SW6190102_Stormwater Report_20190206

Stormwater Report
June 7, 2018
*** ***FOR OFFICIAL USE ONLY
Wilmington District
prepared for
Contract #: W912HN-14-D-0017-DQ03
PN #: 76514
M&H Project #: 145.03
Fort Bragg, NC
SOF Special Tactics Facility, Phase 3

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - i -

TABLE OF CONTENTS
SECTION PAGE
GENERAL ..................................................................................................................................... 1
METHODOLOGY ............................................................................................................................ 1
EXISTING CONDITIONS .................................................................................................................. 2
PROPOSED CONDITIONS ............................................................................................................... 2
STORMWATER MANAGEMENT ........................................................................................................ 3
OUTLET PROTECTION ................................................................................................................... 5
WATER QUALITY ........................................................................................................................... 5
SEDIMENTATION AND EROSION CONTROL ...................................................................................... 5

TABLES
Table 1 RAINFALL DATA. ....................................................................................................... 3

FIGURES
Figure 1 NCDEQ SUMMARY OF STORMWATER CALCULATIONS..………………..…………………………1
Figure 2 BIORETENTION BASIN. ……………………………………………………………………………….4

APPENDIX
Appendix A USGS PROJECT LOCATION MAP ............................................................................ a.1
Appendix B PREDEVELOPMENT MAP......................................................................................... a.2
Appendix C POSTDEELOPMENT MAP......................................................................................... a.3
Appendix D EISA 438 CALCULATIONS ...................................................................................... a.4
Appendix E STORMWATER CALCULATIONS…………………………………………….... ................ a.5
Appendix F NRCS HOKE COUNTY SOIL SURVEY MAP ............................................................... a.6
Appendix G SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT ................. a.7
Appendix H BIORETENTION CELL SUPPLEMENT ......................................................................... a.8
Appendix I OUTLET PROTECTION CALCULATIONS ..................................................................... a.9
Appendix J LANDSCAPE PLANS .............................................................................................. a.10
Appendix K SKIMMER SEDIMENTATION BASIN CALCULATIONS .................................................. a.11

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page 1 of 6

GENERAL INFORMATION
The project is located within the Fort Bragg Army Installation at the Aberdeen Training Facility off of King
Road. The site is Phase 3 of a multi-phase, multi-building project being developed within the existing
training area. The site is currently undeveloped and covered with native vegetation. The site is bound on
the north by undeveloped wooded area and to the south by an unnamed asphalt road. The eastern
boundary of the site is developed infrastructure and buildings. The western boundary is primarily
undeveloped and wooded. The project consists of three (5) new one story buildings totaling
approximately 110,360 SF, privately owned vehicle (POV) parking, and access drives throughout the site.
The total site area within the limits of construction is approximately 16.82 acres.
The site prior to construction is undeveloped, consisting of a combination of open area and vegetation.
Vegetation consists primarily of coniferous trees 8 to 12 inches in diameter spread roughly 30 to 50 feet
apart. The topography slopes generally towards the wetlands to the south, with an elevation range of
approximately 55 feet. The soils consists primarily silty sands or clayey sands. Prior to construction, the
government will harvest the area, with the remainder of the vegetation to be removed by the contractor.
All drainage areas for the project are in the watershed of Rockfish Creek, Stream Index 18-31-1,
Classification C: Aquatic Life, Secondary Recreation, Freshwater, in the Cape Fear River Basin.
METHODOLOGY
Per the North Carolina Department of Environmental Quality (NCDEQ), the approved methods used in
stormwater calculations are as shown in Figure 1.

Figure 1 - Ref: NCDEQ Stormwater BMP Manual
All methodology used to determine both peak flow and storm event volumes follows the guidelines set by
the Corp of Engineers Wilmington District and NCDEQ.
As the project is a federal project which exceeds 5,000 square feet of footprint, Section 438 of the Energy
Independence and Security Act or 2007 (EISA 438) mandates the use of site planning, design,
construction, and maintenance strategies for the property to maintain or restore, to the maximum extent
technically feasible, the predevelopment hydrology of the property.

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page 2 of 6

EXISTING CONDITIONS
The existing site where the training facility and associated supporting infrastructure is to be constructed is
approximately 16.82 acres. The site, prior to construction, undeveloped, consisting of a combination of
open area and vegetation. Vegetation consists primarily of coniferous trees 8 to 12 inches in diameter
spread roughly 10 to 20 feet apart. The topography slopes generally towards the wetlands to the south,
with an elevation range of approximately 35 feet. The soils consists primarily silty sands or clayey sands.
Prior to construction, the government will harvest the area, with the remainder of the vegetation to be
removed by the contractor. For purposed of drainage calculations, the open site area is considered in fair
to good condition, and the forested area moderately dense.
One existing drainage structures exist on the site to convey drainage onto the site. This pipe will be
removed and the drainage routed around the site. Due to the sandy nature of the existing soils, most first
flush drainage permeates into the ground.
For the purpose of the stormwater calculations, the site has been divided into 5 separate areas. See the
predevelopment hydrology sheets for more information. Predevelopment area 1, 2 and 3 will be routed
around the new construction. Drainage within areas 4 and 5 will be captured and infiltrated onsite.
A Subsurface Exploration Report will be performed by Soils Section, Geotechnical & HTRW Branch, US.
Army Engineer District, Savannah.
To calculate storm data, 24hr rainfall data to use for design was provided for by Fort Bragg. The rainfall
data used are given in Table 1. For stormwater design, the 10yr event will be used. For temporary
erosion control measures during construction, the 2yr event will be used.
TABLE 1 RAINFALL DATA
STORM EVENT 24HR RAINFALL
DATA (IN)
1YR 3.03
2YR 3.67
5YR 4.71
10YR 5.4
25YR 6.5
50YR 7.3
100YR 8.2

WinTR55 Small Watershed Hydrology software, developed for the USDA, was utilized to calculate the
peak runoff for both predevelopment and post development runoff. This software has been used in the
past for other projects located at Fort Bragg and for NCDEQ, and is an approved method for stormwater
calculations. The composite runoff curve number calculations for each area were entered into WinTR55
and the results are shown in the appendix and on the plan drawings.
PROPOSED CONDITIONS
To better control runoff at the source, and to better calculate strormwater runoff for drainage structures,
the developed site was separated into 11 separate subbasins. These basins do not necessarily align with
the original drainage areas, however the outflow of the post development basins is at the same location
as the predevelopment basins.
For all areas offsite and outside of the construction limits, and for areas that are outside the developed
area and grassed, the stormwater is routed around the site to its natural outfall location.
The post-developed composite weighted CN calculations for each subbasin used in WinTR-55 as well as
post-developed peak flows are shown in the appendix and on the plan drawings.

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page 3 of 6

For design of all stormwater structures, AutoDesk Storm and Sanitary Analysis 2014 was utilized. As the
total length of each structure is relatively small and each contributing drainage area has a time of
concentration (Tc) overall less than 5 minutes to the inlet, it was assumed that each inlet on the system
would receive the peak flow input at the same time. This results in a “worst case” scenario for the
stormwater system, and ensures an adequate design for the 10yr storm event. Pipe sizes were
calculated using the software, with minimum pipe sizes directed by UFC 3-201-01 Civil Engineering. The
results of the stormwater structure designs are included in the appendices including HGL calculations.
STORMWATER MANAGEMENT
As the project is a Federal facility over 5,000 square feet, the stormwater requirements of EISA Section
438 (Title 42, US Code, Section 17094) must be met. In accordance with the Department of Defense
memo dated January 19, 2010 entitled DoD Implementation of Storm Water Requirements under Section
438 of the Energy Independence and Security Act (EISA) the designer of record shall implement the
procedures for complying with EISA 438 as outlined in the EPA Technical Guidance on Implementing the
Stormwater Runoff Requirements for Federal Projects under Section 438 of the Energy Independence
and Security Act.
The EPA Guidance manual prescribes two options to comply with the EISA 438 mandate. Option 1 is to
retain and infiltrate the 95th percentile storm event onsite. Option 2 allows site-specific hydrologic analysis
to determine the types of stormwater practices necessary to preserve predevelopment runoff conditions.
Option 2 is provided for situations where pre-development conditions can be maintained by retaining less
than the 95th percentile storm event, or where site-specific parameters dictate a prescriptive methodology
be used or Option 1 is not protective enough, for example at the headwater of an impaired stream. For
this project, Option 1 was selected.
To be in compliance with EISA 438, based upon Option 1 of the EPA Technical Guidance document, the
total volume of runoff from the 95th percentile storm event must be captured and infiltrated on-site. The
method to determine this volume is based upon guidance from the EPA document.
The 95th percentile storm event for the project area is equivalent to 1.8” of rainfall, as provided by the Fort
Bragg Installation Design Guide. Criteria used for determination of total stormwater runoff to capture and
infiltrate, the following criteria was used: Hydrologic Soil Group A, average Maximum Infiltration Rate of
15 inches per hour or as determined by the percolation testing, Minimum Infiltration Rate of 0.1 inches per
hour, a Decay Factor or 2 per hour and Pervious Depression Storage of 0.2 inches.
To provide for this storage, a total of 11 infiltration areas have been designed to help infiltrate the runoff
closest to the source. Each of these areas are bioretention area consisting of a volume of ponding
storage, a section of engineered fill to promote infiltration and sediment removal, and a layer of open
graded aggregate to provide for the storage (see Figure 2). All drainage for the construction portion of
the site is routed to an infiltration area. The design of the bioretention areas is based upon design criteria
from Sustainable Landscape Systems for Managing Storm Water 2nd Edition, developed by Ohio State
University Extension. The bioretention areas are designed to infiltrate the 95th percentile storm event as
close as practical to the origin of the drainage. All drainage enters the bioretention areas via surface flow,
or via stormwater collection pipes with the outlet at the top of the pond area, allowing for sediment to be
removed via infiltration. The storage required for each area and the amount of storage provided for
infiltration is shown on the plans. Storage is provided in the above ground ponding (maximum 12”),
media and the open graded aggregate (minimum 2 feet).
To determine the storage volume to meet EISA 438, the Army LID Planning and Cost Tool was compared
against what was calculated via the Direct Determination method. The database determines the volume
required to be stored and infiltrated onside in order to meet EISA 438. The Army LID Planning and Cost
Tool was developed to MILCON standards for projects within the jurisdiction of the Army. As such, the
volumes determined using the Army LID Planning and Cost Tool are used for the design of the
bioretention basins. Although the database was used to determine volume required, it was not used to
design the bioretention areas. See below for the design of the bioretention area.

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page 4 of 6

The Army LID Planning and Cost Tool looks as the pre-developed and post-developed areas to calculate
the storage volume requirements. WinTR-55 was utilized to calculate pre and post developed composite
runoff curve numbers and peak flows for the areas draining to each bioretention area.
The pre-developed composite weighted CN and peak flows for each bioretention area can be found in the
appendix. A map of the post development drainage areas can be found in Appendix C.
In addition, the volume required for the first flush, or 1” rainfall event, as required by NCDEQ was
calculated. This would equate to the minimum required volume to store to meet NCDEQ requirements.
This volume is smaller than the required volume to be stored to meet EISA 438, hence the requirements
for NCDEQ in terms of storage volume are met. The volume provided in the ponding area meets NCDEQ
requirements. The Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2) was
used to calculate required volumes. The volumes provided in each area within the respective bioretention
area are shown in Appendix H.

For all storm events greater than the 95th percentile event, and for other events where the infiltration
areas cannot sufficiently handle the storm event, excess runoff is bypassed directly to the outfall area. As
the open aggregate fills with water, when the level reaches the bottom of the perforated pipe, drainage
enters the pipe and is carried to either the next infiltration area, or to the outfall. In addition, if there is
excess ponding due to either the saturation of the engineered fill or a large storm event, water is collected
through the grate in the riser structure. This prevents flooding in areas surrounding the bioretention
basins as the top of the grate is set at an elevation below the surrounding grade. The width of the
bioretention areas within the parking lot are dictated by the Fort Bragg Installation Design Guide.
Although the design of the bioretention areas are not completely compatible with the Bioretention Cell
Supplement form provided by NCDEQ, this form has been completed for the drainage areas and included
in the appendix.

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page 5 of 6

Figure 2 - Bioretention Basin
Seasonal high water table (SHWT) depths was determined in conjunction with the geotechnical report.
SHWT depths were found to be a minimum of 13’ below grade to more than 25’ below grade.
As the 95th percentile storm event is being captured and infiltrated on-site and all excess storm drainage
is routed to outlet structures with appropriate energy dissipation, this meets LEED 6.1 Stormwater Design
Quantity Control requirements. The existing site has less than 50% impervious surface, and the
bioretention/infiltration of the 95th percentile storm even meets the quantity control requirements.
Manholes are provided in addition to the 36” riser pipes in the bioretention areas to facilitate cleanout. It
is the user’s desire to utilize landscape rock in lieu of mulch to reduce the risk of floating debris (mulch)
from entering into and clogging the system.
No water supply wells are within 100’ of the project site. No surface waters are within 30’ of the project
site. No Class SA waters are within 50’ of the project site.
OUTLET PROTECTION
All excess stormwater from the infiltration areas, as well as outlet structures for stormwater routed around
the project site and will be provided outlet protection at the headwalls. Outlet protection will be provided
in accordance with guidance from Chapter 8.06 Design of Riprap Outlet Protection of the North Carolina
Division of Environmental Quality Erosion and Sediment Control Planning and Design Manual.
Calculations for the outlet protection are shown in the appendix.
WATER QUALITY
To ensure the removal of Total Suspended Solids (TSS), all runoff is directed to the infiltration areas via
either sheet flow or via storm collection pipes with their outlets at the top of the bioretention basins
(protected with energy dissipaters). This includes runoff from all parking areas and roof drainage
structures. This makes certain that the storm events up to the 95Th percentile event (and first flush for
larger events) will have the runoff filtered through a minimum the landscape rock and a minimum of 24” of

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page 6 of 6

engineered soil. Additionally, in bioretention areas that do not have landscape rock, a 3’ rock strip is
included to meet NCDEQ requirements for TSS removal at bioretention basins.
In addition, a non-woven geotextile fabric is placed above both the gravel section of the bioretention basin
and the perforated collection pipe to keep sediment and other fines from infiltrating the storage area. It is
generally accepted that bioretention basins of this type will remove between 80-90% of TSS along with
the removal of heavy metals. This design has previously been used on projects at Fort Bragg and has
been approved by NCDEQ for TSS removal requirements. This method will also meet LEED 6.2
Stormwater Quality Control requirements.
EROSION AND SEDIMENTATION CONTROL
Separate erosion and sedimentation control during construction plans have been developed for submittal
to NCDEQ for permit requirements. Calculations used for sizing skimmer sedimentation basins is
included with this report.

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.1 -

APPENDIX A
USGS PROJECT LOCATION MAP

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SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.2 -

APPENDIX B
PREDEVELOPMENT MAP

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COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
50'25'0 50'100'150'
GRAPHIC SCALE: 1"=50'-0"N

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.3 -

APPENDIX C
POSTDEVELOPMENT MAP

BSDCG703b.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\05_Civil\BSDCG703b.dgn1/18/201911:22:53 AMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
GI-17B
WM
FORMER
TRANS-RD6"
6"
6"RDRD6"10"10"RD RD
RD
6"RDRDRD
CO
CO
CO
2:1
2:1
2
:1
2
:1 2:12:1
2:13:13:13:13:13:13:1
3:13:13:13:12:1
2:12:1
JUNCTION BOX
492 491 489 488 487 486 484 483 482 481 479 478 477 476 474 473 472 471 469 468 467 466 464 463 462 461 459 458 457 456 454 453 452 451 449 448 447 446 444 443 443 444 444 443 442 441 439 439 441 442 443 444
449
448447446
459
458
457
456
454
453
452
451
469
468
467
466
464
463
462
461
479
478
477
476
474
473
472
471
474
474
471
471
471
471
472
473
474
466
466
481
464
463
451
469
10pi
6CD
8CD
6CD
8
8
8
10
10
10
10
10
10
10
12
12
12
12
12
12
10
10
10
12
12
12
6
12
8
8
8
8
8
10
10
10
10
10
10
10
10
10
10
10
10
10
10
12
12
8
GI-17
GI-17ASD15"SS CO
SSMH
4
3
9
440 4 4 0
442442441441444
444444 444443443445
445445
445 44544544544
5445447447
446
446447447446447
446
447
448448448
448
448
448
448448448448
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
CO
RD
RD CO
450
450
450450450450450450
450450449490 485 480 475 470 465 460 455 450 445 440 440 445
450
460
455
470
465
480
475
475 475
470
470
465460 470
12
450
450
450450 450450
4
5
0450 449449449449
4494504
5
1
451451451
45145245245345210
453452
452
453
452
453
45345445445445445445512
10
10
454
454
454
45
4
455
455455
455
455455
455455
8
10
455
4
5
5
455
455 455455455455455
455455
456
456
456
4
5
6
457
18"CMP
457458
457
458
457
458
4
5
7
4
5
8
459
45
9GATE
INV.-457.32
HW 459459
459 4
5
9
460
460
460
460461461461461461461461 461
461 461461461
460
460
461
461
461
461461461461 461461
461
460
460
460
460
460
461461
461
461
461
461462461461 460460460460460460460460
4BO
12
460
460
460
460 4604604604
6
0 460460460461
461 461461
461
460
460461
461
18"CMP462 462462
462462
462
462 462
462462
462
462
462
462462
462
462
462
462
462
462462 462 462462
462
462
462462462462462462462
462
462
462
462462
462
462
462 462
46215"C
M
PTOP-463.20
INV.-460.00
YI
INV.-461.34
TOP-463.24
YI 24"464
463
463463463 464463
4
6
3
4
6
3
463
463
463
4
63
46
4
4
64
464
463
463
464
464
463
463
463463463
463
463
463
464464464
4
6
3
464464464
464
463
464464463 464463463463
463
463
463
464464464 464
463464
463463464
463
464464464 464464464
463
463463
463
464
463
464
12
10
4634
6
3 464464
463
464 464464
463
464
463 464
463
464
463
463
464
464463
EJB 465465465465465465
465
465 465465465465
465
46
5
465
465
4
6
5
465465465
46546
5
465
465465465465
465465465
465
465465465
4
65
4654654 6 5
465 465465
465
4658' CHAIN LINK FENCE8
465
465
465
4 65
465
4654
65465 465 46546
5
4
6
5 465465465465465
4
65
465
465
4
6
5
465
466 467467 467
467
466
466
467466
467
466 467
467466
467466 467 467
467466
466466
467467466
466
4 6 6466466
467467 467
467
466
4
66
466466 466466
466 467467466467
466
467
467466
4
64
463
467
467466
12' CHAIN LINK FENCE
468
468
468
468
C469468
468
468468468
468
469
468
468468469
468
469
469468
462
461
468
4
69469468469
469
469470470470470470470 470
EM
TRANSFORMER
12
12
470
470
470
470470470470470470
4
7
0
4
7
0
470
47047
0
470
4704708 471
471
471
471471472
471RD
WELLHEAD
& PUMP
8
8
10
1010
10
12
12
6
8
8
8
12
10
10
10
10
6
8473475475475475475
4
7
4475
10' CHAIN LINK FENCE
6BO
10
12
10
12
8
8
8
10
6475475475475475474475
476
4
7
64766BO
6BO
10
8
8
10
8
8
8
8
6476CO
RD CO
RD478478477477477477478478 6BO
6BO
8
10
8
8
8
8
10
10
8
8
8
10
6
6477478479479479479
10
10
124794804
8
0
480
480480 480480
481
481480
10
8
10
104804804804804804814824828
8
8
8
8
10
648248384848" PERF48548548548512
8
8485485485486487
8488489490490490490490490491494FFE = 466.00'
BUILDING 7
FFE = 466.00'FFE = 466.00'
BUILDING 7
FFE = 463.25'
FFE = 462.00'
BUILDING 4
BUILDING 5
FFE = 463.00'FFE = 463.00'
BUILDING 5
GEN
STAGING AREA
CONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7
SAR BARN
BID ITEM 5)
(OPTIONAL
FFE = 466.00'
BID ITEM 3)
(OPTIONALSTEPSD
SD SDSDSDSDSDSD
SD
SDSD
SD
SD
SD
SD
SDSDCB-7
CB-6
CB-5
CB-3
CB-2 CB-1
GI-8
GI-1GI-2GI-3
GI-4
SD
CB-16
CB-17
CB-18
CB-19
CB-13
CB-12
CB-21
CB-22
SD SD
GI-7 GI-6
GI-5
GI-9GI-10GI-11GI-12
GI-13
GI-14GI-15
CB-8
CB-20
CB-25
SD
SD
SS CO
SS COSDSD GI-19
GI-18
MH
SS
MH
SS
MH
SS
MH
SS
HW-1
HW-2
MH
SS
MH
SS
MH
SS
MH
SS
HW-5
HW-6
HW-7
CI-1
CI-2
CI-3 SDSDSDSDSDCB-24
GI-16 SDCB-4
SDSDGI-20SD
SDSD
SD
SD
SD
SDS
D
SDSDSDSDSDSDSDSDSD2
4"24"
24"
24"24"15"SD15"
15"15"18"
15"SD1
5"SD18"18"SD18"SD18"18"SD
18"15"24"24"SD
24"15"15"15"15"15"18"18"18"24"15"24"24"24"18"18"CB-9
CB-10
CB-11
CB-14
CB-15
CI-4
CI-5
CI-6
CI-7
HW-8
HW-9
8" PERF.8" PERF.
8" PERF.
8" PERF.
8" PERF.
8" PERF.
8" PERF.15"SDSDSDSS CO
SD
15"
S
D24"
MH-1
SD
MH-3
SD
MH-2
SD
MH-4
SD18"SD
SD
SD
SD
SD 8" PERF.
SD
SD SDSD15"15"15"15"15"SD SD18"15"
CB-26
CB-27
RDRDRDRD10"S
DSD
RD RDRD RDRD
RD RD
RD RDRDRDRDRD6"6"10"6"6"6"6"6"6"6"10"
10"6"6"6"
10"6"6"6"6"10"10"
6"
6"6"6"6"6"6"10"10"6"6"6"6"6"10"6"6"10"RDRDRDRD6"6"10"6"10"SD SDSD6"10"RDMH-9
SD
MH-8
SD
MH-5
SD
MH-7
SD
MH-6
SD
15"15"15"SDCB-2818"24"8" PERF.8" PERF.SDSDGI-18A
GI-18B
GI-18C
GI-18D
FFE-470.05
0-9012
BUILDING
METAL
1 STORY
GATE
BUILDING 3SD1
BIO AREA
2
BIO AREA
3
BIO AREA
4
BIO AREA
5
BIO AREA
6
BIO AREA
7
BIO AREA
8
BIO AREA
9
BIO AREA
11
BIO AREA
HW-3
HW-4
10" PERF
.SD
SD
10" PERF
.SD
10" PERF
.SD
10" PERF
.SD
10" PERF
.CO
CO8" PERFPERF8"
12"
TRANSFORMER
CO
RD
10
BIO AREA
8" PE
R
F.8" PER
F.
LTP
LTP
LTP
50'25'0 50'100'150'
GRAPHIC SCALE: 1"=50'-0"
CG703S.HAGGARDM.MAYERC. LOWEPOST DEVELOPED HYDROLOGY EXHIBITN
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.4 -

APPENDIX D
EISA 438 CALCULATIONS

Army LID Planning and Cost Tool Report
Date 1/3/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bio 1
Project description
SOF Phase 3 Bioretention Area 1
Project limit of disturbance (ac) 5.94
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)75
User Name FMM
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 6200
LID PLANNING SUMMARY
Bioretention: 0
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice: 13572
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
0
0
0
0
0
16222
Total retention volume provided by BMPs (cf):16222
EISA Section 438 retention volume
requirement (cf)
6200
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/3/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bioretention Area
Project description
SOF Phase 3 Bioretention Area 2
Project limit of disturbance (ac) 1.72
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)84
User Name
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 3783
LID PLANNING SUMMARY
Bioretention: 0
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice: 5078
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
0
0
0
0
0
6069
Total retention volume provided by BMPs (cf):6069
EISA Section 438 retention volume
requirement (cf)
3783
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/3/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bio 3
Project description
SOF Phase 3 Bioretention Area 3
Project limit of disturbance (ac) 1.01
95% rainfall depth (in)1.8
Soil type Clay
Hydrologic Soil Group (HSG) D
Pre-project curve number (CN) 87
Post-project curve number (CN)92
User Name FMM
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)2758
Post-project runoff volume (cf) 3884
LID PLANNING SUMMARY
Bioretention: 0
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice: 1912
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
0
0
0
0
0
123
Total retention volume provided by BMPs (cf):123
EISA Section 438 retention volume
requirement (cf)
1126
LID COST SUMMARY
Project does not comply with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bio 4
Project description
SOF Phase 3 Bioretention Area 4
Project limit of disturbance (ac) 0.38
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)90
User Name
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 1277
LID PLANNING SUMMARY
Bioretention: 2040
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
2438
0
0
0
0
0
Total retention volume provided by BMPs (cf):2438
EISA Section 438 retention volume
requirement (cf)
1277
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bio 5
Project description
SOF Phase 3 Bioretention Area 5
Project limit of disturbance (ac) 0.4
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)88
User Name FMM
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 1172
LID PLANNING SUMMARY
Bioretention: 2040
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
2438
0
0
0
0
0
Total retention volume provided by BMPs (cf):2438
EISA Section 438 retention volume
requirement (cf)
1172
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bio 6
Project description
SOF Phase 3 Bioretention Area 6
Project limit of disturbance (ac) 0.3
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)88
User Name FMM
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 879
LID PLANNING SUMMARY
Bioretention: 1925
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
2301
0
0
0
0
0
Total retention volume provided by BMPs (cf):2301
EISA Section 438 retention volume
requirement (cf)
879
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bio 7
Project description
SOF Phase 3 Bioretention Area 7
Project limit of disturbance (ac) 0.39
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)90
User Name FMM
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 1311
LID PLANNING SUMMARY
Bioretention: 1925
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
2301
0
0
0
0
0
Total retention volume provided by BMPs (cf):2301
EISA Section 438 retention volume
requirement (cf)
1311
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bioretention Area
Project description
SOF Phase 3 Bioretention Area 8
Project limit of disturbance (ac) 0.3
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)88
User Name
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 879
LID PLANNING SUMMARY
Bioretention: 1925
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
2301
0
0
0
0
0
Total retention volume provided by BMPs (cf):2301
EISA Section 438 retention volume
requirement (cf)
879
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bioretention Area
Project description
SOF Phase 3 Bioretention Area 9
Project limit of disturbance (ac) 0.3
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)88
User Name
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 879
LID PLANNING SUMMARY
Bioretention: 1925
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
2301
0
0
0
0
0
Total retention volume provided by BMPs (cf):2301
EISA Section 438 retention volume
requirement (cf)
879
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bioretention Area
Project description
SOF Phase 3 Bioretention Area 10
Project limit of disturbance (ac) 0.33
95% rainfall depth (in)1.8
Soil type Sandy
Hydrologic Soil Group (HSG) A
Pre-project curve number (CN) 30
Post-project curve number (CN)84
User Name
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)0
Post-project runoff volume (cf) 726
LID PLANNING SUMMARY
Bioretention: 2040
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
2438
0
0
0
0
0
Total retention volume provided by BMPs (cf):2438
EISA Section 438 retention volume
requirement (cf)
726
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM
Army LID Planning and Cost Tool Report
Date 1/10/2019
Army Installation Fort Bragg
Master Planner
Project name SOF Phase 3 Bioretention Area
Project description
SOF Phase 3 Bioretention Area 11
Project limit of disturbance (ac) 0.39
95% rainfall depth (in)1.8
Soil type Sandy-Loam
Hydrologic Soil Group (HSG) B
Pre-project curve number (CN) 55
Post-project curve number (CN)92
User Name
PROJECT INFO SITE INFO AND EISA VOLUME
REQUIREMENT
Pre-project runoff volume (cf)5
Post-project runoff volume (cf) 1500
LID PLANNING SUMMARY
Bioretention: 2040
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
Veg. Filter Strip (Slope >2%, Short Grass): 0.00
Veg. Filter Strip (Slope >2%, Tall Grass):0.00
Veg. Filter Strip (Slope <2%, Short Grass):0.00
Veg. Filter Strip (Slope <2%, Tall Grass): 0.00
Reforestation (Trees - Short Grass): 0.00
Reforestation (Trees - Shrubs and Tall Grass):0.00
Structural BMP Non-structural BMP Surface
area (ac)
Surface area
(sf)
Runoff volume
retained (cf)
1656
0
0
0
0
0
Total retention volume provided by BMPs (cf):1656
EISA Section 438 retention volume
requirement (cf)
1495
LID COST SUMMARY
Project complies with EISA Section 438.
Army Command IMCOM

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.5 -

APPENDIX E
STORMWATER CALCULATIONS
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 10/3/2018
Project: SOF Phase 3 Units: English
SubTitle: Predevelopment BioretentionHydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\Pre-Bio Basins.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
PRE BIO 1 Outlet 5.94 55 0.133
PRE BIO 2 Outlet 1.72 55 0.133
PRE BIO 3 Outlet 1.01 55 0.133
PRE BIO 4 Outlet 0.38 55 0.133
PRE BIO 5 Outlet 0.4 55 0.133
PRE BIO 6 Outlet 0.3 55 0.133
PRE BIO 7 Outlet 0.39 55 0.133
PRE BIO 8 Outlet 0.3 55 0.133
PRE BIO 9 Outlet 0.3 55 0.133
PRE BIO 10 Outlet 0.33 55 0.133
Total area: 11.07 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:08:05 PM
FMM SOF Phase 3
Predevelopment BioretentionHydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
PRE BIO 1 Woods (good) B 5.94 55
Total Area / Weighted Curve Number 5.94 55
==== ==
PRE BIO 2 Woods (good) B 1.72 55
Total Area / Weighted Curve Number 1.72 55
==== ==
PRE BIO 3 Woods (good) B 1.01 55
Total Area / Weighted Curve Number 1.01 55
==== ==
PRE BIO 4 Woods (good) B .38 55
Total Area / Weighted Curve Number .38 55
=== ==
PRE BIO 5 Woods (good) B .4 55
Total Area / Weighted Curve Number .4 55
== ==
PRE BIO 6 Woods (good) B .3 55
Total Area / Weighted Curve Number .3 55
== ==
PRE BIO 7 Woods (good) B .39 55
Total Area / Weighted Curve Number .39 55
=== ==
PRE BIO 8 Woods (good) B .3 55
Total Area / Weighted Curve Number .3 55
== ==
PRE BIO 9 Woods (good) B .3 55
Total Area / Weighted Curve Number .3 55
== ==
PRE BIO 10Woods (good) B .33 55
Total Area / Weighted Curve Number .33 55
=== ==
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:08:40 PM
FMM SOF Phase 3
Predevelopment BioretentionHydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
PRE BIO 1 1.34 4.06 6.25 10.17 13.31 17.02 0.43
PRE BIO 2 0.39 1.18 1.81 2.95 3.86 4.93 0.13
PRE BIO 3 0.23 0.69 1.06 1.73 2.27 2.90 0.07
PRE BIO 4 0.09 0.26 0.40 0.65 0.85 1.08 .00
PRE BIO 5 0.09 0.28 0.42 0.69 0.90 1.16 .00
PRE BIO 6 0.07 0.21 0.32 0.52 0.67 0.86 .00
PRE BIO 7 0.09 0.27 0.41 0.67 0.88 1.12 .00
PRE BIO 8 0.07 0.21 0.32 0.52 0.67 0.86 .00
PRE BIO 9 0.07 0.21 0.32 0.52 0.67 0.86 .00
PRE BIO 10 0.08 0.23 0.35 0.57 0.75 0.95 .00
REACHES
OUTLET 2.50 7.57 11.65 18.98 24.83 31.75 0.63
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:08:24 PM
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 10/3/2018
Project: SOF Phase 3 Units: English
SubTitle: Predevelopment BioretentionHydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\Pre-Bio Basins 2.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
PRE BIO 11 Outlet 0.39 55 0.133
Total area: .39 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:19:43 PM
FMM SOF Phase 3
Predevelopment BioretentionHydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
PRE BIO 11Woods (good) B .39 55
Total Area / Weighted Curve Number .39 55
=== ==
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:12:09 PM
FMM SOF Phase 3
Predevelopment BioretentionHydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
PRE BIO 11 0.09 0.27 0.41 0.67 0.88 1.12 .00
REACHES
OUTLET 0.09 0.27 0.41 0.67 0.88 1.12 .00
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:11:52 PM
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 10/3/2018
Project: SOF Phase 3 Units: English
SubTitle: Postdevelopment Bioretention Hydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\Post-Bio Basins 1.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
POST BIO1 Outlet 5.94 84 0.133
POST BIO2 Outlet 1.72 87 0.133
POST BIO3 Outlet 1.01 86 0.133
POST BIO4 Outlet 0.38 93 0.133
POST BIO5 Outlet 0.4 92 0.133
POST BIO6 Outlet 0.3 92 0.133
POST BIO7 Outlet 0.39 93 0.133
POST BIO8 Outlet 0.3 92 0.133
POST BIO9 Outlet 0.3 92 0.133
POST BIO10 Outlet 0.33 90 0.133
Total area: 11.07 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:55:53 PM
FMM SOF Phase 3
Postdevelopment Bioretention Hydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
POST BIO 1Open space; grass cover > 75% (good) B .06 61
Paved parking lots, roofs, driveways B .33 98
Total Area / Weighted Curve Number .39 92
=== ==
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:41:33 PM
FMM SOF Phase 3
Postdevelopment Bioretention Hydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
POST BIO1 12.33 17.64 21.19 26.86 30.98 35.63 9.16
POST BIO2 3.97 5.53 6.56 8.20 9.39 10.72 3.03
POST BIO3 2.26 3.17 3.77 4.74 5.44 6.23 1.70
POST BIO4 1.03 1.37 1.59 1.94 2.20 2.49 0.83
POST BIO5 1.08 1.44 1.68 2.06 2.33 2.64 0.85
POST BIO6 0.80 1.07 1.25 1.53 1.74 1.97 0.64
POST BIO7 1.07 1.42 1.65 2.01 2.28 2.57 0.85
POST BIO8 0.80 1.07 1.25 1.53 1.74 1.97 0.64
POST BIO9 0.80 1.07 1.25 1.53 1.74 1.97 0.64
POST BIO10 0.84 1.14 1.34 1.66 1.88 2.14 0.66
REACHES
OUTLET 24.98 34.90 41.52 52.06 59.68 68.30 18.99
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:54:52 PM
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 10/3/2018
Project: SOF Phase 3 Units: English
SubTitle: Postdevelopment Bioretention Hydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\Post-Bio Basins 1.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
POST BIO11 Outlet 0.39 92 0.133
Total area: .39 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:42:34 PM
FMM SOF Phase 3
Postdevelopment Bioretention Hydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
POST BIO1 Open space; grass cover > 75% (good) B 2.31 61
Paved parking lots, roofs, driveways B 3.63 98
Total Area / Weighted Curve Number 5.94 84
==== ==
POST BIO2 Open space; grass cover > 75% (good) B .51 61
Paved parking lots, roofs, driveways B 1.21 98
Total Area / Weighted Curve Number 1.72 87
==== ==
POST BIO3 Open space; grass cover > 75% (good) B .34 61
Paved parking lots, roofs, driveways B .67 98
Total Area / Weighted Curve Number 1.01 86
==== ==
POST BIO4 Open space; grass cover > 75% (good) B .05 61
Paved parking lots, roofs, driveways B .33 98
Total Area / Weighted Curve Number .38 93
=== ==
POST BIO5 Open space; grass cover > 75% (good) B .07 61
Paved parking lots, roofs, driveways B .33 98
Total Area / Weighted Curve Number .4 92
== ==
POST BIO6 Open space; grass cover > 75% (good) B .05 61
Paved parking lots, roofs, driveways B .25 98
Total Area / Weighted Curve Number .3 92
== ==
POST BIO7 Open space; grass cover > 75% (good) B .05 61
Paved parking lots, roofs, driveways B .34 98
Total Area / Weighted Curve Number .39 93
=== ==
POST BIO8 Open space; grass cover > 75% (good) B .05 61
Paved parking lots, roofs, driveways B .25 98
Total Area / Weighted Curve Number .3 92
== ==
POST BIO9 Open space; grass cover > 75% (good) B .05 61
Paved parking lots, roofs, driveways B .25 98
Total Area / Weighted Curve Number .3 92
== ==
POST BIO10Open space; grass cover > 75% (good) B .07 61
Paved parking lots, roofs, driveways B .26 98
Total Area / Weighted Curve Number .33 90
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:55:39 PM
FMM SOF Phase 3
Postdevelopment Bioretention Hydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
POST BIO11 1.04 1.39 1.62 1.99 2.26 2.55 0.83
REACHES
OUTLET 1.04 1.39 1.62 1.99 2.26 2.55 0.83
WinTR-55, Version 1.00.10 Page 1 12/4/2018 3:48:35 PM
FMM SOF Phase 3
Postdevelopment Bioretention Hydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
POST BIO11Open space; grass cover > 75% (good) B .06 61
Paved parking lots, roofs, driveways B .33 98
Total Area / Weighted Curve Number .39 92
=== ==
WinTR-55, Version 1.00.10 Page 1 10/3/2018 3:42:57 PM
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 11/7/2018
Project: SOF Phase 3 Units: English
SubTitle: Postdevelopment Hydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\WIN-TR55\Developed-1.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
HW6-a Outlet 0.17 39 0.167
CB-5 Outlet 0.15 86 0.167
HW6-b Outlet 0.94 32 0.167
CB-8 Outlet 0.62 71 0.167
CB-7 Outlet 0.1 92 0.167
CB-6 Outlet 0.2 91 0.167
CB-4 Outlet 0.15 98 0.167
CB-3 Outlet 0.18 93 0.167
CB-2 Outlet 0.23 71 0.167
CB-9 Outlet 0.53 60 0.167
Total area: 3.27 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 11/7/2018 12:34:37 PM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
HW6-a Open space; grass cover > 75% (good) A .17 39
Total Area / Weighted Curve Number .17 39
=== ==
CB-5 Open space; grass cover > 75% (good) A .03 39
Paved parking lots, roofs, driveways A .12 98
Total Area / Weighted Curve Number .15 86
=== ==
HW6-b Woods - grass combination (good) A .94 32
Total Area / Weighted Curve Number .94 32
=== ==
CB-8 Open space; grass cover > 75% (good) A .28 39
Paved parking lots, roofs, driveways A .34 98
Total Area / Weighted Curve Number .62 71
=== ==
CB-7 Open space; grass cover > 75% (good) A .01 39
Paved parking lots, roofs, driveways A .09 98
Total Area / Weighted Curve Number .1 92
== ==
CB-6 Open space; grass cover > 75% (good) A .024 39
Paved parking lots, roofs, driveways A .173 98
Total Area / Weighted Curve Number .2 91
== ==
CB-4 Paved parking lots, roofs, driveways A .154 98
Total Area / Weighted Curve Number .15 98
=== ==
CB-3 Open space; grass cover > 75% (good) A .015 39
Paved parking lots, roofs, driveways A .162 98
Total Area / Weighted Curve Number .18 93
=== ==
CB-2 Open space; grass cover > 75% (good) A .105 39
Paved parking lots, roofs, driveways A .123 98
Total Area / Weighted Curve Number .23 71
=== ==
CB-9 Open space; grass cover > 75% (good) A .347 39
Paved parking lots, roofs, driveways A .185 98
Total Area / Weighted Curve Number .53 60
=== ==
WinTR-55, Version 1.00.10 Page 1 11/7/2018 12:35:08 PM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
HW6-a .00 .00 .00 .00 0.09 0.15 .00
CB-5 0.32 0.45 0.53 0.67 0.77 0.88 0.24
HW6-b .00 .00 .00 .00 0.10 0.23 .00
CB-8 0.67 1.12 1.44 1.97 2.37 2.83 0.42
CB-7 0.26 0.35 0.41 0.51 0.57 0.65 0.21
CB-6 0.50 0.67 0.79 0.97 1.10 1.25 0.39
CB-4 0.43 0.55 0.63 0.76 0.86 0.96 0.35
CB-3 0.48 0.63 0.73 0.90 1.01 1.14 0.38
CB-2 0.25 0.42 0.53 0.73 0.88 1.05 0.16
CB-9 0.24 0.52 0.74 1.12 1.42 1.77 0.10
REACHES
OUTLET 3.12 4.69 5.79 7.61 9.04 10.72 2.23
WinTR-55, Version 1.00.10 Page 1 11/7/2018 12:34:52 PM
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 11/21/2018
Project: SOF Phase 3 Units: English
SubTitle: Postdevelopment Hydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\WIN-TR55\Developed-2.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
CB-14 Outlet 0.14 82 0.167
CB-10 Outlet 0.07 67 0.167
CB-1 Outlet 0.35 69 0.167
CB-11 Outlet 0.24 82 0.167
CB-12 Outlet 0.23 83 0.167
SDMH-8 Outlet 0.13 98 0.167
SDMH-9 Outlet 0.03 98 0.167
SDMH-7 Outlet 0.14 98 0.167
SDMH-5 Outlet 0.08 98 0.167
SDMH-2 Outlet 0.88 54 0.167
Total area: 2.29 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 11/21/2018 10:47:50 AM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
CB-14 Open space; grass cover > 75% (good) A .037 39
Paved parking lots, roofs, driveways A .098 98
Total Area / Weighted Curve Number .14 82
=== ==
CB-10 Open space; grass cover > 75% (good) A .038 39
Paved parking lots, roofs, driveways A .034 98
Total Area / Weighted Curve Number .07 67
=== ==
CB-1 Open space; grass cover > 75% (good) A .174 39
Paved parking lots, roofs, driveways A .179 98
Total Area / Weighted Curve Number .35 69
=== ==
CB-11 Open space; grass cover > 75% (good) A .062 39
Paved parking lots, roofs, driveways A .173 98
Total Area / Weighted Curve Number .24 82
=== ==
CB-12 Open space; grass cover > 75% (good) A .06 39
Paved parking lots, roofs, driveways A .169 98
Total Area / Weighted Curve Number .23 83
=== ==
SDMH-8 Paved parking lots, roofs, driveways A .133 98
Total Area / Weighted Curve Number .13 98
=== ==
SDMH-9 Paved parking lots, roofs, driveways A .027 98
Total Area / Weighted Curve Number .03 98
=== ==
SDMH-7 Paved parking lots, roofs, driveways A .141 98
Total Area / Weighted Curve Number .14 98
=== ==
SDMH-5 Paved parking lots, roofs, driveways A .081 98
Total Area / Weighted Curve Number .08 98
=== ==
SDMH-2 Open space; grass cover > 75% (good) A .48 39
Paved parking lots, roofs, driveways A .25 98
Woods (good) A .15 30
Total Area / Weighted Curve Number .88 54
=== ==
WinTR-55, Version 1.00.10 Page 1 11/21/2018 10:48:19 AM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
CB-14 0.26 0.38 0.46 0.59 0.69 0.79 0.19
CB-10 0.06 0.11 0.14 0.20 0.24 0.29 .00
CB-1 0.34 0.58 0.76 1.05 1.27 1.53 0.20
CB-11 0.45 0.66 0.80 1.02 1.19 1.37 0.33
CB-12 0.44 0.64 0.77 0.99 1.14 1.32 0.33
SDMH-8 0.37 0.48 0.55 0.66 0.74 0.84 0.31
SDMH-9 0.09 0.12 0.14 0.17 0.19 0.21 0.08
SDMH-7 0.41 0.53 0.60 0.73 0.82 0.92 0.34
SDMH-5 0.24 0.31 0.36 0.43 0.48 0.54 0.20
SDMH-2 0.16 0.51 0.81 1.35 1.79 2.31 .00
REACHES
OUTLET 2.77 4.28 5.35 7.16 8.53 10.10 1.95
WinTR-55, Version 1.00.10 Page 1 11/21/2018 10:48:02 AM
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 11/7/2018
Project: SOF Phase 3 Units: English
SubTitle: Postdevelopment Hydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\WIN-TR55\Developed-3.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
CB-19 Outlet 0.11 81 0.167
CB-13 Outlet 0.14 70 0.167
CB-18 Outlet 0.11 80 0.167
CB-17 Outlet 0.18 74 0.167
CB-16 Outlet 0.21 78 0.167
CB-15 Outlet 0.4 73 0.167
CB-20 Outlet 0.23 78 0.167
CB-21 Outlet 0.35 85 0.167
CB-22 Outlet 0.12 98 0.167
Total area: 1.85 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 11/7/2018 2:04:35 PM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
CB-19 Open space; grass cover > 75% (good) A .033 39
Paved parking lots, roofs, driveways A .08 98
Total Area / Weighted Curve Number .11 81
=== ==
CB-13 Open space; grass cover > 75% (good) A .066 39
Paved parking lots, roofs, driveways A .072 98
Total Area / Weighted Curve Number .14 70
=== ==
CB-18 Open space; grass cover > 75% (good) A .033 39
Paved parking lots, roofs, driveways A .075 98
Total Area / Weighted Curve Number .11 80
=== ==
CB-17 Open space; grass cover > 75% (good) A .075 39
Paved parking lots, roofs, driveways A .106 98
Total Area / Weighted Curve Number .18 74
=== ==
CB-16 Open space; grass cover > 75% (good) A .071 39
Paved parking lots, roofs, driveways A .141 98
Total Area / Weighted Curve Number .21 78
=== ==
CB-15 Open space; grass cover > 75% (good) A .166 39
Paved parking lots, roofs, driveways A .231 98
Total Area / Weighted Curve Number .4 73
== ==
CB-20 Open space; grass cover > 75% (good) A .078 39
Paved parking lots, roofs, driveways A .149 98
Total Area / Weighted Curve Number .23 78
=== ==
CB-21 Open space; grass cover > 75% (good) A .076 39
Paved parking lots, roofs, driveways A .273 98
Total Area / Weighted Curve Number .35 85
=== ==
CB-22 Paved parking lots, roofs, driveways A .119 98
Total Area / Weighted Curve Number .12 98
=== ==
WinTR-55, Version 1.00.10 Page 1 11/7/2018 2:05:15 PM
WinTR-55 Current Data Description
--- Identification Data ---
User: FMM Date: 11/21/2018
Project: SOF Phase 3 Units: English
SubTitle: Postdevelopment Hydrology Areal Units: Acres
State: North Carolina
County: Hoke NOAA
Filename: Q:\014503 SOF Special Tactics Facility Phase 3\Design\Civil\Stormwater\WIN-TR55\Developed-4.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
CB-25 Outlet 0.04 39 0.167
CI-1 Outlet 0.24 98 0.167
CI-3 Outlet 0.08 98 0.167
CI-2 Outlet 0.21 98 0.167
CB-24 Outlet 0.09 67 0.167
SDMH-4 Outlet 2.01 85 0.167
Total area: 2.67 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.67 4.71 5.4 6.5 7.3 8.2 3.03
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 11/21/2018 10:52:00 AM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
CB-19 0.19 0.29 0.35 0.45 0.52 0.60 0.14
CB-13 0.14 0.24 0.31 0.43 0.52 0.63 0.09
CB-18 0.19 0.28 0.34 0.44 0.51 0.59 0.13
CB-17 0.23 0.37 0.46 0.62 0.74 0.87 0.15
CB-16 0.33 0.50 0.62 0.81 0.95 1.11 0.23
CB-15 0.49 0.79 1.01 1.36 1.62 1.92 0.32
CB-20 0.36 0.55 0.68 0.89 1.04 1.21 0.25
CB-21 0.73 1.04 1.24 1.57 1.81 2.07 0.55
CB-22 0.35 0.45 0.52 0.63 0.71 0.80 0.29
REACHES
OUTLET 3.00 4.49 5.52 7.19 8.42 9.81 2.14
WinTR-55, Version 1.00.10 Page 1 11/7/2018 2:04:50 PM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
CB-25 Open space; grass cover > 75% (good) A .037 39
Total Area / Weighted Curve Number .04 39
=== ==
CI-1 Paved parking lots, roofs, driveways A .24 98
Total Area / Weighted Curve Number .24 98
=== ==
CI-3 Paved parking lots, roofs, driveways A .08 98
Total Area / Weighted Curve Number .08 98
=== ==
CI-2 Paved parking lots, roofs, driveways A .21 98
Total Area / Weighted Curve Number .21 98
=== ==
CB-24 Open space; grass cover > 75% (good) A .045 39
Paved parking lots, roofs, driveways A .041 98
Total Area / Weighted Curve Number .09 67
=== ==
SDMH-4 Open space; grass cover > 75% (good) A .43 39
Paved parking lots, roofs, driveways A 1.58 98
Total Area / Weighted Curve Number 2.01 85
==== ==
WinTR-55, Version 1.00.10 Page 1 11/21/2018 10:52:31 AM
FMM SOF Phase 3
Postdevelopment Hydrology
Hoke NOAA County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
CB-25 .00 .00 .00 .00 .00 .00 .00
CI-1 0.71 0.91 1.04 1.26 1.41 1.59 0.58
CI-3 0.24 0.31 0.36 0.43 0.48 0.54 0.20
CI-2 0.61 0.79 0.91 1.09 1.23 1.38 0.50
CB-24 0.07 0.13 0.18 0.25 0.31 0.37 .00
SDMH-4 4.17 5.92 7.08 8.94 10.31 11.82 3.12
REACHES
OUTLET 5.80 8.06 9.56 11.97 13.73 15.70 4.39
WinTR-55, Version 1.00.10 Page 1 11/21/2018 10:52:14 AM
Node Depth Summary

Average Maximum Maximum Day of
Depth Depth HGL Maximum
Node Type Feet Feet Feet Depth
CB-1 JUNCTION 0.33 0.33 458.25 0
CB-10 JUNCTION 0.95 0.95 455.38 0
CB-11 JUNCTION 1.06 1.07 455.29 0
CB-12 JUNCTION 1.11 1.11 454.36 0
CB-13 JUNCTION 1.11 1.11 453.84 0
CB-14 JUNCTION 0.14 0.14 458.29 0
CB-15 JUNCTION 0.32 0.32 457.03 0
CB-16 JUNCTION 0.44 0.44 456.08 0
CB-17 JUNCTION 0.44 0.44 455.39 0
CB-18 JUNCTION 0.47 0.47 454.50 0
CB-19 JUNCTION 0.50 0.51 453.96 0
CB-2 JUNCTION 0.43 0.43 457.83 0
CB-20 JUNCTION 0.31 0.31 457.31 0
CB-21 JUNCTION 0.54 0.54 456.95 0
CB-22 JUNCTION 0.62 0.62 456.74 0
CB-24 JUNCTION 0.45 0.45 457.70 0
CB-25 JUNCTION 0.45 0.45 456.88 0
CB-3 JUNCTION 0.51 0.51 457.51 0
CB-4 JUNCTION 0.59 0.59 457.34 0
CB-5 JUNCTION 0.67 0.67 457.17 0
CB-6 JUNCTION 0.78 0.78 456.87 0
CB-7 JUNCTION 0.83 0.83 456.73 0
CB-8 JUNCTION 1.05 1.05 456.48 0
CB-9 JUNCTION 1.05 1.05 455.71 0
SWMM 5.1 Page 1

Average Maximum Maximum Day of
Depth Depth HGL Maximum
Node Type Feet Feet Feet Depth
CI-1 JUNCTION 0.69 0.69 456.35 0
CI-2 JUNCTION 0.79 0.79 456.16 0
CI-3 JUNCTION 0.79 0.79 455.88 0
HW2 OUTFALL 0.68 0.68 450.68 0
HW3 OUTFALL 0.67 0.67 445.67 0
HW6 JUNCTION 0.20 0.20 458.95 0
HW7 OUTFALL 0.45 0.45 454.45 0
SDMH-2 JUNCTION 0.58 0.58 458.81 0
SDMH-3 JUNCTION 0.58 0.58 458.29 0
SDMH-4 JUNCTION 0.67 0.67 451.67 0
SDMH-5 JUNCTION 0.69 0.69 456.97 0
SDMH-7 JUNCTION 0.91 0.91 456.48 0
SDMH-8 JUNCTION 0.24 0.24 459.42 0
SDMH-9 JUNCTION 0.24 0.24 458.70 0
SWMM 5.1 Page 2
Node Depth Summary
Maximum
Hour of Reported
Maximum Depth
Node Depth Feet
CB-1 00:00 0.33
CB-10 00:05 0.95
CB-11 00:05 1.07
CB-12 00:06 1.11
CB-13 00:06 1.11
CB-14 00:00 0.14
CB-15 00:00 0.32
CB-16 00:01 0.44
CB-17 00:01 0.44
CB-18 00:02 0.47
CB-19 00:02 0.50
CB-2 00:09 0.43
CB-20 00:00 0.31
CB-21 00:11 0.54
CB-22 00:05 0.62
CB-24 00:13 0.45
CB-25 00:14 0.45
CB-3 00:09 0.51
CB-4 00:03 0.59
CB-5 00:02 0.67
CB-6 00:04 0.78
CB-7 00:04 0.83
CB-8 00:05 1.05
CB-9 00:05 1.05
SWMM 5.1 Page 3
Maximum
Hour of Reported
Maximum Depth
Node Depth Feet
CI-1 00:04 0.69
CI-2 00:03 0.79
CI-3 00:04 0.79
HW2 00:05 0.68
HW3 00:06 0.67
HW6 00:00 0.20
HW7 00:04 0.45
SDMH-2 00:12 0.58
SDMH-3 00:12 0.58
SDMH-4 00:05 0.67
SDMH-5 00:02 0.69
SDMH-7 00:04 0.91
SDMH-8 00:00 0.24
SDMH-9 00:01 0.24
SWMM 5.1 Page 4
Water Elevation Profile: Node CB-1 - HW2
11/05/2018 00:15:00
Distance (ft)
1,1001,0501,000950900850800750700650600550500450400350300250200150100500CB-1CB-2CB-3CB-4CB-5SDMH-5CB-6CB-7SDMH-7CB-8CB-9CB-10CB-11CB-12CB-13HW2Elevation (ft)468
467
466
465
464
463
462
461
460
459
458
457
456
455
454
453
452
451
450
SWMM 5.1 Page 1
Water Elevation Profile: Node HW6 - HW3
11/05/2018 00:15:00
Distance (ft)
800750700650600550500450400350300250200150100500HW6SDMH-2SDMH-3CB-24CB-25SDMH-4HW3Elevation (ft)467
466
465
464
463
462
461
460
459
458
457
456
455
454
453
452
451
450
449
448
447
446
445
SWMM 5.1 Page 1
Water Elevation Profile: Node HW7 - CB-20
11/05/2018 00:15:00
Distance (ft)
400 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0HW7CI-3CI-2CI-1CB-22CB-21CB-20Elevation (ft)463
462.5
462
461.5
461
460.5
460
459.5
459
458.5
458
457.5
457
456.5
456
455.5
455
454.5
454
SWMM 5.1 Page 1
Water Elevation Profile: Node CB-15 - HW2
11/05/2018 00:15:00
Distance (ft)
440 420 400 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0CB-15CB-16CB-17CB-18CB-19CB-13HW2Elevation (ft)463
462.5
462
461.5
461
460.5
460
459.5
459
458.5
458
457.5
457
456.5
456
455.5
455
454.5
454
453.5
453
452.5
452
451.5
451
450.5
450
SWMM 5.1 Page 1
Water Elevation Profile: Node SDMH-8 - HW2
11/05/2018 00:15:00
Distance (ft)
550500450400350300250200150100500SDMH-8SDMH-9CB-11CB-12CB-13HW2Elevation (ft)468
467
466
465
464
463
462
461
460
459
458
457
456
455
454
453
452
451
450
SWMM 5.1 Page 1

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.6 -

APPENDIX F
NRCS HOKE COUNTY SOIL SURVEY MAP
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Hoke County,
North Carolina
SOF Phase 3
Natural
Resources
Conservation
Service
May 11, 2016
Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/
nrcs/main/soils/health/) and certain conservation and engineering applications. For
more detailed information, contact your local USDA Service Center (http://
offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
2
for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at [phone] (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or [phone] (TDD). USDA is an equal opportunity provider and
employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................7
Soil Map................................................................................................................8
Legend..................................................................................................................9
Map Unit Legend................................................................................................10
Map Unit Descriptions........................................................................................10
Hoke County, North Carolina..........................................................................12
CaB—Candor sand, 1 to 8 percent slopes..................................................12
CaD—Candor sand, 8 to 15 percent slopes................................................13
VaB—Vaucluse loamy sand, 2 to 8 percent slopes....................................14
Soil Information for All Uses...............................................................................16
Soil Reports........................................................................................................16
Soil Physical Properties..................................................................................16
Engineering Properties (SOF Phase 3).......................................................16
References............................................................................................................21
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil-vegetation-landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
5
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil-
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil-landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field-observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
6
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
7
8
Custom Soil Resource Report
Soil Map
388727038873403887410388748038875503887620388769038877603887830388727038873403887410388748038875503887620388769038877603887830648530 648600 648670 648740 648810 648880 648950
648530 648600 648670 648740 648810 648880 648950
35° 7' 20'' N 79° 22' 12'' W35° 7' 20'' N79° 21' 55'' W35° 7' 1'' N
79° 22' 12'' W35° 7' 1'' N
79° 21' 55'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 100 200 400 600
Feet
0 40 80 160 240
Meters
Map Scale: 1:2,830 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 12, Sep 24, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Apr 2,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Custom Soil Resource Report
9
Map Unit Legend
Hoke County, North Carolina (NC093)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CaB Candor sand, 1 to 8 percent
slopes
18.1 64.7%
CaD Candor sand, 8 to 15 percent
slopes
8.6 30.7%
VaB Vaucluse loamy sand, 2 to 8
percent slopes
1.3 4.6%
Totals for Area of Interest 28.0 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
Custom Soil Resource Report
10
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
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Hoke County, North Carolina
CaB—Candor sand, 1 to 8 percent slopes
Map Unit Setting
National map unit symbol: w75q
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Candor and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Candor
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Sandy and loamy marine deposits and/or eolian sands
Typical profile
A - 0 to 8 inches: sand
E - 8 to 26 inches: sand
Bt - 26 to 38 inches: loamy sand
E' - 38 to 62 inches: sand
B't - 62 to 80 inches: sandy clay loam
Properties and qualities
Slope: 1 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: Dry Sandy Upland Woodland (F137XY001GA)
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CaD—Candor sand, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: w75r
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Candor and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Candor
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Sandy and loamy marine deposits and/or eolian sands
Typical profile
A - 0 to 8 inches: sand
E - 8 to 26 inches: sand
Bt - 26 to 38 inches: loamy sand
E' - 38 to 62 inches: sand
B't - 62 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: Dry Sandy Backslope Woodland - PROVISIONAL (F137XY004GA)
Custom Soil Resource Report
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VaB—Vaucluse loamy sand, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: w779
Elevation: 80 to 660 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Vaucluse and similar soils: 80 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vaucluse
Setting
Landform: Low hills
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy and sandy marine deposits
Typical profile
Ap - 0 to 6 inches: loamy sand
E - 6 to 15 inches: loamy sand
Bt - 15 to 29 inches: sandy clay loam
Btx - 29 to 58 inches: sandy clay loam
BC - 58 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 15 to 35 inches to fragipan
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: C
Ecological site: Loamy Summit Woodland - PROVISIONAL (F137XY002GA)
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Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across-slope shape: Linear
Johnston, undrained
Percent of map unit: 2 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Custom Soil Resource Report
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Soil Information for All Uses
Soil Reports
The Soil Reports section includes various formatted tabular and narrative reports
(tables) containing data for each selected soil map unit and each component of each
unit. No aggregation of data has occurred as is done in reports in the Soil Properties
and Qualities and Suitabilities and Limitations sections.
The reports contain soil interpretive information as well as basic soil properties and
qualities. A description of each report (table) is included.
Soil Physical Properties
This folder contains a collection of tabular reports that present soil physical properties.
The reports (tables) include all selected map units and components for each map unit.
Soil physical properties are measured or inferred from direct observations in the field
or laboratory. Examples of soil physical properties include percent clay, organic
matter, saturated hydraulic conductivity, available water capacity, and bulk density.
Engineering Properties (SOF Phase 3)
This table gives the engineering classifications and the range of engineering
properties for the layers of each soil in the survey area.
Hydrologic soil group is a group of soils having similar runoff potential under similar
storm and cover conditions. The criteria for determining Hydrologic soil group is found
in the National Engineering Handbook, Chapter 7 issued May 2007(http://
directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17757.wba).
Listing HSGs by soil map unit component and not by soil series is a new concept for
the engineers. Past engineering references contained lists of HSGs by soil series. Soil
series are continually being defined and redefined, and the list of soil series names
changes so frequently as to make the task of maintaining a single national list virtually
impossible. Therefore, the criteria is now used to calculate the HSG using the
component soil properties and no such national series lists will be maintained. All such
references are obsolete and their use should be discontinued. Soil properties that
influence runoff potential are those that influence the minimum rate of infiltration for a
bare soil after prolonged wetting and when not frozen. These properties are depth to
a seasonal high water table, saturated hydraulic conductivity after prolonged wetting,
and depth to a layer with a very slow water transmission rate. Changes in soil
properties caused by land management or climate changes also cause the hydrologic
16
soil group to change. The influence of ground cover is treated independently. There
are four hydrologic soil groups, A, B, C, and D, and three dual groups, A/D, B/D, and
C/D. In the dual groups, the first letter is for drained areas and the second letter is for
undrained areas.
The four hydrologic soil groups are described in the following paragraphs:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist
chiefly of moderately deep or deep, moderately well drained or well drained soils that
have moderately fine texture to moderately coarse texture. These soils have a
moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or soils
of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential,
soils that have a high water table, soils that have a claypan or clay layer at or near the
surface, and soils that are shallow over nearly impervious material. These soils have
a very slow rate of water transmission.
Depth to the upper and lower boundaries of each layer is indicated.
Texture is given in the standard terms used by the U.S. Department of Agriculture.
These terms are defined according to percentages of sand, silt, and clay in the fraction
of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that
is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the
content of particles coarser than sand is 15 percent or more, an appropriate modifier
is added, for example, "gravelly."
Classification of the soils is determined according to the Unified soil classification
system (ASTM, 2005) and the system adopted by the American Association of State
Highway and Transportation Officials (AASHTO, 2004).
The Unified system classifies soils according to properties that affect their use as
construction material. Soils are classified according to particle-size distribution of the
fraction less than 3 inches in diameter and according to plasticity index, liquid limit,
and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM,
GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH;
and highly organic soils as PT. Soils exhibiting engineering properties of two groups
can have a dual classification, for example, CL-ML.
The AASHTO system classifies soils according to those properties that affect roadway
construction and maintenance. In this system, the fraction of a mineral soil that is less
than 3 inches in diameter is classified in one of seven groups from A-1 through A-7
on the basis of particle-size distribution, liquid limit, and plasticity index. Soils in group
A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme,
soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on
the basis of visual inspection.
If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as
A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement,
the suitability of a soil as subgrade material can be indicated by a group index number.
Custom Soil Resource Report
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Group index numbers range from 0 for the best subgrade material to 20 or higher for
the poorest.
Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are
indicated as a percentage of the total soil on a dry-weight basis. The percentages are
estimates determined mainly by converting volume percentage in the field to weight
percentage.
Percentage (of soil particles) passing designated sieves is the percentage of the soil
fraction less than 3 inches in diameter based on an ovendry weight. The sieves,
numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00,
0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of
soils sampled in the survey area and in nearby areas and on estimates made in the
field.
Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics
of a soil. The estimates are based on test data from the survey area or from nearby
areas and on field examination.
References:
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Custom Soil Resource Report
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Absence of an entry indicates that the data were not estimated. The asterisk '*' denotes the representative texture; other possible
textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the
National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?
content=17757.wba).
Engineering Properties–Hoke County, North Carolina
Map unit symbol and
soil name
Pct. of
map
unit
Hydrolo
gic
group
Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid
limit
Plasticit
y index
Unified AASHTO >10
inches
3-10
inches
4 10 40 200
In Pct Pct Pct
CaB—Candor sand, 1
to 8 percent slopes
Candor 80 A 0-8 Sand SM, SP-
SM
A-2-4, A-3 0- 0- 0 0- 1- 1 98-98-1
00
95-97-1
00
72-74-
78
6- 8- 10 6-9 -12 NP
8-26 Sand SM, SP-
SM
A-3, A-2-4 0- 0- 0 0- 1- 1 98-98-1
00
95-97-1
00
72-74-
78
6- 8- 10 6-9 -12 NP
26-38 Loamy sand SM, SP-
SM
A-2-4 0- 0- 0 0- 1- 1 98-98-1
00
95-97-1
00
74-78-
83
21-24-
28
9-12 -14 NP
38-62 Sand SM, SP-
SM
A-2-4, A-3 0- 0- 0 0- 3- 5 91-95-1
00
81-90-1
00
61-69-
78
5- 7- 10 6-9 -12 NP
62-80 Sandy clay loam SC, SC-
SM, SM
A-2-4, A-4,
A-6,
A-7-6
0- 0- 0 0- 3- 6 90-95-1
00
79-89-1
00
59-77-
99
28-43-
61
0-23 -45 NP-13-2
5
CaD—Candor sand, 8
to 15 percent slopes
Candor 80 A 0-8 Sand SM, SP-
SM
A-2-4, A-3 0- 0- 0 0- 1- 1 98-98-1
00
95-97-1
00
72-74-
78
6- 8- 10 6-9 -12 NP
8-26 Sand SM, SP-
SM
A-3, A-2-4 0- 0- 0 0- 1- 1 98-98-1
00
95-97-1
00
72-74-
78
6- 8- 10 6-9 -12 NP
26-38 Loamy sand SM, SP-
SM
A-2-4 0- 0- 0 0- 1- 1 98-98-1
00
95-97-1
00
74-78-
83
21-24-
28
9-12 -14 NP
38-62 Sand SM, SP-
SM
A-2-4, A-3 0- 0- 0 0- 3- 5 91-95-1
00
81-90-1
00
61-69-
78
5- 7- 10 6-9 -12 NP
62-80 Sandy clay loam SC, SC-
SM, SM
A-6, A-7-6,
A-2-4,
A-4
0- 0- 0 0- 3- 6 90-95-1
00
79-89-1
00
59-77-
99
28-43-
61
0-23 -45 NP-13-2
5
Custom Soil Resource Report
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Engineering Properties–Hoke County, North Carolina
Map unit symbol and
soil name
Pct. of
map
unit
Hydrolo
gic
group
Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid
limit
Plasticit
y index
Unified AASHTO >10
inches
3-10
inches
4 10 40 200
In Pct Pct Pct
VaB—Vaucluse loamy
sand, 2 to 8 percent
slopes
Vaucluse 80 C 0-6 Loamy sand SM A-2-4 0- 0- 0 0- 3- 5 89-94-1
00
78-88-1
00
59-70-
84
21-27-
35
9-12 -14 NP
6-15 Loamy sand SM A-2-4 0- 0- 0 0- 3- 5 89-94-1
00
78-88-1
00
59-70-
84
21-27-
35
9-12 -14 NP
15-29 Sandy clay loam,
sandy loam
SC, SC-
SM
A-2-4, A-4,
A-6
0- 0- 0 0- 3- 5 89-95-1
00
79-89-1
00
62-77-
95
33-45-
59
20-30
-40
5-12-18
29-58 Sandy clay loam,
sandy loam, sandy
clay
SC, SC-
SM, SM
A-2-4, A-4,
A-6
0- 0- 0 0- 3- 4 95-97-1
00
88-92-1
00
63-79-
99
33-47-
65
10-20
-40
NP-10-2
0
58-80 Sandy loam, sandy
clay loam, loamy
sand
SC, SC-
SM, SM
A-2-4, A-4,
A-6
0- 0- 0 0- 1- 1 95-97-1
00
90-93-1
00
58-71-
89
23-36-
51
10-15
-30
NP-6
-12
Bibb, undrained 3 A/D 0-6 Sandy loam, loamy
sand, fine sandy
loam, loam
ML A-4 0- 0- 0 0- 0- 0 100-100
-100
90-98-1
00
62-76-
85
29-39-
48
9-12 -14 NP
6-60 Sandy loam, loamy
sand, loam, sand
CL-ML,
ML
A-4 0- 0- 0 0- 3- 4 95-97-1
00
85-91-1
00
59-71-
85
27-36-
48
0-13 -25 NP-4 -7
60-80 Sandy loam, loamy
sand, loam, sand
SM, ML,
SC-SM
A-2-4, A-4 0- 0- 0 0- 4- 9 84-92-1
00
66-82-1
00
48-66-
89
12-21-
34
9-12 -14 NP
Johnston, undrained 2 B/D 0-30 Mucky loam SM, SC-
SM, ML,
CL, CL-
ML
A-4 0- 0- 0 0- 0- 0 76-96-1
00
75-96-1
00
60-84-1
00
41-60-
75
15-20
-30
1-5 -10
30-80 Sand, loamy fine
sand, loam, loamy
sand, sandy loam,
fine sandy loam,
coarse sandy loam
CL, ML,
SM, SC-
SM, SC
A-4, A-2-4 0- 0- 0 0- 0- 0 76-96-1
00
75-96-1
00
61-88-1
00
26-43-
62
7-19 -30 NP-5
-10
Custom Soil Resource Report
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References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/
portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
21
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
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SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.7 -

APPENDIX G
SUBSURFACE EXPLORATION AND GEOTECHNICAL
ENGINEERING REPORT

SUBSURFACE EXPLORATION
AND
GEOTECHNICAL ENGINEERING REPORT

SOF SPECIAL TACTICS FACILITY PH. III
FY 17, LI 76514
Fort Bragg, NC

By
Soils Section
Geotechnical & HTRW Branch
U.S. Army Engineer District, Savannah

August 2016

Table of Contents

Section Page
1. PURPOSE .................................................................................................................................. 1 
2. QUALIFICATION OF REPORT ........................................................................................... 1 
3. PROJECT DESCRIPTION ..................................................................................................... 1 
4. EXPLORATION PROCEDURES .......................................................................................... 2 
a. Site Reconnaissance ............................................................................................................ 2 
b. Field Exploration ................................................................................................................ 2 
c. Laboratory Soils Testing ..................................................................................................... 3 
d. Soil Infiltration Testing ....................................................................................................... 3 
5. SITE AND SUBSURFACE CONDITIONS ......................................................................... 4 
a. Site Description ................................................................................................................... 4 
b. Area and Site Geology ........................................................................................................ 4 
c. Subsurface Soil Conditions ................................................................................................. 5 
d. Groundwater Conditions ..................................................................................................... 6 
e. Seasonal High Water Table Evaluation and Soil Infiltration Properties ............................ 7 
6. CONCLUSIONS AND RECOMMENDATIONS ............................................................... 10 
a. General .............................................................................................................................. 10 
b. Site Preparation ................................................................................................................. 10 
c. Foundation Design ............................................................................................................ 10 
d. Seismic Design.................................................................................................................. 12 
e. Earth Retaining Structures ................................................................................................ 12 
f. Slabs-On-Grade................................................................................................................. 13 
g. Pavement Design Criteria ................................................................................................. 14 
h. Control of Water ............................................................................................................... 14 
i. Structural Fill .................................................................................................................... 15 
j. Construction Quality Control Testing ............................................................................... 16 
k. Presentation of Soil Boring Data ...................................................................................... 17 
l. Specifications .................................................................................................................... 17 

APPENDICES

APPENDIX A Soil Test Boring Location Plan
APPENDIX B Legends and Logs of Soil Borings and CPT Soundings
APPENDIX C Soil Laboratory Test Results
APPENDIX D Soil Percolation and Permeability Test Results
APPENDIX E US Department of Agriculture Soil Resource Report
APPENDIX F One-Point and Two-Point Compaction Method

SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING REPORT

SOF Special Tactics Facility Phase III
FY 17, LI 76514
Fort Bragg, NC

1. PURPOSE

This report has been prepared for the design of the proposed SOF Special Tactics Facility
at Fort Bragg, NC. The purpose of this report is to provide recommendations for the
geotechnical and foundation design of the facilities and the design of storm water management
systems for the project. The recommendations included in this report are based on the project
information provided by the AE firm, Mason & Hanger Group Inc. out of Louisville, KY. This
information was provided to CESAS EN-GS via the US Army Corps of Engineers’ Wilmington
District project manager in a series of correspondences during the period spanning January 2016
through June 2016. The finished floor elevations and maximum column loads for the buildings
were provided in the Preliminary Design Submittal (65%) and Foundation Data Forms 363. Any
change in site layout, structural system, loads, or finished floor or finished grade elevations may
affect the recommendations. The Soils Section, Geotechnical and HTRW Branch of the
Savannah District should be notified immediately of the change(s) and provided the necessary
information regarding any change(s) so that the new information can be reviewed. The
recommendations in this report may then change as appropriate for the proposed project.

2. QUALIFICATION OF REPORT

The field exploration performed for this report was made to determine the subsurface soil
and groundwater conditions and was not intended to serve as a comprehensive assessment of site
environmental conditions. No effort was made to define, delineate, or designate any area of
environmental concern or of contamination. Any recommendations regarding drainage and
earthwork construction are made on the basis that such work can be performed in accordance
with applicable laws pertaining to environmental contamination.

3. PROJECT DESCRIPTION

The purpose of the proposed Phase III Special Tactic Facility project is to construct a
Special Tactics Facility comprised of a 3,450 square-foot (SF) building (Building 4), a 31,500 SF
building (Building 5), a 17,100 SF building (Building 6), a 54,400 SF building (Building 7), a
12,328 SF building (Building 8), and a 100,000-gallon above-ground Water Tank. The proposed
buildings are one-story structures with finish floor elevations and anticipated maximum column
and wall loads as indicated in the table below. Also included in the project are related supporting
facilities and utilities such as water, sanitary sewer, storm drainage, parking lots with access
driveways, walks, curbs, electrical and communications systems, exterior lighting and
landscaping.
Subsurface Exploration and Geotechnical Report August 2016
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FY 17, LI 76514
Fort Bragg, North Carolina

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Structure (No. of
stories)
Dimensions Max. Column
Load (kips)
Max. Wall load
(kips/ft)
Building 4 (1) 230' X 15' 60 3
Building 5 (1) 225' X 140' 60 3
Building 6 (1) 190' X 90' 70 <1
Building 7 (1) 340' X 160' 100 3
Building 8 (1) 268' X 46' 35 with -15 uplift <1
Water Tank 28' diameter X 25' height 965 1

4. EXPLORATION PROCEDURES

a. Site Reconnaissance

Prior to the field exploration, a geotechnical engineer visually inspected the site and
surrounding areas. The observations were used in planning the exploration, in determining areas
of special interest, and in relating site conditions to known geologic conditions in the area.

b. Field Exploration

(1) Subsurface conditions at the project site were explored by 38 soil borings and 14 Cone
Penetration Test (CPT) soundings. Standard penetration tests (SPT) were performed in 18 of the
soil borings, while the remaining borings were simply advanced for the soils to be examined for
indications of prior saturation conditions and infiltration properties. The soil borings were drilled to
depths ranging from 1 to 40 feet and the CPT soundings were pushed to depths of 15 to 85 feet.
The approximate locations of the borings are shown on the plans included in Appendix A and in the
project drawings.

(2) The locations of the soil borings and soundings were established by an engineer in the
field using a hand-held global positioning system (GPS) device having sub-meter accuracy. The
ground surface elevation at each boring location was determined by interpolation from available site
topography survey data. Since the measurements were not precise, the locations shown on the
boring layout plans and the elevations on the drilling logs should be considered approximate.

(3) The SPT soil borings were drilled by Savannah District Core Drill using a track-mounted
all-terrain vehicle (ATV) CME 850 drill rig that had an automatic hammer and used hollow stem
augers with a 4.25-inch inside diameter (I.D.) to advance the boreholes. Split-barrel sampling with
standard penetration testing was performed at intervals shown on the boring logs. All soil sampling
and SPT borings were in accordance with ASTM D 1586. In SPT borings, a soil sample (split-
spoon sample) is obtained with a standard 1 3/8-inch I.D. by 2-inch outside diameter (O.D.) split-
barrel sampler. The sampler is first seated 6 inches and then driven an additional 12 inches with
blows from a 140 lb. hammer falling a distance of 30 inches. The number of blows required to
drive the sampler the final 12 inches is recorded and is termed the “standard penetration resistance,”
or the “N-value.” Penetration resistance, when properly evaluated, is an index of the soil’s strength,
density, and foundation support capability.

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(4) The other soil borings were also drilled by Savannah District the track-mounted ATV
CME 850 drill rig fitted with 4.25-inch continuous flight spiral augers. These holes were drilled to
varying depths so that a geotechnical engineer could examine the auger cuttings and conduct soil
percolation tests.

(5) The CPT soundings were performed by the Savannah District in accordance with ASTM
D 5778-07. A 10-ton load capacity ARA Vertek cone penetrometer with a 10 square centimeter tip
and 150 square centimeter sleeve was used. A 20-ton, truck-mounted rig was used to push the cone
penetrometer. During a CPT sounding, an electronically instrumented cone is hydraulically pushed
through the soil to measure tip stress, sleeve friction and pore water pressure at two-centimeter
intervals. It is also possible to generate a shear wave at discrete intervals in order to measure its
velocity in the investigated soil, as was done in the 85-foot soundings. The CPT sounding data were
electrically recorded and used to determine soil stratigraphy and to estimate soil-engineering
parameters such as strength and compressibility. The soil stratigraphic profiles in the CPT logs
represent soil behavior types derived from the established relationships based on cone tip resistance,
sleeve resistance and penetration induced pore pressure described by Robertson and Campanella
(1986). Groundwater levels were estimated from the penetration induced pore pressure.

(6) The soil samples and auger cuttings obtained from the soil test borings were examined
by a geologist and/or a geotechnical engineer and visually field classified in accordance with ASTM
D 2488 (Visual-Manual Procedure for Description of Soils). The soil classifications include the use
of the Unified Soil Classification System described in ASTM D 2487 (Classification of Soils for
Engineering Purposes). Since the soil descriptions and classifications are based on visual
examination and manual tests, they should be considered approximate. Logs of the SPT borings
graphically depicting soil descriptions and standard penetration resistances are included in
Appendix B and on the project drawings. The logs of the CPT soundings depicting soil behavior
types, cone tip resistances, sleeve resistance, shear wave velocity, and penetration induced pore
pressures are also included in Appendix B and on the project drawings.

c. Laboratory Soils Testing

Sixteen of the soil samples that were obtained during the field investigations were tested in the
laboratory and the results are included in Appendix C and on the project drawings. Testing was
performed by the US Army Corps of Engineers Savannah District Environmental Materials Unit
lab located in Marietta, GA. The tests conducted on the various samples include natural moisture
content, Atterberg limits, and grain-size distribution. Tests were performed in accordance with
applicable ASTM Standards to confirm the visual classifications and to aid in the evaluation of
the subsurface soil conditions at the project site. Where there is a difference between the field
and laboratory classification, the laboratory classification shall take precedence for the interval
tested.

d. Soil Infiltration Testing

(1) Soil percolation tests were performed at 11 locations that were selected based on the
proposed locations of storm water management areas. The percolation tests were done in
Subsurface Exploration and Geotechnical Report August 2016
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FY 17, LI 76514
Fort Bragg, North Carolina

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accordance with USACE SAD DM 110-1-1 July 1983 chapter 20. Soil percolation rates
measured in the tests were converted to infiltration rates using the Michigan method.

(2) The Michigan method uses an area reduction factor (Rf) to account for the exfiltration
occurring through the sides of a percolation hole. It assumes that the percolation rate is affected
by the depth of water in the hole and that the percolating surface of the hole is in uniform soil.
The Michigan method could thus be used to convert soil percolation rates to infiltration rates as
follows:

infiltration rate = ሺ୮ୣ୰ୡ୭୪ୟ୲୧୭୬ ୰ୟ୲ୣሻ
ሺ୰ୣୢ୳ୡ୲୧୭୬ ୤ୟୡ୲୭୰ሻ
where
reduction factor (Rf) = ሺଶୢଵି୼ୢሻ
ୈ୍୅ାଵ
and
d1 = initial water depth (in.)
Δd = average/final water level drop (in.)
DIA = diameter of the percolation hole (in.)

Results of the soil percolation tests and the computed infiltration rates are included in Appendix
D and also shown on the project drawings.

5. SITE AND SUBSURFACE CONDITIONS

a. Site Description

Phase III of the SOF STF is proposed to be sited on approximately 18.1 acres in the
Aberdeen training Facility (ATF) of Fort Bragg, NC. The ATF is comprised of approximately 50
acres of land on the western boundary of Fort Bragg, NC. Within the last few years the area has
undergone, and is still undergoing, considerable urban development. The site for the proposed
SOF STF Phase III begins approximately 850 yards due west of the ATF’s access control point
and extends roughly 290 yards to the west and north. This area is mostly vegetated with sparse
woods consisting of trees measuring approximately 8-to-12-inches in diameter mid-chest-level
and spread roughly 30-to-50-feet apart. The topography of the project site is characterized by a
depression that generally drains to the northeast, with high points on the northwestern and
southeastern extremities and approximate elevations ranging from 496 to 442 feet mean sea
level.

b. Area and Site Geology

(1) Fort Bragg is located in the Sand Hills area of the Coastal Plain physiographic
province of North Carolina. The Coastal Plain extends westward from the Atlantic Ocean to the
Fall Line, a distance of approximately 130 miles. The Fall Line is the boundary between the
Coastal Plain and the Piedmont physiographic provinces.

(2) Geologic units in the Fort Bragg area, ranging from oldest to youngest, include the
Carolina Slate Belt rocks, which are the basement rocks, the Cape Fear Formation, and the
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Middendorf Formation. The Cape Fear and Middendorf Formations overlie the basement rock
and are a part of the generally southeastward-dipping and thickening wedge of sediments that
constitute the Atlantic Coastal Plain deposits.

(3) The Middendorf Formation is exposed at land surface throughout the Fort Bragg
area. The formation is composed of tan, cross-bedded, medium- and fine-grained, micaceous
quartz sand and clayey sand interbedded with clay or sandy clay lenses or layers. Layers of
hematite-cemented sandstone occur locally throughout the Middendorf Formation as do thin
layers of hard kaolin and kaolin-cemented sandstone. Below the water table, these units are
generally friable or plastic. In places, the Middendorf Formation is mottled orange, gray, and tan
color with streaks and laminae of red and purple hematite and manganese oxide stains.

c. Subsurface Soil Conditions

(1) The visual and manual examination of the samples obtained from soil borings drilled
at the project site indicate the area’s subsurface to be comprised primarily of sandy soils with
varying amounts of fines. Most of the soil samples recovered were field classified as silty sand,
or clayey sand (SM or SC respectively). A few of them exhibited sufficient fines-content to be
field classified as either lean clay or fat clay (CL or CH respectively). Generally, the sandy soils
within the top 10 to 20 feet are of very loose density with N-values within the range of 0 to 4
blows per foot, or of loose density with N-values within the range 4 to 10 blows per foot. These
very loose and loose sands are typically underlain by medium dense sands (N-values in the range
of 10 to 30 bpf) or stiff clays (N-values in the 8 to 15 bpf range), extending to the terminations of
the borings. Some of the medium dense sands and stiff clays were underlain by or interspersed
with layers of sandy materials with N-values within the ranges of 0 to 10 blows per foot. The
data collected in the CPT soundings correlates with the observations made in the SPT borings,
with cone tip resistances typically increasing with depth and soil behavior types generally
matching the soil samples collected at corresponding depths.

(2) The above subsurface description is of a generalized nature to highlight the major
subsurface stratification features and material characteristics. The boring logs should be
reviewed for specific information at individual boring locations. The stratifications shown on the
boring logs represent the conditions only at the actual boring locations. Variations may occur
and should be expected between boring locations. The stratification lines shown on the boring
logs represent approximate boundaries between the subsurface materials; the actual transitions
are typically more gradual.

(3) A Custom Soil Resource Report for Hoke County, North Carolina was obtained from
the United States Department of Agriculture (USDA) Web Soil Survey website. The report was
used to obtain an overview of possible soil series located within the project area for the design of
storm water management features. In addition to a Soil Map, the report provides the following
Map Unit Legend and typical soil profiles of the soil map units identified within the project
limits:

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FY 17, LI 76514
Fort Bragg, North Carolina

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Hoke County, North Carolina (NC093)
Map Unit Symbol Map Unit Name Acres in
AOI
Percent of
AOI
CaB Candor sand, 1 to 8 percent slopes 11.3 62.1%
CaD Candor sand, 8 to 15 percent slopes 6.5 36.0%
VaB Vaucluse loamy sand, 2 to 8 percent
slopes
0.3 1.9%
Totals for Area of Interest 18.1 100.0%

CaB—Candor sand, 1 to 8 percent slopes
0 to 8 inches: sand
8 to 26 inches: sand
26 to 38 inches: loamy sand
38 to 62 inches: sand
62 to 80 inches: sandy clay loam

CaD—Candor sand, 8 to 15 percent slopes
0 to 8 inches: sand
8 to 26 inches: sand
26 to 38 inches: loamy sand
38 to 62 inches: sand
62 to 80 inches: sandy clay loam

VaB—Vaucluse loamy sand, 2 to 8 percent slopes
0 to 6 inches: loamy sand
6 to 15 inches: loamy sand
15 to 29 inches: sandy clay loam
29 to 58 inches: sandy clay loam
58 to 80 inches: sandy loam

The full NRCS Soil Resource Report is included as Appendix E of this report.

d. Groundwater Conditions

(1) Attempts were made to measure groundwater depths in each of the SPT soil borings
performed at the project site, during drilling and immediately after drilling, and when possible
24-hours after drilling. Groundwater was only encountered in the deeper borings that were
performed at the lower elevations of the project site, at a depth range of 18 to 22 feet as indicated
in the table below. The hilly topography and wide ranging surface elevations at the project site
should be taken into account when evaluating this range of groundwater depths.

Subsurface Exploration and Geotechnical Report August 2016
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FY 17, LI 76514
Fort Bragg, North Carolina

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Boring
No.

Boring
Depth
(ft)
0 hrs After Drilling 24 hrs After Drilling
Water Table
Depth
(ft)
Water Table
Elevation
(ft)
Water Table
Depth
(ft)
Water Table
Elevation
(ft)
B-01 25 --- --- --- ---
B-02 15 --- --- --- ---
B-04 10 --- --- --- ---
B-05 25 --- --- --- ---
B-07 15 --- --- --- ---
B-08 15 --- --- --- ---
B-11 25 18.0 429.5 17.0 430.5
B-12 27 18.0 428.0 16.9 429.1
B-14 25 22.5 424.5 21.0 426.0
B-16 25 --- --- --- ---
B-18 30 --- --- --- ---
B-21 40 --- --- --- ---
B-22 20 --- --- --- ---
B-25 40 --- --- --- ---
B-26 35 --- --- --- ---
B-28 15 --- --- --- ---
B-29 15 --- --- --- ---
B-30 10 --- --- --- ---
Note: --- indicates water table not encountered

(2) A perched-water condition occurs when the downward flow of seeping water is
slowed by a soil layer with low permeability, such as silt or clay or fine-grained sand with high
fines content, and saturates the more permeable soil above it. The true groundwater level can be
several feet below the perched-water level. Perched-water conditions, indicated by encountering
wet or saturated soils that were underlain by soils with appreciably lower moisture content, were
encountered in some of the borings. It should be noted that the fine sands with high fines content
as well as the layers of fines (lean and fat clays) encountered at various depths in the different
SPT borings are conducive to, and indicative of the potential to encounter a perched-water
condition during construction.

(3) It should be noted that groundwater levels will fluctuate with seasonal and climatic
variations, variations in subsurface soil conditions, and construction operations. Therefore, future
groundwater conditions and groundwater conditions at other locations on the site may differ from
the conditions encountered at the SPT boring locations on the dates they were performed.

e. Seasonal High Water Table Evaluation and Soil Infiltration Properties

(1) The depth to the seasonal high water table (SHWT) is an important parameter used in
determining the suitability, and the design, of storm water management features. It is defined as
the highest groundwater observed, at atmospheric pressure, for anaerobic conditions to be
established. In North Carolina this typically occurs during the wet months of the winter and
Subsurface Exploration and Geotechnical Report August 2016
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FY 17, LI 76514
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spring seasons. The depth to SHWT is evaluated by correlating observations of soil properties
with respect to soil color, redoximorphic features, and indications of prior saturation. Nine
auger borings were advanced at discrete locations of the project site in order to investigate the
aforementioned properties. Additionally, a USDA NRCS web soil survey of the site was
generated. The web soil survey report, included as Appendix E, was used to obtain an overview
of possible soil series located within the project area, and the survey’s results correlate with field
observations.

(2) The table below indicates the soil types identified by the NRCS soils survey report,
the NRCS predicted depths to SHWT, and the field-investigation-determined SHWT depths. The
predictions of subsurface profiles indicated by the NRCS soils report correlate with observations
made in the field during the site investigation. Based on evaluation of the soils encountered in
the auger borings, the SHWT should be placed at the field-investigation-determined SHWT
depths indicated in the table below.

SHWT
Determination
Boring ID
NRCS Soil Report
Soil type
NRCS Soil Report
SHWT Depth
(inches)
Field-Investigation-
Determined SHWT
Depth (inches)

SHWT-01
CaD—Candor sand, 8
to 15 percent slopes

80+

192

SHWT-02
CaD—Candor sand, 8
to 15 percent slopes

80+

276

I-01
CaB—Candor sand, 1
to 8 percent slopes

80+

300+
I-02 CaB—Candor sand, 1
to 8 percent slopes

80+ 300+
I-03 CaB—Candor sand, 1
to 8 percent slopes

80+ 300+
I-07 CaB—Candor sand, 1
to 8 percent slopes

80+ 246
I-08 CaB—Candor sand, 1
to 8 percent slopes

80+ 198
I-09 CaB—Candor sand, 1
to 8 percent slopes

80+ 156
I-10 CaB—Candor sand, 1
to 8 percent slopes
80+ 240
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(3) In addition to evaluating the depth to SHWT, soil infiltration properties were also
assessed at discrete locations of the project site where stormwater management features are
anticipated. Infiltration rates for corresponding depths and locations are presented in the
following table and in the Soil Percolation and Permeability Test Results in Appendix D.

Percolation
Test ID
Estimated
depth to
SHWT (SHWT
boring ID)
Test
depth
(feet)
Soil Classification at
percolation test depth
Infiltration
Rate (in/hr)
I-01 In excess of 25
feet
(I-01)
17.4 Silty Sand (SM) with trace
clay, yellowish red, fine to
medium grained
15.0
I-02 In excess of 25
feet
(I-02)
2.6 Silty Sand (SM), yellowish
red, trace clay, fine to
medium grained
15.0
I-03 In excess of 25
feet
(I-03)
7.0 Poorly Graded Sand (SP),
pale brownish yellow with
trace silt and clay, fine to
medium grained
15.0
I-05 16 feet
(SHWT-01)
1.3 Silty Sand (SM), very pale
brown, fine to medium
grained
15.0
I-06 16 feet
(SHWT-01)
1.8 Silty Sand (SM), very pale
brown, fine to medium
grained
15.0
I-07 20.5 feet
(I-07)
1.7 Silty Sand (SM), brownish
yellow, fine to medium
grained
5.2
I-08 16.5 feet
(I-08)
1.2 Silty Sand (SM), brownish
yellow, fine to medium
grained
13.6
I-09 13 feet
(I-09)
3.6 Silty Sand (SM), strong
brown, little clay, fine to
medium grained
0.5
I-10 20 feet
(I-10)
2.6 Silty Sand (SM), brownish
yellow, fine to medium
grained
15.0
I-11 23 feet
(SHWT-02)
1.3 Silty Sand (SM), pale brown,
fine to medium grained
11.7
I-12 23 feet
(SHWT-02)
1.3 Silty Sand (SM), pale brown,
fine to medium grained
15.0

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FY 17, LI 76514
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6. CONCLUSIONS AND RECOMMENDATIONS

a. General

The following conclusions and recommendations are based on the information available on
the proposed structures, observations made at the project site, interpretation of the data obtained
from the soil test borings, and previous experience with soils and subsurface conditions similar
to those encountered at the site.

b. Site Preparation

(1) Following clearing and removal of trees, structures, pavement, etc., the construction
area should be grubbed and stripped of all vegetation, topsoil, organics, and other deleterious
materials. Clean topsoil can be stockpiled and reused in landscaped areas. It is recommended
that the zone of stripping extend a minimum of 10 feet beyond the outer edges of structures and
pavements. Any utilities in the project area should be located and rerouted, as necessary.

(2) Areas to receive fill and excavated subgrade areas of buildings and pavements should
be prepared as follows: Exposed surface areas consisting of poorly graded sands or silty sands
should be densified by compaction with a vibratory roller weighing at least 7 tons; and exposed
surface areas consisting of cohesive soils such as clayey sands and clays should be compacted
with sufficient passes of a loaded tandem-axle dump truck or similar rubber-tired equipment.
Soils which are observed to rut or deflect excessively under the moving loads should be undercut
to firm soil and backfilled with properly compacted, suitable soils. The subgrade preparation
should be performed only during and following a period of dry weather.

(3) Very loose and loose sandy surface soils were encountered at most of the exploration
locations to depths of 1-to-3-feet beneath the existing ground surface, and should be anticipated
across the entire site. It is likely that most of these very loose and loose soils will be removed or
improved during site stripping, and grading operations; however, any remaining soft soils should
be stabilized by compaction or undercut and replaced with suitable compacted structural fill
material.

c. Foundation Design

(1) Allowable Bearing Pressure It is recommended to use a net allowable soil
bearing pressure of 2,500 psf for the design of footings for buildings 4, 5, 6, 7, and 8; and 2,000
psf for the design of footings for the water tank, provided the recommendations in the following
paragraphs are met.

(2) Footing Dimensions Minimum dimensions of 30 inches for all column footings
and 24 inches for all load-bearing continuous footings shall be used in foundation design to
reduce the possibility of bearing capacity failure. These footings shall be embedded a minimum
depth of 24 inches, as measured from the finish floor or finish grade, whichever is lower, to the
bottom of the footing. All non load-bearing wall footings shall have a minimum width of 18
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inches and the minimum depth shall be 18 inches, as measured from finish floor or finish grade,
whichever is lower, to the bottom of the footing.

(3) Settlement Anticipated foundation settlements were estimated for the proposed
buildings and water tank. These calculations were based on the maximum column loads and an
estimated footing dimension based on the recommended allowable soil bearing pressure of 2,500
psf for the buildings and 2,000 psf for the water tank. Provided the recommendations and special
requirements described in the following paragraphs are adhered to, post construction total
foundation settlements are not expected to exceed an inch and differential settlements are
expected to be less than one-half inch.

(4) Excavation and Replacement In addition to the very loose and loose sandy
surface soils encountered across the project site and described in “b. Site Preparation” above,
very loose and loose sandy soils were encountered within the footprint of Building 6 from the
surface and extending to depths of 4-to-8-feet. These soils, in their current condition, are
unsuitable to support the proposed structure. Although a portion of these very loose and loose
surface soils is likely to be removed during stripping and grading operations, stabilization of
remaining very loose and loose soils by undercutting and replacement with suitable compacted
fill materials will be required to an approximate elevation of 456-feet msl. The base of the
excavation should extend at least 10-feet beyond the building limits. The actual undercut depth
may vary and will have to be determined during undercutting. Fort cost-estimating purposes, it
is recommended to anticipate the removal and replacement of 7,000-to-8,000 cubic yards of in-
place material within the footprint of Building 6. The entire base of the undercut area shall be
compacted prior to placing backfill material. The compacted subgrades may then be backfilled
to design grade with satisfactory soils placed in compacted lifts in accordance with the
specifications. Excavated soils may be used as backfill if they are free of organics and other
deleterious materials, and their moisture content is within a suitable range to achieve the required
compaction. The following note has been added to geotechnical Plate B-001 and, at a minimum,
should be referenced on the GRADING AND DRAINAGE PLAN and the structural drawings
for Building 6:

“WITHIN THE FOOTPRINT OF BUILDING 6, THE VERY LOOSE AND LOOSE IN-
PLACE SANDY SOILS SHALL BE EXCAVATED TO AN APPROXIMATE ELEVATION OF 456-
FEET. ANY DEBRIS IN THE EXCAVATED MATERIAL SHALL BE REMOVED, AND
SATISFACTORY SOIL SHALL BE REPLACED IN COMPACTED LAYERS. THE BASE OF
THE EXCAVATION SHALL EXTEND A MINIMUM OF 10 FEET BEYOND THE LIMITS OF
THE BUILDING’S FOOTPRINT. EXCAVATION SHALL BE PERFORMED IN ACCORDANCE
WITH EM 385-1-1 AND OSHA 29 CFR 1926.652. BACKFILLING SHALL BE IN
ACCORDANCE WITH SECTION 31 00 00, EARTHWORK. BEFORE BACKFILLING, THE
COR SHALL BE PROVIDED CONFIRMATION FROM THE CONTRACTOR’S
INDEPENDENT TESTING LABORATORY THAT THE BASE AND SIDES OF THE
EXCAVATION ARE FREE OF LOOSE OR SOFT MATERIALS AND READY TO RECEIVE
FILL.”

Subsurface Exploration and Geotechnical Engineering Report August 2016
SOF Special Tactics Facility Ph. III, LI 76514, FY 17
Ft. Bragg, North Carolina
12

(6) Footings with Uplift The resistance of footings to be subjected to uplift from
transient live loads should be represented by the total weight of concrete in the footing and the
weight of soil in the vertical column directly above the footing. The effect of a groundwater
table on the uplift resistance of the footing should be considered. The effect of the groundwater
(or buoyancy) can be taken into account by subtracting from the total weight of concrete and soil
the weight of water represented by the block of concrete and soil which is located below the
groundwater level and above the bottom of the footing. The level of the groundwater should be
the highest anticipated during the life of the structure. The factor of safety against uplift should
not be less than 1.5.

(7) Foundation Construction Foundation excavations should be concreted as soon as
practical following excavation. Exposure to the environment could weaken the soils at the
footing bearing level should the foundation excavations remain open for an extended period of
time. Bottoms of foundation excavations should be inspected immediately prior to placement of
reinforcing steel and concrete to verify that adequate bearing soils are present and that all debris,
mud, and loose, frozen or water-softened soils are removed. If the bearing surface soils have
been softened by surface-water intrusion or by exposure, the softened soils must be removed to
firm bearing and replaced with additional concrete during the concreting or replaced to design
subgrade with No. 57 or No. 67 stone, compacted to a non-yielding condition. To minimize
exposure, the final excavation (4 to 6 inches) to design subgrade could be delayed until just prior
to placement of reinforcing steel and concrete. Foundation excavations must be maintained in a
drained/dewatered condition throughout the foundation construction process.

d. Seismic Design

Seismic loads should be computed in accordance with IBC 2012. The project site should
be classified as Site Class D for the purpose of determining maximum considered earthquake
spectral response accelerations.

e. Earth Retaining Structures

(1) For the design and construction of basement retaining walls with no sloping backfill
and other below grade or earth retaining structures, the following earth pressure coefficients and
soil parameters should be used:

Coefficient of at-rest earth pressure (Ko) = 0.50
Coefficient of active earth pressure (Ka) = 0.33
Coefficient of passive earth pressure (Kp) = 3.0
Coefficient of friction (soil -vs- concrete) (μf) = 0.30
Unit weight of soil (moist) = 120 lbs/ft3
Unit weight of soil (saturated) = 125 lbs/ft3
Unit weight of soil (buoyant) = 63 lbs/ft3
Assume retained soils to be non-cohesive with an internal friction angle = 30º
Assume internal friction angle of foundation soils = 30º

Subsurface Exploration and Geotechnical Engineering Report August 2016
SOF Special Tactics Facility Ph. III, LI 76514, FY 17
Ft. Bragg, North Carolina
13

(2) Drainage features such as longitudinal drains, prefabricated geocomposite drains, and
porous backfill shall be utilized. Since perched groundwater conditions could be encountered,
additional drainage measures such as blanket and/or chimney drains may need to be included in
the design of any retaining walls on this site. It is recommended to replace the in-situ material
with free-draining material behind the wall for the entire height of the wall and a horizontal
distance at least equal to one third of the wall height. Compaction of backfill within 10 feet of
walls should be performed with hand operated equipment, such as walk behind compactors
(“whacker packers” or sled tamps). If sloping backfill or toe conditions exist, the Soils Section,
Geotechnical, and HTRW Branch of the Savannah District should be consulted for additional
recommendations.

(3) Any mechanically stabilized earth (MSE) walls at the subject site shall be designed
using the American Association of State Highway and Transportation Officials (AASHTO)
design methodology as published in the Federal Highway Administration (FHWA) publication
“Mechanically Stabilized Earth Walls and Reinforced Soil Slope Design and Construction
Guidelines (FHWA NHI-00-043, March 2001)”. Wall designs using National Concrete Masonry
Association (NCMA) design methodology shall not be acceptable.

f. Slabs-On-Grade

(1) Previous experience and the subsurface conditions encountered at the site indicate
concrete floor slabs could be supported on in-situ soils and/or on fill soils placed and compacted
in accordance with the recommendations presented in this report regarding structural fill.
Provided these subgrade preparation requirements are adhered to, a vertical modulus of subgrade
reaction (k) value of 125 psi/in may be used for the design of slabs-on-grade.

(2) All concrete slabs-on-grade in enclosed areas shall be underlain by a minimum of 4
inches of open graded, washed pea gravel or stone, referred to as a “capillary water barrier,” to
prevent the capillary rise of the groundwater. Nos. 57, 67, 78, or 89 stone should be used. All
drawings should be consistently labeled with the term “capillary water barrier,” since this is the
term utilized in Section EARTHWORK of the Specifications. Additionally, a moisture barrier
consisting of lapped polyethylene sheeting having a minimum thickness of 10 mils shall be
provided beneath building floor slabs to reduce the potential for slab dampness from soil
moisture. The vapor barrier material may be omitted under slabs-on-grade in unenclosed areas;
however, the slab shall still be provided with a capillary water barrier. Concrete slabs should be
jointed around columns and along supported walls to minimize cracking due to possible
differential movement.

(3) The design of thickened slabs on grade to support line loads (such as partitions and
light wall loads) should be in accordance with the Unified Facilities Criteria (UFC) UFC 3-301-
01 Structural Engineering.

(4) Construction activities and exposure to the environment often cause deterioration of
the prepared slab-on-grade subgrade. The subgrade soils upon which slabs would be placed
should be inspected and evaluated immediately prior to floor slab construction. The evaluation
should include a combination of visual observations, hand rod probing, and field density tests to
Subsurface Exploration and Geotechnical Engineering Report August 2016
SOF Special Tactics Facility Ph. III, LI 76514, FY 17
Ft. Bragg, North Carolina
14

verify that the subgrade has been properly prepared. If unstable soils are revealed, the affected
area should be excavated to firm bearing, and material removed should be replaced to design
subgrade with suitable structural fill soil placed and compacted as recommended, or replaced
with additional capillary water barrier material.

g. Pavement Design Criteria

Based on the subsurface investigations and previous experience in the general area, the soil
types expected to be encountered during construction activities are poorly graded sands, silty sands,
and clayey sands. These soil types are typically considered satisfactory material for pavement
subgrade. Soils deemed unsatisfactory for use as pavement subgrade due to loose in-place density
and previous undocumented fill activities may be encountered at various locations on the site.
Provided any unsatisfactory subgrade soils that are encountered are removed and replaced with
satisfactory soils, the following subgrade values for satisfactory soils and other listed parameters
may be used for the design of the pavements:

(1) Flexible (Asphaltic Concrete) Pavement:
Compacted subgrade, use CBR of 8.

(2) Rigid (Portland Cement Concrete) Pavement:
(a) Use a corrected modulus of subgrade reaction, K of 150 psi per inch with at
least 4 inches of compacted aggregate base course.
(b) The concrete should have a minimum design 28-day compressive strength of
at least 4000 pounds per square inch with a mix design that has been proven to
produce concrete with a flexural strength of at least 650 psi.

h. Control of Water

Water should not be allowed to collect near the foundation or on floor slab areas of the
building either during or after construction. Undercut or excavated areas should be sloped toward
one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff.
Positive site drainage should be provided to reduce infiltration of surface water around the
perimeter of the building and beneath floor slabs. The following note should be added to an
appropriate civil/site plate and also to an appropriate structural foundation plate of the contract
drawings:

“DRAINAGE AND DEWATERING: ALL EXCAVATIONS SHALL BE PERFORMED
SO THAT THE SITE AND THE AREA IMMEDIATELY SURROUNDING THE SITE
WHICH AFFECTS CONSTRUCTION OPERATIONS WILL BE CONTINUALLY AND
EFFECTIVELY DRAINED. THE CONTRACTOR SHALL PROVIDE DRAINAGE AND
DEWATERING AS REQUIRED TO ENSURE THAT ALL FOOTING EXCAVATIONS
ARE ACCOMPLISHED WITH THE SUBGRADE SOILS REMAINING DRY AND
FIRM UNTIL AFTER FOOTINGS ARE PLACED AND BACKFILLED. REMOVAL
OF SURFACE WATER, GROUNDWATER, AND ANY PERCHED-WATER
CONDITIONS, WHICH MIGHT BE ENCOUNTERED DURING EXCAVATIONS
Subsurface Exploration and Geotechnical Engineering Report August 2016
SOF Special Tactics Facility Ph. III, LI 76514, FY 17
Ft. Bragg, North Carolina
15

SHALL BE ACCOMPLISHED BY APPROVED MEANS. REFER TO
SPECIFICATION 31 00 00 EARTHWORK FOR ADDITIONAL REQUIREMENTS.”

i. Structural Fill

In order to achieve high density structural fill, the following evaluations and
recommendations are offered:

(1) Based on the soil test borings, excavated on-site soils (excluding any organics/topsoil
and debris) can be used as structural fill. Some moisture content adjustment will probably be
necessary to achieve proper compaction. If water must be added, it should be uniformly applied
and thoroughly mixed into the soil by discing.

(2) It is recommended that the contractor have appropriate disc harrows on site during
earthwork for mixing, drying, and wetting of the soils.

(3) Materials selected for use as structural fill should be free from roots and other
organic matter, trash, debris, and frozen soil, and stones larger than 3 inches in any dimension,
and in general, should have a liquid limit less than 50 percent and a plasticity index of less than
30. The following soils represented by their Unified Soil Classification System (ASTM D 2487)
group symbols will be suitable for use as structural fill: GP, GW, GM, GC, SP, SP-SM, SP-SC,
SW, SC, SM, SM-SC, CL, and ML. Only material classified as GP, GW, GM, GC, SP, SP-SM,
SP-SC, SW, SC, SM, SM-SC with less than 35% passing the #200 sieve, a liquid limit less than
35 and a plasticity index less than 10 will be suitable for use as structural fill in the geosynthetic–
reinforced zone behind mechanically stabilized earth walls. The following soil types are
considered unsuitable: Pt, OH, OL, CH, and MH.

(4) Suitable fill soils should be placed in lifts of maximum 8 inches loose measurement.
The soil should be compacted by mechanical means such as steel drum, sheepsfoot, tamping, or
rubber-tired rollers. Compaction of clays is best accomplished with a sheepsfoot or tamping
roller. Periodically rolling with heavily loaded, rubber-tired equipment may be desirable to seal
the surface of the compacted fill, thus reducing the potential for absorption of surface water
following a rain. This sealing operation is particularly important at the end of the work day and
at the end of the week. Within confined areas or foundation excavations, we recommend the use
of manually operated, internal combustion activated compactors (“whacker packers” or sled
tamps). The compactors should have sufficient weight and striking power to produce the same
degree of compaction that is obtained on the other portions of the fill by the rolling equipment as
specified. Where hand operated equipment is used, the soils should be placed in lifts of
maximum 4 inches loose measurement.

(5) It is recommended that the structural fill and subgrades be compacted to the
following minimum percents of the modified Proctor maximum dry density (ASTM D 1557):

Subsurface Exploration and Geotechnical Engineering Report August 2016
SOF Special Tactics Facility Ph. III, LI 76514, FY 17
Ft. Bragg, North Carolina
16

Beneath structures and building slabs,
to 5 feet beyond building and structure line,
around footings and in trenches

92 percent
Beneath paved areas, except top 12 inches 92 percent
Beneath paved areas, top 12 inches 95 percent
Beneath shoulders 90 percent
Beneath sidewalks and grassed areas 85 percent
Base course beneath paved areas 100 percent

j. Construction Quality Control Testing

(1) Prior to initiating any structural fill placement and/or compaction operations,
representative samples of the soils which will be used as structural fill or subgrade, both suitable
on-site soils and off-site soils (borrow), should be obtained and tested to determine their
classification and compaction characteristics. The samples should be carefully selected to
represent the full range of soil types to be used. The moisture content, maximum dry density,
optimum moisture content, grain-size, and plasticity characteristics should be determined.
These tests are required to determine if the fill and subgrade soils are acceptable and for
compaction quality control of the subgrades and structural fill. Tests for the above soil
properties should be in accordance with the following:

Moisture Content ASTM D 2216
Maximum Dry Density and Optimum Moisture ASTM D 1557
Grain-Size (Wash No. 200, less hydrometer) ASTM D 422 and D 1140
Plasticity ASTM D 4318

(2) A representative number of in-place field density tests should be performed in the
subgrade of compacted on-site soils and in the structural fill and backfill to confirm that the
required degree of compaction has been obtained. In-place density tests should be performed in
accordance with the sand cone method prescribed in ASTM D 1556. It is recommend at least
one density test be performed for each 5,000 square feet and 12,500 square feet, or portion
thereof, for buildings and pavements, respectively, of compacted native soil subgrade and in each
lift of compacted structural fill. It is also recommended that at least one density test be
performed for each 100 linear feet in the bearing level soils of continuous footings. Density tests
should be performed at 100-foot intervals along roadway subgrades. In addition, a density test
should be performed for each 100 linear feet of backfill placed per foot of depth in trenches for
utilities systems. Where other areas are compacted separately by manually operated compactors,
a minimum of one density test should be performed for every 250 square feet, or portion thereof,
of fill placed per foot of depth.

(3) Compaction control of soils requires the comparison of fill water content and dry
density values obtained in the field density tests with optimum water content and maximum dry
density. The performance of a laboratory compaction test on material from each field density
test would provide the most accurate relation of the in-place material to optimum water content
and maximum density, but it is not feasible to do this as the testing could not keep pace with fill
construction. It is recommended that compaction control of the earthwork construction be
Subsurface Exploration and Geotechnical Engineering Report August 2016
SOF Special Tactics Facility Ph. III, LI 76514, FY 17
Ft. Bragg, North Carolina
17

performed using a “family” of compaction curves and the one-point or two-point compaction
methods.

(4) Any area that does not meet the required compaction criteria should be reworked and
retested. If the moisture content of the soil is within the recommended range, additional
compaction may be all that is necessary to increase the density. If the moisture content is not
within the recommended range, then, the moisture content should be adjusted to within the range
and the area recompacted.

(5) All laboratory and field density testing should be performed by a commercial testing
laboratory that has been validated by the Engineer Research and Development Center Materials
Testing Center (MTC) under the Corps of Engineers laboratory inspection and validation
program.

k. Presentation of Soil Boring Data

The locations of the soil test borings drilled at the project site are shown on the boring
location plan in Appendix A. The boring locations will also be provided to the AE in
MicroStation format. The boring locations should be referenced and shown on the appropriate
site grading and drainage plates of the contract drawings. The SPT boring location symbol (circle
with the right half filled in) should also be placed in the civil legend. Soil test boring logs are
shown in Appendix B. Microstation drawings containing the soil boring logs will be provided to
the AE. The drawings should be directly inserted into the project drawings, and the plate titles
should be included in the index.

l. Specifications

Savannah District’s specification 31 00 00 “EARTHWORK” and the Unified Facilities
Guide Specification 31 31 16.13 “CHEMICAL TERMITE CONTROL” shall be edited by
Savannah District and provided to the AE, who in turn shall include them in the specifications for
this project. The unedited version of the specification 31 00 00 (in SpecsIntact format) can be
found at the following website:
http://www.sas.usace.army.mil/About/DivisionsandOffices/EngineeringDivision/EngineeringDes
ignCriteria.aspx, under menus “SAS Guide Specifications”.

APPENDICES

APPENDIX A
Soil Test Boring Location Plan

APPENDIX B
Legends and Logs of Soil Borings and CPT Soundings

1
2
1
4
2
5
6
2
Water Level Data
1
2
2
3
2
5
5
7
87
100
87
100
100
100
100
93
473.4
450.0
448.5
0.1
23.5
25.0
ORGANICS, very dark brown, dry.
SILTY SAND (SM), fine; very dark brown mottled with
light gray, little organics, trace rootlets.
Brownish yellow, moist, no organics.
No rootlets.
0.2' thick very pale brown layer.
Yellowish red.
Very pale brown mottled with reddish yellow.
Very fine to fine.
Root 0.03' x 0.1'.
Trace coarse sand.
Fine to medium; no coarse sand.
Yellow layered with very pale brown, trace coarse sand.
0.01' iron concretion followed by 0.15' of iron staining.
CLAYEY SAND (SC), fine to coarse; yellow layered with
very pale brown, moist, few silt, trace rootlets.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
2
4
3
7
4
10
11
9
1
1
1
4
2
3
3
1
1
2
3
4
5
6
7
8
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
8 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498451.9415 E 1891327.1
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/30/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-01
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/30/16
Tracey Tapley, Geologist
State Plane - North Carolina
473.5'
0
5
10
15
20
25
Boring Designation B-01
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-01
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
2
2
1
2
2
1
Water Level Data
2
1
2
3
2
2
100
100
100
87
93
100
461.2
460.5
454.0
7.8
8.5
15.0
SILTY SAND (SM), fine; very dark brown mottled with
light gray, dry, little organics, trace rootlets.
Brownish yellow, moist, no organics.
Brownish yellow grades to yellow.
Very pale brown.
Concretion 0.04' x 0.04'.
CLAYEY SAND (SC), fine; reddish yellow, moist.
SILTY SAND (SM), fine; reddish yellow, moist, little
mica, trace clay.
Very pale brown, trace medium to coarse sand.
BOTTOM OF BOREHOLE AT 15.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
4
3
3
5
4
3
7.8' - 8': Minimal material, not collected
1
1
1
1
2
1
1
2
3
4
5
6
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
6 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>15'
0'
15'
N 498355.9152 E 1890594.823
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/30/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-02
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/30/16
Tracey Tapley, Geologist
State Plane - North Carolina
469'
0
5
10
15
Boring Designation B-02
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-02
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
16
12
5
4
4
4
Water Level Data
18
11
6
5
5
4
93
87
73
67
87
87
463.2
463.0
453.5
0.3
0.5
10.0
Asphalt
gravel base material
SILTY SAND (SM), fine to medium; brown, dry, some
fine gravel.
No gravel.
Very dark brown, trace clay.
Brown, no clay.
Very pale brown, moist.
Reddish yellow, trace clay.
Fine to coarse.
Fine to medium; yellow mottled with very pale brown.
Few coarse sand.
No clay, no coarse sand.
BOTTOM OF BOREHOLE AT 10.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
34
23
11
9
9
8
9
8
3
3
2
3
1
2
3
4
5
6
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
6 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>10'
0'
10'
N 498370.7838 E 1890249.128
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/27/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-04
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/27/16
Tracey Tapley, Geologist
State Plane - North Carolina
463.5'
0
5
10
Boring Designation B-04
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-04
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
1
2
1
6
1
2
5
Water Level Data
1
2
2
2
7
1
3
6
100
87
93
93
100
100
100
100
463.8
439.0
0.2
25.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; pale brown, moist, trace
rootlets.
Brownish yellow, trace medium to coarse sand, no
rootlets.
0.02' light gray layer.
Brownish yellow mottled with very pale brown.
Reddish yellow.
Very pale brown.
Reddish yellow.
Very pale brown slightly mottled with reddish yellow, no
medium to coarse sand.
Very fine; very pale brown.
Fine; very pale brown slightly mottled with yellowish red,
trace medium sand.
Very fine; very pale brown, micaceous.
Fine; trace concretions, no mica.
Very fine; very pale brown, micaceous.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
2
3
4
3
13
2
5
11
1
1
2
1
3
0
1
3
1
2
3
4
5
6
7
8
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Dry; piezo installed
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
8 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498471.1467 E 1890282.583
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/27/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-05
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/27/16
Tracey Tapley, Geologist
State Plane - North Carolina
464'
0
5
10
15
20
25
Boring Designation B-05
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-05
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
1
3
2
4
4
Water Level Data
1
2
2
1
4
5
93
100
87
93
93
87
466.3
451.5
0.2
15.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; light yellow, moist, trace
rootlets.
Brownish yellow, trace medium to coarse sand.
Brownish yellow grades to yellow, no rootlets.
Fine to medium; brownish yellow mixed with very pale
brown, trace clay, trace coarse sand.
Very pale brown slightly mottled with brownish yellow.
BOTTOM OF BOREHOLE AT 15.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
2
3
5
3
8
9
1
1
2
2
3
3
1
2
3
4
5
6
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
6 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>15'
0'
15'
N 498507.6986 E 1890406.487
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/27/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-07
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/27/16
Tracey Tapley, Geologist
State Plane - North Carolina
466.5'
0
5
10
15
Boring Designation B-07
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-07
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
1
3
3
1
2
Water Level Data
0
1
2
3
2
2
100
93
80
100
100
100
456.8
442.0
0.2
15.0
ORGANICS, moist.
SILTY SAND (SM), fine; pale brown, moist, trace
rootlets.
Brownish yellow.
Trace clay.
Very fine; trace concretions.
Pink.
Pink mixed with very pale brown.
BOTTOM OF BOREHOLE AT 15.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
1
2
5
6
3
4
Weight of hammer for first 0.5-foot drive,
first blow advanced 1 foot
0
1
1
3
2
2
1
2
3
4
5
6
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
6 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>15'
0'
15'
N 498715.2391 E 1890434.366
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/27/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-08
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/27/16
Tracey Tapley, Geologist
State Plane - North Carolina
457'
0
5
10
15
Boring Designation B-08
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-08
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
1
2
5
5
5
0
2
Water Level Data
1
1
3
6
5
6
0
3
100
87
87
100
100
100
67
80
447.3
441.0
439.0
422.5
0.2
6.5
8.5
25.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; dark brown, moist, little
organics, trace rootlets.
Pale brown, no organics.
Reddish yellow, trace clay.
No clay.
Trace clay.
CLAYEY SAND (SC), very fine; yellowish red mottled
with reddish yellow, moist, trace rootlets.
SILTY SAND (SM), very fine to fine; yellowish red,
moist, trace concretions.
Fine; reddish yellow, no concretions, micaceous.
Fine to medium; very pale brown mottled with yellow,
wet, trace coarse sand.
Fine to coarse; dusky red.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
2
2
5
11
10
11
0
5
Weight of hammer for first, second, and
third 0.5-foot drives
Weight of hammer for first 0.5-foot drive
1
1
1
3
3
4
0
0
1
2
3
4
5
6
7
8
Reading Depth NotesDate
During drilling 18.5
After drilling 18
24 hours 16.95 piezo installed
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
8 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498856.4906 E 1890400.912
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/27/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-11
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/27/16
Tracey Tapley, Geologist
State Plane - North Carolina
447.5'
0
5
10
15
20
25
Boring Designation B-11
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-11
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
3
1
2
4
3
3
3
3
0
1
Water Level Data
2
3
6
3
5
5
2
0
0
100
100
100
100
80
100
100
67
133
445.8
444.0
439.5
432.5
431.5
426.5
424.5
419.0
0.2
2.0
6.5
13.5
14.5
19.5
21.5
27.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; pale brown, moist, trace
rootlets.
CLAYEY SAND (SC), fine to medium; reddish yellow,
moist, trace rootlets.
SILTY SAND (SM), fine to medium; reddish yellow,
moist, trace coarse sand, trace clayey sand layers up to
0.05'.
Trace clay.
Very fine; no clay, micaceous, no clayey sand layers.
Fine to medium.
LEAN CLAY (CL), reddish yellow, moist, few silt,
micaceous, trace fine silty sand layers up to 0.05'.
SILTY SAND (SM), fine to medium; very pale brown
mottled with reddish yellow, moist.
Fine to coarse; yellowish red layered with very pale
brown, wet.
0.05' concretion layer.
LEAN CLAY (CL), light brown, wet, layered with light
gray silt, micaceous.
SILTY SAND (SM), very fine; light gray, wet, trace silt
layers up to 0.1'.
Very fine to fine; very pale brown slightly mottled with
reddish yellow, trace silt layers up to 0.3'.
BOTTOM OF BOREHOLE AT 27.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
3
5
10
6
8
8
5
0
0/0"
Drill cuttings indicate material in 23.5' to
25' drive likely begins at 21.5'
Weight of rod for first 0.5-foot drive,
weight of hammer for second and third
0.5-foot drives
Weight of hammer for first 0.5-foot drive,
first blow advanced 1 foot
2
2
3
2
2
2
5
0
0
1
2
3
4
5
6 7
8 9
10
11
Reading Depth NotesDate
During drilling 18.5
After drilling 18
24 hours 16.9 Piezo Installed
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
11 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>27'
0'
27'
N 498862.6858 E 1890284.441
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/28/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-12
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/28/16
Tracey Tapley, Geologist
State Plane - North Carolina
446'
0
5
10
15
20
25
Boring Designation B-12
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-12
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
4
4
4
3
6
4
1
Water Level Data
2
5
4
4
5
4
6
1
93
100
100
100
100
93
100
67
446.9
444.6
443.5
422.0
0.1
2.4
3.5
25.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; very dark brown, moist, little
organics, trace rootlets.
Pale brown.
CLAYEY SAND (SC), fine to coarse; pale brown, moist.
Reddish yellow.
SILTY SAND (SM), fine to medium; reddish yellow,
moist, trace clay.
No clay.
Layer with trace clay 0.4' thick.
Fine.
Trace clay.
No clay.
Layers with trace clay up to 0.1' thick.
No clay.
Reddish yellow slightly mottled with very pale brown.
Wet.
Yellow.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
3
9
8
8
8
10
10
2
1
5
3
2
2
3
2
1
1
2 3
4
5
6
7
8
9
Reading Depth NotesDate
During drilling 19.7
After drilling 22.5
24 hours 21 Piezo Installed
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
9 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498991.5468 E 1890171.688
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/28/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-14
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/28/16
Tracey Tapley, Geologist
State Plane - North Carolina
447'
0
5
10
15
20
25
Boring Designation B-14
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-14
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
2
2
2
3
4
2
11
Water Level Data
2
2
3
3
3
5
2
16
93
100
100
87
87
100
100
100
459.4
434.5
0.1
25.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; brownish yellow, moist, trace
rootlets.
Very pale brown mottled with yellow.
Very pale brown.
Layered very pale brown, reddish yellow, and brownish
yellow.
Strong brown.
Wet.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
3
4
5
5
6
9
4
27
1
1
1
1
2
3
1
8
1
2
3
4
5
6
7
8
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
8 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498881.891 E 1889962.289
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/28/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-16
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/28/16
Tracey Tapley, Geologist
State Plane - North Carolina
459.5'
0
5
10
15
20
25
Boring Designation B-16
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-16
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
0
1
2
2
2
4
6
8
6
Water Level Data
1
2
2
3
2
3
7
10
9
100
100
100
100
100
100
93
100
100454.5 30.0
SILTY SAND (SM), fine; brownish yellow, moist, trace
rootlets.
Very pale brown layered with reddish yellow, no rootlets.
Reddish yellow.
Yellowish red, trace clay.
Fine to medium; reddish yellow slightly mottled with very
pale brown, no clay.
Fine; reddish yellow.
BOTTOM OF BOREHOLE AT 30.0 ft
1
3
4
5
4
7
13
18
15
Weight of hammer for first and second
0.5-foot drives
Notes:
1. Soils visually field classified in
accordance with the Unified Soil
Classification System.
2. N-Value: Total blows over middle 1.0
foot of 2.0-foot driven interval, unless
otherwise indicated, using a 1 3/8-inch ID
splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an
automatic trip hammer.
0
1
2
2
2
3
4
4
5
1
2
3
4
5
6
7
8
9
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
9 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>30'
0'
30'
N 499003.3177 E 1889712.001
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/28/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-18
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/28/16
Tracey Tapley, Geologist
State Plane - North Carolina
484.5'
0
5
10
15
20
25
30
Boring Designation B-18
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-18
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
1
1
1
1
4
5
5
6
6
0
2
2
2
2
5
6
6
8
7
100
100
93
93
87
100
93
100
100
100
478.9 0.1 ORGANICS, very dark brown, dry.
SILTY SAND (SM), fine; very dark brown mottled with
light gray, dry, trace organics, trace rootlets.
Brownish yellow, moist.
Yellowish brown, no rootlets.
Yellow, trace medium to coarse sand.
Very pale brown.
Very pale brown slightly layered with reddish yellow.
Yellowish red.
Very pale brown layers up to 0.02' thick.
Very pale brown slightly mottled with reddish yellow.
Yellowish red, trace clay, no medium to coarse sand.
Trace medium to coarse sand, no clay.
No medium to coarse sand.
Trace medium to coarse sand.
1
3
3
3
3
9
11
11
14
13
Weight of hammer for first 0.5-foot drive,
first blow advanced 1 foot
0
1
1
3
2
2
2
3
3
3
1
2
3
4
5
6
7
8
9
10
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
2
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
11 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>40'
0'
40'
N 498582.0415 E 1889626.507
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-21
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/29/16
Tracey Tapley, Geologist
State Plane - North Carolina
479'
0
5
10
15
20
25
30
35
Boring Designation B-21
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-21
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 2
5
Water Level Data
4
93
440.5
439.0
38.5
40.0
Fine to coarse sand layer up to 0.1'.
SILTY SAND (SM), fine; very dark brown mottled with
light gray, dry, trace organics, trace rootlets. (continued)
Fine to coarse sand layer up to 0.1'.
CLAYEY SAND (SC), fine to medium; reddish yellow
mottled with yellow, moist, trace coarse sand, indistinct
layers/zones of silty sand.
BOTTOM OF BOREHOLE AT 40.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
9
3
11
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
2
SOF Special Tactics Facility Ph III
SHEETS
HORIZONTAL VERTICALPROJECT
SHEET
OFFort Bragg, NC
COORDINATE SYSTEM
2
State Plane NAVD88
ELEVATION TOP OF BORINGLOCATION COORDINATES
DRILLING LOG (Cont Sheet)
NAD83
N 498582.0415 E 1889626.507
INSTALLATION
479'
35
40
Boring Designation B-21
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-21
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 2 of 2
1
1
2
2
2
3
4
Water Level Data
2
1
1
2
2
4
5
100
100
93
100
100
100
100
475.4
455.5
0.1
20.0
ORGANICS, dark brown, moist.
SILTY SAND (SM), fine; brown, moist, trace rootlets.
Brownish yellow.
Yellowish brown, trace medium to coarse sand, no
rootlets.
Brownish yellow.
Yellow.
Very pale brown.
Very pale brown mottled with reddish yellow.
BOTTOM OF BOREHOLE AT 20.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
3
2
3
4
4
7
9
1
1
1
1
1
1
3
1
2
3
4
5
6
7
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
7 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>20'
0'
20'
N 498608.0615 E 1889712.001
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-22
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/29/16
Tracey Tapley, Geologist
State Plane - North Carolina
475.5'
0
5
10
15
20
Boring Designation B-22
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-22
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
0
1
2
2
2
5
2
1
2
2
1
1
2
3
3
4
3
2
4
3
100
100
100
100
100
93
93
100
100
100
SILTY SAND (SM), fine; very dark brown, moist, few
organics, trace rootlets.
Yellowish brown.
Reddish yellow.
Reddish yellow grades to yellow.
No rootlets.
Very fine to fine; yellowish red.
Fine.
Fine to medium.
1
2
4
5
5
9
5
3
6
5
Weight of hammer for first and second
0.5-foot drives
0
1
2
2
2
3
2
1
1
1
1
2
3
4
5
6
7
8
9
10
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
2
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
11 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>40'
0'
40'
N 498792.6796 E 1889725.631
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/28/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-25
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/28/16
Tracey Tapley, Geologist
State Plane - North Carolina
477'
0
5
10
15
20
25
30
35
Boring Designation B-25
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-25
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 2
4
Water Level Data
5
80437.0 40.0
SILTY SAND (SM), fine; very dark brown, moist, few
organics, trace rootlets. (continued)
BOTTOM OF BOREHOLE AT 40.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
9
2
11
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
2
SOF Special Tactics Facility Ph III
SHEETS
HORIZONTAL VERTICALPROJECT
SHEET
OFFort Bragg, NC
COORDINATE SYSTEM
2
State Plane NAVD88
ELEVATION TOP OF BORINGLOCATION COORDINATES
DRILLING LOG (Cont Sheet)
NAD83
N 498792.6796 E 1889725.631
INSTALLATION
477'
35
40
Boring Designation B-25
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-25
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 2 of 2
1
1
2
2
3
7
4
4
3
3
1
2
1
2
4
7
6
6
4
4
67
100
93
100
100
93
87
100
100
100440.0 35.0
SILTY SAND (SM), fine; very dark gray mottled with light
gray, moist, little organics, trace rootlets.
Brownish yellow.
Yellowish brown.
Brownish yellow.
Yellow.
Yellow grades to very pale brown.
Strong brown.
0.1'-0.2' thick layers of strong brown, yellow, and very
pale brown.
Yellowish red, trace medium to coarse sand.
No medium to coarse sand.
Fine to medium; reddish yellow.
BOTTOM OF BOREHOLE AT 35.0 ft
2
3
3
4
7
14
10
10
7
7
Weight of hammer for first 0.5-foot drive
Notes:
1. Soils visually field classified in
accordance with the Unified Soil
Classification System.
2. N-Value: Total blows over middle 1.0
foot of 2.0-foot driven interval, unless
otherwise indicated, using a 1 3/8-inch ID
splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an
automatic trip hammer.
0
1
1
2
3
3
3
2
1
2
1
2
3
4
5
6
7
8
9
10
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
2
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
10 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>35'
0'
35'
N 498865.1639 E 1889771.475
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/28/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-26
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/28/16
Tracey Tapley, Geologist
State Plane - North Carolina
475'
0
5
10
15
20
25
30
35
Boring Designation B-26
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-26
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 2
Water Level Data
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
2
SOF Special Tactics Facility Ph III
SHEETS
HORIZONTAL VERTICALPROJECT
SHEET
OFFort Bragg, NC
COORDINATE SYSTEM
2
State Plane NAVD88
ELEVATION TOP OF BORINGLOCATION COORDINATES
DRILLING LOG (Cont Sheet)
NAD83
N 498865.1639 E 1889771.475
INSTALLATION
475'
Boring Designation B-26
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-26
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 2 of 2
1
3
4
6
6
3
Water Level Data
3
3
6
7
8
3
80
80
87
100
100
100
450.2
447.8
444.0
442.0
441.4
437.0
435.5
0.3
2.7
6.5
8.5
9.1
13.5
15.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; very dark brown, some
organics.
Pale brown, trace rootlets, no organics.
CLAYEY SAND (SC), fine; brownish yellow, moist, trace
rootlets, trace concretions.
Fine to medium; reddish yellow.
SILTY SAND (SM), fine to medium; reddish yellow,
moist, trace clay.
0.1' clayey sand layer.
CLAYEY SAND (SC), fine; reddish yellow, moist.
SILTY SAND (SM), fine to medium; reddish yellow,
moist.
CLAYEY SAND (SC), very fine to fine; reddish yellow,
moist, little silt.
Trace silty sand layers up to 0.1'.
BOTTOM OF BOREHOLE AT 15.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
4
6
10
13
14
6
1
2
3
5
3
2
1
2 3
4
5
6 7
8
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
8 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>15'
0'
15'
N 498731.9663 E 1890171.688
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/28/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-28
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/28/16
Tracey Tapley, Geologist
State Plane - North Carolina
450.5'
0
5
10
15
Boring Designation B-28
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-28
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
1
2
5
2
5
2
Water Level Data
0
6
5
3
6
2
80
100
87
87
93
87
457.8
456.0
451.5
443.0
0.2
2.0
6.5
15.0
ORGANICS, very dark brown, moist.
SILTY SAND (SM), fine; yellow, moist, trace rootlets.
CLAYEY SAND (SC), fine to medium; very pale brown,
moist.
Yellowish red.
Reddish yellow.
SILTY SAND (SM), fine to medium; reddish yellow
mottled with very pale brown, moist.
0.3' thick reddish yellow sandy silt layer.
Fine; reddish yellow.
Fine to medium; reddish yellow mottled with very pale
brown.
Fine; very pale brown.
Yellow.
BOTTOM OF BOREHOLE AT 15.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
1
8
10
5
11
4
Weight of hammer for first 0.5-foot drive,
first blow advanced 1 foot
0
2
3
1
1
2
1
2
3
4
5
6
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
6 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>15'
0'
15'
N 498653.9062 E 1890019.285
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
Ed Ratliff
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-29
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/29/16
Tracey Tapley, Geologist
State Plane - North Carolina
458'
0
5
10
15
Boring Designation B-29
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-29
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
0
2
1
4
3
Water Level Data
1
3
3
4
3
100
87
87
100
100
456.5
451.0
450.0
3.5
9.0
10.0
SILTY SAND (SM), fine; very dark brown, moist, few
organics, trace rootlets.
Yellow.
CLAYEY SAND (SC), fine; reddish yellow, moist, little
silt, micaceous.
SILTY SAND (SM), fine to medium; yellow, moist.
BOTTOM OF BOREHOLE AT 10.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. N-Value: Total blows over middle 1.0 foot of 2.0-foot
driven interval, unless otherwise indicated, using a 1
3/8-inch ID splitspoon with 140-pound hammer falling
30 inches.
3. The CME 850 drilling rig utilizes an automatic trip
hammer.
1
5
4
8
6
First drive advanced 1 foot 1
2
2
2
2
1
2
3
4
5 6
Reading Depth NotesDate
During drilling Dry
After drilling Dry
24 hours Not Taken
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
4 1/4" Hollow-Stem Auger
INSTALLATION
0
6 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>10'
0'
10'
N 498509.5572 E 1890118.409
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
B-30
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/29/16
Tracey Tapley, Geologist
State Plane - North Carolina
460'
0
5
10
Boring Designation B-30
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation B-30
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
476.5
471.5
456.5
5.0
10.0
25.0
SILTY SAND (SM), fine to medium; dark brown, rootlets.
Fine to medium; strong brown, no rootlets.
POORLY GRADED SAND (SP), fine to medium; yellow.
SILTY SAND (SM), fine to medium; yellowish red, moist,
few clay.
Moist, trace clay.
Few clay.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 25'.
3. No indication of Seasonal High Water Table (SHWT).
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498906.05 E 1889709.52
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/26/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
I-01
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/26/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
481.5'
0
5
10
15
20
25
Boring Designation I-01
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation I-01
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
441.0 25.0
SILTY SAND (SM), light brown, trace rootlets.
Fine to medium; moist, no rootlets, trace clay.
Yellowish red.
Strong brown.
Pale yellowish brown, no clay.
Yellowish red, trace clay.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 25'.
3. No indication of Seasonal High Water Table (SHWT).
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498832.95 E 1889876.79
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/26/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
I-02
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/26/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
466'
0
5
10
15
20
25
Boring Designation I-02
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation I-02
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
466.5
456.0
446.0
4.5
15.0
25.0
SILTY SAND (SM), dark brown.
Pale brown.
Strong brown.
POORLY GRADED SAND (SP), fine to medium; pale
brownish yellow, trace silt, trace clay.
SILTY SAND (SM), fine to medium; pale yellowish red,
trace clay.
Fine to medium; strong brown, few clay.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 25'.
3. No indication of Seasonal High Water Table (SHWT).
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498534.34 E 1889791.3
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/26/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
I-03
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/26/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
471'
0
5
10
15
20
25
Boring Designation I-03
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation I-03
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
428.5 25.0
SILTY SAND (SM), fine to medium; brown, rootlets.
Pale brown, no rootlets.
Brownish yellow.
Reddish yellow.
Pale brown.
Reddish yellow, trace clay.
Pale brown, no clay.
Reddish yellow, little clay.
Low plasticity, some clay.
Gray mottled with red.
Pale gray mottled with red.
White.
Wet.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 25'.
Place Seasonal High Water Table
(SHWT) at a depth of 20.5'
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498820.56 E 1890478.97
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
I-07
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/29/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
453.5'
0
5
10
15
20
25
Boring Designation I-07
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation I-07
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
464.0
461.5
441.0
2.0
4.5
25.0
SILTY SAND (SM), fine to medium; dark brown, roots
and organics.
Brownish yellow, no roots.
POORLY GRADED SAND (SP), brownish yellow, trace
silt.
SILTY SAND (SM), fine to coarse; reddish yellow, moist,
little clay, few roots.
Very pale brown.
Mottled with gray, some clay.
Fine to medium; some clay.
Fine; very pale brown, no clay.
Mottled with gray and red.
Increased mottling.
White mottled with red.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 25'.
Place Seasonal High Perched Water
Table (SHPWT) at a depth of 16.5'
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498637.18 E 1890493.84
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
I-08
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/27/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
466'
0
5
10
15
20
25
Boring Designation I-08
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation I-08
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
451.0
446.0
15.0
20.0
SILTY SAND (SM), fine to medium; dark brown, rootlets.
Pale brown.
Brownish yellow, no rootlets.
Strong brown, little clay.
Reddish brown.
Slightly mottled with gray.
Fine; stiff.
FAT CLAY (CH), light gray, moist, trace fine to medium
sand.
BOTTOM OF BOREHOLE AT 20.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 20'.
Place Seasonal High Water Table
(SHWT) at a depth of 13'
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
-5'
20'
N 498368.31 E 1890367.46
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/26/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
I-09
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/26/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
466'
0
5
10
15
20
Boring Designation I-09
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation I-09
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
458.5
452.5
438.5
5.0
11.0
25.0
SILTY SAND (SM), fine to medium; pale brown, rootlets.
Brownish yellow, trace rootlets.
No rootlets.
POORLY GRADED SAND (SP), fine to medium; pale
brown.
Mottled with red.
Reddish yellow, trace silt.
SILTY SAND (SM), fine; very pale brown.
Trace coarse sand.
Fine; no coarse sand.
White.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 25'.
Place Seasonal High Water Table
(SHWT) at a depth of 20'
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498463.71 E 1890258.42
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
I-10
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/27/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
463.5'
0
5
10
15
20
25
Boring Designation I-10
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation I-10
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
434.5
433.5
425.5
11.0
12.0
20.0
SILTY SAND (SM), fine to medium; dark brown, rootlets.
Fine to medium; very pale brown.
Reddish yellow, trace clay.
Pale brown slightly mottled with red, no clay.
Reddish yellow, trace clay.
POORLY GRADED SAND (SP), pale brown mottled
with red.
SILTY SAND (SM), reddish yellow, trace clay.
Pale brownish yellow.
Very pale brown, very moist.
Pale gray, very moist.
Wet.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 20'.
Place Seasonal High Water Table
(SHWT) at a depth of 16'
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498939.51 E 1890326.57
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
SHWT-01
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/29/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
445.5'
0
5
10
15
20
25
Boring Designation SHWT-01
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation SHWT-01
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
449.5
446.0
435.5
11.0
14.5
25.0
SILTY SAND (SM), fine to medium; dark brown, rootlets.
Pale brown, few rootlets.
Brownish yellow, no rootlets.
Slightly mottled with red.
Yellowish red.
SANDY FAT CLAY (CH), gray mottled with red.
SILTY SAND (SM), fine to coarse; yellowish red, little
clay.
Red mottled with gray.
Fine to coarse; pale brown mottled with red, trace clay.
Increased mottling and seperation of fines.
BOTTOM OF BOREHOLE AT 25.0 ft
Notes:
1. Soils visually field classified in accordance with the
Unified Soil Classification System.
2. Terminated at 25'.
Place Seasonal High Water Table
(SHWT) at a depth of 23'
N/A
14. ELEVATION GROUND WATER
SHEET
---
Fort Bragg, NC
DISTURBED
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
STARTEDVERTICAL
1. PROJECT
UNDISTURBED
NAVD88
2. HOLE NUMBER
18. SIGNATURE AND TITLE OF INSPECTOR
CME-850
BEARING
3. DRILLING AGENCY
1
1
OF
COMPLETED15. DATE BORING
DEG FROM
VERTICAL
HORIZONTAL
3 1/4" Continuous Flight Sprial Auger
INSTALLATION
0
0 0
INCLINED
U.S. Army Corps of Engineers - Savannah District
4. NAME OF DRILLER
5. DIRECTION OF BORING
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
NAD83SOF Special Tactics Facility Ph III
FY-17, LI 76514
>25'
0'
25'
N 498547.9677 E 1890068.85
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
VERTICAL
John Verrett
17. TOTAL CORE RECOVERY FOR BORING
4/29/16
SHEETSDRILLING LOG
12. TOTAL SAMPLES
13. TOTAL NUMBER CORE BOXES
SHWT-02
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
South Atlantic Division
See Remarks
4/29/16
Forpu Njikam, Geotechnical Engineer
State Plane - North Carolina
460.5'
0
5
10
15
20
25
Boring Designation SHWT-02
FEB 08
%
RECELEV
LEGENDDEPTH
SAS FORM 1836-A
FIELD CLASSIFICATION OF MATERIALS
(Description)N-ValueBoring Designation SHWT-02
REMARKS
Blows/0.5 ftSamp No.RQD%SHEET 1 of 1
Normalized Soil Behavior Types - Robertson & Campanella
(1990)

14
Electronic Filename:
B-03.cpt
Depth
(ft)
0
5
10
15
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
468.5
15.3 ftProbe ID/Net Area Ratio:
Apr. 29, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498379.457
1890444.898
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent (N1)60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
465
460
455
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-03
Electronic Filename:
B-06.cpt
Depth
(ft)
0
5
10
15
20
25
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
465.5
25.3 ftProbe ID/Net Area Ratio:
Apr. 27, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DSG1071 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498533.719
1890319.135
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
465
460
455
450
445
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-06
Electronic Filename:
B-09.cpt
Depth
(ft)
0
5
10
15
20
25
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
457.0
25.1 ftProbe ID/Net Area Ratio:
Apr. 27, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DSG1071 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498653.287
1890284.441
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
455
450
445
440
435
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-09
Electronic Filename:
B-10.cpt
Depth
(ft)
0
5
10
15
20
25
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
449.0
25.1 ftProbe ID/Net Area Ratio:
Apr. 27, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DSG1071 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498777.192
1890332.764
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
445
440
435
430
425
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>
>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-10
Electronic Filename:
B-13.cpt
Depth
(ft)
0
5
10
15
20
25
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
451.0
25.1 ftProbe ID/Net Area Ratio:
Apr. 28, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498881.891
1890171.068
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
450
445
440
435
430
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-13
Electronic Filename:
B-15.cpt
Depth
(ft)
0
5
10
15
20
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
453.0
24.9 ftProbe ID/Net Area Ratio:
Apr. 28, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DSG1071 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498922.16
1890083.096
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
450
445
440
435
430
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<
Cone Penetration Test B-15
Electronic Filename:
B-17.cpt
Depth
(ft)
0
5
10
15
20
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
460.0
24.9 ftProbe ID/Net Area Ratio:
Apr. 28, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DSG1071 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
499003.318
1889966.006
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
460
455
450
445
440
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<
Cone Penetration Test B-17
Electronic Filename:
B-19.cpt
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
487.0
51.2 ftProbe ID/Net Area Ratio:
Apr. 28, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498832.329
1889629.604
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
485
480
475
470
465
460
455
450
445
440
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>
Cone Penetration Test B-19
Electronic Filename:
B-20.cpt
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
481.0
39.6
50.0 ftProbe ID/Net Area Ratio:
Apr. 28, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498712.141
1889646.332
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
480
475
470
465
460
455
450
445
440
435
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-20
Electronic Filename:
B-23.cpt
Depth
(ft)
0
5
10
15
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
463.0
15.1 ftProbe ID/Net Area Ratio:
Apr. 29, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498512.035
1889861.306
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent (N1)60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
460
455
450
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-23
Electronic Filename:
B-24.cpt
Depth
(ft)
0
5
10
15
20
25
30
35
40
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
472.5
30.56
40.0 ftProbe ID/Net Area Ratio:
Apr. 29, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498572.749
1889768.997
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
470
465
460
455
450
445
440
435
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-24
Electronic Filename:
B-27.cpt
Depth
(ft)
0
5
10
15
20
25
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
465.0
25.1 ftProbe ID/Net Area Ratio:
Apr. 28, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498731.347
1889876.175
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Elev
(ft)
465
460
455
450
445
440
Tip Resistance
qt(tsf)
80 160 240 320
Friction Ratio
Rf(%)
2 4 6 8
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test B-27
Electronic Filename:
CPT-01.cpt
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
471.5
30.32
84.3 ftProbe ID/Net Area Ratio:
Apr. 28, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498754.889
1889796.256
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Shear Wave Velocity
Vs(ft/sec)
800 1600 2400 3200
Elev
(ft)
470
465
460
455
450
445
440
435
430
425
420
415
410
405
400
395
390
Tip Resistance
qt(tsf)
80 160 240 320
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>>>>>
>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test CPT-01
>>
Electronic Filename:
CPT-02.cpt
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
Page 1 of 1
Project No: 76514, FY17
SOF Special Tactics Facility
Fort Bragg, NC
Elevation:
Water Depth:
Total Depth:
474.5
41.16
85.8 ftProbe ID/Net Area Ratio:
Apr. 29, 2016
Riehl
USACE, Savannah District
Date:
Operator:
Drilling Agency:DDG1117 / 0.8
CPT REPORT - DYNAMIC BOTTOM LEGEND SOF STF 2016.GPJ USACE WITH RAPID CPT 2012_09_01.GDT 8/4/16Northing:
Easting:
498465.571
1891329.578
1 - sensitive fine-grained
2 - organic soil: clays, peats
3 - clays: clay to silty clay
4 - silt mixtures: clayey silt & silty clay
5 - sand mixtures: silty sand to sandy silt
6 - sands: clean sands to silty sands
7 - dense sand to gravelly sand
8 - stiff sand to clayey sand (*)
9 - stiff fine-grained (*)
1 10 100
Equivalent N60
-60 80 220 360
Pore Pressure
u2(psi)
-60 80 220 360
u0
Shear Wave Velocity
Vs(ft/sec)
800 1600 2400 3200
Elev
(ft)
470
465
460
455
450
445
440
435
430
425
420
415
410
405
400
395
390
Tip Resistance
qt(tsf)
80 160 240 320
Sleeve Friction
fs(tsf)
1 2 3 4
1 2 3 4 5 6 7 8
SBT Fr Normalized
MAI = 1
(1990)
2418126qt(tsf)
>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>
>>>>
>>>>>>>>>>>>>>>>>>>>
Cone Penetration Test CPT-02

APPENDIX C
Soil Laboratory Test Results

PROJECT:  SOF Special Tactics Facility Phase III                  LOCATION: Fort Bragg, North Carolina21‐Jun‐16REQUISITION NO: W33SJG60623206              WORK ORDER: 981eD2216LAB Hole Sample Depth 1 in 3/4 in 1/2 in 3/8 in No.4 No.10 No.20 No.40 No.60 No.100 No.140 No 200 LL PL PI MC% Color Class.Number Number Number (ft)%%%%%%%%%%%%K6/6336 B‐01 3 3.5 to 5.0 100 99.6 93.7 65.1 33.1 15.2 9.1 6.1 3.4Brownish YellowSP‐SMPoorly Graded Silty Sand (SP‐SM).K6/6337 B‐01 5 8.5 to 10.0 100 100 99.4 89.3 23.8 10.5 9.4 8.6 5.4Reddish YellowSP‐SMPoorly Graded Silty Sand (SP‐SM).K6/6338 B‐02 3 3.5 to 8.0 100 99.9 96.4 66.7 27.9 8.3 3.7 2.3 3.5Brownish YellowSPPoorly Graded Sand (SP).K6/6339 B‐02 4 6.5 to 7.8 100 91.1 91.1 91.1 90.9 90.2 85.2 60.4 30.6 12.3 7.4 4.7 4 Pale Brown SPPoorly Graded Sand (SP), with a trace of gravel.K6/6340 B‐05 2 2.0 to 3.5 100 99.9 96.2 72.7 44.8 26.6 20.7 17 20 17 3 8.3Strong BrownSM Silty Sand (SM).K6/6341 B‐05 4 6.5 to 8.0 100 99.9 98.2 85.2 51.7 26.3 19.1 15 22 19 3 8.4Yellowish BrownSM Silty Sand (SM).K6/6342 B‐05 5 8.5 to 10.0 100 99.1 98.7 97.3 87 61.3 31.6 14.9 10.1 7.6 19 17 2 5.3Reddish Yellow & Light BrownSP‐SMPoorly Graded Silty Sand (SP‐SM), with a trace of gravel.K6/6343 B‐11 2 2.0 to 3.5 100 99.8 96.3 74.4 42.8 22.6 16 13.3 23 18 5 8.9 Light Brown SC‐SMClayey Silty Sand (SC‐SM).K6/6344 B‐11 5 8.5 to 10.0 100 98.8 97.9 97 91.4 70.3 49.6 35.8 28.5 22.4 28 19 9 10.4 Red SCClayey Sand (SC), with a trace of gravel.K6/6345 B‐12 2 2.0 to 3.5 100 98.8 84.7 64.4 49 38.1 33.5 31.8 30.3 35 20 15 14.7Strong BrownSCClayey Sand (SC), with a trace of gravel.K6/6346 B‐16 3 3.5 to 5.0 100 99.9 92.9 63.3 36.4 16.8 8.9 5 4.8Reddish YellowSPPoorly Graded Sand (SP).K6/6347 B‐16 5 8.5 to 10.0 100 99.7 89.7 47.4 23.8 12.1 6.6 3.3 3.2 Light Brown SPPoorly Graded Sand (SP).K6/6348 B‐18 5 8.5 to 10.0 100 100 96.4 62.7 31.5 12.2 6.5 4.3 4.4Yellowish RedSPPoorly Graded Sand (SP).K6/6349 B‐21 5 8.5 to 10.0 100 99.9 97 75.8 39.9 15.1 7.1 3.5 3.2 Light Brown SPPoorly Graded Sand (SP).K6/6350 B‐25 6 13.5 to 15.0 100 100 99.6 91 57.5 22.9 11.2 7.1 5.5Reddish YellowSP‐SMPoorly Graded Silty Sand (SP‐SM).K6/6351 B‐25 8 23.5 to 25.0 100 100 99 82.3 51.4 24.8 12.2 5.8 4.7Reddish YellowSP‐SMPoorly Graded Silty Sand (SP‐SM).US Army Corps of Engineers ‐Materials Testing Regional Technical Center of Expertise ‐ Marietta, GA 30062ASTM D422 Percent Passing D4318 Atterberg LimitsASTM D2487 Unified Soil Classification SystemSUMMARY OF MATERIAL PROPERTIES
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
3.4
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-01
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
3
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-01PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
3.5 to 5.0
6
Brownish Yellow, Poorly Graded Silty Sand (SP-SM).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6336
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
5.4
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-01
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
5
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-01PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
8.5 to 10.0
6
Reddish Yellow, Poorly Graded Silty Sand (SP-SM).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6337
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
3.5
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-02
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
3
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-02PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
3.5 to 8.0
6
Brownish Yellow, Poorly Graded Sand (SP).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6338
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
4.0
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-02
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
4
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-02PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
6.5 to 7.8
6
Pale Brown, Poorly Graded Sand (SP), with a trace of gravel.
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6339
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
8.3
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-05
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
17
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
2
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-05PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
3
6/21/16
2.0 to 3.5
6
Strong Brown, Silty Sand (SM).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
20
0.5
16
K6/6340
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
8.4
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-05
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
19
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
4
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-05PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
3
6/21/16
6.5 to 8.0
6
Yellowish Brown, Silty Sand (SM).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
22
0.5
16
K6/6341
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
5.3
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-05
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
17
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
5
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-05PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
2
6/21/16
8.5 to 10.0
6
Reddish Yellow & Light Brown, Poorly Graded Silty Sand (SP-SM),
with a trace of gravel.
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
19
0.5
16
K6/6342
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
8.9
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-11
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
18
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
2
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-11PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
5
6/21/16
2.0 to 3.5
6
Light Brown, Clayey Silty Sand (SC-SM).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
23
0.5
16
K6/6343
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
10.4
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-11
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
19
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
5
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-11PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
9
6/21/16
8.5 to 10.0
6
Red, Clayey Sand (SC), with a trace of gravel.
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
28
0.5
16
K6/6344
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
14.7
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-12
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
20
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
2
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-12PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
15
6/21/16
2.0 to 3.5
6
Strong Brown, Clayey Sand (SC), with a trace of gravel.
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
35
0.5
16
K6/6345
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
4.8
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-16
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
3
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-16PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
3.5 to 5.0
6
Reddish Yellow, Poorly Graded Sand (SP).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6346
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
3.2
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-16
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
5
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-16PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
8.5 to 10.0
6
Light Brown, Poorly Graded Sand (SP).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6347
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
4.4
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-18
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
5
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-18PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
8.5 to 10.0
6
Yellowish Red, Poorly Graded Sand (SP).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6348
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
3.2
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-21
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
5
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-21PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
8.5 to 10.0
6
Light Brown, Poorly Graded Sand (SP).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6349
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
5.5
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-25
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
6
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-25PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
13.5 to 15.0
6
Reddish Yellow, Poorly Graded Silty Sand (SP-SM).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6350
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
30
4.7
HYDROMETER
20
100
GRAIN SIZE IN MILLIMETERS
10
B-25
COBBLES FINE
100 140 200
Depth (ft)Classification
DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT
U.S. STANDARD SIEVE NUMBERS
WORK ORDER: 981e
SOF Special Tactics Facility Phase IIIASTM D2487
3/8 3 4
0.05 0.005
8
U.S. STANDARD SIEVE OPENING IN INCHES
MEDIUM
SAND
COARSE
6 14
Hole No.
Soil Testing Fort Bragg, North Carolina
GRAVEL
8
500 50 5
REQUISITION: W33SJG60623206
PL PERCENT COARSER BY WEIGHT4
GRADATION CURVES
CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062
0
10
20
30
40
50
60
70
80
90
B-25PERCENT FINER BY WEIGHTSample No.
Date
FINE COARSE SILT OR CLAY
6/21/16
23.5 to 25.0
6
Reddish Yellow, Poorly Graded Silty Sand (SP-SM).
Nat w%
40 50 70321.5 1 3/4 1/2
PI ProjectLL
Lab No.
0.5
16
K6/6351
Other tests, when reported, were conducted in general accordance with
ASTM's D422, D854, D2216, D2487 & D4318.

APPENDIX D
Soil Percolation and Permeability Test Results

SOF Special Tactics Facility Ph. IIILI 76514 FY17Fort Bragg, NC (Aberdeen Training Facility)Tests I-1, 1-2, 1-3, and I-9 were performed by Forpu Njikam during the period spanning 26 to 27 April 2016Tests I-5, I-6, I-7, I-8, I-10, I-11, and I-12 were performed by Forpu Njikam during the period spanning 29 to 30 April 2016Soil percolation tests were performed in accordance with DM 110-1-1, Jul 83, chapter 20.Weather Conditions were 85 - 90F with clear skies on the testing dates during this period (26 to 30 April 2016)Various lengths of slotted pvc pipe screens were placed in each hole to minimize difficulties associated with hole cave-in, and2 - 3" of pea gravel was placed in the bottom of the holes before water was added. Water levels were measured by a water level indicator with reference point on the inserted slotted pipe screen.A minimum 6" water column above gravel was used as the initial height of water, subsequently recharged tothis level after each reading as necessary. All times were noted by digital watch and stop watch.The Michigan method is used to estimate infiltration rates from percolation rates.The infiltration rate to use for the design of affected ponds and bioswales is in bold print.A 25-ft. auger boring was advanced to a depth of 25 feet within the proposed footprint of each of the detention ponds, or a 25-ft companionboring was advanced within 5 feet of the test holes where bioswales are proposed; in order to determine the Seasonal High Water Table . The soil profiles observed in the SHWT determination auger borings and companion borings correlate with the profiles observed inthe corresponding test holes to corresponding depths.
Percolation Test #I-1Percolation test hole: 8" diameter x 208.8" (17.4') deepStart and End TimesElapsed initial reading final readingtime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)1334 - 133441018.5519.656.6079.203.25 24.371345 - 13551017.9019.6510.50 126.004.23 29.821355 - 14051018.2019.658.70104.403.78 27.661405 - 14201518.0019.656.6079.204.08 19.441420 - 1425517.9019.6521.00 252.004.2359.64Percolation Test # I-2Percolation test hole:3.5" diameter x 31.2" (2.6') deepStart and End TimesElapsed initial reading final readingtime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)1310 - 131552.003.6519.80 237.607.82 30.371318 - 132021.803.6555.50 666.008.51 78.271322 - 132531.703.6539.00 468.008.85 52.87Percolation Test # I-3Percolation test hole: 8" diameter x 84" (7.0') deepStart and End TimesElapsed initial reading final readingtime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)0925 - 0955308.509.151.3015.602.58 6.060955 - 100058.359.159.60115.202.80 41.141000 - 100558.459.158.40100.802.65 38.04Soil profile matches companion boring I-01 augered to 25', SHWT at this location estimated at a depth in excess of 25'Soil profile matches companion boring I-02 augered to 25', SHWT at this location estimated at a depth in excess of 25'*** 52.87 in/hr is high, recommend a conservative assumption of 15.00 in/hr (roughly 6-in drop in 10 min.) ***Soil profile matches companion boring I-03 augered to 25', SHWT at this location estimated at a depth in excess of 25'*** 38.04 in/hr is high, recommend a conservative assumption of 15.00 in/hr (roughly 6-in drop in 10 min.) ***percolation rateInfiltration ratepercolation rateInfiltration ratepercolation rateInfiltration rate*** 59.64 in/hr is high, recommend a conservative assumption of 15.00 in/hr (roughly 6-in drop in 10 min.) ***
Percolation Test # I-5Percolation test hole: 3" diameter x 15.6" (1.3') deepStart and End TimesElapsed initial reading final readingtime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)0833 - 0843101.402.033.7845.365.68 7.990920 - 092221.252.0323.40 280.806.28 44.710922 - 092531.152.0317.60 211.206.68 31.620925 - 092941.102.0313.95 167.406.88 24.330929 - 093341.052.0314.70 176.407.08 24.92Percolation Test # I-6Percolation test hole: 3" diameter x 22.2" (1.85') deepStart and End TimesElapsed initial reading final readingtime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)0830 - 083550.802.0515.00 180.008.00 22.500837 - 084141.202.0512.75 153.006.40 23.910847 - 085031.202.0517.00 204.006.40 31.880850 - 085331.102.0519.00 228.006.80 33.530853 - 085631.102.0519.00 228.006.80 33.53Percolation Test # I-7Percolation test hole: 3" diameter x 20.4" (1.7') deepStart and End Times Elapsed initial reading final reading percolation rateInfiltration ratetime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)0826 - 0836 100.501.747.4489.28 8.60 10.380836 - 0846 100.801.645.0460.48 7.80 7.750846 - 0856 100.701.605.4064.80 8.36 7.750856 - 0906 100.701.374.0248.24 9.28 5.200906 - 0916 100.701.374.0248.24 9.285.20Soil profile matches companion boring SHWT-01 augered to 20', SHWT at this location estimated at a depth of 16'Soil profile matches companion boring SHWT-01 augered to 20', SHWT at this location estimated at a depth of 16'*** 24.92 in/hr is high, recommend a conservative assumption of 15.00 in/hr (roughly 6-in drop in 10 min.) ****** 33.53 in/hr is high, recommend a conservative assumption of 15.00 in/hr (roughly 6-in drop in 10 min.) ***Soil profile matches companion boring I-07 augered to 25', SHWT at this location estimated at a depth of 20.5' percolation rateInfiltration ratepercolation rateInfiltration rate
Percolation Test # I-8Percolation test hole: 3" diameter x 14.4" (1.2') deepStart and End Times Elapsed initial reading final reading percolation rate Infiltration ratetime (min.from top of riser, ft from top of riser, ft ft/hr in/hr Rf Inf rate (in/hr)1037 - 1039 2.00 0.90 1.55 19.50 234.00 5.60 41.791039 - 1044 5.00 0.70 1.55 10.20 122.40 6.40 19.131044 - 1048 4.00 0.70 1.55 12.75 153.00 6.40 23.911048 - 1054 6.00 0.70 1.55 8.50 102.00 6.40 15.941054 - 1101 7.00 0.70 1.55 7.29 87.43 6.4013.66Percolation Test # I-9Percolation test hole: 8" diameter x 43.2" (3.6') deepStart and End Times Elapsed initial reading final reading percolation rate Infiltration ratetime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)0913 - 0943 303.406.355.9070.80 0.84 84.790943 - 1013 303.503.700.404.80 4.66 1.031013 - 1043 303.703.970.546.48 3.96 1.641043 - 1113 303.974.050.161.92 3.43 0.561113 - 1143 304.054.120.141.68 3.210.52Percolation Test # I-10Percolation test hole: 3" diameter x 31.2" (2.6') deepStart and End Times Elapsed initial reading final reading percolation rateInfiltration ratetime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)1127 - 1129 23.654.6730.60 367.20 7.32 50.161130 - 1132 23.004.6750.10 601.20 9.92 60.601132 - 1135 33.004.6733.40 400.80 9.92 40.401135 - 1139 43.004.6725.05 300.60 9.92 30.301139 - 1141 23.704.6729.10 349.20 7.12 49.04*** 49.04 in/hr is high, recommend a conservative assumption of 15.00 in/hr (roughly 6-in drop in 10 min.) ***Soil profile matches companion boring I-09 augered to 20', SHWT at this location estimated at a depth of 13' (perched WT)Soil profile matches companion boring I-10 augered to 25', SHWT at this location estimated at a depth of 20' Soil profile matches companion boring I-08 augered to 25', SHWT at this location estimated at a depth of 16.5'
Percolation Test # I-11Percolation test hole: 3" diameter x 15.6" (1.3') deepStart and End Times Elapsed initial reading final reading percolation rate Infiltration ratetime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)0942 - 0945 30.831.3510.40 124.80 4.68 26.670946 - 0951 50.651.358.40100.80 5.40 18.670951 - 0957 40.601.3511.25 135.00 5.60 24.110957 - 1004 70.501.357.2987.43 6.00 14.571004 - 1011 70.801.354.7156.57 4.8011.79Percolation Test # I-12Percolation test hole: 3" diameter x 15.6" (1.3') deepStart and End Times Elapsed initial reading final reading percolation rateInfiltration ratetime (min.)from top of riser, ft from top of riser, ft ft/hrin/hr Rf Inf rate (in/hr)1015 - 1018 30.831.3510.40 124.80 5.08 24.571018 - 1020 20.501.3525.50 306.00 6.40 47.811020 - 1022 20.501.3525.50 306.00 6.40 47.811022 - 1024 20.501.3525.50 306.00 6.40 47.811024 - 1027 30.501.3517.00 204.00 6.40 31.88Soil profile matches companion boring SHWT-02 augered to 25', SHWT at this location estimated at a depth of 23'*** 31.88 in/hr is high, recommend a conservative assumption of 15.00 in/hr (roughly 6-in drop in 10 min.) ***Soil profile matches companion boring SHWT-02 augered to 25', SHWT at this location estimated at a depth of 23'

APPENDIX E
US Department of Agriculture Soil Resource Report

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Hoke County,
North Carolina
SOF STF Ph III
Natural
Resources
Conservation
Service
August 6, 2016
Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/
nrcs/main/soils/health/) and certain conservation and engineering applications. For
more detailed information, contact your local USDA Service Center (http://
offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
2
for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at [phone] (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or [phone] (TDD). USDA is an equal opportunity provider and
employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................7
Soil Map................................................................................................................8
Legend..................................................................................................................9
Map Unit Legend................................................................................................10
Map Unit Descriptions........................................................................................10
Hoke County, North Carolina..........................................................................12
CaB—Candor sand, 1 to 8 percent slopes..................................................12
CaD—Candor sand, 8 to 15 percent slopes................................................13
VaB—Vaucluse loamy sand, 2 to 8 percent slopes....................................14
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil-vegetation-landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
5
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil-
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil-landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field-observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
6
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
7
8
Custom Soil Resource Report
Soil Map
38873203887390388746038875303887600388767038877403887320388739038874603887530388760038876703887740648500 648570 648640 648710 648780 648850 648920 648990 649060 649130 649200
648500 648570 648640 648710 648780 648850 648920 648990 649060 649130 649200
35° 7' 18'' N 79° 22' 13'' W35° 7' 18'' N79° 21' 45'' W35° 7' 2'' N
79° 22' 13'' W35° 7' 2'' N
79° 21' 45'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 150 300 600 900
Feet
0 45 90 180 270
Meters
Map Scale: 1:3,300 if printed on A landscape (11" x 8.5") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 12, Sep 24, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Apr 2,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Custom Soil Resource Report
9
Map Unit Legend
Hoke County, North Carolina (NC093)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CaB Candor sand, 1 to 8 percent
slopes
11.3 62.2%
CaD Candor sand, 8 to 15 percent
slopes
6.5 36.0%
VaB Vaucluse loamy sand, 2 to 8
percent slopes
0.3 1.9%
Totals for Area of Interest 18.1 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
Custom Soil Resource Report
10
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
11
Hoke County, North Carolina
CaB—Candor sand, 1 to 8 percent slopes
Map Unit Setting
National map unit symbol: w75q
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Candor and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Candor
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Sandy and loamy marine deposits and/or eolian sands
Typical profile
A - 0 to 8 inches: sand
E - 8 to 26 inches: sand
Bt - 26 to 38 inches: loamy sand
E' - 38 to 62 inches: sand
B't - 62 to 80 inches: sandy clay loam
Properties and qualities
Slope: 1 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: Dry Sandy Upland Woodland (F137XY001GA)
Custom Soil Resource Report
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CaD—Candor sand, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: w75r
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Candor and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Candor
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Sandy and loamy marine deposits and/or eolian sands
Typical profile
A - 0 to 8 inches: sand
E - 8 to 26 inches: sand
Bt - 26 to 38 inches: loamy sand
E' - 38 to 62 inches: sand
B't - 62 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: Dry Sandy Backslope Woodland - PROVISIONAL (F137XY004GA)
Custom Soil Resource Report
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VaB—Vaucluse loamy sand, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: w779
Elevation: 80 to 660 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Vaucluse and similar soils: 80 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vaucluse
Setting
Landform: Low hills
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy and sandy marine deposits
Typical profile
Ap - 0 to 6 inches: loamy sand
E - 6 to 15 inches: loamy sand
Bt - 15 to 29 inches: sandy clay loam
Btx - 29 to 58 inches: sandy clay loam
BC - 58 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 15 to 35 inches to fragipan
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: C
Ecological site: Loamy Summit Woodland - PROVISIONAL (F137XY002GA)
Custom Soil Resource Report
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Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across-slope shape: Linear
Johnston, undrained
Percent of map unit: 2 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Custom Soil Resource Report
15
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/
portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
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APPENDIX F
One-Point and Two-Point Compaction Method

PROCEDURE:
1. Point A is the result of a one-point compaction test on material from field
density test. This point must be on the dry side of optimum water content.

2. Point O is the estimated optimum water content and maximum density of
the fill material based on a projection of point A approximately parallel to
the adjacent compaction curves.

3. Point A must plot within 3 percent of the line of optimums.

Figure 1. Illustration of one-point compaction method.

PROCEDURE:
1. Points A and B are results of a two-point compaction test on material from
field density test. Points A and B must be on the dry side of optimum
water content.

2. The estimated compaction curve based on Points A and B establishes
Point O on the locus, which is the estimated maximum dry density and
optimum water content of the fill material.

3. One point must plot within 3 percent of the line of optimums.

Figure 2. Illustration of two-point compaction method.

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.8 -

APPENDIX H
NCDEQ BIORETENTION CELL SUPPLEMENT FORMS

Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 1 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 3.63 acres
Area 0 sf Area 158,071 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 10,418 cf
Predevelopment Open Area Developed Open Area
Area 5.94 acres Area 2.31 acres
Area 258,605 sf Area 100,534 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 5.94 acres Area 5.94 acres
Total 0 cf Total 10,418 cf
Storage Required 10,418 cf
Surface Area 13,572 sf
Riser 10 in
Storage Provided 11,310 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 2 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 1.22 acres
Area 0 sf Area 52,862 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 3,484 cf
Predevelopment Open Area Developed Open Area
Area 1.72 acres Area 0.5 acres
Area 75,048 sf Area 22,186 sf
CN 30 CN 49
S 23.33 S 10.41
ia 4.67 in ia 2.08 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 1.72 acres Area 1.72 acres
Total 0 cf Total 3,484 cf
Storage Required 3,484 cf
Surface Area 5,078 sf
Riser 9 in
Storage Provided 3,809 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 3 Date:1/10/2019
Soil Group:D
Predevelopment BUA Developed BUA
Area 0.48 acres Area 0.67 acres
Area 20,909 sf Area 29,185 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 1,378 cf V 1,924 cf
Predevelopment Open Area Developed Open Area
Area 0.53 acres Area 0.34 acres
Area 23,087 sf Area 14,810 sf
CN 77 CN 80
S 2.99 S 2.50
ia 0.60 in ia 0.50 in
P 1 in P 1 in
Q 0.05 in Q 0.08 in
V 92 cf V 103 cf
Area 1.01 acres Area 1.01 acres
Total 1,470 cf Total 2,026 cf
Storage Required 556 cf
Surface Area 1,912 sf
Riser 12 in
Storage Provided 1,912 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 4 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 0.33 acres
Area 0 sf Area 14,813 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 976 cf
Predevelopment Open Area Developed Open Area
Area 0.38 acres Area 0.05 acres
Area 16,553 sf Area 1,740 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.38 acres Area 0.38 acres
Total 0 cf Total 976 cf
Storage Required 976 cf
Surface Area 2,040 sf
Riser 6 in
Storage Provided 1,020 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 5 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 0.33 acres
Area 0 sf Area 14,221 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 937 cf
Predevelopment Open Area Developed Open Area
Area 0.4 acres Area 0.07 acres
Area 17,417 sf Area 3,196 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.4 acres Area 0.4 acres
Total 0 cf Total 937 cf
Storage Required 937 cf
Surface Area 2,040 sf
Riser 6 in
Storage Provided 1,020 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 6 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 0.25 acres
Area 0 sf Area 10,534 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 694 cf
Predevelopment Open Area Developed Open Area
Area 0.3 acres Area 0.05 acres
Area 12,860 sf Area 2,326 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.3 acres Area 0.3 acres
Total 0 cf Total 694 cf
Storage Required 694 cf
Surface Area 1,925 sf
Riser 6 in
Storage Provided 963 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 7 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 0.34 acres
Area 0 sf Area 14,555 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 959 cf
Predevelopment Open Area Developed Open Area
Area 0.39 acres Area 0.05 acres
Area 16,881 sf Area 2,326 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.39 acres Area 0.39 acres
Total 0 cf Total 959 cf
Storage Required 959 cf
Surface Area 1,925 sf
Riser 6 in
Storage Provided 963 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 8 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 0.24 acres
Area 0 sf Area 10,534 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 694 cf
Predevelopment Open Area Developed Open Area
Area 0.30 acres Area 0.05 acres
Area 12,860 sf Area 2,326 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.30 acres Area 0.30 acres
Total 0 cf Total 694 cf
Storage Required 694 cf
Surface Area 1,925 sf
Riser 6 in
Storage Provided 963 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 9 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 0.24 acres
Area 0 sf Area 10,534 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 694 cf
Predevelopment Open Area Developed Open Area
Area 0.30 acres Area 0.05 acres
Area 12,860 sf Area 2,326 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.30 acres Area 0.30 acres
Total 0 cf Total 694 cf
Storage Required 694 cf
Surface Area 1,925 sf
Riser 6 in
Storage Provided 963 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 10 Date:1/10/2019
Soil Group:A
Predevelopment BUA Developed BUA
Area 0 acres Area 0.25 acres
Area 0 sf Area 11,026 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 727 cf
Predevelopment Open Area Developed Open Area
Area 0.33 acres Area 0.08 acres
Area 14,375 sf Area 3,349 sf
CN 30 CN 39
S 23.33 S 15.64
ia 4.67 in ia 3.13 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.33 acres Area 0.33 acres
Total 0 cf Total 727 cf
Storage Required 727 cf
Surface Area 2,040 sf
Riser 6 in
Storage Provided 1,020 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Discrete SCS Curve Number Method (NCDEQ Stormwater BMP Manual 3.3.2)
Location:Bioretention Area 11 Date:1/10/2019
Soil Group:B
Predevelopment BUA Developed BUA
Area 0 acres Area 0.33 acres
Area 0 sf Area 14,375 sf
CN 98 CN 98
S 0.20 S 0.20
ia 0.04 in ia 0.04 in
P 1 in P 1 in
Q 0.79 in Q 0.79 in
V 0 cf V 947 cf
Predevelopment Open Area Developed Open Area
Area 0.39 acres Area 0.06 acres
Area 16,998 sf Area 2,623 sf
CN 55 CN 61
S 8.18 S 6.39
ia 1.64 in ia 1.28 in
P 1 in P 1 in
Q 0.00 in Q 0.00 in
V 0 cf V 0 cf
Area 0.39 acres Area 0.39 acres
Total 0 cf Total 947 cf
Storage Required 947 cf
Surface Area 2,040 sf
Riser 6 in
Storage Provided 1,020 cf
Note: Runnoff depth for CN <= 70 set to 0.00 for 1.0" rainfall event based upon
TR55 Urban Hydrology for Small Watersheds Table 2-1
Quantity
Infiltration System
Bioretention Cell 11
Wet Pond
Stormwater Wetland
Permeable Pavement
Sand Filter
Rainwater Harvesting
Green Roof
Level Spreader-Filter Strip
Disconnected Impervious Surface
Treatment Swale
Dry Pond
Applicant:
Name and Title:
Organization:
Street address:
City, State, Zip:
Phone number(s):
Email:
Designer
Certification Statement:
Signature of Designer
Date
Please indicate the types, quantities and locations of SCMs that will be used on this project:
[e-mail]
Phone number(s):
F Michael Mayer
Mason & Hanger
300 W Vine St Suite 1300
Lexington, KY 40507
859-280-3557
SUPPLEMENT-EZ FORM COVER PAGE
Seal violations as well as a report being made to my professional board.
- that the information provided in the form is, to the best of my knowledge
- that the engineering plans, specifications, operation and maintenance
the information provided here.
I am aware that there are significant penalties for submitting false
information including the possibility of fines and imprisonment for knowing
and belief, true, accurate, and complete; and
agreements and other supporting information are consistent with
I certify, under penalty of law: that this Supplement-EZ form and all supporting
information were prepared under my direction or supervision;
Designer information for this project:
Location(s)
Project Name:
Address
City / Town
Fort Bragg DPW
Lee Ward
SOF Complex Phase 3
Fort Bragg
Email:
Bldg 3-1333 Butner Rd
Fort Bragg. NC 28310
Company:
Contact:
Mailing Address:
City, State, Zip:
Cover Page 1 1:31 PM 11/21/2018
BIORETENTION CELL1Drainage area number1Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)82704 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)3400 sfTotal drainage area (sq ft)258605 sf - Roof (sq ft)71967 sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)158071 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area61%Total BUA (sq ft)158071 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)10418 cfDesign volume of SCM (cu ft)11310 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)428 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)442 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)14 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)13572 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)11310 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)10 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?Yes#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)14.4 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)444 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)447 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.5 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.SOF Complex Phase 3Bioretention110:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 32Drainage area number2Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)26397 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)1400 sfTotal drainage area (sq ft)75048 sf - Roof (sq ft)25065 sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)52862 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area70%Total BUA (sq ft)52862 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)3484 cfDesign volume of SCM (cu ft)3809 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)431 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)442 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)12 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)5078 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)3809 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)9 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)5.2 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)448 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)452 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 5.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.GENERAL MDC FROM 02H .1050Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONBioretention210:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 33Drainage area number3Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft) sfTotal surface water area (sq ft) sf - Sidewalk (sq ft) sfTotal drainage area (sq ft)43998 sf - Roof (sq ft) sfBUA associated with existing development (sq ft)20909 sf - Roadway (sq ft)29185 sfProposed new BUA (sq ft)8276 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area66%Total BUA (sq ft)29185 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)556 cfDesign volume of SCM (cu ft)1912 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)453 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)455 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)2 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)1912 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)1912 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)12 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in)na #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in)na#4 Infiltration rate of the in situ soil (inch/hour).5 in/hr#4 Diameter of the underdrain pipes (if applicable)8 in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)458 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)461 ft #12 How many clean out pipes are being installed?5#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMMinimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are required as infiltration rate less than 2in/hr. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Stormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Bioretention310:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 34Drainage area number4Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)14513 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)300 sfTotal drainage area (sq ft)16509 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)14813 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area90%Total BUA (sq ft)14813 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)976 cfDesign volume of SCM (cu ft)1020 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)435 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)455 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)20 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)2040 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)1020 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)15.0 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)457 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)460 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Bioretention410:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 35Drainage area number5Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)14221 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft) sfTotal drainage area (sq ft)17417 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)14221 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area82%Total BUA (sq ft)14221 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)937 cfDesign volume of SCM (cu ft)1020 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)435 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)456 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)21 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)2040 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)1020 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)15.0 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)458 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)461 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREAEISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):BIORETENTION CELL MDC FROM 02H .1052ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Bioretention510:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 36Drainage area number6Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)10234 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)300 sfTotal drainage area (sq ft)12860 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)10534 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area82%Total BUA (sq ft)10534 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)694 cfDesign volume of SCM (cu ft)963 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)435 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)455 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)20 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)1925 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)963 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)15.0 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)457 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)460 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inCOMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Break down of BUA in the drainage area (both new and existing):THE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Bioretention610:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 37Drainage area number7Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)14555 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft) sfTotal drainage area (sq ft)16881 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)14555 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area86%Total BUA (sq ft)14555 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)959 cfDesign volume of SCM (cu ft)963 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)436 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)456 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)20 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)1925 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)963 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)15.0 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)458 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)461 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inBreak down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGTHE DRAINAGE AREAPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.GENERAL MDC FROM 02H .1050Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONBIORETENTION CELL MDC FROM 02H .1052Bioretention710:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 38Drainage area number8Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)10234 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)300 sfTotal drainage area (sq ft)12860 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)10534 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area82%Total BUA (sq ft)10534 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)694 cfDesign volume of SCM (cu ft)963 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)435 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)455 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)20 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)1925 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)963 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)15.0 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)457 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)460 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inBreak down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMTHE DRAINAGE AREAMinimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Stormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.BIORETENTION CELL MDC FROM 02H .1052Bioretention810:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 39Drainage area number9Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)10234 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)300 sfTotal drainage area (sq ft)12860 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)10534 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area82%Total BUA (sq ft)10534 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)694 cfDesign volume of SCM (cu ft)963 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)436 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)456 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)20 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)1925 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)963 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)15.0 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)458 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)461 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Bioretention910:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 310Drainage area number10Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)10726 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)300 sfTotal drainage area (sq ft)14375 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)11026 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area77%Total BUA (sq ft)11026 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)727 cfDesign volume of SCM (cu ft)1020 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)435 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)455 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)20 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)2040 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)1020 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)15.0 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)457 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)460 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Bioretention1010:28 AM 1/10/2019
BIORETENTION CELLSOF Complex Phase 311Drainage area number11Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)14075 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)300 sfTotal drainage area (sq ft)16988 sf - Roof (sq ft) sfBUA associated with existing development (sq ft) sf - Roadway (sq ft) sfProposed new BUA (sq ft)14375 sf - Other, please specify in the comment box below (sq ft) sfPercent BUA of drainage area85%Total BUA (sq ft)14375 sfDesign rainfall depth (in)1.0 inMinimum volume required (cu ft)947 cfDesign volume of SCM (cu ft)1020 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils?No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?Yes#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow?Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Other#13 Was the SCM designed by an NC licensed professional?Yes#1 SHWT elevation (fmsl)436 ft #6 Percentage of medium to coarse washed sand by volume 85%#1 Bottom of the bioretention cell (fmsl)456 ft #6 Percentage of fines (silt and clay) by volume10%#1 Distance from bottom to SHWT (feet)20 ft #6 Percentage of organic matter by volume 5%#2 Surface area of the bioretention cell (square feet)2040 sf#6 Type of organic materialEngineered Fill#2 Design volume of the bioretention cell (cubic feet)1020 cf#7 Phosphorus Index (P-Index) of media (unitless) 10#2 Ponding depth of the design storm (inches)6 in#8 Will compaction be avoided during construction?Yes#3 Is the bioretention cell used for peak attenuation?No#9 Will cell be maintained to a one inch/hour standard?Yes#3 Depth of peak attenuation over planting surface (in) in #10 Describe the planting plan:#3 Height of peak attenuation outlet above the planting surface (in) in#4 Infiltration rate of the in situ soil (inch/hour)11.7 in/hr#4 Diameter of the underdrain pipes (if applicable) in#4 Does the design include Internal Water Storage (IWS)?Yes #11 Depth of mulch, if applicable (inches) in#4 if so, elevation of the top of the IWS (fmsl)458 ft #11 Type of mulch, if applicablena#4 Elevation of the planting surface (fmsl)461 ft #12 How many clean out pipes are being installed?0#5 Will the cell contain trees and shrubs?No#12 Briefly describe the pretreatment that will be used:#5 Media depth (inches)30 inTHE DRAINAGE AREABIORETENTION CELL MDC FROM 02H .1052COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):EISA 438, ARMY LID, FORT BRAGG IDGGENERAL MDC FROM 02H .1050Break down of BUA in the drainage area (both new and existing):Contractor to provide landscape establishment to achieve 100% coverage throughout site in 12 months. Sod is desired by the user for cell. User requires no hardwood mulch within cell.Minimum 3' sod strip. All outlet headwalls to cell have rip-rap outlet protection per NCDEQ requirements.ADDITIONAL INFORMATIONPlease use this space to provide any additional information about this bioretention cell that you think is relevant to the review:Underdrain pipes are not required as infiltration rate greater than 2in/hr. However limited underdrains provided for factor of safety. 2.0 feet of open graded aggregate being provided under engineered fill/media depth in order to provide additional storage volume within cell to meet requirements for EISA 438. This IWS is in addition to IWS within the media mix. Total IWS greater than 48" for all cells. Additionally, behive grated catch basins are provided as first-line overflow, above required storage volume. Additional storage provided up to emergency overflow, but not for peak attenuation volume. Maximum depth of storage of cell to emergency overflow is 24". Emergency overflow weir designed for 100yr storm event. Project based entirely within Fort Bragg (US Gov't property). No easements required. User requires no hardwood mulch due to maintenance issues.Bioretention1110:28 AM 1/10/2019

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.9 -

APPENDIX I
OUTLET PROTECTION CALCULATIONS

User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW1Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)15Tailwater depth (in.) 4.5Minimum/Maximum tailwater? Min TW (Fig. 8.06a)Discharge (cfs) 2.61Velocity (ft./s) 7.77
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.5Minimum apron length, La (ft.)10Apron width at pipe outlet (ft.) 3.75 3.75Apron shape TRAPApron width at outlet end (ft.) 11.25 1.25
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 0.75 0
Minimum TW Maximum TWApron Thickness(ft.) 1.125 0
User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW2Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)24Tailwater depth (in.) 9Minimum/Maximum tailwater? Min TW (Fig. 8.06a)Discharge (cfs) 15.51Velocity (ft./s) 14.78
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.75Minimum apron length, La (ft.)12Apron width at pipe outlet (ft.) 6 6Apron shape TRAPApron width at outlet end (ft.) 14 2
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 1.125 0
Minimum TW Maximum TWApron Thickness(ft.) 1.6875 0
User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW3Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)24Tailwater depth (in.) 5Minimum/Maximum tailwater? Min TW (Fig. 8.06a)Discharge (cfs) 3.6Velocity (ft./s) 8.16
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.5Minimum apron length, La (ft.)10Apron width at pipe outlet (ft.) 6 6Apron shape TRAPApron width at outlet end (ft.) 12 2
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 0.75 0
Minimum TW Maximum TWApron Thickness(ft.) 1.125 0
User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW4Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)15Tailwater depth (in.) 1Minimum/Maximum tailwater? Min TW (Fig. 8.06a)Discharge (cfs) 1Velocity (ft./s) 2
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.5Minimum apron length, La (ft.)10Apron width at pipe outlet (ft.) 3.75 3.75Apron shape TRAPApron width at outlet end (ft.) 11.25 1.25
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 0.75 0
Minimum TW Maximum TWApron Thickness(ft.) 1.125 0
User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW5Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)15Tailwater depth (in.) 12Minimum/Maximum tailwater? Max TW (Fig. 8.06b)Discharge (cfs) 5.28Velocity (ft./s) 4.75
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.5Minimum apron length, La (ft.)10Apron width at pipe outlet (ft.) 3.75 3.75Apron shape TRAPApron width at outlet end (ft.) 11.25 1.25
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 0.75 0
Minimum TW Maximum TWApron Thickness(ft.) 1.125 0
User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW7Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)18Tailwater depth (in.) 4.5Minimum/Maximum tailwater? Min TW (Fig. 8.06a)Discharge (cfs) 4.93Velocity (ft./s) 10.69
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.5Minimum apron length, La (ft.)10Apron width at pipe outlet (ft.) 4.5 4.5Apron shape TRAPApron width at outlet end (ft.) 11.5 1.5
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 0.75 0
Minimum TW Maximum TWApron Thickness(ft.) 1.125 0
User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW8Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)18Tailwater depth (in.) 7Minimum/Maximum tailwater? Min TW (Fig. 8.06a)Discharge (cfs) 2.16Velocity (ft./s) 3.85
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.5Minimum apron length, La (ft.)10Apron width at pipe outlet (ft.) 4.5 4.5Apron shape TRAPApron width at outlet end (ft.) 11.5 1.5
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 0.75 0
Minimum TW Maximum TWApron Thickness(ft.) 1.125 0
User Input DataCalculated ValueReference Data
Designed By:FMM Date:12/9/2016Checked By: Date:Company:Mason & HangerProject Name:SOF STF Phase 3Project No.:145.03
Site Location (City/Town)AberdeenCulvert Id.HW9Total Drainage Area (acres)(see report)
Rational Method for Flow
Outlet pipe diameter, Do (in.)15Tailwater depth (in.) 2.5Minimum/Maximum tailwater? Min TW (Fig. 8.06a)Discharge (cfs) 0.28Velocity (ft./s) 2.24
Minimum TW Maximum TWFigure 8.06a Figure 8.06bRiprap d50, (ft.)0.5Minimum apron length, La (ft.)10Apron width at pipe outlet (ft.) 3.75 3.75Apron shape TRAPApron width at outlet end (ft.) 11.25 1.25
Minimum TW Maximum TWMax Stone Diameter, dmax (ft.) 0.75 0
Minimum TW Maximum TWApron Thickness(ft.) 1.125 0

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.10 -

APPENDIX J
LANDSCAPE PLANS

BSDLP101.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
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2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP101.dgn2/13/20176:16:06 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
GI-17B

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JUNCTION BOX
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467466
8
10467466466466466466
467467 467
467
466
4
66466466 466466
466 467467466467
466
467
467
466
466
466
467
467466
4
64
463
467
467466
12' CHAIN LINK FENCE
468
468
468
468
C469468
468
468468468
468
469
468
468468469
468
469 469
468
468
469
469468
462
461
468
4
69469468469
469
469470470470470470470
EM
TRANSFORMER
12
12
470
470
470
470470470470470470
4
7
0
470
470
47047
0470
470470470
4
7
0
470
8
6
471
471
471
471471472
471
4
7
2
471
472
471RD
WELLHEAD
& PUMP
6BO
8
8
10
1010
1010
12
12
10
6
8
8
8
8
8
8
12
8
10
10
10
10
6
8473 473
473475475475
475475475
4
7
4
4
7
4
10' CHAIN LINK FENCE 12
10
12
8
8
10
6475475475475475474 4
74475475
474
CO
RD CO
RD477477
476
4774774
7
6
476C
6BO
6BO
6BO
88
8
10
10
8
8
8
8
8
6
6476477 476
4
764774774764784784784786BO
8
10
8
8
8
10
10
8
8
8
8
8
8
10
12
12
8
8
8
8
8
10
6
6
6478 4
7
8
478
478480480
4
8
0
480
480480 480480
479479479479
10
8
10
10
12480480480480480479 479
47
9
479
4
7
9
480480
481
481
4
82
4
82
8
8
8
8
8
10
10481482 481481
481 4828
648348548548548512
8485485485485485484 8486487488490490490
84904904904904894914924934948' CHAIN LINK FENCE
495495495494496497498499
FFE = 466.00'
BUILDING 7
FFE = 466.00'FFE = 466.00'
BUILDING 7
FFE = 463.25'
FFE = 462.00'
BUILDING 4
BUILDING 5
FFE = 463.00'FFE = 463.00'
BUILDING 5
GEN
STAGING AREA
CONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7
SAR BARN
BID ITEM 5)
(OPTIONAL
FFE = 466.00'
BID ITEM 3)
(OPTIONAL
SD
SD SDSDSDSDSDSD
SD
SDSD
SD
SD
SD
SD
SDSDCB-7
CB-6
CB-5
CB-3
CB-2 CB-1
GI-8
GI-1GI-2GI-3
GI-4
SD
CB-16
CB-17
CB-18
CB-19
CB-13
CB-12
CB-21
CB-22
SD SD
GI-7 GI-6
GI-5
GI-9GI-10GI-11GI-12
GI-13
GI-14GI-15
CB-8
CB-20
CB-25
SD
SD
SS CO
SS COSDSD GI-19
GI-18
MH
SS
MH
SS
MH
SS
MH
SS
HW-1
HW-2
MH
SS
MH
SS
MH
SS
MH
SS
HW-5
HW-6
HW-7
CI-1
CI-2
CI-3 SDSDSDSDSDSDCB-24
GI-16 SDCB-4
SDSDGI-20
S
DSDSD
SD
SD
SD
SDS
D
SDSDSDSDSDSDSDSDSD2
4"
2
4"
24"
24"
2 4"15"SD15"
15"15"18"
15"SD1
5"SD18"18"SD18"SD18"18"SD18"15"24"24"SD 24"15"15"15"15"15"18"18"18"24"15"24"24"24"18"18"CB-9
CB-10
CB-11
CB-14
CB-15
CI-4
CI-5
CI-6
CI-7
HW-8
HW-9
8" PERF.8" PERF.
8" PERF.
8" PERF.
8" PERF.
8" PERF.
8" PERF.15"SDSDSDSS CO
SD
15"
S
D24"
MH-1
SD
MH-3
SD
MH-2
SD
MH-4
SD18"SD
SD
SD
SD
SD 8" PERF.
SD
SD SDSD15"15"15"15"15"SD SD18"15"
CB-26
CB-27
RDRDRDRD10"S
DSD
RD RDRD RDRD
RD RD
RD RDRDRDRDRD6"6"10"6"6"6"6"6"6"6"10"
10"6"6"6"
10"6"6"6"6"10"10"
6"
6"6"6"6"6"6"10"10"6"6"6"6"6"10"6"6"10"RDRDRD
RD6"6"10"6"10"SD SDSD6"10"RD
MH-9
SD
MH-8
SD
MH-5
SD
MH-7
SD
MH-6
SD
15"15"15"SDCB-2818"24"8" PERF.8" PERF.SDSDGI-18A
GI-18B
GI-18C
GI-18D
14"
447
AND SCRUB
SCATTERED TREES
AND SCRUB
SCATTERED TREES
AND SCRUB
SCATTERED TREES
AND SCRUB
SCATTERED TREES
66
6 666
55
5
8
8 8
8
8
8
8
8 8
8
8
8
8
8
8
12
12
9 9
9
9
9
9
9
7
77
7
7
4 10 10 10
10
1010
10
11
10
9
14
13
13
11
11
8
88
8
7
74 9
4
7
7
0-9116
BUILDING
0-9117
BUILDING
FFE-470.05
0-9012
BUILDING
METAL
1 STORY
GATE
HW-3
HW-4
10" PERF.
SD
SD
10" PERF.SD
10" PERF
.SD
10" PERF.
SD
10" PERF
.TRANSFORMER
CO
RD
LTP
LTP
LTP
LTP
LTP
RIP RAP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
ROAD (ASPHALT GOOD COND.)
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN
"SPEED LIMIT
SIDEWALK
PARKING SIGNS
"RESERVED FOR HANDICAP"
WALL
4' HAND RAIL 4' HAND RAIL
4' HAND RAIL
4' HAND RAIL
WALL
WALL
20 MPH" SIGN
"SPEED LIMIT
W/ BARBED WIRE
9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PAD
ENTRY GATE
ON. CONC. PAD
SWING GATE
"DO NOT ENTER" SIGN
TANK
FFE=472.11
FFE=472.16
CONC. PAD
TANK ON
CONC. PAD
TANK ON 3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK
"DO NOT ENTER" SIGN
BOLLARD(S)
BOLLARD(S)
SIDEWALK
SIDEWALK
"RESERVED/HANDICAP" SIGNS
FFE=450.26
BLD. FROM TANKS
MULTIPLE PIPES INTO
SIDE
WALK
3' HAND-RAIL
LP101S.HAGGARDM.MAYERC. LOWEOVERALLLANDSCAPE PLAN80'40'0 80'160'240'
GRAPHIC SCALE: 1"=80'-0"N
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
LP113 LP114
LP115 LP116 LP117
LP111LP110
LP112
BSDLP110.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP110.dgn2/13/20176:16:10 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
2:1
499
498
497
496
494
493
499
498
497
496
10
10
10
10
10
10
12
12
495
495
4BO
4BO
4BO
4BO
4754788
8
8 4804794794854904904914924934948' CHAIN LINK FENCE
495495495494496497498499 GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP110S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANRC
6
NGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
WO
1
RC
6
BSDLP111.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP111.dgn2/13/20176:16:12 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISERDRDRD
2:1
2
:1
2
:1 2:13:1492 491 489 488 487 486 484 483 482 481 479 478 477 476 474 473 472 471 469 468 467 466 464 463 462 461 459 458 457 456 454 453 452
T
T
490 485 480 475 470 465 460 455
455
455455460
460
460460
460460462
462
461
462
462
462
462
462462462462462
4 6 4
463
463
463463464463
463
463
463
463
464464464 463463463
465
465
465465465465465465
465465465465 465465465466467468469470470470
470470470471472473475475
475475475474477477
476
476477478478478480480
479480480 480479481482483485485485485484486487488490490490490489491SDSD
SDCB-7
CB-6
GI-3
GI-4
SD
CB-8
DYH
SD SDSD18"18"
SD
18"15"24"
CB-9
CB-10
CB-11
CB-14
8" PERF.
S
D24"
SDRDRDRD10"S
DSD
RD RDRD RD6"6"6"10"10"6"6"6"6"6"6"10"10"6"SDSDMH-7
SD
MH-6
SD
15"15"18"DYHFFE = 466.00'
BUILDING 7
BUILDING 5
FFE = 463.00'
GEN
FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7
SAR BARN
BID ITEM 5)
(OPTIONAL
FFE = 466.00'
GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP111S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANER
1
NGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
RC
6
RC
5
WO
1
WO
1
LP
4
LP
7
LP
2
WO
1
WO
1
ER
1
ER
1
SP 2
ML 2
RC
1
FD
1
ER
1
FD
1
BSDLP112.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP112.dgn2/13/20176:16:14 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
GI-17B
T
RD6"
6"
6"RD6"10"RD RD
RD
6"3:13:1
3:13:13:13:1451
10pi
8
8
10
10
10
10
10
10
10
10
8
GI-17
GI-17ASD15"441443443442442444
444444 444445
445445 445445446
446446447447
447447447448448448 12
449448
448449449448449448 450
450
4504504504504
5
1
451450450450
450450 4504
5
0450
451451 45245245210
452
452 454454454454454453
45510
454453
453
454
455
455455
4
5
54558
10
10
455 455455455
456
456
457
457
457
INV.-457.32
HW
458
459458
460
460460
46046046012
460
462
462
462
4614614614614614614614
6
2 461461
461461
461
462
462462461
461
461462461461462
24"12
4
6
5
12
FFE = 462.00'
BUILDING 4
FFE = 463.00'
BUILDING 5
SDSDSDSDSD
SD
GI-1
GI-2
CB-18
CB-19
CB-13
CB-12
GI-6
GI-5
SD
GI-19
GI-18
HW-1
HW-2
HW-5
HW-7
CI-1
CI-2
CI-3 SDSDSDSDSDSDSD24"SD
24"18"18"18"24"15"24"18"18"8" PERF.SDSDMH-1
SD DYH
MH-4
SD18"SD
8" PERF.
SD SDSD15"15"15"15"RD SD24"8" PERF.8" PERF.SDSDGI-18A
GI-18B
GI-18C
GI-18D
HW-3
HW-4
10
" PERF
.SD
SD
10
" PERF
.SD
10
" PERF
.SD
10
" PERF
.SD
10
" PERF
.GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP112S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANNGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
LP
7
LP
6
WO
4
RC
5
WO
3
WO
3
WO
1
RC
1
RC
1
ER
1
ER
1
ER
1
ER
1
FD
1
FD
1
FD
1
ML 2SP2
SR
400
TG
1200
TG
200
BW
200
BW
200
CF
500
CF
240
SR
140
FD
1
BSDLP113.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP113.dgn2/13/20176:16:17 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
2:1
494
493
492
491
489
488
487
486
484
483
482
10
10
10
10
10
10
10
10
10
10
10
490
485 4754774774
7
6478
8 480480
481
481482482485485485485490 GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP113S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANNGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
RC
6
BSDLP114.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP114.dgn2/13/20176:16:19 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
2:1
2:1
2:1
2:13:13:1479
478
477
476
474
473
474
474
481
8
10
480
475
475 475
460
460
4
6
0
462
461
461
462
462
461462
464
4
6
3
4
6
3
463
463
463
46
4464
463
463
464
464
4
6
3
463
4
6
3
464464464 464
4634
6
3
4
64
465465465
465
465 465465465465
465
4
65
465
465465465
4
6
54
6
4
463
462
461470470470
470470RD 8
10
1010
12
10
64754754
7
4
10' CHAIN LINK FENCE 124754754754768
10
4
8
0
480480 479
12480480
8
8
12FFE = 466.00'FFE = 466.00'
BUILDING 7
(OPTIONAL BID ITEM 4)BUILDING 8SD
SD
SD
SDSD
SD
CB-5
CB-3
CB-2 CB-1
GI-8
SD
GI-7
GI-11
GI-12
GI-15SD
GI-16
DYHCB-4
15"SD15"SD18"18"SD18"8" PERF.
8" PERF.
8" PERF.
SD
SD
SD
RD
RD RD
RD RDRDRDRDRD6"6"10"6"6"6"6"6"6"6"10"
10"6"6"6"
10"6"
6"6"6"10"6"10"SD6"10"RDMH-9
SD
MH-8
SD
MH-5
SD
15"
GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP114S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANNGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
WO
1
RC
3
WO
1
RC
4
WO
1
WO
1
WO
2
WO
1
WO
1
RC
3
RC
1
RC
1
RC
1
RC
3
FD
1
FD
1
FD
1
FD
1
FD
1
FD
1
ER
1
ER
1
ER
1
ER
1
ER
1
ER
1
BSDLP115.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP115.dgn2/13/20176:16:21 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
WM
T RD10"3:1JUNCTION BOX
464
463
8
8
10
10
10
12
8
8
10
465460455459459 458
459
460
460
4BO
460
460460
18"CMP462 462462
462462461 462
461 461
461
462
461
461
462461
461461462
462462 462 462461461
461 462462
461
462
461
15"CM
PTOP-463.20
INV.-460.00
YI
INV.-461.34
TOP-463.24
YI
463
463463463 464463
4
63
46
4464464464
464464464
464
463
464464463
463
463463464463
464 464464
463 464
463
463
464 465465465465
4
6
5
465
4654
65
465
4 6 5
465
4654
65465465 465465
466 467467 467
467
466
466
467
466 467
467466
467466 467
467466467466
466
466466 467467
466466466467467466
466
468
468
468
468469468
468468468
468
469468
469
469
469
EM
TRANSFORMER
12 4704708
WELLHEAD
& PUMP
6BO
8
10
10
12
10
12
10
8
8
6BO
6BO
6BO
10
10
8
8
8
10
8
8
10
10
FFE = 463.25'
STAGING AREA
CONTRACTOR
BUILDING 6
BID ITEM 3)
(OPTIONAL SDSD
CB-16
CB-17
CB-21
CB-22
SD
GI-9GI-10
GI-13
GI-14
CB-20
CB-25
DYHHW-6
CB-24 SDSDGI-20SD
SDSD
SD
SD
SD
SDS
D
SDSDSDSDSDSDSDSDSD2
4"
2
4"
24"
24"24"15"SD15"
15"15"18"15"15"15"15"15"24"24"CB-15
CI-4
CI-5
CI-6
CI-7
HW-8
HW-9
8" PERF.
8" PERF.15"SDSD
15"
MH-3
SD
MH-2
SD
SD 15"SD SD18"15"
CB-26
CB-27 6"6"6"6"10"6"6"10"RDRDRDRD
CB-28
FFE-470.05
0-9012
BUILDING
METAL
1 STORY
ROAD (ASPHALT GOOD COND.)
GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP115S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANNGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
WO
5
RC
1
RM
1
RC
3
RC
1
RC
1
RC
1
RM
1
WO
1
LP
4
ER
1
ER
1
ER
1
ER
1
ER
1
ER
1
FD
1
FD
1
FD
1
FD
1
FD
1
FD
1
FD
1
SP 3
SP 3
SR
100
TG
200
BW
100
FD
2
BSDLP116.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP116.dgn2/13/20176:16:24 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
469
471
469
8
12
470
470
4
5
5
4
5
64
5
7
458
459
4
5
8459460
460
460461
462 462
463
464 463464
465
465
465
467
466
466
467 466
467SDC
468
469
468
468
469
468
469
TRANSFORMER
470
470
470
470 470470
470470471
471
471
471
471
6
8
6BO
8
6BO
6
STOP SIGN
STOP SIGN
HEADWALL
ROAD (ASPHALT GOOD COND.)
ROAD (ASPHALT GOOD COND.)
INV.OUT=464.94
12" CMP
GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP116S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANNGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
ER
1
BSDLP117.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP117.dgn2/13/20176:16:26 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE

5

455
CB
CBCBSD
S
DSDCB
C
459
458459
458SD
460
460
460
460
460 SD462
461
462 461
462
C
464
463
464463463 4
6
4
464C
4
6
5
4654
6
5
465
4
6
5465SD467
466
469
468
470
4
7
0
470
CB
471
4
7
2
471
472
CB
473
4
7
3
4
7
4 4744754
7
4C
476
4764774774764
7
8
478
478 4794
7
9
14"
AND SCRUB
SCATTERED TREES
AND SCRUB
SCATTERED TREES
66
6 666
55
5
8
8 8
8
8
8
8
8 8
8
8
8
8
8
8
12
12
9 9
9
9
9
9
9
7
77
7
7
4 10 10 10
10
1010
10
11
10
9
14
13
13
11
11
8
88
8
7
74 9
4
7
7
0-9117
BUILDING
????" RCP=195.96
????" RCP=196.10
SUMP=??????
EL.=472.46
DI
18" RCP=452.67
24" RCP=452.62
EL.=457.52
DI
18" RCP=453.25
18" RCP=453.30
18" RCP=453.30
18" RCP=453.30
EL.=456.89
DI
18" RCP=453.46
EL.=456.88
DI
18" RCP=455.50
18" RCP=455.55
EL.=459.05
DI
???" RCP=453.84
18" RCP=453.94
EL.=457.04
DI
????" RCP=462.84
????" RCP=462.99
EL.=471.34
DI
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN
"SPEED LIMIT
SIDEWALK
WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN
"SPEED LIMIT
W/ BARBED WIRE
9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
TANK
FFE=472.11
FFE=472.16
CONC. PAD
TANK ON
CONC. PAD
TANK ON
SIDEWALK SIDEWALK
BLD. FROM TANKS
MULTIPLE PIPES INTO
GENERAL NOTES
6.
5.
4.
3.
2.
1.
LP601 FOR LANDSCAPE PLANT SCHEDULE.
LANDSCAPE DETAILS. REFER TO LANDSCAPE SHEET
REFER TO LANDSCAPE SHEETS LP501 FOR
(FAYETTEVILLE) - PLANT HARDINESS ZONE 8.
THE NORTH CAROLINA STATE REGION
PLANT VEGETATION MUST BE ADAPTABLE TO
PERIMETER OF THE BUILDING.
LOCATED A MINIMUM OF 13 FEET AWAY FROM THE
TREES, SHRUBS AND PERENNIALS SHALL BE
ALL NEW LANDSCAPE PLANT MATERIAL, E.G.
PLANT TO CREATE A PLANTER BED LOOK.
TO ALSO RECEIVE MULCH SPREAD AROUND EACH
NEWLY PLANTED TREE AND SHRUB. PERENNIALS
OF SHREDDED HARDWOOD MULCH AROUND EACH
PROVIDE 3" DEPTH, 1'-6" RADIUS (3'-0" DIAMETER)
8 LATERAL FEET AWAY FROM BURIED UTILITY LINES.
TREES AND SHRUBS SHALL BE LOCATED AT LEAST
CURBS AND WALKS.
TREES SHALL NOT BE LOCATED WITHIN 4 FEET OF
PLANT LEGEND
LT
X
MT
X
MS X
SS X
FG
X
REMAIN
EXISTING VEGETATION TO
CONSTRUCTION LIMITS
VEGETATION SETBACK LIMITS
PROTECTION (AT/FP) PLANT
16' ANTI-TERRORISM / FORCE
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
WM
N
FORMERTRANS-
JUNCTION BOX
KEY MAP
GATE
C C
EJB 8' CHAIN LINK FENCE
C
12' CHAIN LINK FENCE
EM
TRANSFORMER
WELLHEAD& PUMP
10' CHAIN LINK FENCE
C
8' CHAIN LINK FENCE
0-9116BUILDING
FFE-470.050-9012BUILDINGMETAL1 STORY
GATE
FFE = 466.00'BUILDING 7
FFE = 466.00'FFE = 466.00'BUILDING 7
FFE = 463.25'
FFE = 462.00'BUILDING 4
BUILDING 5FFE = 463.00'FFE = 463.00'BUILDING 5
GEN
STAGING AREACONTRACTOR
BUILDING 6(OPTIONAL BID ITEM 4)BUILDING 8FFE = 466.00'(OPTIONAL BID ITEM 4)BUILDING 8BUILDING 7SAR BARN
BID ITEM 5)(OPTIONAL
FFE = 466.00'
BID ITEM 3)(OPTIONALLP114LP113
LP112
LP111LP110
LP115 LP116 LP117
TRANSFORMER
LTP
LTPLTP
STOP SIGN
STOP SIGN
ROAD (ASPHALT GOOD COND.)
20 MPH" SIGN"SPEED LIMIT
SIDEWALK
PARKING SIGNS"RESERVED FOR HANDICAP"WALL
4' HAND RAIL 4' HAND RAIL
20 MPH" SIGN"SPEED LIMIT
W/ BARBED WIRE9' CHAIN LINK
BOLLARD(S)
"NO PARKING" SIGN "NO PARKING" SIGN
ON. CONC. PADENTRY GATE
ON. CONC. PADSWING GATE
3' HAND-RAIL3' HAND-RAILSTEPSSIDEWALK
SIDEWALK 3' HAND-RAIL
SIDEWALK
SIDEWALK
FFE=450.26
SIDEWALK
3' HAND-RAIL
LP117S.HAGGARDM.MAYERC. LOWELANDSCAPE PLANNGRAPHIC SCALE: 1"=20'-0"
60'40'20'010'20'
GEOGRAPHIC COORDINATE DATA
HORIZONTAL DATUM:
NORTH CAROLINA STATE PLANE, NAD83.
VERTICAL DATUM: NAVD88.
UNITS OF MEASURE: U.S. SURVEY FEET.
COORDINATES SHOWN IN FORMAT OF
EASTING, NORTHING AND ELEVATION.
BSDLP501.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP501.dgn2/13/20176:16:28 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
NO SCALE
AND STAKING DETAIL
DECIDUOUS TREE PLANTING
AND STAKING DETAIL
EVERGREEN TREE PLANTING
NO SCALE
(BALLED & BURLAPPED OR CONTAINER)
(BALLED & BURLAPPED OR CONTAINER)
CL CL
(BALLED AND BURLAPPED OR CONTAINER)
MIN.MIN.
VARIES
MIN.
24"
18" to
24"
18" to
NO SCALE
NO SCALE
(SINGLE / MULTI-TRUNK)
(BALLED & BURLAPPED OR CONTAINER)
PLANTING DETAIL
MEDIUM SHRUB
PLANTING DETAIL
SMALL SHRUB
SOIL MIX BELOW ROOT BALL.
PLANT ALL NEW PLANT MATERIAL AT ORIGINAL FIELD GROWN LEVEL. TAMP
THE ROOTS OF THE PLANT.
THIS IS TO ENSURE ADEQUATE RECEPTION OF OXYGEN AND MOISTURE TO
SET AT GROUND LEVEL OR NO MORE THAN 2" ABOVE THE EXISTING GRADE.
HAS BEEN FIRMLY PLACED AROUND THE ROOTS OR BALL. PLANTS SHALL BE
PLANTS SHALL BE SET PLUMB AND HELD IN POSITION UNTIL SUFFICIENT SOIL
EACH PLANT AS FINAL ADJUSTMENTS ARE MADE.
AND/OR TO COMPENSATE FOR SETTLING. SOIL SHALL BE FIRMED AROUND
NECESSARY TO ENSURE CORRECT DEPTH OF PLANTING, VERTICAL ALIGNMENT
AND IMMEDIATELY AFTER WATERING, ALL PLANTS SHALL BE ADJUSTED AS
WITHIN THE SAME WORKING DAY UPON WHICH THEY WERE PLANTED. DURING
ALL PLANTS SHALL BE "WATERED IN" BY FLOODING THE BACKFILLED HOLE
SHALL BE THE SAME DIAMETER OR SLIGHTLY LARGER THAN THE ROOT BALL.
PIT AS WELL TO FORM A SAUCER 2" TO 3" HIGH AROUND THE PLANT. SAUCERS
DIGGING HAS BEEN COMPLETED. USE ANY EXCESS SOIL FROM THE PLANTING
ALL TOPSOIL SHALL BE RETAINED AND REUSED IN PLANTING HOLES AFTER
4.
3.
2.
1.
SHEET NOTES:
8.
7.
6.
5.
LP501
1
OUT THE GUARANTEE PERIOD.
A PLUMB POSITION THROUGH-
FOR MAINTAINING TREES IN
CONTRACTOR IS RESPONSIBLE
TREES. HOWEVER, THE
OPTION ON HOW TO STAKE
IT IS THE CONTRACTOR'S
NOTE:
2.

1.
OF HOLE PRIOR TO PLANTING.
SCARIFY BOTTOM AND SIDES

TO BE IN CONTACT WITH TRUNK.
NOTED OTHERWISE. NO MULCH
HARDWOOD MULCH UNLESS
CONIFER TO HAVE SHREDDED
NOTE:
BALL.
PENETRATE ROOT
STAKE SHALL NOT
NOTE:
BALL.
PENETRATE ROOT
STAKE SHALL NOT
NOTE:
LP501
2
LP501
3
LP501
4
MIN.
1'-0"MIN.4'-0"6"2'-0" MIN.VARIES(1 1/2" WIDE STRAP, TYP.)
OR POLYETHYLENE
1'-4" POLYPROPYLENE
STAKE
2"x2"x8'-0"
PER WIRE
FLAGGING - ONE
DRAWINGS
REFER TO CIVIL
SEEDED MULCH AREA,
OF TOTAL BACKFILL SOIL
APPOXIMATELY ONE THIRD
OTHER ORGANIC MATERIAL
COTTON COMPOST, OR
MIXTURE WITH CLAY BUSTER,
ALONG WITH PLANTING SOIL
SOIL FROM ALTERED GRADE
TIP OF TREE
OR DAMAGE
DO NOT PRUNE
LEADER
DO NOT CUT
ORIGINAL SOIL
AND TAPERS DOWN TO
ROOT BALL "KNEES"
BACKFILL SOIL COVERS
STEEL T-POST
HARDWOOD MULCH
3" DEPTH SHREDDED
TOP OF ROOT BALL
NO BACKFILL SOIL COVERS
OR FROZEN.
CONDITIONS. NO PLANTING SHALL OCCUR IF THE GROUND IS MUDDY
AND COMPLETED PRIOR TO DECEMBER 15, DEPENDING ON WEATHER
FALL PLANTING SHALL BE ACCOMPLISHED BEGINNING OCTOBER 15
PLISHED BEGINNING MARCH 1 AND COMPLETED PRIOR TO JUNE 1.
SPRING PLANTING FOR TREES AND SHRUBS SHALL BE ACCOM-
SHOULD COVER THE ENTIRE SAUCER AREA OF EACH PLANT.
INDIVIDUALLY PLANTED TREE, SHRUB AND PERENNIAL FLOWER AND
SPREAD TO A DEPTH OF 3" AND AT A RADIUS OF 16" AROUND EACH
OF NEW PLANT MATERIAL. SHREDDED HARDWOOD MULCH SHALL BE
MATERIAL SHALL BE COMPLETED WITHIN 48 HOURS AFTER PLANTING
INSTALLATION OF SHREDDED HARDWOOD MULCH AROUND PLANT
BRAGG, FAYETTEVILLE AREA AND OR STATE OF NORTH CAROLINA.
BE PURCHASED FROM LOCAL AREA NURSERIES AROUND THE FT.
ZONE 8 OF THE UNITED STATES. ALSO, PLANT MATERIAL SHOULD
PURCHASE STOCKED PLANTS THAT ARE ADAPTED TO HARDINESS
THE EXISTING LANDSCAPE UNLESS PLANTING ON A SLOPE.
WITHIN 5'-0" OF THE PLANTING HOLE. GRADE THE AREA TO MEET
CLEAR, REMOVE AND DISPOSE OF BRUSH, SNAGS, AND RUBBISH
SECOND BRANCH
TREE WRAP TO
WIRE TWISTED
GAUGE GALV.
(2) STRANDS NO. 14
GRADE
TO 2" ABOVE
BALL RISES 1"
TOP OF ROOT
MULCH
HARDWOOD
SHREDDED
3" DEPTH
HOLE
PLANTING
SHAPED
SAUCER-
NO SCALE
CL CL
MATERIAL, (TYP.)
OF CONTAINERIZED
HAND LOOSEN ROOTS
NOTE:
PLANTING DETAIL
PERENNIAL FLOWER /
LP501
5
UNDISTURBED SOIL
TREE SITS ON
BALL DIAMETER
SIZE OF ROOT
SHALL BE 3 TIMES
PLANTING HOLE
FROM THE ROOT BALL
AND BURLAP AWAY
12" OF WIRE BASKET
REMOVE UPPER 2/3 OR
MIN.4"MIN.
4"
O.C., (TYP.)
1'-4"
SEE PLANT SCHEDULE
VARIES
OF TOTAL BACKFILL SOIL
APPOXIMATELY ONE THIRD
OTHER ORGANIC MATERIAL
COTTON COMPOST, OR
MIXTURE WITH CLAY BUSTER,
ALONG WITH PLANTING SOIL
SOIL FROM ALTERED GRADE
PERENNIAL FLOWER PLANTING
EXISTING SUBSOIL
GRADE
TO 4" ABOVE
SOIL SAUCER 2"
SUBGRADE
SOIL)
OF TOTAL BACKFILL
APPROXIMATELY 1/3
ORGANIC MATERIAL
COMPOST, OR OTHER
BUSTER, COTTON
MIXTURE WITH CLAY
AMEND PLANTING SOIL
HARDWOOD MULCH
3" (DEPTH) SHREDDED
EVERY 3"
1/8" to 1/4" DEEP
VERTICAL SCORE
OR POTS
WIRE BASKS AND/
REMOVE ALL TIES,
GRADE
SURROUNDING
2" TO 4" ABOVE
SHOULD BE
TOP OF BALL
SOIL)
OF TOTAL BACKFILL
APPROXIMATELY 1/3
ORGANIC MATERIAL
COMPOST, OR OTHER
BUSTER, COTTON
MIXTURE WITH CLAY
AMEND PLANTING SOIL
ROOT BALL
COVERS TOP OF
NO BACKFILL SOIL
DRAWINGS
REFER TO CIVIL
SEEDED MULCH AREA,
2" x 2" x 8'-0" STAKE
INTERVALS, (TYP.)
AT 120 DEGREE
14 GA. WIRE - 3'-0"
DOUBLE STRAND
TYP.)
(1 1/2" WIDE STRAP,
OR POLYETHYLENE
1'-4" POLYPROPYLENE
PER WIRE
FLAGGING - ONE
BACKFILL SOIL)
APPROXIMATELY 1/3 OF TOTAL
OTHER ORGANIC MATERIAL
COTTON COMPOST, OR
MIXTURE WITH CLAY BUSTER,
AMEND PLANTING SOIL
SET AT ANGLE
WOOD STAKE
2" x 2" x 2'-0"
DRAWINGS
REFER TO CIVIL
SEEDED MULCH AREA,
ORIGINAL SOIL
AND TAPERS DOWN TO
ROOT BALL "KNEES"
BACKFILL SOIL COVERS
HARDWOOD MULCH
3" DEPTH SHREDDED
ROOT BALL
COVERS TOP OF
NO BACKFILL SOIL
UNDISTURBED SOIL
TREE SITS ON
GRADE
TO 2" ABOVE
BALL RISES 1"
TOP OF ROOT
MULCH
HARDWOOD
SHREDDED
3" (DEPTH)
HOLE
PLANTING
SHAPED
SAUCER-
BALL DIA.
SIZE OF ROOT
BE 3 TIMES
HOLE SHALL
PLANTING
FROM THE ROOT BALL
AND BURLAP AWAY
12" OF WIRE BASKET
REMOVE UPPER 2/3's OR
CIVIL DRAWINGS
AREA, REFER TO
SEEDED MULCH
SURROUNDING GRADE
BE 2" TO 4" ABOVE
TOP OF BALL SHOULD
TO CIVIL DRAWINGS
HARDWOOD MULCH, REFER
3" (DEPTH) SHREDDED
CIVIL DRAWINGS
AREA, REFER TO
SEEDED MULCH
CUT LEADER
DO NOT
SAUCER
MULCH
HARDWOOD
SHREDDED
BERM
EARTH
GRADE
BASE
UNDISTURBED
FIRM,
.03'VARIES
24" MIN.
18" to
FIRM, UNDISTURBED BASE
BALL DIAMETER
BE 3 TIMES SIZE OF ROOT
PLANTING HOLE SHALL
HARDWOOD MULCH
3" (DEPTH) SHREDDED
SAUCER
EARTHEN
GRADE
ABOVE SURROUNDING
SHOULD BE 2" TO 4"
TOP OF ROOT BALL
ESTABLISHMENT PERIOD.
PLANTED TREES FOR THE DURATION OF THE
IRRIGATION OR OTHER WATERING METHODS FOR ALL
CONTRACTOR TO PROVIDE GATOR BAG, TEMPORARY
TREES.
CONTAIN SUFFICIENT MOISTURE TO SUPPORT THE
PLANTING SOIL SHALL NOT BE COMPACTED AND SHALL
REMOVE TREE STAKES 90 DAYS AFTER PLANTING.
CONDITIONS. REFER TO SEEDING SPECIFICATION 32 92 19.
SEPTEMBER 1 THROUGH FEBRUARY 28 DEPENDING ON WEATHER
AND "WARM SEASON" GRASSES SHALL BE PERFORMED FROM
PERMANENT AND TEMPORARY SEEDING FOR "COOL SEASON"
12.
11.
10.
9.
LP501S.HAGGARDM.MAYERLANDSCAPE DETAILSC. LOWE
BSDLP601.dgnU.S. ARMY CORPS OF ENGINEERSWILMINGTON, NORTH CAROLINAANSI DCHECKED BY:DRAWN BY:ISSUE DATE:XXXXXX-XX-X-XXXXSHEET ID FILENAME:B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SOLICITATION NO.:DESIGNED BY:1
A MARKSIZE:SUBMITTED BY:DATECONTRACT NO.:®of Engineers
US Army Corps
CATEGORY CODEDESCRIPTIONMASON & HANGERQ:\014503 SOF Special Tactics Facility Phase 3\CAD_BIM\_Sheets\06_Lndscp\BSDLP601.dgn2/13/20176:16:30 PMFORT BRAGG, NC69 DARLINGTON AVENUEWILMINGTON DISTRICT141-86-05FY17, PN 76514SOF SPECIAL TACTICS FACILITY, PHASE 3SITEFEBRUARY 2017W912PM-17-R-0001READY TO ADVERTISE
GENERAL NOTES
LT
X
SS X
SCIENTIFIC NAME COND.QTY SIZE REMARKSHEIGHTCOMMON NAMEPLANT SYMBOL
---
DETAIL
P L A N T S C H E D U L E
------
---
---
---
2" CALIPER
1 1/2" to
---
---
EASTERN REDBUD Cercis canadensis
---
TREES - (Medium/Ornamental: 15' to 30' Height)
TREES - (Large: 30' to 100' Height)
CONT.
3 GAL.
Juniperus virginiana
FLOWERING DOGWOOD Cornus florida
EASTERN RED CEDAR
WAX MYRTLE
DOWNY SERVICEBERRY Amelanchier arborea
Myrica cerifera
---
CONT.
3 GAL.---
SHRUBS - (Medium: 4' to 12' Height)
Kalmia latifoliaKALMIA (MOUNTAIN-LAUREL)
---
---
2" CALIPER
1 1/2" to ---
6'-0" HEIGHT
4'-0"to
6'-0" HEIGHT
4'-0"to
6'-0" HEIGHT
4'-0"to
6'-0" HEIGHT
4'-0"to
6'-0" HEIGHT
4'-0"to
CONT.
1 GAL.
OF SOILS. VERY DROUGHT RESISTANT. WOOD IS FRAGRANT. FOLIAGE IS BRIGHT GREEN TO DARK GREEN.
DENSE CONICAL CROWN (VARIED OR IRREGULAR). DARK BLUE FRUIT IS BERRY-LIKE. CAN GROW ON VARIETY
PLANT APPROX. AT 20'-0" O.C. REACHES 30'-0" to 45'-0" IN HEIGHT. THE TRUNK IS STRAIGHT AND HAS A POINTED,
GROWS IN ACIDIC, MOIST WELL DRAINED SOILS.
PARTIAL SHADE. WHITE SPRING FLOWERS GIVE WAY TO 1/4" FRUIT LOVED BY BIRDS. BEAUTIFUL FALL COLOR.
PLANT APPROX. AT 15'-0" O.C. REACHES 15'-0" to 25'-0" IN HEIGHT. MEDIUM GROWTH RATE. FULL SUN TO
A ROSY-PINK WITH PURPLISH TINGE. FLOWERS FOR 2 TO 3 WEEKS.
GREEN BUT CAN BE AN EXCELLENT YELLOW. FLOWERS ARE PERFECT, REDDISH PURPLE IN BUD, OPENING TO
PLANT APPROX. AT 30'-0" O.C. REACHES 20'-0" to 30'-0" IN HEIGHT. FALL COLOR IS USUALLY A POOR YELLOW-
AUTUMN. BRACTS BLOOM WHITE IN SPRING FOR 2-3 WEEKS. CLUSTERS OF BRIGHT RED FRUIT INTO WINTER.
WITH HORIZONTAL BRANCHES. OPPOSITE, DECIDUOUS MIDGREEN LEAVES THAT TURNS RED AND PURPLE IN
PLANT APPROX. AT 25'-0" O.C. REACHES 25'-0" to 30'-0" IN HEIGHT. SHORT TRUNK WITH FULL, ROUNDED CROWN
THICKETS. ALSO KNOWN AS SPOONWOOD SINCE NATIVE AMERICANS MADE THEIR SPOONS FROM PLANT.
TO JUNE. LEAVES TURN A WINE COLOR IN FALL. FLOWERS ARE STAR SHAPED. PLANT CAN GROW IN LARGE
PLANT APPROX. AT 8'-0" O.C. REACHES 5'-0" (to 12'-0") IN HEIGHT. TERMINAL WHITE FLOWER CLUSTERS APRIL
FLAMMABLE PLANT. PREFERS MOIST SANDY SOILS. FRUITS MATURE IN AUTUMN AND PERSIST UNTIL SPRING.
AS A DENSE HEDGE FOR SCREENING. FRUIT WAS USED BY COLONISTS TO MAKE BAYBERRY CANDLES. A VERY
PLANT APPROX. AT 20'-0" O.C. REACHES 20'-0" to 30'-0" IN HEIGHT. POPULAR LANDSCAPE TREE. OFTEN GROWN
ACORNS ARE SMALL AND TAPERED IN SHAPE. SHORT THICK TRUNK WITH PICTURESQUE HORIZ. BRANCHING.
OPEN REACH APPROXIMATELY 50' WITH CROWNS OF 150' OR MORE. BARK IS LONGITUDINALLY FURROWED.
PLANT ACCORDING TO LOCATION ON PLANS. REACHES to 40'-0" to 80'-0" IN HEIGHT. TREES GROWING IN THE
CONT.
CONT.
CONT.
CONT.
CONT.
CONT.
RED MAPLE 'RED SUNSET'Acer rubrum
2" CALIPER
1 1/2" to ---
LANDSCAPE DESIGNERS. SOFT GRAY BARK COLOR. SOIL TOLERANT.
ORANGE TO RED FALL COLOR. ONE OF THE BEST RED MAPLE CULTIVARS CONSIDERED BY NURSERYMEN AND
PLANT APPROX. AT 50'-0" O.C. REACHES 40'-0" to 60'-0" IN HEIGHT. MEDIUM - FAST GROWTH RATE. EXCELLENT
CONT.
WILLOW OAK Quercus phellos
2" CALIPER
1 1/2" to ---
DROUGHT, POLLUTION, AND STANDING WATER. LEAVES EASY TO CLEAN UP.
MODERATE WATER REQUIREMENTS. FALL COLOR IS YELLOW TO YELLOW-BROWN. TOLERANT OF HEAT AND
PLANT APPROX. AT 45'-0" O.C. REACHES 60'-0" to 75'-0" IN HEIGHT. A RELATIVELY FAST GROWING SPECIES.
CONT.
DWARF YAUPON HOLLY ------
CONT.
1 GAL.
CONT.
1 GAL.------
CONT.
1 GAL.------
CONT.
1 GAL.------
CONT.
1 GAL.------
CONT.
1 GAL.------
CONT.
1 GAL.------
MT
X
MS X
QUANTITY
INDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Medium to Large: 4' to 12'
PLANT SYMBOL LEGEND
CONT.
1 GAL.------
FG
X
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
PERENNIAL FLOWER / GRASS - (.5' to 4'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Large: 30' to 100'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
TREE - (Medium/Ornamental: 15' to 30'
QUANTITY
IDENTIFICATION NUMBER
in Height at Maturity)
SHRUB - (Small: 2' to 8'
SHRUBS - (Small: 2' to 8' Height)
PERENNIAL FLOWER / GRASS - (Small to Medium: .5' to 4' Height)
CONT.
1 GAL.------
CONT.
1 GAL.------
CHOKEBERRY 'UPRIGHT RED'Aronia arbutifolia 'Erecta'
INKBERRY Ilex glabra
CARDINAL FLOWER
PICKERELWEED
TALL SEDUM
SOFT RUSH
SWEET FLAG
Lobelia cardinalis
Pontederia cordata
Sedum x 'Matrona' (Crassulaceae)
Juncus effusus
Acorus calamus
5/LP501
4/LP501
3/LP501
3/LP501
2/LP501
1/LP501
1/LP501
1/LP501
1/LP501
1/LP501
1/LP501
1/LP501
1/LP501
5/LP501
5/LP501
5/LP501
5/LP501
5/LP501
5/LP501
4/LP501
4/LP501
4/LP501
2.
1.
IN MAY PRECEDE THE FRUIT (NOT EATEN BY BIRDS) IN SUMMER. QUITE SHADE TOLERANT. SLOW GROWING.
RED FALL COLOR. ALSO HAS A PROFUSE PRODUCTION OF RED FRUIT. THE PROFUSION OF WHITE FLOWERS
PLANT APPROX. AT 2'-0" O.C. REACHES 5'-0" to 7'-0" IN HEIGHT. IS A VERY UPRIGHT SHRUB WITH EXCEPTIONAL
TO PART SHADE. CANE-LIKE STEMS AND COMPOUND LEAVES RESEMBLE BAMBOO.
INTERESTING FOILAGE AND SPECTACULAR RED FRUIT DISPLAY. DROUGHT AND SHADE TOLERANT. FULL SUN
PLANT APPROX. AT 2'-0" O.C. REACHES 1'-0" to 2'-0" IN HEIGHT. UPRIGHT, EVERGREEN SHRUB GROWN FOR
NEEDS MINIMAL PRUNING. WHITE FLOWERS ARE NOT SHOWY. EVERGREEN SHRUB. ATTRACTS BIRDS.
POLLINATE FEMALE PLANTS TO PRODUCE BERRY LIKE DRUPES. FULL SUN TO PART SHADE. GENERALLY
PLANT APPROX. AT 6'-0" O.C. REACHES 5'-0" to 8'-0" IN HEIGHT. PLANT A MALE PLANT NEARBY IN ORDER TO
BIRDS BUT NOT CARDINALS. BLOOMS IN JULY TO SEPTEMBER. BLOOM COLOR IS PINK, RED AND WHITE.
SHORT-LIVED CLUMP FORMING PERENNIAL. FLOWERS ARE VERY ATTRACTIVE TO BUTTERFLIES AND HUMMING-
PLANT APPROX. AT 1'-6" O.C. REACHES 2'-0" to 4'-0" IN HEIGHT. TYPICALLY GROWS IN MOIST LOCATIONS. A
MARGINAL AQUATIC PERENNIAL. FULL SUN. EDIBLE FRUIT. ATTACTS BUTTERFLIES.
BLOOMS FROM JUNE TO OCTOBER. SOFT BLUE FLOWER COLOR. A VIGOROUS, DECIDUOUS, EMERGENT
PLANT APPROX. AT 1'-6" O.C. REACHES 2'-0" to 4'-0" IN HEIGHT. NEEDS FULL SUN FOR BEST FLOWERING.
THAN SEDUM 'AUTUMN JOY.' AVERAGE TO DRY SOILS. REMINDS US OF AN OLD GRAMDMA IN A PINK BANDANA.
REDDISH-PURPLE UPRIGHT STEMS, AND LARGE, PALE PINK FLOWER HEADS IN LATE SUMMER. 4-6" TALLER
PLANT APPROX. AT 2'-0" O.C. REACHES 2'-0" to 3'-0" IN HEIGHT. BRONZY-GREEN FOILAGE; STRONG, SHINY,
BLOOM COLOR FROM JUNE TO AUGUST. LOW MAINTENANCE. WILL NATURALIZE.
ING STANDING WATER TO 4" DEEP. TOLERATES LIGHT SHADE, BUT BEST IN FULL SUN. YELLOWISH-GREEN
PLANT APPROX. AT 3'-0" O.C. REACHES 2'-0" to 4'-0" IN HEIGHT. EASILY GROWN IN MOIST TO WET SOILS, INCLUD-
FLOWER BLOOM COLOR IS NOT SHOWY. LOW MAINTENANCE. TOLERATES WET SOIL, DENSE SHADE.
PERENNIAL THAT FEATURES IRIS-LIKE, SWORD-SHAPED LEAF BLADES. FULL SUN TO PART SHADE. GREENISH
PLANT APPROX. AT 1'-6" O.C. REACHES 2'-0" to 2'-6" IN HEIGHT. A DECIDUOUS, SPREADING, MARGINAL AQUATIC
Ilex vomitoria 'Nana'
CONT.
Ceanothus Americanus
RC
X
PO
X
POST OAK Quercus stellata
RM
X
LONGLEAF PINE Pinus Palustris
DROUGHT, HEAT TOLERANT.
GENERATIONS. GROWS AT MODERATE PACE. GROWS ONE WELL DRAINED USUALLY SANDY SOIL.
PLANT APPROX. AT 20'-0" O.C. REACHES 90'-0" to 120'-0" IN HEIGHT. LONG-LIVED TREE LASTING FOR
LP
X
WO
X
X
FD
X
DS
ML X
SWEET PEPPERBUSH Clethra alnifoliaSPX
WHITE OR VERY PALE PINK, BLOOMING IN LATE SUMMER.
LEAVES WITH A SERRATED MARGIN. GREEN TURNING YELLOW-GOLDEN DURING AUTUMN. THE FLOWERS ARE
PLANT APPROX. AT 6'-0" O.C. REACHES 4'-0" to 10-0" IN HEIGHT. DECIDUOUS SHRUB WITH OBOVATE TO OBLONG
WM X
NTX
IB X
YH X
CBX
CF
X
SR
X
SF
X
PW
X
TS
X
TG
X
BUTTERFLY WEED Asclepias tuberosa
TICKSEED Coreopsis spp.
NEW JERSEY TEA
TO EARLY FALL.
GROWN IN SHALLOW STANDING WATER UP TO 2-4". REQUIRES FULL SUN. FLOWERS FROM EARLY SUMMER
PLANT APPROX. AT 2'-0" O.C. REACHES 1'-0" to 3'-0" IN HEIGHT. GROW IN MEDIUM TO WET SOILS. MAY BE
SOIL DRAINED IS CRITICAL. A GOOD MASS PLANTING FOUNDATION SHRUB. HEAT TOLERANT.
SUMMER, SPRING. BROADLEAF EVERGREEN SHRUB. PARTIAL SUN TO SUN. CAN PRUNE AT ANY TIME. GOOD
PLANT APPROX. AT 5'-0" O.C. REACHES 3'-0" to 5'-0" IN HEIGHT. WHITE, BUT NOT SHOWY FLOWER IN EARLY
PLANT APPROX. AT 1'-0" O.C. REACHES 1'6" to 48" IN HEIGHT.
X
ER
BW
X
APPEARANCE.
ALL RELATED PLANT SPECIES SHALL BE SIMILAR IN
LANDSCAPE PLANS.
PLAN AND SHEETS LP110 THROUGH LP114 FOR ENLARGED
REFER TO SHEET LP101 FOR OVERALL LANDSCAPE
31
2
49
19
22
20
4
10
500
740
1600
640
LP601S.HAGGARDM.MAYERLANDSCAPE PLANT SCHEDULEC. LOWE

SOF STF Phase 3
Fort Bragg, Hoke County, North Carolina
Mason & Hanger Page - a.11 -

APPENDIX K
SKIMMER SEDIMENTATION BASIN CALCULATIONS

FMM SOF Phase 3
Skimmer Basins
Hoke NOAA-B County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.68 4.66 5.44 6.52 7.38 8.28 3.04
Storm Data Source: Hoke NOAA-B County, NC (NRCS)
Rainfall Distribution Type: Type NO_B
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 4/18/2018 5:52:21 PM
FMM SOF Phase 3
Skimmer Basins
Hoke NOAA-B County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 10-Yr
Identifier (cfs)
----------------------------------------------------------------------------------
SUBAREAS
Basin 1 38.29
Basin 2 23.61
REACHES
OUTLET 61.90
WinTR-55, Version 1.00.10 Page 1 4/18/2018 5:52:32 PM
FMM SOF Phase 3
Skimmer Basins
Hoke NOAA-B County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
Basin 1 Newly graded area (pervious only) A 9.78 77
Total Area / Weighted Curve Number 9.78 77
==== ==
Basin 2 Newly graded area (pervious only) A 6.03 77
Total Area / Weighted Curve Number 6.03 77
==== ==
WinTR-55, Version 1.00.10 Page 1 4/18/2018 5:52:48 PM
Okay
9.78 Disturbed Area (Acres)
38.29 Peak Flow from 10-year Storm (cfs)
17604 Required Volume ft3
12444 Required Surface Area ft2
78.9 Suggested Width ft
157.8 Suggested Length ft
70 Trial Top Width at Spillway Invert ft
168 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
58 Bottom Width ft
156 Bottom Length ft
11700 Bottom Area ft2
26514 Actual Volume ft3 Okay
14814 Actual Surface Area ft2 Okay
40 Trial Weir Length ft
0.5 Trial Depth of Flow ft
42.4 Spillway Capacity cfs Okay
4 Skimmer Size (inches) Skimmer Size
0.333 Head on Skimmer (feet) (Inches)
1.75 Orifice Size (1/4 inch increments) 1.5
4.31 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8
Skimmer Basin
Okay
6.03 Disturbed Area (Acres)
23.61 Peak Flow from 10-year Storm (cfs)
10854 Required Volume ft3
7673 Required Surface Area ft2
61.9 Suggested Width ft
123.9 Suggested Length ft
55 Trial Top Width at Spillway Invert ft
140 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
43 Bottom Width ft
128 Bottom Length ft
5504 Bottom Area ft2
12544 Actual Volume ft3 Okay
7700 Actual Surface Area ft2 Okay
24 Trial Weir Length ft
0.5 Trial Depth of Flow ft
25.5 Spillway Capacity cfs Okay
4 Skimmer Size (inches) Skimmer Size
0.333 Head on Skimmer (feet) (Inches)
1.5 Orifice Size (1/4 inch increments) 1.5
3.62 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8
Skimmer Basin
Mason & Hanger
300 West Vine Street
Suite 1300
Lexington, KY 40507
859.252.9980
masonandhanger.com