs
Name.... EXISTING CONDITI
------------------------
Total Tc: .1670 hrs
------------------------
Page 3.02
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration

Type.... Tc Calcs
Name.... NORTH INFILT
Page 3.03
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
Type.... Tc Calcs
Name.... NORTH INFILT
------------------------
Total Tc: .1670 hrs
------------------------
Page 3.04
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration

Type.... Tc Calcs
Name.... TO NW
Page 3.05
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
Type.... Tc Calcs
Name.... TO NW
------------------------
Total Tc: .1670 hrs
------------------------
Page 3.06
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration

Type.... Tc Calcs
Name.... TO UG
Page 3.07
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
Type.... Tc Calcs
Name.... TO UG
------------------------
Total Tc: .1670 hrs
------------------------
Page 3.08
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration

Type.... Runoff CN-Area
Name.... EXISTING CONDITI
Page 4.01
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Pervious 49 .601 49.00
Impervious 98 .473 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.074 70.58 (71)
...........................................................................
...........................................................................
Type.... Runoff CN-Area
Name.... NORTH INFILT
Page 4.02
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Pervious 49 .164 49.00
Impervious 98 .347 98.00
COMPOSITE AREA & WEIGHTED CN ---> .512 82.25 (82)
...........................................................................
...........................................................................

Type.... Runoff CN-Area
Name.... TO NW
Page 4.03
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Pervious 49 .065 49.00
Impervious 98 .134 98.00
COMPOSITE AREA & WEIGHTED CN ---> .199 81.99 (82)
...........................................................................
...........................................................................
Type.... Runoff CN-Area
Name.... TO UG
Page 4.04
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Pervious 49 .189 49.00
Impervious 98 .173 98.00
COMPOSITE AREA & WEIGHTED CN ---> .362 72.42 (72)
...........................................................................
...........................................................................

Type.... Time-Elev Page 5.01
Name.... N INFILT OUT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
9.2000
465.00
465.00
465.00
465.00
465.00
9.4500
465.00
465.00
465.00
465.00
465.00
9.7000
465.00
465.01
465.01
465.01
465.01
9.9500
465.01
465.01
465.01
465.01
465.01
10.2000
465.02
465.02
465.02
465.02
465.02
10.4500
465.03
465.03
465.03
465.03
465.04
10.7000
465.04
465.04
465.05
465.05
465.05
10.9500
465.06
465.06
465.07
465.07
465.08
11.2000
465.09
465.09
465.10
465.11
465.12
11.4500
465.13
465.14
465.15
465.16
465.19
11.7000
465.22
465.27
465.34
465.44
465.58
11.9500
465.78
466.01
466.23
466.43
466.56
12.2000
466.65
466.71
466.76
466.80
466.83
12.4500
466.86
466.89
466.92
466.94
466.96
12.7000
466.98
466.99
467.01
467.03
467.04
12.9500
467.06
467.07
467.08
467.09
467.11
13.2000
467.12
467.13
467.14
467.15
467.16
13.4500
467.17
467.17
467.18
467.19
467.20
13.7000
467.20
467.21
467.22
467.22
467.23
13.9500
467.24
467.24
467.25
467.25
467.26
14.2000
467.26
467.27
467.27
467.27
467.28
14.4500
467.28
467.29
467.29
467.29
467.30
14.7000
467.30
467.31
467.31
467.31
467.31
14.9500
467.32
467.32
467.32
467.33
467.33
15.2000
467.33
467.33
467.34
467.34
467.34
15.4500
467.34
467.34
467.35
467.35
467.35
15.7000
467.35
467.35
467.35
467.36
467.36
15.9500
467.36
467.36
467.36
467.36
467.36
16.2000
467.36
467.36
467.36
467.36
467.36
16.4500
467.36
467.37
467.37
467.37
467.37
16.7000
467.37
467.37
467.37
467.37
467.37
16.9500
467.37
467.37
467.37
467.37
467.37
17.2000
467.37
467.37
467.37
467.37
467.37
17.4500
467.37
467.37
467.37
467.37
467.37
17.7000
467.37
467.36
467.36
467.36
467.36
17.9500
467.36
467.36
467.36
467.36
467.36
18.2000
467.36
467.36
467.36
467.36
467.36
18.4500
467.36
467.35
467.35
467.35
467.35
18.7000
467.35
467.35
467.35
467.35
467.35
18.9500
467.35
467.34
467.34
467.34
467.34
19.2000
467.34
467.34
467.34
467.33
467.33
19.4500
467.33
467.33
467.33
467.33
467.33
19.7000
467.32
467.32
467.32
467.32
467.32

Type.... Time-Elev Page 5.02
Name.... N INFILT OUT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
19.9500
467.31
467.31
467.31
467.31
467.31
20.2000
467.31
467.30
467.30
467.30
467.30
20.4500
467.30
467.29
467.29
467.29
467.29
20.7000
467.29
467.28
467.28
467.28
467.28
20.9500
467.28
467.27
467.27
467.27
467.27
21.2000
467.27
467.26
467.26
467.26
467.26
21.4500
467.26
467.25
467.25
467.25
467.25
21.7000
467.25
467.24
467.24
467.24
467.24
21.9500
467.24
467.23
467.23
467.23
467.23
22.2000
467.23
467.22
467.22
467.22
467.22
22.4500
467.22
467.21
467.21
467.21
467.21
22.7000
467.21
467.20
467.20
467.20
467.20
22.9500
467.20
467.19
467.19
467.19
467.19
23.2000
467.19
467.18
467.18
467.18
467.18
23.4500
467.17
467.17
467.17
467.17
467.17
23.7000
467.16
467.16
467.16
467.16
467.16
23.9500
467.15
467.15
467.15
467.15
467.14
24.2000
467.14
467.13
467.13
467.12
467.12
24.4500
467.11
467.11
467.10
467.10
467.09
24.7000
467.09
467.08
467.08
467.07
467.07
24.9500
467.06
467.06
467.05
467.05
467.04
25.2000
467.03
467.03
467.02
467.02
467.01
25.4500
467.01
467.00
467.00
466.99
466.99
25.7000
466.98
466.98
466.97
466.97
466.96
25.9500
466.96
466.96
466.95
466.95
466.94
26.2000
466.94
466.93
466.93
466.92
466.92
26.4500
466.91
466.91
466.90
466.90
466.89
26.7000
466.89
466.88
466.88
466.87
466.87
26.9500
466.86
466.86
466.86
466.85
466.85
27.2000
466.84
466.84
466.83
466.83
466.82
27.4500
466.82
466.81
466.81
466.80
466.80
27.7000
466.80
466.79
466.79
466.78
466.78
27.9500
466.77
466.77
466.76
466.76
466.76
28.2000
466.75
466.75
466.74
466.74
466.73
28.4500
466.73
466.73
466.72
466.72
466.71
28.7000
466.71
466.70
466.70
466.70
466.69
28.9500
466.69
466.68
466.68
466.67
466.67
29.2000
466.67
466.66
466.66
466.65
466.65
29.4500
466.65
466.64
466.64
466.63
466.63
29.7000
466.62
466.62
466.62
466.61
466.61
29.9500
466.60
466.60
466.60
466.59
466.59
30.2000
466.58
466.58
466.58
466.57
466.57
30.4500
466.56
466.56
466.56
466.55
466.55
30.7000
466.55
466.54
466.54
466.53
466.53

Type.... Time-Elev Page 5.03
Name.... N INFILT OUT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
30.9500
466.53
466.52
466.52
466.51
466.51
31.2000
466.51
466.50
466.50
466.50
466.49
31.4500
466.49
466.48
466.48
466.48
466.47
31.7000
466.47
466.47
466.46
466.46
466.45
31.9500
466.45
466.45
466.44
466.44
466.44
32.2000
466.43
466.43
466.43
466.42
466.42
32.4500
466.42
466.41
466.41
466.40
466.40
32.7000
466.40
466.39
466.39
466.39
466.38
32.9500
466.38
466.38
466.37
466.37
466.37
33.2000
466.36
466.36
466.36
466.35
466.35
33.4500
466.35
466.34
466.34
466.34
466.33
33.7000
466.33
466.33
466.32
466.32
466.32
33.9500
466.31
466.31
466.31
466.30
466.30
34.2000
466.30
466.29
466.29
466.29
466.28
34.4500
466.28
466.28
466.27
466.27
466.27
34.7000
466.26
466.26
466.26
466.25
466.25
34.9500
466.25
466.25
466.24
466.24
466.24
35.2000
466.23
466.23
466.23
466.22
466.22
35.4500
466.22
466.21
466.21
466.21
466.21
35.7000
466.20
466.20
466.20
466.19
466.19
35.9500
466.19
466.18
466.18
466.18
466.18
36.2000
466.17
466.17
466.17
466.16
466.16
36.4500
466.16
466.16
466.15
466.15
466.15
36.7000
466.14
466.14
466.14
466.14
466.13
36.9500
466.13
466.13
466.12
466.12
466.12
37.2000
466.12
466.11
466.11
466.11
466.10
37.4500
466.10
466.10
466.10
466.09
466.09
37.7000
466.09
466.09
466.08
466.08
466.08
37.9500
466.07
466.07
466.07
466.07
466.06
38.2000
466.06
466.06
466.06
466.05
466.05
38.4500
466.05
466.05
466.04
466.04
466.04
38.7000
466.03
466.03
466.03
466.03
466.02
38.9500
466.02
466.02
466.02
466.01
466.01
39.2000
466.01
466.01
466.00
466.00
466.00
39.4500
466.00
465.99
465.99
465.99
465.99
39.7000
465.98
465.98
465.98
465.98
465.97
39.9500
465.97
465.97
465.97
465.96
465.96
40.2000
465.96
465.96
465.96
465.95
465.95
40.4500
465.95
465.95
465.94
465.94
465.94
40.7000
465.94
465.93
465.93
465.93
465.93
40.9500
465.92
465.92
465.92
465.92
465.92
41.2000
465.91
465.91
465.91
465.91
465.90
41.4500
465.90
465.90
465.90
465.89
465.89
41.7000
465.89
465.89
465.89
465.88
465.88

Type.... Time-Elev Page 5.04
Name.... N INFILT OUT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
41.9500
465.88
465.88
465.88
465.87
465.87
42.2000
465.87
465.87
465.86
465.86
465.86
42.4500
465.86
465.86
465.85
465.85
465.85
42.7000
465.85
465.84
465.84
465.84
465.84
42.9500
465.84
465.83
465.83
465.83
465.83
43.2000
465.83
465.82
465.82
465.82
465.82
43.4500
465.82
465.81
465.81
465.81
465.81
43.7000
465.81
465.80
465.80
465.80
465.80
43.9500
465.80
465.79
465.79
465.79
465.79
44.2000
465.79
465.78
465.78
465.78
465.78
44.4500
465.78
465.77
465.77
465.77
465.77
44.7000
465.77
465.76
465.76
465.76
465.76
44.9500
465.76
465.75
465.75
465.75
465.75
45.2000
465.75
465.75
465.74
465.74
465.74
45.4500
465.74
465.74
465.73
465.73
465.73
45.7000
465.73
465.73
465.73
465.72
465.72
45.9500
465.72
465.72
465.72
465.71
465.71
46.2000
465.71
465.71
465.71
465.71
465.70
46.4500
465.70
465.70
465.70
465.70
465.69
46.7000
465.69
465.69
465.69
465.69
465.69
46.9500
465.68
465.68
465.68
465.68
465.68
47.2000
465.68
465.67
465.67
465.67
465.67
47.4500
465.67
465.67
465.66
465.66
465.66
47.7000
465.66
465.66
465.66
465.65
465.65
47.9500
465.65
465.65
465.65
465.65
465.64
48.2000
465.64
465.64
465.64
465.64
465.64
48.4500
465.63
465.63
465.63
465.63
465.63
48.7000
465.63
465.63
465.62
465.62
465.62
48.9500
465.62
465.62
465.62
465.61
465.61
49.2000
465.61
465.61
465.61
465.61
465.61
49.4500
465.60
465.60
465.60
465.60
465.60
49.7000
465.60
465.59
465.59
465.59
465.59
49.9500
465.59
465.59
465.59
465.58
465.58
50.2000
465.58
465.58
465.58
465.58
465.58
50.4500
465.57
465.57
465.57
465.57
465.57
50.7000
465.57
465.57
465.56
465.56
465.56
50.9500
465.56
465.56
465.56
465.56
465.55
51.2000
465.55
465.55
465.55
465.55
465.55
51.4500
465.55
465.54
465.54
465.54
465.54
51.7000
465.54
465.54
465.54
465.53
465.53
51.9500
465.53
465.53
465.53
465.53
465.53
52.2000
465.53
465.52
465.52
465.52
465.52
52.4500
465.52
465.52
465.52
465.52
465.51
52.7000
465.51
465.51
465.51
465.51
465.51

Type.... Time-Elev Page 5.05
Name.... N INFILT OUT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
52.9500
465.51
465.50
465.50
465.50
465.50
53.2000
465.50
465.50
465.50
465.50
465.49
53.4500
465.49
465.49
465.49
465.49
465.49
53.7000
465.49
465.49
465.48
465.48
465.48
53.9500
465.48
465.48
465.48
465.48
465.48
54.2000
465.48
465.47
465.47
465.47
465.47
54.4500
465.47
465.47
465.47
465.47
465.46
54.7000
465.46
465.46
465.46
465.46
465.46
54.9500
465.46
465.46
465.46
465.45
465.45
55.2000
465.45
465.45
465.45
465.45
465.45
55.4500
465.45
465.44
465.44
465.44
465.44
55.7000
465.44
465.44
465.44
465.44
465.44
55.9500
465.44
465.43
465.43
465.43
465.43
56.2000
465.43
465.43
465.43
465.43
465.43
56.4500
465.42
465.42
465.42
465.42
465.42
56.7000
465.42
465.42
465.42
465.42
465.41
56.9500
465.41
465.41
465.41
465.41
465.41
57.2000
465.41
465.41
465.41
465.41
465.40
57.4500
465.40
465.40
465.40
465.40
465.40
57.7000
465.40
465.40
465.40
465.40
465.39
57.9500
465.39
465.39
465.39
465.39
465.39
58.2000
465.39
465.39
465.39
465.39
465.38
58.4500
465.38
465.38
465.38
465.38
465.38
58.7000
465.38
465.38
465.38
465.38
465.37
58.9500
465.37
465.37
465.37
465.37
465.37
59.2000
465.37
465.37
465.37
465.37
465.37
59.4500
465.36
465.36
465.36
465.36
465.36
59.7000
465.36
465.36
465.36
465.36
465.36
59.9500
465.36
465.35
465.35
465.35
465.35
60.2000
465.35
465.35
465.35
465.35
465.35
60.4500
465.35
465.35
465.34
465.34
465.34
60.7000
465.34
465.34
465.34
465.34
465.34
60.9500
465.34
465.34
465.34
465.34
465.33
61.2000
465.33
465.33
465.33
465.33
465.33
61.4500
465.33
465.33
465.33
465.33
465.33
61.7000
465.33
465.32
465.32
465.32
465.32
61.9500
465.32
465.32
465.32
465.32
465.32
62.2000
465.32
465.32
465.32
465.31
465.31
62.4500
465.31
465.31
465.31
465.31
465.31
62.7000
465.31
465.31
465.31
465.31
465.31
62.9500
465.31
465.30
465.30
465.30
465.30
63.2000
465.30
465.30
465.30
465.30
465.30
63.4500
465.30
465.30
465.30
465.30
465.29
63.7000
465.29
465.29
465.29
465.29
465.29
63.9500
465.29
465.29
465.29
465.29
465.29
64.2000
465.29
465.29
465.29
465.28
465.28
64.4500
465.28
465.28

Type.... Time-Elev Page 5.07
Name.... N INFILT OUT Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
11.4000
465.00
465.00
465.00
465.00
465.00
11.6500
465.00
465.01
465.02
465.03
465.05
11.9000
465.09
465.14
465.21
465.28
465.35
12.1500
465.39
465.42
465.44
465.46
465.48
12.4000
465.49
465.50
465.51
465.52
465.53
12.6500
465.54
465.55
465.55
465.56
465.57
12.9000
465.57
465.58
465.59
465.59
465.60
13.1500
465.60
465.61
465.61
465.61
465.62
13.4000
465.62
465.63
465.63
465.64
465.64
13.6500
465.64
465.65
465.65
465.65
465.65
13.9000
465.66
465.66
465.66
465.67
465.67
14.1500
465.67
465.67
465.68
465.68
465.68
14.4000
465.68
465.68
465.69
465.69
465.69
14.6500
465.69
465.69
465.70
465.70
465.70
14.9000
465.70
465.70
465.71
465.71
465.71
15.1500
465.71
465.71
465.71
465.72
465.72
15.4000
465.72
465.72
465.72
465.72
465.72
15.6500
465.72
465.73
465.73
465.73
465.73
15.9000
465.73
465.73
465.73
465.73
465.73
16.1500
465.73
465.74
465.74
465.74
465.74
16.4000
465.74
465.74
465.74
465.74
465.74
16.6500
465.74
465.74
465.74
465.74
465.75
16.9000
465.75
465.75
465.75
465.75
465.75
17.1500
465.75
465.75
465.75
465.75
465.75
17.4000
465.75
465.75
465.75
465.75
465.75
17.6500
465.75
465.75
465.75
465.75
465.75
17.9000
465.76
465.76
465.76
465.76
465.76
18.1500
465.76
465.76
465.76
465.76
465.76
18.4000
465.76
465.76
465.76
465.76
465.76
18.6500
465.76
465.76
465.76
465.76
465.76
18.9000
465.76
465.76
465.76
465.76
465.76
19.1500
465.76
465.76
465.76
465.76
465.76
19.4000
465.76
465.76
465.76
465.76
465.76
19.6500
465.76
465.76
465.76
465.76
465.76
19.9000
465.76
465.76
465.76
465.76
465.76
20.1500
465.76
465.76
465.76
465.75
465.75
20.4000
465.75
465.75
465.75
465.75
465.75
20.6500
465.75
465.75
465.75
465.75
465.75
20.9000
465.75
465.75
465.75
465.75
465.75
21.1500
465.75
465.75
465.75
465.75
465.75
21.4000
465.75
465.75
465.75
465.75
465.75
21.6500
465.75
465.75
465.75
465.75
465.74
21.9000
465.74
465.74
465.74
465.74
465.74

Type.... Time-Elev Page 5.08
Name.... N INFILT OUT Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
22.1500
465.74
465.74
465.74
465.74
465.74
22.4000
465.74
465.74
465.74
465.74
465.74
22.6500
465.74
465.74
465.74
465.74
465.74
22.9000
465.74
465.74
465.74
465.74
465.74
23.1500
465.73
465.73
465.73
465.73
465.73
23.4000
465.73
465.73
465.73
465.73
465.73
23.6500
465.73
465.73
465.73
465.73
465.73
23.9000
465.73
465.73
465.73
465.73
465.73
24.1500
465.73
465.72
465.72
465.72
465.72
24.4000
465.72
465.72
465.71
465.71
465.71
24.6500
465.71
465.71
465.70
465.70
465.70
24.9000
465.70
465.70
465.70
465.69
465.69
25.1500
465.69
465.69
465.69
465.69
465.68
25.4000
465.68
465.68
465.68
465.68
465.68
25.6500
465.67
465.67
465.67
465.67
465.67
25.9000
465.66
465.66
465.66
465.66
465.66
26.1500
465.66
465.65
465.65
465.65
465.65
26.4000
465.65
465.65
465.65
465.64
465.64
26.6500
465.64
465.64
465.64
465.64
465.63
26.9000
465.63
465.63
465.63
465.63
465.63
27.1500
465.62
465.62
465.62
465.62
465.62
27.4000
465.62
465.62
465.61
465.61
465.61
27.6500
465.61
465.61
465.61
465.60
465.60
27.9000
465.60
465.60
465.60
465.60
465.60
28.1500
465.59
465.59
465.59
465.59
465.59
28.4000
465.59
465.58
465.58
465.58
465.58
28.6500
465.58
465.58
465.58
465.57
465.57
28.9000
465.57
465.57
465.57
465.57
465.57
29.1500
465.56
465.56
465.56
465.56
465.56
29.4000
465.56
465.56
465.55
465.55
465.55
29.6500
465.55
465.55
465.55
465.55
465.55
29.9000
465.54
465.54
465.54
465.54
465.54
30.1500
465.54
465.54
465.53
465.53
465.53
30.4000
465.53
465.53
465.53
465.53
465.52
30.6500
465.52
465.52
465.52
465.52
465.52
30.9000
465.52
465.52
465.51
465.51
465.51
31.1500
465.51
465.51
465.51
465.51
465.51
31.4000
465.50
465.50
465.50
465.50
465.50
31.6500
465.50
465.50
465.50
465.49
465.49
31.9000
465.49
465.49
465.49
465.49
465.49
32.1500
465.49
465.48
465.48
465.48
465.48
32.4000
465.48
465.48
465.48
465.48
465.47
32.6500
465.47
465.47
465.47
465.47
465.47
32.9000
465.47
465.47
465.47
465.46
465.46

Type.... Time-Elev Page 5.09
Name.... N INFILT OUT Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
33.1500
465.46
465.46
465.46
465.46
465.46
33.4000
465.46
465.45
465.45
465.45
465.45
33.6500
465.45
465.45
465.45
465.45
465.45
33.9000
465.44
465.44
465.44
465.44
465.44
34.1500
465.44
465.44
465.44
465.44
465.43
34.4000
465.43
465.43
465.43
465.43
465.43
34.6500
465.43
465.43
465.43
465.42
465.42
34.9000
465.42
465.42
465.42
465.42
465.42
35.1500
465.42
465.42
465.42
465.41
465.41
35.4000
465.41
465.41
465.41
465.41
465.41
35.6500
465.41
465.41
465.40
465.40
465.40
35.9000
465.40
465.40
465.40
465.40
465.40
36.1500
465.40
465.40
465.39
465.39
465.39
36.4000
465.39
465.39
465.39
465.39
465.39
36.6500
465.39
465.39
465.38
465.38
465.38
36.9000
465.38
465.38
465.38
465.38
465.38
37.1500
465.38
465.38
465.38
465.37
465.37
37.4000
465.37
465.37
465.37
465.37
465.37
37.6500
465.37
465.37
465.37
465.37
465.36
37.9000
465.36
465.36
465.36
465.36
465.36
38.1500
465.36
465.36
465.36
465.36
465.36
38.4000
465.35
465.35
465.35
465.35
465.35
38.6500
465.35
465.35
465.35
465.35
465.35
38.9000
465.35
465.34
465.34
465.34
465.34
39.1500
465.34
465.34
465.34
465.34
465.34
39.4000
465.34
465.34
465.34
465.33
465.33
39.6500
465.33
465.33
465.33
465.33
465.33
39.9000
465.33
465.33
465.33
465.33
465.33
40.1500
465.32
465.32
465.32
465.32
465.32
40.4000
465.32
465.32
465.32
465.32
465.32
40.6500
465.32
465.32
465.31
465.31
465.31
40.9000
465.31
465.31
465.31
465.31
465.31
41.1500
465.31
465.31
465.31
465.31
465.31
41.4000
465.30
465.30
465.30
465.30
465.30
41.6500
465.30
465.30
465.30
465.30
465.30
41.9000
465.30
465.30
465.30
465.29
465.29
42.1500
465.29
465.29
465.29
465.29
465.29
42.4000
465.29
465.29
465.29
465.29
465.29
42.6500
465.29
465.29
465.28
465.28
465.28

Type.... Time-Elev Page 5.10
Name.... NW INFILT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
.0000
465.50
465.50
465.50
465.50
465.50
.2500
465.50
465.50
465.50
465.50
465.50
.5000
465.50
465.50
465.50
465.50
465.50
.7500
465.50
465.50
465.50
465.50
465.50
1.0000
465.50
465.50
465.50
465.50
465.50
1.2500
465.50
465.50
465.50
465.50
465.50
1.5000
465.50
465.50
465.50
465.50
465.50
1.7500
465.50
465.50
465.50
465.50
465.50
2.0000
465.50
465.50
465.50
465.50
465.50
2.2500
465.50
465.50
465.50
465.50
465.50
2.5000
465.50
465.50
465.50
465.50
465.50
2.7500
465.50
465.50
465.50
465.50
465.50
3.0000
465.50
465.50
465.50
465.50
465.50
3.2500
465.50
465.50
465.50
465.50
465.50
3.5000
465.50
465.50
465.50
465.50
465.50
3.7500
465.50
465.50
465.50
465.50
465.50
4.0000
465.50
465.50
465.50
465.50
465.50
4.2500
465.50
465.50
465.50
465.50
465.50
4.5000
465.50
465.50
465.50
465.50
465.50
4.7500
465.50
465.50
465.50
465.50
465.50
5.0000
465.50
465.50
465.50
465.50
465.50
5.2500
465.50
465.50
465.50
465.50
465.50
5.5000
465.50
465.50
465.50
465.50
465.50
5.7500
465.50
465.50
465.50
465.50
465.50
6.0000
465.50
465.50
465.50
465.50
465.50
6.2500
465.50
465.50
465.50
465.50
465.50
6.5000
465.50
465.50
465.50
465.50
465.50
6.7500
465.50
465.50
465.50
465.50
465.50
7.0000
465.50
465.50
465.50
465.50
465.50
7.2500
465.50
465.50
465.50
465.50
465.50
7.5000
465.50
465.50
465.50
465.50
465.50
7.7500
465.50
465.50
465.50
465.50
465.50
8.0000
465.50
465.50
465.50
465.50
465.50
8.2500
465.50
465.50
465.50
465.50
465.50
8.5000
465.50
465.50
465.50
465.50
465.50
8.7500
465.50
465.50
465.50
465.50
465.50
9.0000
465.50
465.50
465.50
465.50
465.50
9.2500
465.50
465.50
465.50
465.50
465.50
9.5000
465.50
465.50
465.50
465.50
465.51
9.7500
465.51
465.51
465.51
465.51
465.52
10.0000
465.52
465.52
465.53
465.53
465.53
10.2500
465.54
465.54
465.55
465.55
465.56
10.5000
465.56
465.57
465.58
465.58
465.59

Type.... Time-Elev Page 5.11
Name.... NW INFILT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
10.7500
465.60
465.61
465.62
465.63
465.64
11.0000
465.65
465.66
465.67
465.69
465.70
11.2500
465.72
465.74
465.76
465.78
465.80
11.5000
465.83
465.86
465.90
465.95
466.03
11.7500
466.15
466.32
466.52
466.66
466.85
12.0000
467.06
467.25
467.28
467.28
467.27
12.2500
467.27
467.27
467.26
467.26
467.26
12.5000
467.26
467.26
467.26
467.26
467.26
12.7500
467.26
467.25
467.25
467.25
467.25
13.0000
467.25
467.25
467.25
467.25
467.25
13.2500
467.25
467.25
467.25
467.25
467.25
13.5000
467.25
467.25
467.25
467.25
467.25
13.7500
467.25
467.25
467.25
467.25
467.25
14.0000
467.25
467.25
467.25
467.25
467.25
14.2500
467.25
467.25
467.25
467.25
467.25
14.5000
467.25
467.25
467.25
467.25
467.25
14.7500
467.25
467.25
467.25
467.25
467.25
15.0000
467.25
467.25
467.25
467.25
467.25
15.2500
467.25
467.25
467.25
467.25
467.25
15.5000
467.25
467.25
467.25
467.25
467.25
15.7500
467.25
467.25
467.25
467.25
467.25
16.0000
467.25
467.25
467.25
467.25
467.25
16.2500
467.25
467.25
467.25
467.25
467.25
16.5000
467.25
467.25
467.25
467.25
467.25
16.7500
467.25
467.25
467.25
467.25
467.25
17.0000
467.25
467.25
467.25
467.25
467.25
17.2500
467.25
467.25
467.25
467.25
467.25
17.5000
467.25
467.25
467.25
467.25
467.25
17.7500
467.25
467.25
467.25
467.25
467.25
18.0000
467.25
467.25
467.25
467.25
467.25
18.2500
467.25
467.25
467.25
467.25
467.25
18.5000
467.25
467.25
467.25
467.25
467.25
18.7500
467.25
467.25
467.25
467.25
467.25
19.0000
467.25
467.25
467.25
467.25
467.25
19.2500
467.25
467.25
467.25
467.25
467.25
19.5000
467.25
467.25
467.25
467.25
467.25
19.7500
467.25
467.25
467.25
467.25
467.25
20.0000
467.25
467.25
467.25
467.25
467.25
20.2500
467.25
467.25
467.25
467.25
467.25
20.5000
467.25
467.25
467.25
467.25
467.25
20.7500
467.25
467.25
467.25
467.25
467.25
21.0000
467.25
467.25
467.25
467.25
467.25
21.2500
467.25
467.25
467.25
467.25
467.25
21.5000
467.25
467.25
467.25
467.25
467.25

Type.... Time-Elev Page 5.12
Name.... NW INFILT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
21.7500
467.25
467.25
467.25
467.25
467.25
22.0000
467.25
467.25
467.25
467.25
467.25
22.2500
467.25
467.25
467.25
467.25
467.25
22.5000
467.25
467.25
467.25
467.25
467.25
22.7500
467.25
467.25
467.25
467.25
467.25
23.0000
467.25
467.25
467.25
467.25
467.25
23.2500
467.25
467.25
467.25
467.25
467.25
23.5000
467.25
467.25
467.25
467.25
467.25
23.7500
467.25
467.25
467.25
467.25
467.25
24.0000
467.25
467.25
467.25
467.25
467.25
24.2500
467.25
467.25
467.25
467.25
467.24
24.5000
467.24
467.24
467.24
467.24
467.24
24.7500
467.24
467.23
467.23
467.23
467.23
25.0000
467.23
467.23
467.23
467.23
467.22
25.2500
467.22
467.22
467.22
467.22
467.22
25.5000
467.22
467.22
467.21
467.21
467.21
25.7500
467.21
467.21
467.21
467.21
467.21
26.0000
467.20
467.20
467.20
467.20
467.20
26.2500
467.20
467.20
467.20
467.19
467.19
26.5000
467.19
467.19
467.19
467.19
467.19
26.7500
467.19
467.18
467.18
467.18
467.18
27.0000
467.18
467.18
467.18
467.18
467.17
27.2500
467.17
467.17
467.17
467.17
467.17
27.5000
467.17
467.17
467.16
467.16
467.16
27.7500
467.16
467.16
467.16
467.16
467.16
28.0000
467.16
467.15
467.15
467.15
467.15
28.2500
467.15
467.15
467.15
467.15
467.14
28.5000
467.14
467.14
467.14
467.14
467.14
28.7500
467.14
467.14
467.13
467.13
467.13
29.0000
467.13
467.13
467.13
467.13
467.13
29.2500
467.12
467.12
467.12
467.12
467.12
29.5000
467.12
467.12
467.12
467.12
467.11
29.7500
467.11
467.11
467.11
467.11
467.11
30.0000
467.11
467.11
467.10
467.10
467.10
30.2500
467.10
467.10
467.10
467.10
467.10
30.5000
467.10
467.09
467.09
467.09
467.09
30.7500
467.09
467.09
467.09
467.09
467.08
31.0000
467.08
467.08
467.08
467.08
467.08
31.2500
467.08
467.08
467.08
467.07
467.07
31.5000
467.07
467.07
467.07
467.07
467.07
31.7500
467.07
467.06
467.06
467.06
467.06
32.0000
467.06
467.06
467.06
467.06
467.06
32.2500
467.05
467.05
467.05
467.05
467.05
32.5000
467.05
467.05
467.05
467.04
467.04

Type.... Time-Elev Page 5.13
Name.... NW INFILT Tag: 1 Event: 1 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
32.7500
467.04
467.04
467.04
467.04
467.04
33.0000
467.04
467.04
467.03
467.03
467.03
33.2500
467.03
467.03
467.03
467.03
467.03
33.5000
467.03
467.02
467.02
467.02
467.02
33.7500
467.02
467.02
467.02
467.02
467.02
34.0000
467.01
467.01
467.01
467.01
467.01
34.2500
467.01
467.01
467.01
467.01
467.00
34.5000
467.00
467.00
467.00
467.00
467.00
34.7500
467.00
467.00
466.99
466.99
466.99
35.0000
466.99

Type.... Time-Elev Page 5.14
Name.... NW INFILT Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
.0000
465.50
465.50
465.50
465.50
465.50
.2500
465.50
465.50
465.50
465.50
465.50
.5000
465.50
465.50
465.50
465.50
465.50
.7500
465.50
465.50
465.50
465.50
465.50
1.0000
465.50
465.50
465.50
465.50
465.50
1.2500
465.50
465.50
465.50
465.50
465.50
1.5000
465.50
465.50
465.50
465.50
465.50
1.7500
465.50
465.50
465.50
465.50
465.50
2.0000
465.50
465.50
465.50
465.50
465.50
2.2500
465.50
465.50
465.50
465.50
465.50
2.5000
465.50
465.50
465.50
465.50
465.50
2.7500
465.50
465.50
465.50
465.50
465.50
3.0000
465.50
465.50
465.50
465.50
465.50
3.2500
465.50
465.50
465.50
465.50
465.50
3.5000
465.50
465.50
465.50
465.50
465.50
3.7500
465.50
465.50
465.50
465.50
465.50
4.0000
465.50
465.50
465.50
465.50
465.50
4.2500
465.50
465.50
465.50
465.50
465.50
4.5000
465.50
465.50
465.50
465.50
465.50
4.7500
465.50
465.50
465.50
465.50
465.50
5.0000
465.50
465.50
465.50
465.50
465.50
5.2500
465.50
465.50
465.50
465.50
465.50
5.5000
465.50
465.50
465.50
465.50
465.50
5.7500
465.50
465.50
465.50
465.50
465.50
6.0000
465.50
465.50
465.50
465.50
465.50
6.2500
465.50
465.50
465.50
465.50
465.50
6.5000
465.50
465.50
465.50
465.50
465.50
6.7500
465.50
465.50
465.50
465.50
465.50
7.0000
465.50
465.50
465.50
465.50
465.50
7.2500
465.50
465.50
465.50
465.50
465.50
7.5000
465.50
465.50
465.50
465.50
465.50
7.7500
465.50
465.50
465.50
465.50
465.50
8.0000
465.50
465.50
465.50
465.50
465.50
8.2500
465.50
465.50
465.50
465.50
465.50
8.5000
465.50
465.50
465.50
465.50
465.50
8.7500
465.50
465.50
465.50
465.50
465.50
9.0000
465.50
465.50
465.50
465.50
465.50
9.2500
465.50
465.50
465.50
465.50
465.50
9.5000
465.50
465.50
465.50
465.50
465.50
9.7500
465.50
465.50
465.50
465.50
465.50
10.0000
465.50
465.50
465.50
465.50
465.50
10.2500
465.50
465.50
465.50
465.50
465.50
10.5000
465.50
465.50
465.50
465.50
465.50

Type.... Time-Elev Page 5.15
Name.... NW INFILT Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
10.7500
465.50
465.50
465.50
465.50
465.50
11.0000
465.50
465.50
465.50
465.50
465.50
11.2500
465.50
465.50
465.50
465.50
465.50
11.5000
465.50
465.50
465.50
465.51
465.52
11.7500
465.54
465.57
465.62
465.71
465.84
12.0000
466.01
466.19
466.35
466.46
466.51
12.2500
466.53
466.55
466.57
466.58
466.59
12.5000
466.60
466.61
466.62
466.63
466.63
12.7500
466.64
466.65
466.65
466.66
466.67
13.0000
466.67
466.68
466.68
466.69
466.69
13.2500
466.70
466.70
466.71
466.71
466.72
13.5000
466.72
466.72
466.73
466.73
466.74
13.7500
466.74
466.74
466.75
466.75
466.75
14.0000
466.76
466.76
466.76
466.76
466.77
14.2500
466.77
466.77
466.78
466.78
466.78
14.5000
466.78
466.79
466.79
466.79
466.79
14.7500
466.80
466.80
466.80
466.80
466.81
15.0000
466.81
466.81
466.81
466.81
466.82
15.2500
466.82
466.82
466.82
466.82
466.83
15.5000
466.83
466.83
466.83
466.83
466.84
15.7500
466.84
466.84
466.84
466.84
466.84
16.0000
466.85
466.85
466.85
466.85
466.85
16.2500
466.85
466.85
466.86
466.86
466.86
16.5000
466.86
466.86
466.86
466.86
466.86
16.7500
466.87
466.87
466.87
466.87
466.87
17.0000
466.87
466.87
466.87
466.88
466.88
17.2500
466.88
466.88
466.88
466.88
466.88
17.5000
466.88
466.88
466.89
466.89
466.89
17.7500
466.89
466.89
466.89
466.89
466.89
18.0000
466.89
466.89
466.90
466.90
466.90
18.2500
466.90
466.90
466.90
466.90
466.90
18.5000
466.90
466.90
466.90
466.90
466.91
18.7500
466.91
466.91
466.91
466.91
466.91
19.0000
466.91
466.91
466.91
466.91
466.91
19.2500
466.91
466.91
466.91
466.91
466.92
19.5000
466.92
466.92
466.92
466.92
466.92
19.7500
466.92
466.92
466.92
466.92
466.92
20.0000
466.92
466.92
466.92
466.92
466.92
20.2500
466.92
466.92
466.92
466.92
466.92
20.5000
466.92
466.92
466.92
466.92
466.93
20.7500
466.93
466.93
466.93
466.93
466.93
21.0000
466.93
466.93
466.93
466.93
466.93
21.2500
466.93
466.93
466.93
466.93
466.93
21.5000
466.93
466.93
466.93
466.93
466.93

Type.... Time-Elev Page 5.16
Name.... NW INFILT Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
21.7500
466.93
466.93
466.93
466.93
466.93
22.0000
466.93
466.93
466.93
466.93
466.93
22.2500
466.93
466.93
466.93
466.93
466.94
22.5000
466.94
466.94
466.94
466.94
466.94
22.7500
466.94
466.94
466.94
466.94
466.94
23.0000
466.94
466.94
466.94
466.94
466.94
23.2500
466.94
466.94
466.94
466.94
466.94
23.5000
466.94
466.94
466.94
466.94
466.94
23.7500
466.94
466.94
466.94
466.94
466.94
24.0000
466.94
466.94
466.94
466.94
466.94
24.2500
466.94
466.94
466.94
466.94
466.93
24.5000
466.93
466.93
466.93
466.93
466.93
24.7500
466.93
466.93
466.92
466.92
466.92
25.0000
466.92
466.92
466.92
466.92
466.92
25.2500
466.92
466.91
466.91
466.91
466.91
25.5000
466.91
466.91
466.91
466.91
466.91
25.7500
466.90
466.90
466.90
466.90
466.90
26.0000
466.90
466.90
466.90
466.90
466.89
26.2500
466.89
466.89
466.89
466.89
466.89
26.5000
466.89
466.89
466.88
466.88
466.88
26.7500
466.88
466.88
466.88
466.88
466.88
27.0000
466.88
466.87
466.87
466.87
466.87
27.2500
466.87
466.87
466.87
466.87
466.87
27.5000
466.87
466.86
466.86
466.86
466.86
27.7500
466.86
466.86
466.86
466.86
466.86
28.0000
466.85
466.85
466.85
466.85
466.85
28.2500
466.85
466.85
466.85
466.85
466.84
28.5000
466.84
466.84
466.84
466.84
466.84
28.7500
466.84
466.84
466.84
466.83
466.83
29.0000
466.83
466.83
466.83
466.83
466.83
29.2500
466.83
466.83
466.82
466.82
466.82
29.5000
466.82
466.82
466.82
466.82
466.82
29.7500
466.82
466.82
466.81
466.81
466.81
30.0000
466.81
466.81
466.81
466.81
466.81
30.2500
466.81
466.80
466.80
466.80
466.80
30.5000
466.80
466.80
466.80
466.80
466.80
30.7500
466.80
466.79
466.79
466.79
466.79
31.0000
466.79
466.79
466.79
466.79
466.79
31.2500
466.78
466.78
466.78
466.78
466.78
31.5000
466.78
466.78
466.78
466.78
466.78
31.7500
466.77
466.77
466.77
466.77
466.77
32.0000
466.77
466.77
466.77
466.77
466.77
32.2500
466.76
466.76
466.76
466.76
466.76
32.5000
466.76
466.76
466.76
466.76
466.76

Type.... Time-Elev Page 5.17
Name.... NW INFILT Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
32.7500
466.75
466.75
466.75
466.75
466.75
33.0000
466.75
466.75
466.75
466.75
466.75
33.2500
466.74
466.74
466.74
466.74
466.74
33.5000
466.74
466.74
466.74
466.74
466.74
33.7500
466.73
466.73
466.73
466.73
466.73
34.0000
466.73
466.73
466.73
466.73
466.73
34.2500
466.72
466.72
466.72
466.72
466.72
34.5000
466.72
466.72
466.72
466.72
466.72
34.7500
466.71
466.71
466.71
466.71
466.71
35.0000
466.71

Type.... Time-Elev Page 5.18
Name.... UG DETENTION Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
.0000
464.00
464.00
464.00
464.00
464.00
.2500
464.00
464.00
464.00
464.00
464.00
.5000
464.00
464.00
464.00
464.00
464.00
.7500
464.00
464.00
464.00
464.00
464.00
1.0000
464.00
464.00
464.00
464.00
464.00
1.2500
464.00
464.00
464.00
464.00
464.00
1.5000
464.00
464.00
464.00
464.00
464.00
1.7500
464.00
464.00
464.00
464.00
464.00
2.0000
464.00
464.00
464.00
464.00
464.00
2.2500
464.00
464.00
464.00
464.00
464.00
2.5000
464.00
464.00
464.00
464.00
464.00
2.7500
464.00
464.00
464.00
464.00
464.00
3.0000
464.00
464.00
464.00
464.00
464.00
3.2500
464.00
464.00
464.00
464.00
464.00
3.5000
464.00
464.00
464.00
464.00
464.00
3.7500
464.00
464.00
464.00
464.00
464.00
4.0000
464.00
464.00
464.00
464.00
464.00
4.2500
464.00
464.00
464.00
464.00
464.00
4.5000
464.00
464.00
464.00
464.00
464.00
4.7500
464.00
464.00
464.00
464.00
464.00
5.0000
464.00
464.00
464.00
464.00
464.00
5.2500
464.00
464.00
464.00
464.00
464.00
5.5000
464.00
464.00
464.00
464.00
464.00
5.7500
464.00
464.00
464.00
464.00
464.00
6.0000
464.00
464.00
464.00
464.00
464.00
6.2500
464.00
464.00
464.00
464.00
464.00
6.5000
464.00
464.00
464.00
464.00
464.00
6.7500
464.00
464.00
464.00
464.00
464.00
7.0000
464.00
464.00
464.00
464.00
464.00
7.2500
464.00
464.00
464.00
464.00
464.00
7.5000
464.00
464.00
464.00
464.00
464.00
7.7500
464.00
464.00
464.00
464.00
464.00
8.0000
464.00
464.00
464.00
464.00
464.00
8.2500
464.00
464.00
464.00
464.00
464.00
8.5000
464.00
464.00
464.00
464.00
464.00
8.7500
464.00
464.00
464.00
464.00
464.00
9.0000
464.00
464.00
464.00
464.00
464.00
9.2500
464.00
464.00
464.00
464.00
464.00
9.5000
464.00
464.00
464.00
464.00
464.00
9.7500
464.00
464.00
464.00
464.00
464.00
10.0000
464.00
464.00
464.00
464.00
464.00
10.2500
464.00
464.00
464.00
464.00
464.00
10.5000
464.00
464.00
464.00
464.00
464.00

Type.... Time-Elev Page 5.19
Name.... UG DETENTION Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
10.7500
464.00
464.00
464.00
464.00
464.00
11.0000
464.00
464.00
464.00
464.00
464.00
11.2500
464.00
464.00
464.00
464.00
464.00
11.5000
464.00
464.00
464.00
464.00
464.00
11.7500
464.00
464.00
464.00
464.00
464.01
12.0000
464.02
464.04
464.07
464.08
464.10
12.2500
464.11
464.11
464.12
464.13
464.13
12.5000
464.14
464.14
464.15
464.15
464.16
12.7500
464.16
464.16
464.17
464.17
464.17
13.0000
464.18
464.18
464.18
464.18
464.19
13.2500
464.19
464.19
464.19
464.20
464.20
13.5000
464.20
464.20
464.20
464.21
464.21
13.7500
464.21
464.21
464.21
464.21
464.21
14.0000
464.22
464.22
464.22
464.22
464.22
14.2500
464.22
464.22
464.22
464.22
464.23
14.5000
464.23
464.23
464.23
464.23
464.23
14.7500
464.23
464.23
464.23
464.23
464.23
15.0000
464.24
464.24
464.24
464.24
464.24
15.2500
464.24
464.24
464.24
464.24
464.24
15.5000
464.24
464.24
464.24
464.24
464.24
15.7500
464.24
464.24
464.24
464.24
464.24
16.0000
464.25
464.25
464.25
464.25
464.25
16.2500
464.25
464.25
464.25
464.25
464.25
16.5000
464.25
464.25
464.25
464.25
464.25
16.7500
464.25
464.25
464.25
464.25
464.25
17.0000
464.25
464.25
464.25
464.25
464.25
17.2500
464.25
464.25
464.25
464.25
464.25
17.5000
464.25
464.25
464.25
464.25
464.25
17.7500
464.25
464.25
464.25
464.25
464.25
18.0000
464.25
464.25
464.25
464.25
464.25
18.2500
464.25
464.25
464.25
464.25
464.25
18.5000
464.25
464.25
464.25
464.25
464.25
18.7500
464.25
464.25
464.25
464.25
464.25
19.0000
464.25
464.25
464.24
464.24
464.24
19.2500
464.24
464.24
464.24
464.24
464.24
19.5000
464.24
464.24
464.24
464.24
464.24
19.7500
464.24
464.24
464.24
464.24
464.24
20.0000
464.24
464.24
464.24
464.24
464.24
20.2500
464.24
464.24
464.24
464.24
464.24
20.5000
464.24
464.24
464.24
464.23
464.23
20.7500
464.23
464.23
464.23
464.23
464.23
21.0000
464.23
464.23
464.23
464.23
464.23
21.2500
464.23
464.23
464.23
464.23
464.23
21.5000
464.23
464.23
464.23
464.23
464.23

Type.... Time-Elev Page 5.20
Name.... UG DETENTION Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
21.7500
464.23
464.23
464.23
464.23
464.23
22.0000
464.23
464.22
464.22
464.22
464.22
22.2500
464.22
464.22
464.22
464.22
464.22
22.5000
464.22
464.22
464.22
464.22
464.22
22.7500
464.22
464.22
464.22
464.22
464.22
23.0000
464.22
464.22
464.22
464.22
464.22
23.2500
464.22
464.22
464.22
464.22
464.22
23.5000
464.22
464.21
464.21
464.21
464.21
23.7500
464.21
464.21
464.21
464.21
464.21
24.0000
464.21
464.21
464.21
464.21
464.21
24.2500
464.21
464.21
464.21
464.20
464.20
24.5000
464.20
464.20
464.20
464.20
464.20
24.7500
464.20
464.19
464.19
464.19
464.19
25.0000
464.19
464.19
464.19
464.19
464.18
25.2500
464.18
464.18
464.18
464.18
464.18
25.5000
464.18
464.18
464.18
464.17
464.17
25.7500
464.17
464.17
464.17
464.17
464.17
26.0000
464.17
464.17
464.17
464.16
464.16
26.2500
464.16
464.16
464.16
464.16
464.16
26.5000
464.16
464.16
464.16
464.15
464.15
26.7500
464.15
464.15
464.15
464.15
464.15
27.0000
464.15
464.15
464.15
464.15
464.14
27.2500
464.14
464.14
464.14
464.14
464.14
27.5000
464.14
464.14
464.14
464.14
464.14
27.7500
464.13
464.13
464.13
464.13
464.13
28.0000
464.13
464.13
464.13
464.13
464.13
28.2500
464.13
464.13
464.13
464.12
464.12
28.5000
464.12
464.12
464.12
464.12
464.12
28.7500
464.12
464.12
464.12
464.12
464.12
29.0000
464.12
464.11
464.11
464.11
464.11
29.2500
464.11
464.11
464.11
464.11
464.11
29.5000
464.11
464.11
464.11
464.11
464.11
29.7500
464.11
464.10
464.10
464.10
464.10
30.0000
464.10
464.10
464.10
464.10
464.10
30.2500
464.10
464.10
464.10
464.10
464.10
30.5000
464.10
464.10
464.09
464.09
464.09
30.7500
464.09
464.09
464.09
464.09
464.09
31.0000
464.09
464.09
464.09
464.09
464.09
31.2500
464.09
464.09
464.09
464.09
464.09
31.5000
464.08
464.08
464.08
464.08
464.08
31.7500
464.08
464.08
464.08
464.08
464.08
32.0000
464.08
464.08
464.08
464.08
464.08
32.2500
464.08
464.08
464.08
464.08
464.08
32.5000
464.07
464.07
464.07
464.07
464.07

Type.... Time-Elev Page 5.21
Name.... UG DETENTION Tag: 95 Event: 95 yr
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
Storm... TypeII 24hr Tag: 95
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
---------I--------------------------------------------------------------
32.7500
464.07
464.07
464.07
464.07
464.07
33.0000
464.07
464.07
464.07
464.07
464.07
33.2500
464.07
464.07
464.07
464.07
464.07
33.5000
464.07
464.07
464.07
464.06
464.06
33.7500
464.06
464.06
464.06
464.06
464.06
34.0000
464.06
464.06
464.06
464.06
464.06
34.2500
464.06
464.06
464.06
464.06
464.06
34.5000
464.06
464.06
464.06
464.06
464.06
34.7500
464.06
464.06
464.06
464.06
464.06
35.0000
464.05

Type.... Vol: Elev-Volume
Name.... N INFILT
Page 6.01
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
USER DEFINED VOLUME RATING TABLE
Elevation
Volume
(ft)
---------------------
(ac-ft)
465.00
.000
465.50
.009
466.00
.017
466.50
.026
467.00
.035
467.50
.043
468.00
.066
468.50
.090
468.90
.111
Type.... Vol: Elev-Volume
Name.... NW INFILT
Page 6.02
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac-ft)
---------------------
465.50
.000
465.70
.001
465.90
.001
466.10
.002
466.30
.002
466.50
.003
467.00
.006
467.25
.008
467.65
.012

Type.... Vol: Elev-Volume
Name.... UG DETENTION
Page 6.03
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
USER DEFINED VOLUME RATING TABLE
Elevation
Volume
(ft)
---------------------
(ac-ft)
464.00
.000
465.00
.010
465.05
.011
465.10
.011
465.15
.012
465.20
.013
465.25
.013
465.30
.014
465.35
.015
465.40
.016
465.45
.017
465.50
.017
465.55
.018
465.60
.019
465.65
.020
465.70
.021
465.75
.022
465.80
.022
465.85
.023
465.90
.024
465.95
.025
466.00
.026
466.05
.027
466.10
.028
466.15
.029
466.20
.030
466.25
.030
466.30
.031
466.35
.032
466.40
.033
466.45
.034
466.50
.035
466.55
.036
466.60
.037
466.65
.038
466.70
.039
466.75
.040
466.80
.041
466.85
.041
466.90
.042
466.95
.043
467.00
.044
467.05
.045
467.10
.046
467.15
.047
467.20
.048
467.25
.049

Type.... Vol: Elev-Volume
Name.... UG DETENTION
Page 6.04
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
USER DEFINED VOLUME RATING TABLE
Elevation
Volume
(ft)
---------------------
(ac-ft)
467.30
.049
467.35
.050
467.40
.051
467.45
.052
467.50
.053
467.55
.054
467.60
.054
467.65
.055
467.70
.056
467.75
.057
467.80
.057
467.85
.058
467.90
.059
467.95
.059
468.00
.060

Type.... Outlet Input Data
Name.... Interconnect
Page 7.01
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 465.50 ft
Increment = .05 ft
Max. Elev.= 467.65 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RO ---> CO 467.250 467.650
Culvert -Circular CO ---> TW 465.320 467.650
TW SETUP, DS Channel
Type.... Outlet Input Data
Name.... Interconnect
Page 7.02
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 467.25 ft
Orifice Area
= 5.3800 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 10.16 ft
Weir Coeff.
= 3.130
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No

Type.... Outlet Input Data
Name.... Interconnect
Page 7.03
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 1.2500
ft
Upstream Invert
= 465.32
ft
Dnstream Invert
= 465.00
ft
Horiz. Length
= 65.00
ft
Barrel Length
= 65.00
ft
Barrel Slope
= .00492
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .023225
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio
(HW/D) =
1.158
T2 ratio
(HW/D) =
1.304
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 466.77 ft ---> Flow = 4.80 cfs
At T2 Elev = 466.95 ft ---> Flow = 5.49 cfs

Type.... Outlet Input Data
Name.... N Overflow
Page 7.04
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 465.00 ft
Increment = .05 ft
Max. Elev.= 468.90 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RO ---> CO 468.450 468.900
Culvert -Circular CO ---> TW 464.500 468.900
TW SETUP, DS Channel
Type.... Outlet Input Data
Name.... N Overflow
Page 7.05
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 468.45 ft
Orifice Area
= 5.3800 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 10.16 ft
Weir Coeff.
= 3.130
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No

Type.... Outlet Input Data
Name.... N Overflow
Page 7.06
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 1.2500
ft
Upstream Invert
= 464.50
ft
Dnstream Invert
= 464.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.00
ft
Barrel Slope
= .01000
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .023225
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio
(HW/D) =
1.155
T2 ratio
(HW/D) =
1.302
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 465.94 ft ---> Flow = 4.80 cfs
At T2 Elev = 466.13 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations=
40
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min.
HW tolerance =
.01
ft
Max.
HW tolerance =
.01
ft
Min.
Q tolerance =
.00
cfs
Max.
Q tolerance =
.00
cfs

Type.... Outlet Input Data
Name.... North Infilt
Page 7.07
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 465.00 ft
Increment = .05 ft
Max. Elev.= 468.90 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
User Defined Table U0 ---> TW .000 468.900
TW SETUP, DS Channel

Type.... Outlet Input Data
Name.... North Infilt
Page 7.08
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = U0
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
465.00
.00
465.50
.01
466.00
.01
466.50
.02
467.00
.02
467.50
.03
468.00
.03
468.50
.04
468.90
.04
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations=
40
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min.
HW tolerance =
.01
ft
Max.
HW tolerance =
.01
ft
Min.
Q tolerance =
.00
cfs
Max.
Q tolerance =
.00
cfs

Type.... Outlet Input Data
Name.... Northwest Infilt
Page 7.09
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 465.50 ft
Increment = .05 ft
Max. Elev.= 467.65 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
User Defined Table U0 ---> TW .000 467.650
TW SETUP, DS Channel
Type.... Outlet Input Data
Name.... Northwest Infilt
Page 7.10
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = U0
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
465.50
.00
465.70
.00
465.90
.00
466.10
.00
466.30
.00
466.50
.00
467.00
.00
467.25
.00
467.65
.00
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations=
40
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min.
HW tolerance =
.01
ft
Max.
HW tolerance =
.01
ft
Min.
Q tolerance =
.00
cfs
Max.
Q tolerance =
.00
cfs

Type.... Outlet Input Data
Name.... SW Overflow
Page 7.11
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 464.00 ft
Increment = .05 ft
Max. Elev.= 468.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Culvert -Circular CO ---> TW 467.150 468.000
TW SETUP, DS Channel

Type.... Outlet Input Data
Name.... SW Overflow
Page 7.12
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 1.2500
ft
Upstream Invert
= 467.15
ft
Dnstream Invert
= 466.50
ft
Horiz. Length
= 20.00
ft
Barrel Length
= 20.01
ft
Barrel Slope
= .03250
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .023225
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio
(HW/D) =
1.144
T2 ratio
(HW/D) =
1.291
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 468.58 ft ---> Flow = 4.80 cfs
At T2 Elev = 468.76 ft ---> Flow = 5.49 cfs

Type.... Outlet Input Data
Name.... SW Overflow
Page 7.13
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations=
40
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min.
HW tolerance =
.01
ft
Max.
HW tolerance =
.01
ft
Min.
Q tolerance =
.00
cfs
Max.
Q tolerance =
.00
cfs
Type.... Outlet Input Data
Name.... UG Exfilt
Page 7.14
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 464.00 ft
Increment = .05 ft
Max. Elev.= 468.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
User Defined Table U0 ---> TW .000 468.000
TW SETUP, DS Channel

Type.... Outlet Input Data
Name.... UG Exfilt
Page 7.15
File.... C:\My Stuff\Surface Water Management\For Bragg DFAC\2019.11.07 BRAGG
DFAC.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = U0
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
464.00
.00
464.50
.01
465.00
.02
465.50
.02
466.00
.03
466.50
.04
467.00
.05
467.50
.05
468.00
.06
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations=
40
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min.
HW tolerance =
.01
ft
Max.
HW tolerance =
.01
ft
Min.
Q tolerance =
.00
cfs
Max.
Q tolerance =
.00
cfs

i N Infilt
bw
to North W N Overflow
North Infilt North Overflow
tires
NW Infift
to NW W NW Infift
To NW
m
fnfiIt
To UG Det SW Overflow r
To lJG UG Detention SW Overflow
Existing Conditions
Existing
Existing
Pondpack Model Diagram

Appendix H
Woolpert Aberdeen Training DFAC 17
08 Jan 2020 (Rev 3) Hoke County, North Carolina

WOO L P E P T
DESIGN I GEOSPATIAL I INFRASTRUCTURE
Sheet Flow (Applicable to Tc only)
Storm Structure 3
Time of Concentration Calculations
Arberdeen DFAC
Fort Bragg, NC
November 5, 2019
Segment ID Swale to 3
1. Surface description (Table 3-1) Short Grass
2. Manning's roughness coefficient, n (Table 3-1) 0.150
3. Flow length, L (total L <_ 100ft) 18 ft
4. 2-year 24-hour rainfall, pz 3.71 in
5. Land slope, s 0.250 ft/ft
6. Travel Time(Tt)=(0.007(nL)A0.8)/((p2^0.5)*(s^0.4))
Compute Tt
0.01 hr
0.8 min
Shallow Concentrated Flow
Segment ID
BC
7. Surface description (paved or unpaved)
Unpaved
8. Flow length, L
71 ft
9. Watercourse slope, s
0.007 ft/ft
10. Average velocity, V (Figure 3-1)
1.380 ft/s
11. Travel Time (Tt)=L/3600V
Compute Tt
0.01 hr
0.9 min
Channel Flow
Segment ID
12. Cross sectional flow area, a
13. Wetted perimter, Pw
14. Hydraulic radius, r=a/Pw, compute r
15. Channel slope, s
16. Manning's roughness coefficient, n
17. V=(1.49*rA(2/3)*s(1/2))/n
18. Flow length, L
19. Travel Time (Tt)=L/3600V
Compute Tt
N/A
20. Watershed or subarea Tc or Tt (add Tt in
steps 6,11 & 19)
0.10 hr
*[Vote: Minimum Time of Concentration per TR-55 is 0.1 Hours,
or 6 minutes
or
6.0 min

Tim of Conteaeration and Travel Time Tednical Releaa*SS
Utb2n Hydrok gy for Smsl] Watersheds
A,LmrRge xmledtks for estimea;ngtravel time for shallow conoeutraded flaw
50
.02
_01
1.007 ft/ft
005
a
I
I
I
1 1.38 fps 2
4 8 10 m
Average velocity (Wsec)
(214VI-TR45, Seoand Fd,Jwte 198fi)

WOO L P E P T
DESIGN I GEOSPATIAL I INFRASTRUCTURE
Sheet Flow (Applicable to Tc only)
Storm Structure 4
Time of Concentration Calculations
Arberdeen DFAC
Fort Bragg, NC
November 5, 2019
Segment ID Slope
1. Surface description (Table 3-1) Short Grass
2. Manning's roughness coefficient, n (Table 3-1) 0.150
3. Flow length, L (total L <_ 100ft) 12 ft
4. 2-year 24-hour rainfall, pz 3.71 in
5. Land slope, s 1.0 ft/ft
6. Travel Time(Tt)=(0.007(nL)A0.8)/((p2^0.5)*(s^0.4))
Compute Tt
0.01 hr
0.3 min
Shallow Concentrated Flow
Segment ID
Swale to 4
7. Surface description (paved or unpaved)
Unpaved
8. Flow length, L
84 ft
9. Watercourse slope, s
0.012 ft/ft
10. Average velocity, V (Figure 3-1)
1.750 ft/s
11. Travel Time (Tt)=L/3600V
Compute Tt
0.01 hr
0.8 min
Channel Flow
Segment ID
12. Cross sectional flow area, a
13. Wetted perimter, Pw
14. Hydraulic radius, r=a/Pw, compute r
15. Channel slope, s
16. Manning's roughness coefficient, n
17. V=(1.49*rA(2/3)*s(1/2))/n
18. Flow length, L
19. Travel Time (Tt)=L/3600V
Compute Tt
N/A
20. Watershed or subarea Tc or Tt (add Tt in
steps 6,11 & 19)
0.10 hr
*[Vote: Minimum Time of Concentration per TR-55 is 0.1 Hours,
or 6 minutes
or
6.0 min

Time of Concenrration and Travel Time Teehivcal P&4ea�eSS
UrNin F�y� for Small Watersheds
AvErags Lmlccdtiss foT estimemngtrmA time far stWluw aonommated flaw
.50
.20
.02
112 ft/ft
_01
.005
1
1.75 fps 2 4 B 10 20
Average valocity (Wsec)
(27e-VI-TR-M, S--mrd PA,JWYe INN)

WOO L P E P T
DESIGN I GEOSPATIAL I INFRASTRUCTURE
Sheet Flow (Applicable to Tc only)
Storm Structure 5
Time of Concentration Calculations
Arberdeen DFAC
Fort Bragg, NC
November 5, 2019
Segment ID Swale to 5
1. Surface description (Table 3-1) Short Grass
2. Manning's roughness coefficient, n (Table 3-1) 0.150
3. Flow length, L (total L <_ 100ft) 18 ft
4. 2-year 24-hour rainfall, pz 3.71 in
5. Land slope, s 0.056 ft/ft
6. Travel Time(Tt)=(0.007(nL)A0.8)/((p2A0.5)*(sA0.4))
Compute Tt
0.03 hr
1.5 min
Shallow Concentrated Flow
Segment ID
Swale to 5
7. Surface description (paved or unpaved)
Unpaved
8. Flow length, L
56 ft
9. Watercourse slope, s
0.044 ft/ft
10. Average velocity, V (Figure 3-1)
0.900 ft/s
11. Travel Time (Tt)=L/3600V
Compute Tt
0.02 hr
1.0 min
Channel Flow
Segment ID
12. Cross sectional flow area, a
13. Wetted perimter, Pw
14. Hydraulic radius, r=a/Pw, compute r
15. Channel slope, s
16. Manning's roughness coefficient, n
17. V=(1.49*r1(2/3)*s(1/2))/n
18. Flow length, L
19. Travel Time (Tt)=L/3600V
Compute Tt
N/A
20. Watershed or subarea Tc or Tt (add Tt in
steps 6,11 & 19)
0.10 hr
*[Vote: Minimum Time of Concentration per TR-55 is 0.1 Hours,
or 6 minutes
or
6.0 min

Time of Concemeration and Travel Time Teehivcal P&4ea�eSS
UrNin F�y� for Small Watersheds
AvErags Lmlccdtiss foT estimemngtrmA time far stWluw aonommated flaw
.50
.20
T
04
.02
_01
044 ft/ft
—! 045
a
I
I I
. 1
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2 4 B 10 20
Average valocity (Wsec)
(27e-VI-TR-M, Second PA,JWYe INN)

WOO L P E P T
DESIGN I GEOSPATIAL I INFRASTRUCTURE
Sheet Flow (Applicable to Tc only)
Storm Structure 6
Time of Concentration Calculations
Arberdeen DFAC
Fort Bragg, NC
November 5, 2019
Segment ID To Inlet 6
1. Surface description (Table 3-1) Grass/Paved
2. Manning's roughness coefficient, n (Table 3-1) 0.130
3. Flow length, L (total L <_ 100ft) 37 ft
4. 2-year 24-hour rainfall, pz 3.71 in
5. Land slope, s 0.056 ft/ft
6. Travel Time(Tt)=(0.007(nL)A0.8)/((p2A0.5)*(sA0.4))
Compute Tt
0.04 hr
2.4 min
Shallow Concentrated Flow
Segment ID
BC
7. Surface description (paved or unpaved)
Unpaved
8. Flow length, L
ft
9. Watercourse slope, s
10. Average velocity, V (Figure 3-1)
1.200 ft/s
11. Travel Time (Tt)=L/3600V
Compute Tt
0.00 hr
0.0 min
Channel Flow
Segment ID
12. Cross sectional flow area, a
13. Wetted perimter, Pw
14. Hydraulic radius, r=a/Pw, compute r
15. Channel slope, s
16. Manning's roughness coefficient, n
17. V=(1.49*r1(2/3)*s(1/2))/n
18. Flow length, L
19. Travel Time (Tt)=L/3600V
Compute Tt
N/A
20. Watershed or subarea Tc or Tt (add Tt in
steps 6,11 & 19)
0.10 hr
*[Vote: Minimum Time of Concentration per TR-55 is 0.1 Hours,
or 6 minutes
or
6.0 min

Time of On=entration and Travel Time Teditn+caRe4e2!3*M
Urban t ydxolayr far Sresll Wmersheds
Mmrage,Lmlacities for estimating Lumel time for shAlaw con entrated flaw
).056 f
.5U
t/ft
'105
.20
.10
.06
a
.04
Q�
.02
_01
I.
W
I 2 4 13 l V [t]
Average valcelty (Waso
(21&V1-TRZ5, Second Ed, Jnne INN)

Chapter a
Sheet flow
Time of Contentratiaa and Tynvel Time Technical Releaae36 Chaprer a
Urban Hydtola& for Small Watemheds
Sheet flow is flow over plane surfaces- It usually
occurs in the headwater of streams- With sheet flow,
the friction value (Manniltg's n) is an effective rough-
ness coefficient that includes the effect of raindrop
impact, drag over the plane surface; obstacles such as
litter, crop ridges, and rocks; and erosion and trans-
portation of sediment- T hesc n values are for very
shallow flow depths of about 0.1 foot or so. Table 3-1
gives Mamking's n values for sheet flow for various
surface conditions -
Table 3-1 Mmighness coefficients (Manning`s n) for
sheet flow
Surface description
n Y
Smooth surfaces (-Le. asphalt,
gravel, or bare sail) .-.--._----------------------
0.011
Fallow (no residue}------------------------------------
0.06
Oilbnmmd soils -
Residue Dover ----------------------------
0.09
Residue iwver >20 ----------------------------
0.17
Grass!
Short grass prairie-----------------------------
0.16
Dense grasses W.-_._-_--------------------------
0.29
Hermudagrase --.--._---------------------------
0.41
Range(narmmd) ------- ------------------------- -------
0.13
wDadsA
lAght underb¢ush-.------------------------.--.--
0.40
Dense tutderbrush--------------- _----------------- _--------
O.l1D
t The n vaLues are a caupoGdte of Lnforaranm campAM by Engraan
(19SO-
2 htcludes spades such as weeping kATgraee. blueg buffalo-
grasp Mae granua gras& and nab* gram reiwwyes.
a When seleecng n , coreMer cover to a hek& of abcAA 0-1 tL This
Ys the onLy parr of the pLa u raver th92 Tuft obetMU sheet flow.
For sheet flow of less than "feet, use Ma nit4s
kinematic solution (O4rcrtop and Meadows 1976) to
compute Tt_
_ 0-4D7(nL)�
Tt (F2fase.4 [eq-1
where_
Tt = travel time (hr),
n = Marnung'sroughness coefficient (table 3-1)
L = flow length (ft)
F2 = 2-year, 24-hour rainfall (itt)
s = slope of hydraulic grade line
(land slope, Wit)
This simplified form of the Ma aiing's kinematic solu-
tion is based on the following; (1) shallow steady
umiform flow, (2) constant intensity of rainfall excess
(that pert of a rain available for runoff), (3) rautifall
duration of 24 hours, and (4) minor effect of infiltra-
tion on travel time. Rainfall depth can be obtained
from appendix lEk
Shallow concentrated flaw
After a maximuni of 3DD feet, sheet flow usually be-
comes shallow concentrated flour. The average veloc-
ity for this flow can be detemwted from fiigmv 3-1, in
which average velocity is a function of watercourse
slope and type of channel- For slopes less than 0-M6
ftlft, use equations given in appendix F for figure 3-1-
'lnUage can affect the direction of shallow concen-
trated flow. Flow may not always be directly down the
watershed slope if tillage rents across the slcW-
After deteradra g. average velocity in figure 3-1, use
equation 3-1 to estimate travel tirne for the shallow
concentrated flow segment
Open channels
Open channels are assumed to begin where surveyed
cross section information has been obtained, where
cliantiels are visible on aerial photographs, or where
blue lines (indicating streams) appear on United States
Geological Survey CUSG5) quadrangle sheets_
Manning's equation or water surface profile utfbma-
tion can be used to es ornate a-%,cragc flow velocity -
Average flow velocity is usually determined for batik -
full elevation-
(_} 10-MR-55, Second Ed, dune 19&bj
Figure 3.1
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Appendix I
Woolpert Aberdeen Training DFAC 18
08 Jan 2020 (Rev 3) Hoke County, North Carolina

0
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Appendix J
Woolpert Aberdeen Training DFAC 19
08 Jan 2020 (Rev 3) Hoke County, North Carolina

Fort Bragg - Aberdeen DFAC
Selection of Sediment Control Measure
NW Corner of site
0.528 Total Drainage Area
Okay Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
0.528 Disturbed Area (Acres)
2.11 Peak Flow from 10-year Storm (cfs)
Quo Based on Avg Coeff = 0.5
Note: Quo for 24 hr is 5.45 per NOAA=
User entry
Calculated Value
Intensity = 8.00 for 5 min TOC
CFS &
Surface Area (min)
2.111
686
compare to sizing spreadsheet
A
I Coeff
I I
JCFS
ISurface per CFS*
0.531
0.51
5.41
1.42562
620
* 435 SF per CFS for Temp Sed Trap
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
2019.11.05 - Sed Trap.xls

Fort Bragg -Aberdeen DFAC
NW Corner of site
Okay
0.528 Disturbed Area (Acres)
2.11 Peak Flow from 10-year Storm (cfs)
1900.826 Required Volume ft3
686 Required Surface Area ft2
18.5 Suggested Width ft
37.1 Suggested Length ft
3600 CF/Acre for Sed Trap
36 Trial Top Width at Spillway Invert ft size corresponds to approx. shape of area used for detention
140 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
0.85 Trial Depth ft (2 to 3.5 feet above grade)
30.9 Bottom Width ft
134.9 Bottom Length ft
2084.205 Bottom Area ft2
1957 Actual Volume ft3 Okay 1956.787125
2520 Actual Surface Area ft2 Okay check coutour method/takeoff
6 Trial Weir Length ft
0.3 Trial Depth of Flow ft
3.0 Spillway Capacity cfs Okay

(Source: '-Bank and channel lining procedures'_ New York Department of
Transportation. Division of Design and Construction_ 1971.)
Guide to Color Key: JUser Input Data lCalculated Value
Designed By: GDH Date:
Checked By: Date:
Company: Woolpert
Project Name: Aberdeen DFAC
Project No.: 78530
Site Location (City/Town) Fort Bragg
Culvert Id. 101
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute iiow velocity Vo at culvert or paved channel outlet_
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paged channel outlets,
Do = A. where A_ = cross -sectional area of flow at outlet.
For multiple culverts, use Do = 1.25 x Do of single culvert.
Velocity (ft/s)
3.45
Opening type
Pipe Culvert
Single or multiple openings?
Single
Outlet pipe diameter, Do (ft)
0.5 (6" per plumbing code)
NOTE 1: If opening type is anything other than "Pipe Culvert", Do=Ao
(Cross -sectional area of flow at outlet).
NOTE 2: If multiple openings, Do=1.25 x Do
of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 1 Figure 8.06c
Will apron have >/=10% grade? No

NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 2 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
ter, h 1. Use figure e06.b.3 to determine maximum stone size (e.g. for 1-1
Fps = 20" or 550 lbs.
Max. stone size (in.)
150 Figure 8.06e
Note: Use 150 as the minimum per Figure 8.05f
Step 2. Use figure 06_b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 tbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min_ thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 is 24
Heavv 23 0.044 30 36
(Channels) (Dissapators)
Min. & max range of stones (Ibs) 25-150 Figure 8.05f
Weight range of 75% of stones (Ibs) 50-150 Figure 8.05f

Appendix K
Woolpert Aberdeen Training DFAC 20
08 Jan 2020 (Rev 3) Hoke County, North Carolina

SUBSURFACE EXPLORATION
OLM
GEOTECHNICAL RECOMMENDATIONS REPORT
Dining Facility (DFAC), Aberdeen Training Facility (ATF), FY 18, PN82254
Fort Bragg, North Carolina
By:
Chris Norton, P.E., Civil Engineer
Geotechnical and Dam Safety Section
U.S. Army Corps of Engineers, Wilmington District
October 2018

This report was prepared by the Wilmington 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 Engineer Regulation 1110-1-8152.
Date: 11 October 2018
NORTON.CHRIST
NOR' NSCHRSTOPH ER.ALLEN.1458028903
OPHER.ALLEN.14
DN:c=US, 1.S. Govemm-t,,U—D,D,
_ PK�,T-USA,
cn-NO RON.GHR I STOPH E R.ALLE N.145802890
58028903
Wte2W810.11 121531-9490
Christopher A. Norton, P.E.
Civil Engineer
CESAW-ECP-EG
Geotechnical and Dam Safety Section

TABLE OF CONTENTS
1. PURPOSE...........................................................................................................................................
2. QUALIFICATION OF REPORT..............................................................................................................
3. PROJECT DESCRIPTION......................................................................................................................
4. SUBSURFACE EXPLORATION AND PROCEDURES..............................................................................
SiteReconnaissance..........................................................................................................................
SPTand DCP Testing.........................................................................................................................
SoilInfiltration Testing......................................................................................................................
5. SITE AND SUBSURFACE CONDITIONS................................................................................................
SiteConditions..................................................................................................................................
Regionaland Site Geology................................................................................................................
SubsurfaceConditions......................................................................................................................
Groundwater Conditions..................................................................................................................
SeismicSite Classification.................................................................................................................
6. ENGINEERING EVALUATIONS AND RECOMMENDATIONS................................................................
General.............................................................................................................................................
GeotechnicalInvestigations..............................................................................................................
Excavation, Grading, and Fill............................................................................................................
Damp -proofing and Water-proofing................................................................................................
Presumptive Load -Bearing Values of Soils........................................................................................
Foundations......................................................................................................................................
ShallowFoundations.........................................................................................................................
FrostSusceptibility............................................................................................................................
Liquefaction......................................................................................................................................
ATTACHMENT A: 35% Design Submittal — Site Plan
ATTACHMENT B: SPT, DCP, and Infiltration Testing Location Plan
ATTACHMENT C: SPT Boring Logs
ATTACHMENT D: CBR Tabulations
ATTACHMENT E: Seismic Site Classification
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

1. PURPOSE
The purpose of this "Subsurface Exploration and Geotechnical Recommendations Report" is to present
the findings and evaluation of subsurface data collected on 14 and 15 August, 2018, at the proposed
Dining Facility (DFAC) site on Aberdeen Training Facility (ATF). This report provides a general overview of
the site and subsurface conditions encountered within the proposed footprint of the structural
components in the 35 percent design submittal. The proposed components consist of a one-story DFAC
building, new asphalt driveway, and bio-retention pond. Preliminary engineering evaluations and
recommendations are also provided with respect to the geotechnical design and construction of the
project.
2. QUALIFICATION OF REPORT
The subsurface investigation was conducted to determine soil and groundwater conditions and was not
intended to serve as an assessment of site wetlands, environmental, or contaminant conditions. The
Architect -Engineer's (A-E) team should include a Registered Professional Engineer, henceforth referred
to as Engineer, with an appropriate amount of experience in geotechnical engineering design. The
Engineer should be able to interpret this report, make a determination if a more extensive subsurface
investigation is required, and develop foundation and earthwork design parameters. Any additional
subsurface investigations and laboratory analyses conducted to better characterize the site and to
develop the final design should be performed under the direction of an Engineer with an appropriate
amount of experience in geotechnical engineering design.
3. PROJECT DESCRIPTION
The proposed 35 percent design site layout plan can be seen in Attachment A, and consists of a single
story concrete slab -on -grade building, new asphalt driveway, and bio-retention pond. The project is
located in the center of ATF, just northwest of the two water towers. The proposed building footprint
covers an existing asphalt parking lot, and extends beyond the asphalt to cover a large grassy area to the
north. A new asphalt driveway will be constructed to tie into the street just north of the DFAC. The bio-
retention pond will be located just north of the proposed building between the building and road. Please
review Attachment A for more details.
4. SUBSURFACE EXPLORATION AND PROCEDURES
Site Reconnaissance
Before the field investigation was performed, the proposed project site(s) and surrounding areas were
visually inspected, and all underground utilities were located. The observations were used in
determining areas of special interest, and in relocating select borings to avoid utilities.
SPT and DCP Testing
Subsurface conditions within the proposed building footprint were evaluated by three Standard
Penetration Test (SPT) borings to 25 feet Below Ground Surface (BGS) (ATFDFAC-I8-SPT-1 through
ATFDFAC-I8-SPT-3); subsurface conditions within the proposed asphalt driveway were evaluated by
three Dynamic Cone Penetrometer (DCP) tests to approximately 4-6 feet BGS (ATFDFAC-I8-DCP-1
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

through ATFDFAC-I8-DCP-3). All test locations can be reviewed in the SPT, DCP, and Infiltration Testing
Location Plan (Attachment B). This plan includes a 35 percent design overlay indicating the general
location of the building footprint and new asphalt driveway.
SPT is conducted in accordance with ASTM D1586 (Standard Test Method for Standard Penetration Test
and Split -Barrel Sampling of Soils). Sampling is accomplished by using a thick-walled sample tube, with
an outside diameter of 2-inches and an inside diameter of 1.38-inches. The sample tube is driven into
the ground by blows from a slide hammer weighing 140-pounds and falling a distance of 30-inches. The
sample tube is driven a total of 18-inches, with the blow counts required for each 6-inches of
penetration recorded. The sum of the number of blows required for the second and third 6-inch
penetration is termed the "standard penetration resistance" or the "N-value". The N-value provides an
indication of the relative density of the soil, and is used in many empirical geotechnical engineering
formulae. Soil classifications from the SPT samples are shown on the SPT boring logs in Attachment C,
and were determined in the field by a Registered Professional Engineer. Soil samples were classified in
accordance with ASTM D2488 (Visual -Manual Procedure for Descriptions of Soils). The soil descriptions
and classifications are based on visual examination only; no lab analyses were conducted.
DCP testing is conducted in accordance with ASTM D6951 "Standard Test Method for Use of the
Dynamic Cone Penetrometer in Shallow Pavement Applications", and consists of a 17.6-lb hammer that
is dropped (free fall) a distance of 22.6 inches, impacting an anvil attached to the drive rod. The impact
drives a 60' cone, attached to the end of the drive rod, into the material of interest. One impact is
equivalent to one "blow count". The number of blow counts per inch of penetration is recorded
(number blow counts)/(inch of penetration). The blow counts are then used to calculate the California
Bearing Ratio (CBR) in percent for each inch of strata. The CBR is a comparison of the penetration
resistance of a soil to the penetration into a standard crushed stone sample and is an index of the soil's
strength, density, and foundation support capability, thus a high quality crushed stone material should
have a CBR of 100%. It is primarily intended for, but not limited to, evaluating the strength of cohesive
materials having maximum particle sizes less than 19 millimeters (0.75 inches) (AASHTO, 2000').
Equations used to calculate the CBR are described in ASTM D6951. CBR tabulations for all locations can
be reviewed in Attachment D. The CBR values can be used to design asphalt and/or rigid concrete
pavement and to determine subgrade improvements, if necessary.
North Carolina State Plane Coordinates (NAD83 - U.S. Survey Feet) and elevations (NAVD88) of all test
locations are provided in the boring logs (Attachment C) and CBR tabulation sheets (Attachment D).
State Plane Coordinates were established by a Professional Land Surveyor, and were staked in the field
prior to the investigation.
Soil Infiltration Testing
Soil infiltration testing was conducted at two locations within the proposed site, ATFDFAC-18-INF-I
ATFDFAC-I8-INF-2. Testing consisted of a basic falling head test. Testing was conducted at
approximately 3 feet BGS at both locations. After inserting the 4 inch diameter PVC pipe approximately
2 to 6 inches into the material at the bottom of the hole, a couple inches of pea gravel was placed at the
bottom of the hole to avoid erosion when pouring water down the pipe. Hydraulic head was maintained
'Standard Specifications for Transportation Materials and Methods of Sampling and Testing, Twentieth Edition.
American Association of State Highway and Transportation Officials. Washington, D.C.
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

between 2 and 12 inches at both locations throughout testing, refilling as necessary. For each test,
measurements were taken every thirty minutes for approximately 4 hours. Infiltration systems are
generally not continuously saturated and therefore a 24 hour pre-soak was not conducted for these
tests. Measurements were taken at both locations from the top of the water surface to the top of the
pipe, and drop in water surface was recorded. For both locations, a stabilized rate of drop was observed
for the various levels of head tested. A conservative estimate of saturated permeability, Ksat, was
estimated using the observed measurements and associated levels of head.
It was assumed that the soil at the bottom of the hole was undisturbed, and therefore the measured
infiltration rates presented herein reflect those of the undisturbed soil at both locations. In reality, the
soil structure was disturbed when the PVC pipe was inserted into the material at the bottom of the hole,
which affected the infiltration values to some extent. This affect more than likely provides a
conservative value of Ksat due to the compaction of soil granules from the pipe insertion.
The tip of the pipe was considered to be in the vadose zone and did not intercept the Groundwater
Table (GWT) for the tests. The depth of the existing GWT was not identified during the site investigation
and it is assumed that there are no confining soil layers that restrict flow from the bottom of the hole to
the GWT.
5. SITE AND SUBSURFACE CONDITIONS
Site Conditions
At the time of investigation, the footprint of the proposed building was open and consisted of an asphalt
parking lot and a grassy area with a chain -link barbed wire fence. Attachment B can be reviewed for a
general understanding of site conditions. The area was generally flat, except for the northern portion of
the building footprint, which slopes downward to the proposed bio-retention pond that is located at a
low spot adjacent to an existing road. All utilities were located and marked prior to drilling, and some
utilities appear to fall within the building footprint.
The proposed bio-retention pond is located within the ditch just north of the proposed building and
adjacent to the existing road. There were no utilities marked within this area. A chain -link barbed wire
fence separates the proposed building and the proposed bio-retention pond. A significant slope exists
just north of the proposed building down to the bio-retention pond. It appears that the slope required
significant fill to construction, and will require significant grading and earthwork for foundation
preparation.
No abnormal site conditions were noted.
Regional and Site Geology
Fort Bragg is situated 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
about 130 miles. The Fall Line is the boundary between the Coastal Plain and the Piedmont
physiographic provinces.
Geologic units in the area, ranging from oldest to youngest, include the Carolina Slate Belt rocks, which
are the basement rocks, the Cape Fear Formation, and the Middendorf Formation. The Cape Fear and
Middendorf Formations overlie the basement rock and are part of the generally southeastward -dipping
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

and thickening wedge of sediments that constitute the Atlantic Coastal Plain deposits. The Middendorf
Formation is exposed at land surface throughout the 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.
Subsurface Conditions
SPT borings ATFDFAC-SPT-18-1 through ATFDFAC-18-3 indicate a stratigraphy consisting of Poorly
Graded Sand (SP), Poorly Graded Sand with Silt (SP-SM), Poorly Graded Sand with Clay (SP-SC), Clayey
Sand (SC), and Lean Clay (CL). Fat Clay (CH) was not encountered during this investigation. SPT boring
logs are located in Attachment C, and boring locations can be reviewed in Attachment B. SPT N values
range from 6 to 19 within ATFDFAC-SPT-18-1, 5 to 20 within ATFDFAC-SPT-18-2, and 3 to 27 within
ATFDFAC-SPT-18-3. Subsurface materials within the proposed building footprint of the dining facility
appear to be relatively dense and granular. A layer of CL does exist throughout the footprint and varies
in depth and thickness at each boring. Within ATFDFAC-I8-SPT-1, the CL layer is the thickest of all
borings (5.8 feet) and located closest to the surface (1.5 BGS). The CL layer within ATFDFAC-18-SPT-2 is 1
foot thick, and located 5.8 feet BGS. Within ATFDFAC-I8-SPT-3, the CL layer is 1.7 feet thick and located
8.8 feet BGS. SPT N values within fine grained materials such as CL are generally considered unreliable,
and empirical equations relating SPT N values acquired within fine grained materials to various
engineering parameters should be used with precaution. The thickness and proximity of CL to the
ground surface within ATFDFAC-18-SPT-1 is a potential settlement concern. A settlement analysis should
be conducted using estimated engineering parameters of CL based on the SPT N values, and estimated
load conditions of the 65% design. The settlement analysis may warrant excavation and replacement of
the clay within this area. Ultimate bearing capacities were estimated for the three SPT boringS2. Three
different footing widths were used in the estimations, 2, 4, and 6 feet. Table 1 indicates estimated
ultimate bearing capacities, and associated equations. This estimate is based on one inch of foundation
settlement. Field SPT N values were corrected for overburden pressure only. The GWT was not
encountered during this investigation. These estimates are more accurate for coarse grained soils. Some
layers of field classified CL were encountered, especially within ATFDFAC-I8-SPT-1; the design engineer
should proceed with caution when using these estimates within this thicker CL layer. The geotechnical
design engineer should verify the estimated capacities presented before proceeding with design.
Table 1. Ultimate Bearing Capacities (Footing Widths (B) = 2, 4, and 6 feet); Depth of Footing (Df) = 3 feet
ATF D FAC-SPT-18-1
SPT N1
B (ft)
Cw1
Cw2
Df (ft)
Quit (psf)
19.4
2
1
1
3
19,382
16.6
4
1
1
3
11,601
16.1
6
1
1
3
11,267
Z Muni Budhu, 2007. Foundations and earth retaining structures, Muni Budhu, p. 235.
4
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

ATF D FAC-SPT-18-2
SPT N1
B (ft)
Cw1
Cw2
Df (ft)
Quit (psf)
12
2
1
1
3
11,982
12
4
1
1
3
8,425
13.4
6
1
1
3
9,400
ATF D FAC-SPT-18-3
SPT N1
B (ft)
Cw1
Cw2
Df (ft)
Quit (psf)
19.3
2
1
1
3
19,382
18.5
4
1
1
3
18,480
18.6
6
1
1
3
18,633
Qult = 200*N1*B*(Cw1+Cw2*(Df/B)) (psf)
N1 = Average SPT "N" value (corrected for overburden pressure only) to 1.513 below foundation base
B = Footing width (feet)
Cw1, Cw2 = GWT correction factors
Df = Depth of footing (feet)
DCP tests ATFDFAC-DCP-18-1 through ATFDFAC-DCP-3 indicate a range of CBRs from 1.7 to 36.8 percent
as indicated in Attachment D, CBR Tabulations. DCP test locations can be reviewed in Attachment B.
Lower strength material was encountered within both ATFDFAC-DCP-18-2 and ATFDFAC-DCP-18-3
starting at approximately 2 feet BGS, and extending down to 5.5 feet BGS within ATFDFAC-DCP-18-2 and
3.5 feet within ATFDFAC-DCP-18-3. The lower strength values within these locations may be indicative of
inadequate subgrade compaction during previous construction efforts, and this material should be
removed and replaced with select fill or excavated and re -compacted to the requirements set forth in
the Unified Facilities Criteria (UFC) 3-220-01. Judgment should be used when grading the site. If soft
conditions are encountered by heavy equipment, the loose material should be removed and replaced
with select fill or excavated and re -compacted to the requirements set forth in UFC 3-220-01. Please
refer to Attachment D for a detailed profile of CBR values for all tests.
Soil infiltration testing was conducted at two locations within the proposed site, ATFDFAC-18-INF-1
ATFDFAC-I8-INF-2., the locations of which can be reviewed in Attachment B. Ksat values of 2 in/hr and
2.5 in/hr were estimated for ATFDFAC-18-INF-1 and ATFDFAC-I8-INF-2, respectively. Table 4 can be
reviewed for detailed infiltration testing data.
Table 4. Calculations for Ksat
ATF D FAC-18-INF-1
ATF D FAC-18-INF-2
Bottom of Hole to Top of Pipe = 33.25 inches
Bottom of Hole to Top of Pipe = 38 inches
Top of Gravel to Top of Pipe = 31.75 inches
Top of Gravel to Top of Pipe = 36
Northing: 498686.77552; Easting: 1891055.73390
Northing: 498493.20777; Easting: 1890922.90441
Time
(hr:min)
Reading
(inches)
Infiltration Rate
(in/hr)
Time
(hr:min)
Reading
(inches)
Infiltration Rate (in/hr)
10:59
24.5
Initial Reading
11:42
31.00
Initial Reading
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ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

11:34
27.0
4.29
12:15
33.75
5.00
12:09
29.3
3.94
12:43
35.00
2.68
12:09
Refill to 22
12:52
Refill to 30
12:39
24.5
5.00
13:36
32.50
4.17
13:09
26.3
3.60
14:06
34.50
4.00
13:43
28.0
3.00
14:08
Refill to 27.5
14:17
29.3
2.29
14:38
30.00
5.00
14:18
Refill to 23
15:08
31.75
3.50
14:48
24.5
3.00
Ksat = 2.5 in/hr
15:18
26.0
3.00
Ksat = 2.00 in/hr
The above subsurface description is of a generalized nature to highlight the major subsurface
stratification features, and material characteristics and behaviors. The SPT and infiltration boring logs
should be reviewed for specific information at individual boring locations. The stratifications shown on
the SPT boring logs represent the conditions at the actual boring locations only. Variations should be
expected between boring locations. The stratification lines shown on the SPT boring logs represent the
approximate boundaries between the subsurface materials; the actual transitions are typically more
gradual.
Groundwater Conditions
Neither the apparent GWT nor the Seasonal High Water Table (SHWT) were located at any point during
this site investigation.
Due to the prevalence of SC and SP-SC at the project site and the general area, perched water conditions
could be encountered before, during, or after construction. A perched -water condition occurs when
water seeping downward is blocked by a low permeability soil layer, such as SC or CL, and saturates the
more permeable soil above it. The true GWT can be several to many feet below the perched -water level.
It should be noted that the GWT may vary during periods of prolonged drought and excessive rainfall, as
well as seasonally. Therefore, fluctuations in the GWT should be anticipated with changing climatic and
rainfall conditions.
Seismic Site Classification
The Seismic Site Classification (SSC) is designated A (hard rock), B (rock), C (very dense soil and soft
rock), D (stiff soil), E (soft clay soil), or F (soils requiring site response analysis) in accordance with
Chapter 20 of ASCE 7-10. Chapter 20 requires a continuous 100 foot boring (or to refusal) within
proximity of the proposed structure to estimate the SSC. Two Cone Penetration Tests (CPT), CPT-01 and
CPT-02, were conducted to 85 feet BGS (refusal) within close proximity to the proposed structure, and
values from these tests were used to acquire the SSC for the proposed building. Both CPTs were
conducted in March 2016 for the addition of a Special Operations Force (SOF) Tactical Facility at ATF.
Chapter 20 of ASCE 7-10 specifies 3 different methods of obtaining the SSC, shear wave velocity, SPT N
value, or un-drained shear strength. All methods use a weighted average of respective values over the
entire depth of the boring. To acquire our SSC, shear wave velocities were used. CPT-01 is located
approximately 1200 feet to the west-northwest from the proposed building footprint, and indicates an
SSC of D. CPT-02 is located approximately 350 feet to the east-southeast of the proposed building
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ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

footprint, and indicates an SSC of C. Based on these two CPT tests, and considering the unknowns, a SSC
of D (stiff soil) is assumed for the new ATF DFAC. Attachment E should be reviewed for analysis details.
6. ENGINEERING EVALUATIONS AND RECOMMENDATIONS
General
Chapters 16, 17, 18, and 33 of the International Building Code (IBC) 2012, adopted and modified by the
Unified Facilities Criteria (UFC) 3-220-01 of 2012, are the primary design standards referenced for these
recommendations. 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 SPT borings and DCP testing, and previous experience with soils and subsurface
conditions similar to those encountered at the site.
Geotechnical Investigations
A preliminary geotechnical investigation was conducted at the proposed project site by the Wilmington
District, and the results are discussed in this report. This investigation may not meet all requirements set
forth in Section 1803, IBC 2012, adopted and modified by Section 2-3.3, UFC 3-220-01, and this report
should be evaluated accordingly.
Excavation, Grading, and Fill
It is recommended that the Engineer adhere to the requirements set forth in Section 1804, IBC 2012,
adopted and modified by Section 2-3.4, UFC 3-220-01.
Where shallow foundations will bear on compacted fill material, the compacted fill should comply with
the criteria set forth in Section 1804.5, IBC 2012.
Where shallow foundations will bear on Controlled Low -Strength Material (CLSM), the CLSM should
comply with the criteria set forth in Section 1804.6, IBC 2012.
Damp -proofing and Water -proofing
It is recommended that the Engineer adhere to the requirements set forth in Section 1805, IBC 2012,
adopted and modified by Section 2-3.5, UFC 3-220-01. This may include additional investigation(s) to
verify the depth of the GWT or SHWT per Section 1803.5.4, IBC 2012, adopted and modified by Section
2-3.3.4 of UFC 3-220-01.
Presumptive Load -Bearing Values of Soils
It is recommended that the Engineer adhere to the requirements set forth in Section 1806, IBC 2012,
adopted and modified by Section 2-3.6, UFC 3-220-01.
The SPT N values and subsurface conditions presented in this report should be evaluated by the
Engineer to determine if the applied load will be supported, or if improvement of subgrade materials is
necessary, and if so, the type of improvements needed and to what depth the improvements are
needed.
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

The Engineer should evaluate this geotechnical investigation report, and determine if an additional
geotechnical investigation is required to confirm the load bearing values indicated in this report. The
Engineer should also use the Factors of Safety (FS) shown in Tables 2-2 and 2-3, UFC 3-220-01, when
developing the net allowable bearing capacities that will be used for design.
Foundations
It is recommended that foundations be designed and constructed in accordance with Sections 1808.2
through 1808.9, IBC 2012, adopted and modified by Section 2-3.8, UFC 3-220-01.
The foundation should be designed such that the net allowable bearing capacity of the soil is not
exceeded, and that total and differential settlement is limited to acceptable values. The net allowable
bearing capacity should be evaluated by the Engineer. Acceptable settlement values can be found in
Section 2-3.8.1, UFC 3-220-01.
The foundation should be designed for the most unfavorable effects due to the combinations of loads
specified in Chapter 16, IBC 2012. The Engineer should also consider possible future events such as
dewatering and flooding due to storms.
Expansive soils are not believed to exist at the site, however, the Engineer should make this
determination and adhere to Section 1808.6, IBC 2012, adopted and modified by Section 2-3.8.4, UFC 3-
220-01, should expansive soils be determined to exist at the site.
Shallow Foundations
It is recommended that shallow foundations be designed and constructed in accordance with Sections
1809.2 through 1809.13, IBC 2012, adopted and modified by Section 2-3.9, UFC 3-220-01.
Shallow foundations should be built on undisturbed soil, compacted fill material, or CLSM in accordance
with Section 1809.2, IBC 2012. Fill material and CLSM should meet the criteria discussed in "Excavation,
Grading, and Fill" of this report.
For excavations, it is recommended that the top 12 inches of finished subgrade be compacted to 95
percent of maximum dry density per ASTM D698.
For fill, it is recommended that material be placed in 6-inch lifts and compacted to 95 percent of
maximum dry density per ASTM D698. Fill material should not be placed over wet or frozen areas. Fill
material should be placed adjacent to structures, such as footings, after the structures have been
completed and accepted, and should be compacted as to avoid loading upon or against the structure.
Footings should be constructed at a minimum depth of 18 inches below the finished ground surface.
Spacing between footings should be at least 1.5 times the width of the larger foundation to minimize
any reduction in bearing capacity due to overlapping zones of influence. The minimum width of footings
should be 12 inches.
Frost Susceptibility
Frost susceptible soils are defined in American Society of Civil Engineers (ASCE) 32, and consist of soil
with greater than 6 percent by mass passing the #200 sieve in accordance with ASTM D422. Lab analyses
of collected samples were not conducted as part of this geotechnical investigation. Due to the suspected
clay content encountered in all SPT borings, it is recommended that the Engineer determine if frost
8
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

susceptible soils exist at the site, and if so, protect the foundation and other permanent supports by one
or more of the following methods indicated in Section 1809.5, IBC 2012, adopted and modified by
Section 2-3.9, UFC 3-220-01.
Liquefaction
This geotechnical investigation is inadequate to provide an assessment of liquefaction potential. It is
recommended that the Engineer adhere to Section 1613, IBC 2012, adopted and modified by Section 2-
1.1, UFC 3-220-01, regarding the assessment of liquefaction potential.
SUBSURFACE EXPLORATION AND GEOTECHNICAL RECOMMENDATIONS REPORT
ABERDEEN TRAINING FACILITY (ATF), FT. BRAGG, NC

ATTACHMENT A
35% Design Submittal — Site Plan

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ATTACHMENT C
SPT Boring Logs

Borina Desianation: ATFDFAC-18-SPT-1
DRILLING LOG
DIVISION
INSTALLATION
SHEET 1
South Atlantic
Aberdeen Training Facility, Fort Bragg, NC
OF 2 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL VERTICAL
SOF Dining Facility
State Plane NAD83 NAVD88
10. SIZE AND TYPE OF BIT 6" Fishtail
(ATFDFAC)
2. LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
N 498613.549 E 1891014.2956
Mobile B-60
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE, Savannah District
13 13 0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
John Varret
14. ELEVATION GROUNDWATER GWT Not Encountered
5. DIRECTION OF BORING DEG FROM BEARING
15. BORING DATE :STARTED COMPLETED
® VERTICAL : VERTICAL
0 INCLINED --- ---
8/14/18 8/14/18
6. THICKNESS OF OVERBURDEN 0.01
16. ELEVATION TOP OF BORING 472.5'
7. DEPTH DRILLED INTO ROCK 0.01
1 17. TOTAL CORE RECOVERY FOR BORING 94%
18. SIGNATURE AND TITLE OF INSPECTOR
Chris Norton, P.E., Civil Engineer
8. TOTAL DEPTH OF BORING 25.5'
ELEV
DEPTH
LEGEND
CLASSIFICATION OF MATERIALS
% CORE
BOX OR
REMARKS
w
p
(feet)
(feet)
REC
SAMPLE
u?
a
b
c
d
e
f
g
pp O
Z
472.5
0
SPSM Poorly Graded SAND with Silt. Brown.
°
Some organics.
3
67
1
5
9
4
471.0
1.5
CL LEAN CLAY. Brown. No organics.
2
67
2
4
4
10
6
Gray and pink.
3
3
100
3
5
11
6
4
4.s
3
100
4
4
12
8
6
6
4
100
5
6
19
13
465.2
7.5
SP Poorly Graded SAND. Brown and orange.
8
100
6
2
3
6
3
Tan and orange.
s
3
100
7
4
9
5
10
'
462.0
10.5
12
12-
SPSC Poorly Graded SAND with Clay. Brown
and orange.
6
459.5
100
13
y
4
5
6
11
CL LEAN CLAY. Tan and orange.
459.0
19
0o Drafted By. Saul Carlson Reviewed By.
o0 0 o Date Drafted: 8/21 /2018 Date Checked:
Wilmington District VERSION: Draft
Geotechnical Section
SAW FORM 1836-A (LAND -BASED SOIL BORING)
AUG 2018
ATTACHMENT C
SHEET 1 of 2

DRILLING LOG (Cont Sheet)
PROJECT
SOF Dining Facility
LOCATION COORDINATES
N 498613.549 E 1891014.2956
ELEV DEPTH LEGEND CLASSIFICATION OF MATERIALS
(feet) (feet)
a b C d
14
OUFIFIS4 LJfdbI F1dLFUF1.
/1I rUr/1l�- Io-Jr I- I
INSTALLATION
I SHEET 2
Aberdeen Training Facility, Fort Bragg, NC
IOF 2 SHEETS
COORDINATE SYSTEM
HORIZONTAL
VERTICAL
State Plane
NAD83
NAVD88
ELEVATION TOP OF BORING
472.5'
CORE
BOX OR
REMARKS
w
p
REC
SAMPLE
u?
e
f
9
m 0
Z
SIP Poorly Graded SAND. White. v
4
100 10 4 8
14
6
456.0
16.5
18
18 SC CLAYEY SAND. Gray mottled orange. Lenses
of lean clay mixed with poorly graded sand.
3
100 11 4 10
6
453.0
19.5
20
SPSC Poorly Graded SAND with Clay. Brown
-
and orange.
z
100
12
5
9
4
22
450.0
zz.s
24
24
SC CLAYEY SAND. Tan and orange.
3
100
13
6
12
6
447.0
BOTTOM OF BOREHOLE AT 25.5 ft
25.5
SOILS ARE FIELD CLASSIFIED IN
ACCORDANCE WITH THE UNIFIED SOIL
CLASSIFICATION SYSTEM
o0
Wilmington District
Geotechnical Section
SAW FORM 1836-A (LAND -BASED SOIL BORING)
SHEET 2 of 2
AUU 2U16
ATTACHMENT C

OUrirl LJG751 F1dLFUF1. /1I rUr/1l�- Io-Jr I-L
DRILLING LOG
DIVISION
INSTALLATION
SHEET 1
South Atlantic
Aberdeen Training Facility, Fort Bragg, NC
OF 2 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL VERTICAL
SOF Dining Facility
State Plane NAD83 NAVD88
10. SIZE AND TYPE OF BIT 6" Fishtail
(ATFDFAC)
2. LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
N 498617.037831 E 1891098.43116
Mobile B-60
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE, Savannah District
13 13 0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
John Varret
14. ELEVATION GROUNDWATER GWT Not Encountered
5. DIRECTION OF BORING DEG FROM BEARING
15. BORING DATE :STARTED COMPLETED
® VERTICAL : VERTICAL
0 INCLINED --- ---
8/14/18 8/14/18
6. THICKNESS OF OVERBURDEN 0.01
16. ELEVATION TOP OF BORING 473.7'
7. DEPTH DRILLED INTO ROCK 0.01
1 17. TOTAL CORE RECOVERY FOR BORING 92%
18. SIGNATURE AND TITLE OF INSPECTOR
Chris Norton, P.E., Civil Engineer
8. TOTAL DEPTH OF BORING 25.5'
ELEV
DEPTH LEGEND
CLASSIFICATION OF MATERIALS
% CORE
BOX OR
REMARKS
w
p
(feet)
(feet)
REC
SAMPLE
LO
a
b C
d
e
f
g
pp o
Z
473.7
0
SPSM Poorly Graded SAND with Silt. Brown and
°
gray. Organics at surface.
1
67
1
3
6
3
472.2
1.5
SP Poorly Graded SAND. Tan. Clay content
increasing towards the bottom.
2
100
z
3
z
5
3
470.7
3
SP-SC Poorly Graded SAND with Clay. Tan and
orange.
3
33
3
3
6
3
4
469.2
4.5
SC CLAYEY SAND. Tan and orange. Very
cohesive clay.
3
100
4
3
7
4
467.9
6
CL LEAN CLAY. Tan and orange.
6
466.9
100
5
6.g
3
7
7
14
SPSC Poorly Graded SAND with Clay. Orange.
466.2
6
7.5
SP Poorly Graded SAND. Tan and orange.
8
100
7
4
5
10
5
g
2
100
8
4
9
5
10
Small clay lense.
463.2
10.5
12
rly Graded SAND. Orange and brown.
with clay.
3
100
9
5
20
Ir7
15
460.2
13.5
0o Drafted By. Saul Carlson Reviewed By.
o0 0 o Date Drafted: 8/21 /2018 Date Checked:
Wilmington District VERSION: Draft
Geotechnical Section
SAW FORM 1836-A (LAND -BASED SOIL BORING) SHEET 1 of 2
AUU 2U'16
ATTACHMENT C

DRILLING LOG (Cont Sheet)
PROJECT
SOF Dining Facility
LOCATION COORDINATES
N 498617.037831 E 1891098.43116
ELEV DEPTH LEGEND CLASSIFICATION OF MATERIALS
(feet) (feet)
a b C d
14
OUFIFIS4 LJfdbI F1dLFUF1.
/1I rUr/1l�- Io-Jr I -L
INSTALLATION
I SHEET 2
Aberdeen Training Facility, Fort Bragg, NC
IOF 2 SHEETS
COORDINATE SYSTEM
HORIZONTAL
VERTICAL
State Plane
NAD83
NAVD88
ELEVATION TOP OF BORING
473.7'
CORE
BOX OR
REMARKS
w
p
REC
SAMPLE
u?
e
f
9
m 0
Z
SC CLAYEY SAND. Orange and brown. Mottled v
with clay.
3
100 10 4 6
2
16
457.2
16.5
18
18 SC CLAYEY SAND. Orange and brown.
3
100 11 6 10
4
454.2
19.5
20
. SIP Poorly Graded SAND. White and tan. 21
• 4
100 12 5 11
6
22
451.2
24 SPSC Poorly Graded SAND with Clay. Tan and `
orange.
3
100 13 6 13
7
448.2
BOTTOM OF BOREHOLE AT 25.5 ft 25.5
SOILS ARE FIELD CLASSIFIED IN
ACCORDANCE WITH THE UNIFIED SOIL
CLASSIFICATION SYSTEM
III0i
o0
Wilmington District
Geotechnical Section
SAW FORM 1836-A (LAND -BASED SOIL BORING) SHEET 2 of 2
AUU 2U16
ATTACHMENT C

OUrirl LJG751 F1dLFUF1. /1I rUr/1l�- Io-Jr I-o
DRILLING LOG
DIVISION
South Atlantic
INSTALLATION
Aberdeen Training Facility, Fort Bragg, NC
SHEET 1
OF 2 SHEETS
1. PROJECT
SOF Dining Facility
(ATFDFAC)
9. COORDINATE SYSTEM HORIZONTAL VERTICAL
State Plane NAD83 NAVD88
10. SIZE AND TYPE OF BIT 6" Fishtail
2. LOCATION COORDINATES
N 498561.8931 E 1891094.9016
11. MANUFACTURER'S DESIGNATION OF DRILL
Mobile B-60
3. DRILLING AGENCY
USACE, Savannah District
12. TOTAL SAMPLES DISTURBED UNDISTURBED
11 11 0
4. NAME OF DRILLER
John Varret
13. TOTAL NUMBER CORE BOXES 0
14. ELEVATION GROUNDWATER GWT Not Encountered
5. DIRECTION OF BORING DEG FROM BEARING
® VERTICAL : VERTICAL
0 INCLINED --- ---
15. BORING DATE :STARTED COMPLETED
8/14/18 8/14/18
6. THICKNESS OF OVERBURDEN 0 8'
16. ELEVATION TOP OF BORING 474'
7. DEPTH DRILLED INTO ROCK 0.01
1 17. TOTAL CORE RECOVERY FOR BORING 76%
18. SIGNATURE AND TITLE OF INSPECTOR
Chris Norton, P.E., Civil Engineer
8. TOTAL DEPTH OF BORING 25.5'
ELEV
(feet)
a
DEPTH
(feet)
b
LEGEND
C
CLASSIFICATION OF MATERIALS
d
% CORE
REC
e
BOX OR
SAMPLE
f
REMARKS
9
w
p LO
pp o
Z
474.0
473.9
0
R; a'4:; :ASPHALT.
4? �" q?
a..a, ::
"q'::"
47
°
1
1.5
Sample Note: Full SPT was not
p
preformed due to the asphalt and
concrete parking lot from which it
was taken. (0.8'-1.0': 2 blows;
1.0'-1.5': 3 blows)
2
3
5
CONCRETE.
473.2
SC CLAYEY SAND. Brown.
Bown and orange.
1 471.0
4
100 2 4 9 I
5
SC CLAYEY SAND. Orange.
Sample Note: No recovery due to
0 concrete fall -in pugging the tip of the 6 15
split spoon. 7
8
100 3 8 17
9
8
67 4 8 16
8
Orange and tan. 7.5
$ 1
67 s 1 3
2
465.2
CL LEAN CLAY. Gray. 9
6
100 6 8 23
15
1
463.5
12 SP Poorly Graded SAND. Tan and orange.
5
33 7 7 17
10
460.5
13.5
0o Drafted By: Saul Carlson Reviewed By:
o0 0 o Date Drafted: 8/21 /2018 Date Checked:
Wilmington District VERSION: Draft
Geotechnical Section
SAW FORM 1836-A (LAND -BASED SOIL BORING) SHEET 1 of 2
AUU 2U'16
ATTACHMENT C

DRILLING LOG (Cont Sheet)
PROJECT
SOF Dining Facility
LOCATION COORDINATES
N 498561.8931 E 1891094.9016
ELEV DEPTH LEGEND CLASSIFICATION OF MATERIALS
(feet) (feet)
a b C d
14
457.5 16
OUFIFIS4 LJfdbI F1dLFUF1.
/1I rUr/1l�- Io-Jr I -o
INSTALLATION
I SHEET 2
Aberdeen Training Facility, Fort Bragg, NC
IOF 2 SHEETS
COORDINATE SYSTEM
HORIZONTAL
VERTICAL
State Plane
NAD83
NAVD88
ELEVATION TOP OF BORING
474'
CORE
BOX OR
REMARKS
w
p
REC
SAMPLE
u?
e
f
9
m 0
Z
SPSC Poorly Graded SAND with Clay. Orange.
7
100 8 13 27
14
18 a SIP Poorly Graded SAND. Tan and orange. Some v
iron lenses.
3
100 s 4 10
6
454.5
26
SPSC Poorly Graded SAND with Clay. Tan and -
orange.
3
100 10 3 9
6
22
451.5
zz.s
24 SIPPoorly Graded SAND. Tan and orange. Some 24
iron lenses.
3
100 11 5 12
7
448.5
BOTTOM OF BOREHOLE AT 25.5 ft 25.5
SOILS ARE FIELD CLASSIFIED IN
ACCORDANCE WITH THE UNIFIED SOIL
CLASSIFICATION SYSTEM
III0i
o0
Wilmington District
Geotechnical Section
SAW FORM 1836-A (LAND -BASED SOIL BORING) SHEET 2 of 2
AUU ZU16
ATTACHMENT C

ATTACHMENT D
CBR Tabulations

Depth Depth
(in) (ft)
1 0.08
2 0.17
3 0.25
4 0.33
5 0.42
6 0.50
7 0.58
8 0.67
9 0.75
10 0.83
11 0.92
12 1.00
13 1.08
14 1.17
15 1.25
16 1.33
17 1.42
18 1.50
19 1.58
20 1.67
21 1.75
22 1.83
23 1.92
24 2.00
25 2.08
26 2.17
27 2.25
28 2.33
29 2.42
30 2.50
31 2.58
32 2.67
33 2.75
34 2.83
35 2.92
36 3.00
Boring ID: ATFDFAC-DCP-18-1
TOH Elev. 467.3
Northing 498682.8020
Easting 1890956.9630
NAVD 88 CBR Ultimate
Elevation Bearing
Capacity
(ft)
N (psf)
467.22
3.6
467.13
3.6
467.05
16.9
466.97
16.9
466.88
16.9
466.80
16.9
466.72
16.9
466.63
16.9
466.55
7.8
466.47
16.9
466.38
16.9
466.30
16.9
466.22
16.9
466.13
16.9
466.05
16.9
465.97
16.9
465.88
16.9
465.80
16.9
465.72
16.9
465.63
7.8
465.55
16.9
465.47
16.9
465.38
16.9
465.30
26.7
465.22
26.7
465.13
26.7
465.05
16.9
464.97
26.7
464.88
26.7
464.80
26.7
464.72
26.7
464.63
26.7
464.55
36.8
464.47
36.8
464.38
16.9
464.30
26.7
Boring ID: ATFDFAC-DCP-18
TOH Elev. 471.6
Northing 498645.3373
Easting 1890929.7162
NAVD 88 CBR Ultimate
Elevation Bearing
Capacity
471.52
3.6
471.43
3.6
471.35
7.8
471.27
7.8
471.18
7.8
471.10
7.8
471.02
7.8
470.93
7.8
470.85
16.9
470.77
7.8
470.68
7.8
470.60
16.9
470.52
7.8
470.43
7.8
470.35
7.8
470.27
16.9
470.18
7.8
470.10
7.8
470.02
7.8
469.93
7.8
469.85
5.6
469.77
5.6
469.68
5.6
469.60
7.8
469.52
3.6
469.43
3.6
469.35
3.6
469.27
3.6
469.18
1.7
469.10
1.7
469.02
1.7
468.93
1.7
468.85
1.7
468.77
1.7
468.68
1.7
468.60
1.7
Boring ID: ATFDFAC-DCP-18
TOH Elev. 472.9
Northing 498623.7667
Easting 1890959.2338
NAVD 88 CBR Ultimate
Elevation Bearing
Capacity
472.82
3.6
472.73
3.6
472.65
7.8
472.57
7.8
472.48
7.8
472.40
7.8
472.32
7.8
472.23
7.8
472.15
7.8
472.07
16.9
471.98
16.9
471.90
16.9
471.82
16.9
471.73
26.7
471.65
16.9
471.57
16.9
471.48
16.9
471.40
16.9
471.32
16.9
471.23
26.7
471.15
26.7
471.07
16.9
470.98
26.7
470.90
16.9
470.82
16.9
470.73
16.9
470.65
7.8
470.57
7.8
470.48
3.6
470.40
3.6
470.32
7.8
470.23
3.6
470.15
3.6
470.07
3.6
469.98
3.6
469.90
2.3
Notes: Top of Hole (TOH) depth is 0; Horizontal Datum is NC State Plane (US Survey Feet); Vertical Datum is
NAVD88; DCP conforms to ASTM D6951; CBR per ASTM D6951
Fill ■10y:I► M01a01

Depth Depth
(in) (ft)
37 3.08
38 3.17
39 3.25
40 3.33
41 3.42
42 3.50
43 3.58
44 3.67
45 3.75
46 3.83
47 3.92
48 4.00
49 4.08
50 4.17
51 4.25
52 4.33
53 4.42
54 4.50
55 4.58
56 4.67
57 4.75
58 4.83
59 4.92
60 5.00
61 5.08
62 5.17
63 5.25
64 5.33
65 5.42
66 5.50
67 5.58
68 5.67
69 5.75
70 5.83
71 5.75
Boring ID: ATFDFAC-DCP-18-
TOH Elev.
467.3
Northing
498682.8020
Easting
1890956.9630
NAVD 88
CBR Ultimate
Elevation
Bearing
Capacity
(ft) N
464.22 16.9
464.13 16.9
464.05 26.7
463.97 26.7
Boring ID: ATFDFAC-DCP-18-
TOH Elev.
471.6
Northing
498645.3373
Easting
1890929.7162
NAVD 88
CBR Ultimate
Elevation
Bearing
Capacity
468.52
1.7
468.43
1.7
468.35
1.7
468.27
1.7
468.18
2.3
468.10
2.3
468.02
2.3
467.93
3.6
467.85
3.6
467.77
2.3
467.68
2.3
467.60
2.3
467.52
1.7
467.43
1.7
467.35
1.7
467.27
1.7
467.18
2.3
467.10
2.3
467.02
2.3
466.93
2.3
466.85
2.3
466.77
2.3
466.68
2.3
466.60
3.6
466.52
3.6
466.43
2.3
466.35
2.3
466.27
2.3
466.18
3.6
466.10
3.6
466.02
7.8
465.93
16.9
465.85
16.9
465.77
7.8
465.85
16.9
Boring ID: ATFDFAC-DCP-18---
TOH Elev.
472.9
Northing
498623.7667
Easting
1890959.2338
NAVD 88
CBR Ultimate
Elevation
Bearing
Capacity
469.82
469.73
469.65
469.57
469.48
469.40
469.32
469.23
469.15
469.07
468.98
468.90
468.82
468.73
468.65
468.57
468.48
468.40
468.32
468.23
468.15
468.07
2.3
2.3
1.7
1.7
1.7
1.7
7.8
16.9
16.9
7.8
7.8
7.8
16.9
16.9
7.8
7.8
7.8
7.8
7.8
7.8
16.9
16.9
Notes: Top of Hole (TOH) depth is 0; Horizontal Datum is NC State Plane (US Survey Feet); Vertical Datum is
NAVD88; DCP conforms to ASTM D6951; CBR per ASTM D6951
ATTACHMENT D

Depth Depth
(in) (ft)
72 6.00
73 6.08
74 6.17
75 6.25
76 6.33
Boring ID: ATFDFAC-DCP-18-
TOH Elev.
467.3
Northing
498682.8020
Easting
1890956.9630
NAVD 88
CBR Ultimate
Elevation
Bearing
Capacity
(ft)
M) (Psf)
Boring ID: ATFDFAC-DCP-18-
TOH Elev.
471.6
Northing
498645.3373
Easting
1890929.7162
NAVE 88
CBR Ultimate
Elevation
Bearing
Capacity
465.60 26.7
465.52
16.9
465.43
16.9
465.35
16.9
465.27
26.7
Boring ID: ATFDFAC-DCP-18---
TOH Elev.
472.9
Northing
498623.7667
Easting
1890959.2338
NAVD 88
CBR Ultimate
Elevation
Bearing
Capacity
Notes: Top of Hole (TOH) depth is 0; Horizontal Datum is NC State Plane (US Survey Feet); Vertical Datum is
NAVD88; DCP conforms to ASTM D6951; CBR per ASTM D6951
ATTACHMENT D

ATTACHMENT E
Seismic Site Classification

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ATTACHMENT E

SEASONAL HIGH WATER TABLE DETERMINATION
AND HYDRAULIC CONDUCTIVITY TESTING
ATF Dining Facility
Hoke County, North Carolina
Three Oaks Job 9 19-792
Prepared For:
Zachry L. Nichols, Jr., PE
Wilmington District, USACE
Prepared By:
324 Blackwell Street, Suite 1200
Durham, NC 27701
[phone]
December 20, 2019
Evan Morgan
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INTRODUCTION
U.S. Army Corps of Engineers (USACE) is investigating the construction of a stormwater control
measure (SCM) within the Aberdeen Training Facility (ATF) Dining Facility project site located in
Fort Bragg, Hoke County, NC. The SCM is being considered to collect and treat runoff from
impervious surfaces. As part of the application process, a soils investigation detailing soil type,
depth to the seasonal high water table (SHWT), and saturated hydraulic conductivity (KsaT) testing is
required. Three Oaks Engineering (Three Oaks) has been retained to perform the soils investigation.
INVESTIGATION METHODOLOGY
The field investigation was performed on December 20, 2019, by Evan T. Morgan, LSS. The study
area was a grassed Swale. One soil boring was advanced via hand -auger at a location determined by
the client, to a target depth of 5-feet below the existing surface. Observations of the landscape
(slope, drainage patterns, etc.) as well as soil properties (depth, texture, structure, seasonal wetness,
restrictive horizons, etc.) were recorded. Soil borings and profiles were described per the USDA-
NRCS, Field Book for Describing and Sampling Soils, version 3.0. Soil color was determined with a
Munsell Soil Color Chart.
The Web Soil Survey was referenced prior to the field investigation to get an overview of the
possible soil series located at the SCM location. The Candor soil series is mapped at the SCM
location. Information for the soil series is listed in Table 1.
Table 1. Map Unit Symbol, Soil Series, and Taxonomic Classification
Map Unit Symbol Soil Series Taxonomic Class
CaB Candor Sandy, kaolinitic, thermic Grossarenic Kandiudults
The infiltration rate was determined by measuring the KsaT rate of the soil with a compact constant -
head permeameter (Amoozemeter). KsaT test values were generated using the published calculations
and formulas provided in the meter's User's Manual. The Glover solution was chosen as the most
appropriate method for calculating KsaTrates. The Glover solution is recommended when the
distance between the bottom of the auger hole and any impermeable layer(s) is greater than two times
the head (H), or constant water level in the hole.
The Glover solution is formulated by: KsAT = AQ
Where: A= {sinh-i(H/r)-[(r/H)2+1] i/2+r/H} / (27CH2)
And: Q is the steady-state rate of water flow from the Amoozemeter into the auger
hole.
To solve for A: H is the head in the hole (i.e. total water depth) and r is the radius of the hole.
Values for H and r can be found on the attached KsAT data sheets.
RESULTS
Soil Series and SHWT Determinations
A soil series determination was attempted by comparing the soil boring profile description to the
NRCS Official Series Description (OSD) and the results listed in Table 2. Soil boring B1 was
representative of the Candor soil series.
ATF Dining Facility SHWT and KsAT Testing December 20, 2019
Three Oaks Job #19-791 1

Soil characteristics indicative of a SHWT (redox concentrations and depletions) were not observed at
boring locations B 1 above the target depth (Table 2). Full soil profile descriptions are attached. The
NRCS OSD for the Candor soil series is appended.
Table 2. Soil Series Determination and SHWT Depth
Soil Soil Series ==W SHWT
Boring Determination in. below surface)
Bl Candor >60
Hydraulic Conductivity Measurements
KsAT tests were completed in the most restrictive soil horizon that occurs within 2-feet of the SHWT
and the results are listed in Table 3 below. It should be noted that KsAT values only represent the
infiltration rate within the tested soil horizon and cannot be applied to other soil horizons with
differing soil properties (texture, structure, consistence, mineralogy, etc.).
Table 3: Hydraulic conductivity tests results parameters
Test #
Soil Boring #
Horizon/
Test Depth (in)
Measured KsAT (in/hr)
Texture
1
B1
Bt / SL
34
0.207
Texture Abbreviations: SL — Sandy Loam
CONCLUSIONS
The findings presented herein represent Three Oaks' professional opinion based on our soil
investigation. Soil characteristics indicative of a SHWT were not observed at boring location B 1.
KsAT tests were conducted at the boring location in the most restrictive soil horizon within 2-feet of
the SHWT and the rate was in the anticipated range based on observed soil properties.
Due to the inherent variability of soils to change over short distances, the soil profile description
presented in this report may not be representative of the entire soil system of the SCM footprint.
This report is provided to assist in the application for the SCMs by providing the soil information.
The permitting agency must issue the final permit. Any concurrence with the findings in this report
would be made at that time.
ATF Dining Facility SHWT and KsAT Testing December 20, 2019
Three Oaks Job #19-791 2

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LOCATION CANDOR NC+SC
Established Series
STE-CMO/Rev. JAK
10/2008
CANDOR SERIES
MLRA(s): 137--Carolina and Georgia Sand Hills, 133A--Southern Coastal Plain
Depth Class: Very deep
Drainage Class (Agricultural): Somewhat excessively drained
Internal Free Water Occurrence: Deep or very deep, common
Flooding Frequency and Duration: None
Ponding Frequency and Duration: None
Slowest Saturated Hydraulic Conductivity: Moderately high
Shrink -swell Potential: Low
Landscape: Sandhills, upper coastal plain
Landform: Uplands, sand sheets
Geomorphic Component: Interfluves, side slopes
Hillslope Profile Position: Summits, shoulders, backslopes
Parent Material: Marine deposits and eolian sediments
Slope: 0 to 15 percent
Elevation (type location) 180 meters (592 feet)
Mean Annual Air Temperature (type location): 15.6 degrees C. (60 degrees F.)
Mean Annual Precipitation (type location): 1190 millimeters (47 inches)
TAXONOMIC CLASS: Sandy, kaolinitic, thermic Grossarenic Kandiudults
TYPICAL PEDON: Candor sand --wooded. (Colors are for moist soil unless otherwise indicated.)
A- 0 to 8 centimeters (about 0 to 3 inches); dark grayish brown (IOYR 4/2) sand; weak fine granular
structure; very friable; common fine and medium, and few coarse roots; extremely acid; clear smooth
boundary. (5 to 30 centimeters thick)
E--8 to 58 centimeters (about 3 to 23 inches); light yellowish brown (10YR 6/4) sand; weak fine
granular structure; very friable; common fine, and few medium and coarse roots; very strongly acid;
gradual wavy boundary. (20 to 90 centimeters thick)
Bt--58 to 94 centimeters (about 23 to 37 inches); yellowish brown (10YR 5/6) loamy sand; weak
medium granular structure; very friable; few fine and medium roots; 5 percent clay bridging between
sand grains; very strongly acid; gradual wavy boundary. (15 to 50 centimeters thick)
BE--94 to 112 centimeters (about 37 to 44 inches); brownish yellow (10YR 6/6) coarse sand; weak
medium granular structure; very friable; few fine roots; very strongly acid; gradual wavy boundary. (0
to 25 centimeters thick)

E'--112 to 145 centimeters (about 44 to 57 inches); pale yellow (2.5Y 7/4) sand; single grained; loose;
15 percent pockets of clean sand grains; very strongly acid; gradual wavy boundary. (Combined
thickness of the E horizon is 15 to 90 centimeters.)
B't1--145 to 160 centimeters (about 57 to 63 inches); light yellowish brown (10YR 6/4) loamy sand;
weak coarse subangular blocky structure; friable; 5 percent clay bridging between sand grains; 5
percent sand coats on faces of peds; very strongly acid; gradual wavy boundary.
B't2--160 to 175 centimeters (about 63 to 69 inches); strong brown (7.5YR 5/8) sandy loam; weak
coarse subangular blocky structure; friable; 10 percent clay bridging between sand grains; 10 percent
medium prominent very pale brown (IOYR 7/3) iron depletions and 15 percent medium faint red
(2.5YR 5/8) masses of oxidized iron; 3 percent rounded 2 to 75 millimeter quartz fragments; very
strongly acid; gradual wavy boundary.
B't3--175 to 203 centimeters (about 69 to 80 inches); strong brown (7.5YR 5/8) sandy clay loam;
weak medium subangular blocky structure; friable; 5 percent clay bridging between sand grains; 10
percent medium prominent light gray (IOYR 7/2) iron depletions; 10 percent medium distinct red
(2.5YR 5/8) masses of oxidized iron; red masses have weak medium platy structure and are very firm
and brittle; 10 percent rounded 2 to 75 millimeter quartz fragments; strongly acid.
TYPE LOCATION: Montgomery County, North Carolina; about 3.0 miles south of Candor on U.S.
Highway 220, about 4.6 miles southeast on Secondary Road 1003; about 0.7 mile north east on a
field/woods road to a cable, 35 feet northeast of cable in woods, USGS Norman topographic
quadrangle; lat. 35 degrees 12 minutes 13 seconds N. and long. 79 degrees 40 minutes 36 seconds W.,
NAD 27.
RANGE IN CHARACTERISTICS:
Depth to the top of the upper argillic horizon: 50 to 100 centimeters (about 20 to 40 inches)
Thickness of sandy horizons: 100 to less than 200 centimeters (about 40 to 78 inches)
Depth to bedrock: Greater than 200 centimeters (about 78 inches)
Depth to seasonal high water table: Greater than 100 centimeters (historically, greater than about 48),
December to March
Rock fragment content: Less than 15 percent, by volume above 100 centimeters (about 40 inches) and
below 100 centimeters, 0 to 35 percent.
(Effective) Cation Exchange Capacity: 0 to 3 milli equivalents per 100 grams of soil in the A horizon;
0 to 2 in E and E' horizons, 0 to 2 in the Bt horizon, and 0 to 4 in the B't horizon
Organic matter content: 0.5 to 1.0 percent in the A horizon and less than 0.5 in E, E' Bt and B't
horizons
Soil reaction: Extremely acid to strongly acid, except where limed
Mica content: 0 to 20 percent by volume, flakes of mica
Plinthite content: 0 to 10 percent below a depth of 150 centimeters (about 60 inches)
Fragic soil properties: 0 to less than 30 percent below a depth of 100 centimeters (about 40 inches)
Other features--0 to 20 percent, by volume fine to medium bodies of white kaolin.
RANGE OF INDIVIDUAL HORIZONS:
A horizon or Ap horizon (where present):
Color --hue of IOYR or 2.5Y, value of 3 to 5, and chroma of 2 or 3
Texture --coarse sand or sand
Clay content: 1 to 4 percent

E horizon:
Color --hue of IOYR or 2.5Y, value of 5 to 7, and chroma of 3 to 6
Texture --coarse sand or sand
Clay content: 1 to 4 percent
Bt horizon:
Color --hue of 7.5YR or IOYR, value of 5 or 6, and chroma of 4 to 8
Texture (fine -earth fraction) --loamy coarse sand or loamy sand
Clay content: 1 to 8 percent
BE horizon:
Color --hue of 7.5YR to 2.5Y, value of 5 to 8, and chroma of 3 to 8
Texture (fine -earth fraction) --coarse sand, sand, loamy coarse sand, or loamy sand
Clay content: 1 to 6 percent
E' horizon:
Color -hue of 7.5YR or I OYR, value of 5 to 8, and chroma of 3 to 8, or it is variegated in shades of
these colors
Texture (fine -earth fraction) --coarse sand, sand, loamy coarse sand, or loamy sand
Clay content: 1 to 4 percent
EB or B/E horizons (where present):
Color --hue of 7.5YR to 2.5Y, value of 5 to 8, and chroma of 3 to 8
Texture (fine -earth fraction) --coarse sand, sand, loamy coarse sand, or loamy sand
Clay content: 1 to 10 percent
B't horizon (upper):
Color --hue of 5YR to I OYR, value of 5 or 6, and chroma of 4 to 8 or it is variegated in shades of
yellow, brown, or red
Texture (fine -earth fraction) --loamy coarse sand, loamy sand, coarse sandy loam, sandy loam, sandy
clay loam, or sandy clay
Clay content: 3 to 12 percent
Redoximorphic features (where present)
--masses of oxidized iron in shades of yellow, brown, or red and below 48 inches iron depletions in
shades of gray or white
B't horizon (lower) or B'tx horizons (where present):
Color --hue of 5YR to I OYR, value of 5 or 6, and chroma of 4 to 8 or is variegated in shades of yellow,
brown, or red
Texture (fine -earth fraction) --loamy coarse sand, loamy sand, coarse sandy loam, sandy loam, sandy
clay loam, or sandy clay
Clay content: 5 to 50 percent
Redoximorphic features ---masses of oxidized iron in shades of yellow, brown, or red and below 48
inches iron depletions in shades of gray or white
BC horizon (where present):
Color --hue of 7.5YR or IOYR, value of 5 or 6, and chroma of 4 to 8
Texture (fine -earth fraction) --coarse sand, sand, loamy coarse sand, or loamy sand
Clay content: 1 to 15 percent

Redoximorphic features (where present) --masses of oxidized iron in shades of yellow, brown, or red
and below 100 centimeters (about 40 inches) iron depletions in shades of gray or white
C horizon (where present):
Color --hue of 7.5YR to 2.5Y, value of 5 to 8, and chroma of 3 to 8
Texture (fine -earth fraction) --coarse sandy loam, sandy loam, sandy clay loam, sandy clay, or clay
Clay content: 5 to 50 percent
Redoximorphic features (where present) --masses of oxidized iron in shades of yellow, brown, red and
iron depletions in shades of gray or white
COMPETING SERIES:
There are no competing series in the same family. In closely related families:
Autryville soils --soils have loamy Bt horizons between 50 and 100 centimeters (about 20 and 40
inches)
Blanton soils --lack an argillic horizon within 100 centimeters (about 40 inches)
Bonifay soils --lack an argillic horizon within 100 centimeters (about 40 inches)
Eustis soils --lack horizons that are loamy between 100 and 200 centimeters (about 40 and 78 inches)
Kenansville soils --soils have loamy Bt horizons between 50 and 100 centimeters (20 and 40 inches)
Lakeland soils --lack an argillic horizon within 100 centimeters (about 40 inches)
Molena soils --lack horizons that are loamy between 100 and 200 centimeters (about 40 and 78 inches)
and have mixed mineralogy
Pocalla soils --soils have loamy Bt horizons between 50 and 100 centimeters (20 and 40 inches)
Tarboro soils --lack an argillic horizon within 200 centimeters (about 78 inches) and have mixed
mineralogy
Troup soils --lack an argillic horizon within 100 centimeters (about 40 inches
Valdosta soils --lack horizons that are loamy between 100 and 200 centimeters (about 40 and 78
inches)
Wagram soils --soils have loamy Bt horizons between 50 and 100 centimeters (about 30 and 40 inches)
Wakulla soils --lack horizons that are loamy between 100 and 200 centimeters (about 40 and 78
inches)
GEOGRAPHIC SETTING:
Landscape: Sandhills, Upper coastal plain
Landform: Uplands, sand sheets
Landform Position (three-dimensional): Interfluves, side slopes
Landform Position (two-dimensional): Summit, shoulder, backslope
Parent Material: Marine deposits and eolian sediments
Elevation: 85 to 230 meters (about 275 to 750 feet)
Mean Annual Air Temperature: 14 to 21 degrees C. (about 57 to 70 degrees F.)
Mean Annual Precipitation: 965 to 1300 millimeters (about 38 to 52 inches)
Frost Free Period: 190 to 245 days
GEOGRAPHICALLY ASSOCIATED SOILS:
Blaney soils --have loamy argillic horizons within 100 centimeters (about 40 inches)
Blanton soils --lack an argillic horizon within 100 centimeters (about 40 inches)
Bonifay soils --lack an argillic horizon within 100 centimeters (about 40 inches)
Eustis soils --lack horizons that are loamy between 100 and 200 centimeters (about 40 and 80 inches)
FuquaFuquay soils --have loamy argillic horizons within 100 centimeters (about 40 inches)
Gilead soils --are aquic and clayey
Lakeland soils --lack an argillic horizon within 200 centimeters (about 80 inches

Pelion soils --are aquic and fine -loamy
Pocalla soils --soils have loamy Bt horizons between 50 and 100 centimeters (about 20 and 40 inches
Tarboro soils --lack an argillic horizon within 80 inches, and have mixed mineralogy
Wagram soils --soils have loamy Bt horizons between 50 and 100 centimeters (about 20 and 40 inches)
Wakulla soils --lack horizons that are loamy between 100 and 200 centimeters (about 40 and 80
inches)
DRAINAGE AND PERMEABILITY:
Drainage class (Agricultural): Somewhat excessively drained
Flooding Frequency and Duration: None
Ponding Frequency and Duration: None
Internal Free Water Occurrence: Deep or very deep (greater than 100 centimeters); common (3 to 5
months)
Index Surface Runoff. Negligible to medium
Permeability: Rapid (6.0 to 20 inches per hour) in the upper part, moderate or moderately slow (0.2 to
2.0 inches per hour) in the lower part
USE AND VEGETATION:
Major Uses: About one-third or more of the acreage is in native vegetation and the remainder is in
field and horticultural crops.
Dominant Vegetation: Where wooded --blackjack oak, turkey oak, bluejack oak, post oak, longleaf
pine, and occasional hickory or dogwood. Where cultivated --principal horticultural crops grown are
peaches, apples, and grapes. The principal field and forage crops grown are watermelons, corn,
soybeans, peanuts, sweet potatoes, tobacco, coastal bermuda, and sericea lespedeza. Longleaf pine
needles are commonly harvested.
DISTRIBUTION AND EXTENT:
Distribution: Sandhills and upper Coastal Plain of North Carolina and South Carolina and possible
Georgia
Extent: Moderate
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Cumberland and Hoke Counties, North Carolina; 1982.
REMARKS: The Candor series is established for soils in a sandy family that have sufficient clay
increase to qualify for an argillic horizon within 100 centimeters and have loamy or finer texture from
100 to 200 centimeters. Candor soils occurring on smooth to gentle landscapes on interstream divides
may contain plinthite (3 to 10 percent) at depths of more than 150 centimeters. The criteria for placing
this series in Kandiudults is based on the double clay bulge argillic horizon extending to 150
centimeters or more. Candor soils have been included in mapping with the Blanton series in North
Carolina.
Diagnostic horizons and soil characteristics recognized in this pedon:
Ochric epipedon--the zone from the surface to a depth of 58 centimeters (about 23 inches); Ap and E
horizons
Grossarenic feature --sand and loamy sand texture in the horizons from the surface to a depth of 160
centimeters (about 63 inches); Ap, E, Bt, BE, E' and B'tl horizons
Upper argillic horizon --the zone from 58 to 94 centimeters (about 23 to 37 inches); Bt horizon

Lower argillic horizon --the zone from 145 to 203 centimeters (about 57 to 63 inches); B't1 horizons
Kandic horizon --the zone from 160 to 203 centimeters (about 63 to 80 inches); B't2 and B't3 horizons
ADDITIONAL DATA: Particle size data from 3 pedons; North Carolina State University,
Department of Soils, 8/81. Characterization Data; NSSC, Pedon (S03NC123003); Project
(C204USNC 115).
National Cooperative Soil Survey
U. S.A.

Appendix L
Woolpert Aberdeen Training DFAC
08 Jan 2020 (Rev 3) Hoke County, North Carolina

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Woolpert Aberdeen Training DFAC 22
08 Jan 2020 (Rev 3) Hoke County, North Carolina

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