SW6120604_HISTORICAL FILE_20120620

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW CQ�fi6�I4
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
«HISTORICAL FILE
DOC DATE
Anig Q(JID j
YYYYMMDD

CALL SIGN
E N G I N E E R S
June 19, 2012
NCDENR, Division of Water Quality
Attn: Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Airmen's Campus B309 Parking Lot
Pope AAF, NC
Dear Sirs:
Attached is information pertaining to an application for a Stormwater Management
Permit for the above referenced project. Attached to this package is a list of items that
are included in the package.
Should you have any questions or require additional information, please do not hesitate
to contact either me at 910.486.0700.
Sincerely,
CALL SIGN ENGINEERS
C. Heath Wadsworth, PE, LEED AP
104 GILLESPIE STREET I FAYErTEvILLE I NORTH CAROLINA 1 28301 1 910.486.0700 I CALLSIGNENGINEERS.COM
ecwuiee-ois.+sueo v[r [w�Nownzo sM •�� flu�ie.cse

I t

CALL SIGN
E N G I N E E R S
Date: June 19, 2012
Re: Stormwater Management Permit Package Contents
Airmen's Campus B309 Parking Lot
Pope AAF, NC
Package Contents:
1. Check for $505
2. Original - SWU-1.01 Permit Application Form
3. Copy - SWU-101 Permit Application Form
4. Required Items Checklist
5. Signed and Executed O&M Agreement (BMP 1 and BMP 2)
6. Stormwater Management Plan and Computations (Contains
Supplemental Forms, supporting calculations, soils report, etc.)
7. 2 sets of full-sized sets of construction drawings
If you need additional information, or have any questions, please contact me
([e-mail]; 910-486-0700)
Thanks,
C. Heath Wadsworth, PE, LEED AP
IOd GILLESPIE STREET I FAYETTEVILLE I NORTH CAROLINA 1 28301 1 910,486.0700 I CALLSIGNENGINEERS.COM
5ERVILF-015✓•RLNO VETER-0---ALL yUjiRE$$

Permit Noywa) 7-o6oL '
(to be assigned by DINO)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided
to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
$0
1. Plans (1" - 50' or larger) of the entire site showing:
DMP b Z
- Design at ultimate build -out,
GG O j
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
$(1('- of 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
$Me-02 Cell dimensions
LG� 01 Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
I1 d 13Me-01 3. Section view of the bioretention cell (1" = 20' or larger) showing:
BM P-OZ Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers (ground Level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), 457 stone, underdrains (if applicable),
SHWT tevel(s), and overflow structure]
,4!& * 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include: ]N L�vp�jP l µ t_77yP'W4--r6'?_ "r-T—
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species, l3 7 r�1S
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail, V?{'� - D t f$ M
The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
� ✓ [ r 6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
�f� 3f+� 7. The supporting calculations (including underdrain calculations, if appfcable).
* W W 1 N"V DE-J> (IV ,4ra "v,rA1VL t o r T
kn AcbtCD 8. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
1Hw 9. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7 Part III, Page 1 of

Application Completeness Review
r}� First Submittal ❑ Re -submittal Date Received: 6 2toltz- Date Reviewed:
Development/Project Name: Pope, CAB-347.
Receiving stream name A( c5k r xx r- j< _ Classification
Liver Basin: CNPE F,SA-It
iz By.Bill Diuguid(X�
at
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-ll, WS-I11, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TIP removal,
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): _ j4 fry
Latitude and Longitude: -75 /D /8 . 1 J -71 D /* W Jurisdiction eorr 4A-.r / CcAZWWykb
Project Address: o*1k 1gbj `5 c_*-mrµ s ,fir ps cG,Uy- 7o MAYIJ rtR'h s rAdE,E'F
Engineer name and firm: C. P1 L VAdS-f-!5k_A, F- .
Phone: !o -'V-R6 -- o 7 e a Email: . rYt . " e.c,'
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction Yes or ❑ Wo
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets 11}-High Density ❑ Other
O pr -a- 401/404 im acts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
r," BUA 6 � %
Check for $505.00 included
wl�nginal signature (not photocopy) on application
aK Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage,aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
--e- For subdivided projects, a signed and notarized deed restriction statement
V ealed, signed & dated calculations
1 Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
3 Bioretention
❑ Dry Detention Basin
Q Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
Q Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
a/Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
V Narrative Desorption of stormwater management provided
5/ Soils report provided
�) -a--' Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
J adjacent property
Ur Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
Dimensions & slopes provided
❑ Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
BMP operation and maintenance agreements provided
91/A.pplication complete CQ Application Incomplete Returned: (Date)
Comments
May 5, 2011 Revision, Bill Diuguid

c
Stormwater Management Plan
And
Computations
Airmen's Campus B309 Parking Lot
Pope AAF, NC
Prepared For:
Barnhill Contracting Company
■ RARNHILL
CONTRACnNG
■ COMPANY
1100 Robeson Street
Fayetteville, NC 28305
Contact: Graham Moore
Prepared By:
CALL SIGN
E N G I N E E R S
104 Gillespie Street
Fayetteville, NC 28301
Lic. No. C-3485
Hydraulics Engineer:
C. Heath Wadsworth, PE, LEED AP
Lic. No. 28421
June, 2012
CARE` �
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SEAL.
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1. Project Location:
The project site is located at Pope AFF, NC between Maynard Street and Reilly Road on the
Airmen's Campus. See the below Vicinity Map.
Vicinity Map - Approximate site limits shown in red (north pointing towards top of page).
2. Existing Condition:
The existing site is an undeveloped field, consisting mostly of maintained grass.
Soil Infiltration: A soil infiltration test was performed by KAM Engineering Services on -site
near the proposed BMP locations. Based upon the soils encountered in the soil test borings,
the results from laboratory testing, and the results from field infiltration testing, the near
surface soils will drain at a rate of approximately 0.01 to 0.09 inches per hour. According to
the NCDENR Stormwater 13MP Manual, soils must have a minimum infiltration rate of 0.52
inches per hour to be suitable for infiltration. Therefore, the proposed stormwater control
measures are bio-retention basins equipped with underdrain systems. The depth to the
seasonal high water table (Sl-IWT) with the vicinity of the stormwater control measures ranges
between 86 to 102 inches. The soils report has been included in the Supporting
Documentation section of this Report. The SWHT is also shown on the project plan sheet
profiles included i1n this Report.
Airmen's Campus B309 Parking Lot
Stormwater Management Report 6/4/2012

3. Proposed Condition:
The proposed site/grading plans (CSOI and CG01) and stormwater BMPs (BMP01 and BMP02)
are shown in the Supporting Documentation section of this report. The site and grading plans
propose to re -grade the site so that it can be utilized as a proposed parking lot, the re -graded
surface will be covered with an asphalt parking lot. BMP #1 is a sod covered bio-retention
basin that is located within the parking lot island. The parking lot drainage area that is
upstream of the basin will sheet flow into BMW #1. BMP 42 is a sod covered bio-retention
basin located outside the northwest corner of the parking lot. The parking lot drainage area
will be collected into a small storm system and discharge through a rip rap level-
spreader/forebay into BMP #2.
Since the existing site is an undisturbed open space area, the proposed parking lot is
considered as new development, or built -upon area. The proposed site is considered as high -
density since it has a built -upon area greater than twenty-four percent (24%). Therefore, the
proposed stormwater controls are being installed to meet the post -construction stormwater
permitting rules for high -density development as regulated by NC Division of Water Quality.
The proposed stormwater BMPs are bioretention basins. The subsequent sections outline the
design functionality of the proposed stormwater controls. The NCDENR-DWQ re uired
documentation is included in the SuI212orting Documentation section of this report.
4. Methodologies and Parameters:
Drainage Area: A combination of G1S mapping, field reconnaissance, and topographic
surveys were used to estimate the drainage area and patterns, as well as the landuse. See the
Pre- and Post -Development Drainage Area Maps in the Supporting Documentation section for
further detail.
Rainfall: Tlne Precipitation Frequency Data Server (PFDS) provided by NOAA`s National
Weather Service was used to determine rainfall depths for the 1-yr, 10-yr, and 100-yr, 24-hour
storns within the vicinity of Fort Bragg, NC.
Hydrology: The Natural Resource Conservation Service (NRCS) Curve Number (CN) method
(as outlined in TR-55) was used within Bentley PondPack v8i to determine the inflow
hydrographs for the l-yr, 10-yr, and 100-yr, 24-hours store events.
Hvdrs: The designs flows were routed through the proposed BMP using Bentley
PondPack v8i. The basin stage -storage information was determined from the proposed
grading plan. See the PondPack h-tput and Output in the Supporting Documentation section
for further detail.
5. Proposed Stormwater Treatment and Quality Control:
The proposed bioretention basins provide water quality treatment. The water quality
treatment volume is detaiined and will be drawdown slowly through natural infiltration and
the 6-inch underdrain systems.
Airmer's Campus B309 Parking Lot
stormwater Management Report 6/4/2012

Water Quality Volume Provided in Basins = 3,887 cu. Ft.
(Basin #1=1,433 cu. Ft_; Basin #2 = 2,454 cu. Ft.)
Water Quality Volume from Runoff of 1-inch Storm = 3,008 cu. Ft.
The proposed stornwater BMWs have adequate volume to capture and detain the first -flush
storm event for the proposed site area.
6. Proposed Stormwater Attenuation and Quantity Control:
The pre- and post -development peak discharge attenuation requirement was assessed for the
entire developed site area. The site peals discharge is reduced during the post -development
condition for the 1-yr, 24-hour storm event.
Site Pre -Development 1-yr, 24-hr Discharge = 0.49 cfs
Site Post -Development 1-yr, 24-hr Discharge = 0.33 cfs
Bioretention Basin #1 (SHNVr EL = 212.3)
Basin Minimum EL = 217.5; Max EL = 218.6, Riser Spillway EL = 218.45
Storm Event
Max Flow in (cfs)
Max Flow out (cfs)
Max Basin WSEL
1-yr
1.2
0.1
218.46
10-yr
2.6
2.5
218.59
100-yr
4.3
4.1
218.64
Bioretention Basin 92 (SHWI EL = 208.0)
Basin Minimum EL = 213.0; Max EL = 215.0; Riser Spillway EL = 214.00
Storm Event
Max Flow in (cfs)
Max Flow out (cfs)
Max Basin WSEL
1-yr
21
0.3
214.01
10-yr
4.7
4.5
214.16
100-yr
7.8
7.5
21427
Supporting Documentation:
- NCDENR-DWQ BMP Forms (w/ Quad Map)
- Pre- and Post -Development Drainage Area Maps
- Proposed Site and Grading Plans
- BMP Design Sheet
- Soils Report — KAM Engineering Services
- Pond Pack Input and Output
Airmen's Campus B309 Parking Lot
5tonnwater Managentent Report 6/4/2012

NCDENR-DWQ BMP Forms
Airmen's Campus 133M Parking Lot
Stormwater Management Report 614/2012

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Site Shown on USGS Quad N 104 Gillespie St.
Airmen's Campus B309 Parking Lot; CALL SIG N
w�E Fayetteville, NC 28301
Pope AAF, NC E N G I N E E R S Lic. No. C-3485
1 inch = 2,000 feet Date: 517/2012 s

Permit Number: 51f/6 t 2,06 O t
(to be provided by DWO)
m6f(PRA
HCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submiffed.
The Required Items Checklist (Part 111) must be printed, fulled out and submitted along with all of the required information.
PROJECT�INFORMATION,i:`"�s���~°'`•*�%�r'b_.�.� �t.,�:2r,;�`���;:
Project name Airmen's Campus 8309 Parking Lot
Contact name Lee Ward
Phone number 910396-2301
Date May 16. 20 12
Drainage area number Bic -Basin #I -Island Basin (BMP 1)
II'DESIGN.INF.ORMATION -;.
Site Characteristics
Drainage area 19,166 ft2
Impervious area 13,504 f?
Percent imporaious 70.5% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is prelpost control of the 1-yr, 24-hr peak flow requued7
Y (Y or N)
1-yr. 24-hr runoff depth
3.06 in
1-yr. 24-hr intensity
0.13 'n4ir
PreAevelopmenl 1-yr, 24-hr peak flow
0.490 f0isec
Post -development 1-yr, 24-hr peak flow
0.330 tolsec
PrelPost 1-yr, 24-hr peak control
-0.160 ff lsec
Storage Volume: Non -SA Waters
Minimum volume required
1,093.0 tt3
Volume provided
1,433.0 ft3
OK
Storage Volume: SA Waters
1.5' runoff volume
NIA 03
Pre -development 1-yr, 24-hr runoff
Ili
Post -development 1-yr, 24-hr runoff
It,
Minimum volume required
NIA It3
Volume provided
NIA R3
OK
Cell Dimensions
Ponding depth of water
11.4 inches
OK
Ponding depth of water
0.95 It
Surface area of the top of the bioretention cell
2,3350 f?
OK
Length:
1801t
OK
Width:
15 ft
OK
-or- Radius
It
Media and Soils Summary
Drawdown time, ponded volume
12 hr
OK
Drawdown time, to 24 inches below surface
36 hr
OK
Drawdown time, total:
48 hr
Ili -situ sort
Sod permeability
0.09 Whr
Insufficient. Increase infiltration rate or include underdrains.
Planting media soil.
Sod permeability
1.00 inthr
OK
Soil composition
% Sand (by volume)
85%
OK
% Fines (by volume)
12%
OK
Rev.a
3%
OK
J 5, 20
Parts I and II. Design Summary, Page 1 of 3

Permit Number•
(to be provided by DWQ)
Phosphorus Index (P-Index) of media 20 (unWess) OK
Form SW401-Bioretention-Rev.B
June 25, 2010 Parts I and H. Design Summary, Pogo 2 of 3

Permit Number:
(to be provided by DWO)
Basin Elevations
Temporary pool elevation 218.45 fmsl
Type of 4ioretention cell [answer "Y' to only one of the two following
questions]:
Is this a grassed cell? Y [Y or N] OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 217.5 fmsl
Depth of mulch 0 inches Insufficient much depth, unless instalfing grassed cell.
Bottom of the planting media soil 215.5 fr"
Planting media depth 2 ft
Depth of washed sand below planting media soil 0.3 It
Are underdrams. being installed?
Y
(Y or N)
How marry clears out pipes are being installed?
7
OK
What factor of safety is used for sizing the underdrains? (See
t0
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
1 it
Bottom of the cell reglmed
214.2 fmsl
SHWT elevation
212.3 fmsl
Distance from bottom to SHWT
1.9 It
Insufficient distance to SHWT_
Intemal Water Storage Zone (IWS)
Does the design include IWS
N
(Y or N)
Elevation of the top of the upturned elbow
tmsl
Separation of NS and Surface
217.5 It
Planting Plan
Number of tree species
NIA
Number of shrub species
NIA
Number of herbaceous groundcover species
NIA
#VALUE!
Additional Information
Does volume in excess of the design volume bypass the
N
[Y or N]
Excess volume must bypass cei1.
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
N
(Y or N)
Excess volume mull pass through filter.
through a vegetated filler?
What is the length of the vegetated filter?
NIA ft
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Show how How is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 tees if
SA waters)?
Y
(Y or N)
OK
Is the BMP located at least 100 feel from water suppty wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a pubfic Right of Way (ROW)?
Inlet velocity (from treatment system)
1 ftlsec
OK
Is the area surrounding the cell likely to undergo development in the
N
(Y or N)
OK
future?
Are the slopes draining to the bioretention cell greater than 20%9
N
(Y or N)
OK
Is the drainage area permanently stabreized?
Y
(Y or N)
OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8`inches gravel fo8rnved by 3-5 ft of grass)
X
Grassed swale
OK
Forebay
Other
Form SW401•Bioreterd1on•Rev.8
June 25, 2010 Parts I end II. Dntn Summary, Pago 3 of 3

Permit Number. S IA✓6) %016r pt .
Ito be wonted by OWO)
'.A
D�Op WATgQOG
NCDENR
� r
fl
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This farm must be filed out, printed and submitted.
The Required
Items Checldist (Part III) must be printed, tilled out and submitted along with a# of the required information,
1. PROJECT INFORMATION
Project name Airmen's Carpus 8309 Parking Lot
Contact name Lee Ward
Phone number 910_1%-2301
Dale May 16. 2012
Drainage any number Bio-Basur #2 (BMP 2)
A. DESIGN INFORMATION
Site Characteristics
Drainage area
36,155 ff
Impervious area
23.522 fl2
Percent impervious
65.1% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is prelpost control of the 1-yr. 24-hr peak flow required?
Y (Y or N)
1-yr. 24-v runoff depth
3.06 in
1-yr, 24-hr intensity
0.13 irrlhr
Pre -development 1-yr. 24-W peak flow
0.490 ft'lsec
Post -development 1-yr. 24-hr peak flaw
0.330 fl3lsec
Pre/Post 1-yr, 24-hr peak control
-0.160 ff313ec
Storage Volume: Non -SA Waters
Minimum volume required
1,915.0 rya
Volume provided
2,454.0 ff OK
Storage Volume: SA Waters
1.5' runoff volume N/A It
ProAevelopmenl 1-yr, 24-hr runoff ft,
Post -development 1-yr, 24-hr runoff ft
Minimum volume required WA ff3
Vdumo provided a WA ff3 OK
Cell Dimensions
Por>iling depth of water
Ponding depth of water
Surface area of the lop of the biomtention cell
Length:
with:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdowm time, to 24 inches below surface
Drawdown time, total:
In -situ sod:
Sod permeability
Planting media sad:
Sod pemmeabtdiily
Sod composition
% Sand (by volume)
% Fines (by volume)
rRev.0
June , 20
12 inches
OK
1.00 ft
2,731.0 fly
Off
501t
OK
451t
OK
ft
12 hr OK
36 hr OK
48 hr
0.01 inn Insufficient. Increase infiltration rate or include underdmins.
1.00 h%r OK
85% OK
12% OK
3% OK
Parts f and It. Design Summary, Papa 1 of 3

Permit
(to be provided by DING)
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Farts SW40143iareteabon-Rev.B
June 25, 2010 Parts I and It. Design Srunmary, Page 2 at 3

Permit Number.
(to be provided by DM)
Basin Elevations
Temporary pool elevation 214,00 fmsl
Type of bioretention cell (answer 'r to only one of the two following
questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elmation (top of ft mulch or grass sod layer) 213 fats!
Depth of mulch NIA inches Insufficient mulch depth, unless installing grassed cell.
Bottom of the planting media soil 211 fund
Planting media depth 2 ff
Depth of washed sand below planting media soil 0 ft
Are undenfrdins being installed?
Y
(Y or N)
How marry deal, out pipes are being installed?
6
OK
What factor of safety is used for sizing the underdrains7 (See
10
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 ft
the bottom of the cog to account for underdrains
Bottom of the cell required
210 Im3l
SHWT elevation
208 frnsl
Distance from bottom to SHWT
2 If
OK
Internal Water Storage Zone (IWS)
Does the design Ochude INS
N
(Y or N)
Elevation of the tap of the upturned elbow
fmsl
Separation of IWS and Surface
213 ft
Planting Plan
Number of bee species
WA
Number of shrub species
WA
Number of herbaceous gioundcover species
NIA
#VALUE!
Additional Information
Does volume in excess of the design volume bypass the
N
(Y or N)
Excess volume must bypass cell.
bioretentian ceI�
Does volume in excess of the design voume now evenly dishibuted
N
N)
Ecoess volume must pass through filter -
through a vegetated titer?
What is the length of We vegetated flter9
NIA It
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Show how flow is evenly distributed.
Is the BMP bated at least 30 feet from surface waters (50 feet if
SA waters)?
Y
(Y or N)
OK
Is the BMP located at least 100 feet from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less thart 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a put>fic Right of Way (ROW)?
Inlet velocity (from treatment system)
2 81sec
Insufficient inlet velocity urdess energy dissipating devices are being
used.
Is the area surrounding the Dail likely to undergo development in the
ftrture?
N
(Y or N)
OK
Are the slopes draining to the bioretention cell greater than 20%?
N
(Y or N)
OK
Is the drainage area pe narhently stabilized?
Y
(Y or N)
OK
Pretreatawt Used
(Indicate Type Used with an 'X' in the shaded cet)
Gravel and grass
(Winches gravel followed by 3-5 it of grass)
Grassed swale
OK
Forebay
X
Otter
Form SW401-Bioretention-Rev.8
June 25, 2010
Parts r and ill. Design Summary, Pap 3 of 3

;T 7
LUTP
;r _11,4
Drainage Area #2; J '
.� �°' - 4
` 12 ft. '_ t
Open Space
wagram and Rains Soils 5
d
(Used HSG B)
`•-
.
.. ;� • � ,L �} ,; Try � ''�.r
r i _ate ;
i Pre -Development ""'vJ<
' Drainage Area k1;
Drainage Patterns (TYP•) �h _� -
r 19,150 sq. ft.; '
F Open Space �.
i
Pre -Development Conditions 104 Gillespie St.
Airmen's Campus B309 Parking Lot; w E' CALL S' G
Fayetteville, NC 28301
Pope AAF, NC E N G I N E E R -S Lic. No. C-W5
t inch - 60 feet Date: 5/7/2012

0o8
Bio-Basin #2
WQv Required = 1,915 cu. ft.
WQv Provided = 2,576 cu. ft.
�l y j �1 ��`4�Cc�, ��. BiQ-BaSln n2
Total DA = 36,126 sq. ft.;
t Imp. Area = 23,485 sq. ft.
r
MImp = 65%
w','+..ry .� y��, '�%w��y"y-�''_ _ --�'; o` .O"�'O► ¢F�iiab s�`� /� � U
�,•t: •- 1�,. � Boring =1:
• Depth to SHWT 102 in. � *0 o4o°<Q0000e��'
�• °of' 000rvo
V/1 Approx. SHWT EL 208 �s%;o�4aa►'�oo°i
-t a 9 �► O 4%
Boring 43:
Depth to SHWT 86 in.
Approx. SHWT EL 212.3
Bio-Basin 91 �'•. _
v WQv Required =1,093 cu. ft. c Bio-Basin 91
WQv Provided =1,420 cu. ft. Total DA=19,150 sq. ft.,-
-A 1 _ Imp. Area=13,660 sq. ft
71%)
01
16
i
Post -Development Conditions "fl
Airmen's Campus B309 Parking Lot; " t Y. CALL SIGN 104 Gillespie St.
w e Fayetteville, NC 28301
Pope AAF, NC E N G I N E E R S Lic. No. C-3485
l inch - 60 feet Date: 518=12 s

1
7I-1 W-i
TYPE R ERIST ING 0'DD INLET 710E : S'a PRECAST CONE. NAM{OLE.
{RED - 243 IF IEO'D Dr COOITI�1 LTO • = 7.7
Iwv: • 207.2e' DEPTH = 7.eD FT
Iw. IN ,E1 2M.Af' DER. {•1 INV. IN IN7 = 20e.O0 I15.1
Iw. IM f51 205. IS' DER. 10.1 Iw. IN {E1 - 20e.00 I15'1
Iw. iN ISi1 = 206.15 IIE11 ,S'1 INv, OUT eft = 207.10
Iw. OUT INI = 203, 1�' {FR. N.
TTPE • COL. DWr INLET TYPE = A'• PRECAST CONC. NA -10LE,
171ATe = 20A.00 LID 211.7
DEPTH = 3.00 FT UP /.a0 rT
IN, IN IEI 20e.10 {t3.1 Iw. IN IE/ • 207.A0 415.1
[w. RIT IIp1 - 206.00 11S"1 Iw. OUT I.k 207.30 115.1
'
T�iPSS OpMC. taro+ M1AS1N
G7uTE = Pte.oe
OFPfI{ - 11.21, FT
INV, am, f.1 = 21 S.a0 I15'1
��=-
1' •A' caLRETE 0110P INLET
BASIN
i IRAS{ RACK.
3
214.0
FT
5.25 FT
IN7 = 210.0 13-A•1
", "1
2" Me","
• 714.aa 1,5"i
d'-4'AT04
r eS- - 2De.7a X-1,
■'•A' CONCRETE CROP I..
N TRASH RAC"
21e.0
": \ �9i0REiERfIOM
SIN.
SEr�OETAY�.
13 $ 35 F 3
4.1 PE 191E jjj p
q,r�EADRAIN, TYP. {A
.ia
1' mf a
;\ T351 f F-S.LFRCP \
/
-�_-.-� Apo
RRETEANP L. "OCT-AM
«2,97 Tl
W I➢1 -y � -
iF 4{OPE 27 LF,120 MO. STVWP]PE
2l 33-. era as�
Y f
Q T.
� \ a
In
L �
219 7
15 21
1 t2c+�RopAln-\
717T: ;IrT'.' .
2i9 219 S 219-a "�'l ry
1 eIA��F]RAINE AORAxx
21'J
to- : E.1 . �'�NpSII�N7 MOgN �
.lk
DAM � � .emu -'•� �
IL
�e
�00
In 0 0
W
o
)z N
4iVrWoolO
e=
y N IL cZ
�
L
NZU
r�IIz,, no LL
VW ,ILalZ
NOTES:
1. COORDINATE GRADING AND DRAINAGE PLAN WITH SITE PLAN fC5-011•
STORM'AATER MANAGEMENT PLANS f6MP-01 5 9MP-021 EROSION
CONTROL '!PLAN (EC-011, ANDICONSTRUCTION SEQUENCE IG-3).
2. ALL SITE MOR9 INVOLVING EARTH DISTLRBING ACTIVITIES SHALL
OCCUR ■I•TH THE LIMITS OF CONSTRUCTION (LOCI, ►S SHONN ON
THE EROSION CONTROL PLAN =EC-011.
3. THE CONTRACTOR SHALL COMPLY ■ITH GEKRAL AND EROSION
CONTROL NOTES tSEEIS(-EETSI G-2 AND G-31.
ORAPBIC 5CAlF
A A fl tl tl
IMF"
p>•S
SEAL
`A
I!
y�i
100.
ISSUED FOR
C0VS rRWTlaV
GATE/ Mal 30. 20,r
CST PR81. a a -A -a 09
DRAM JBR
DLSIO JOR
AIRMEN'S CAMPUS
B309 PAFWNG LOT
PROJECT STATUS
1001E FiMAI. DrcB101i
GRADING AND
DRAINAGE PLAN
CG-01

15 LF
a ll o PERF. HDPE
UNDERDRAIN
DI-2
ri
218.9. LIVE'E OAK TREE (S) , IN , 21 9 . 4
ACCORDANCE WITH 20 LFLo
55 i� FORT BRAGG IDG , TYP.. 8 ".0 ' PERF HDPE \, i
-i 21 9.. 25 2 . 9 . 3 UNDERDRAIN ' 21 9 . 4
;,. 23 LF 12''0 RCP STORM PIPE C ,'� i218.9±
%2 I NV A E) = 217.6 - UNDERDRAIN
INV A W) = 217.5 CLEANOUT , TYP .
2.19 4. 21-9.5 219.55 219.6
Q p• 2 1 J
'c----------------------21_ .-----------.1-8-- 1 _
--------------SD----- -------- SD SD' D 2I------- 7 _p
21 $ 219 ;
- p - 2'1.9 55. rn co p°
210.4 219.5 219.6
cvc ,�I 219.8
11
186 .LF SOO, YV TOP: UNDE DRAIN
8 0 PERF. HDPE V.
,
�1c,csr UNDERDRAIN 219.95 NV = 215.0i
m 1 a m 2 0� 219.3±
219. 219.8 220 22.0.0�,���
i AtrO(IIPfTEl I '
BIORETENTION BASIN ISLAND - PLAN VIEW
� YDOGL 1 ! 4
p Fpi�fPA 1 5 11
22'0
RIl1 EL£Y.1 =I21BTi5-I
INV. IN (2) - 214..5
INV. OU7 '- SEE GRADING (� fXfSTIAIG y
A''v !2.0 RCP STOW PIPE - �•�
(L/iL1ER SIOErALK1' SIDENALK _
'FINISH GRADE I 1'+z B" (TYP.I
2' RIABPN [LR8 AHO +r_2r7.51�-I--•---h--- -I ...�1F.7i-.-
A W.T PAVEIENTy
220
i SOIL iED1A �
LAYERS
I
15"A-RCP_ STa(lllf
PIPE TO YAA"XC
@�� 3
-
- - -
- NV.IZI4,B
INV.•2r4.3
I-;,PERFORAIED,N#'Ej
JIIGERARAIN ! 0.3X
-
Sl�-agAINAGC
SIJm 12.3 2 LAYER
2f0
VERT.I
I{
tKaRI:
_
210�
FINISHED GRAq
STOP DF SOD)
BIORETENTION BASIN ISLAND - SECTION B-B
-rASHED" SOD
2' BIORLTENTION SOIL UEDIA-
Mix: B5-8
8
X SAND,
8-122
FINES
3-5% ORGANICS
KIN. DRAINAGE: I TO 2 IN/FAT
RATE
WASHED SANA
•NOTE:
J-WOVEN FILTER FABRIC THE PHOSPHORUS INDEx (P-INDExl FOR
NO. 57 STONE THE SOILD MEDIA SHALL BE SETIISEN 10 AND 30.
[AS N $ lQN QETAIL (Z-Z)
NOT TO SCALE
SIDEVALK
[S££ PLANK
RISv ?' BaC4N8 AAU
ISPHALTPAVE1ENr -
IS- rIDrH
_-_-----..--_& __--
` •
rp
^1
6" ■IDThI . 6" DEPTH RIVER ROCK
12-r RCP STa4U PIPE BETWEEN "KASiCD" SOD AND CURB
fUW2 R SILErALK)
{( r 'FASTED- Sao
I
'(+ vI� S' W7A7H SIDWMNTION SOIL AEDfA
+I `2' PTN
I V BIOWT£NTlov
SOX AEDIA LAYER
L----�
I I ?ME SrCrlav 2-ZI
B-r TOPE (/i W1 MAIN-- 1 • (,1EPTH 8IDR£TEN7-10V
SLORAINAC:E LAYER rl IN
(A1LlERARA IN PIPE
(SEE SECTIav 2-z)
BIORETENTION
BASIN ISLAND - SECTION C-C
NOT To SCALE
WO VOLUME
TOTAL DA =
0.44 AC
IMP. AREA -
0.31 AC
I(A1 -
712
RV =
0.66 IN
R(DI -
l.O IN
TREATHFNT VOL. =
1,093 CU. FT.
TREATWENT VOL.
PROVIDED -
1.433 CU. FT.
NOTES:
i. COORDINATE WITH GRADING AND DRAINAGE
PLAN (SHEET CG-01)
2, SEE DETAIL SHEET DT-03 FOR RISER AND
CLEANOUT DETAILS.
"'" 0 im
V}w .N CA z
4
wJ N O 1 1
j'N' m�ms�QCmm
Y 4o
U.
gLLaZ
SEAL
tµ CARq
�� SS
ti 0 375 j If
0
rfs 9 Pf 4i
yyor
ISSI ED FOIR
CQIHS rRUC TIDIV
'err �.r•:,�'S"°7"-'-"`.:`•T� T::'-..
DATE, MY 30. 2012
CS( pR6f. a SAFL-oon
DIMON CEP
Du1o�o Jsn
Cuc[ac D Wtt
mmi. mm. W R
AIRMEN'S CAMPUS
8309 PARKING LOT
PROJECT STATUS
100% FINAL DESIGN
BIORETENTI ON
BASIN ISLAND
DETAIL SHEET
BMP-01

GAAPIEC SCALE
To ELEVATION OF .
BIORETENTION BASIN—, c \
= 21 5' O - �. • ° °
1 AAJlQWIpI Ri11
215
IZ
1 e p a
SOTTd+ ELEvai]ON OF
BI21R FNTIO`t BASIN CO 1 9 I 1
1 c
RETENTION BASIN FOR
FOR SiORMWATFF wKArl
°
J S� 1c
FOREBAY j l _�
� /� l
/
\ V
Y �i1
X • �]
U GjO
CV
°
f
cv�o v CC
cv
!
Ln
SD
1
P
IA
�22�56
qcc
CONCRETE WAFFLE SOX
DROP INLET WITH\TRASH RACK
P• '°
D �y
(SEE
l ADITIG-PLANT}
IN
�
BIORETENTION.-DASIN - PLAN -VIEW
A reQ1tJa II I A
a
Iaalal$D +-
4' r 1• COhCR£TC CATCH I Y yWy�
RIY £L£V. l= 21I;DD� dam„ vg,
INV, IN f31 = 2IO.p0 w
INY. 0l17 - SEE GRADING �� 1
FiAN—IF—
FINISH GRAD£
f= 2f3.D)
2fl.o
i
210 II
- _ I
-I
2ro.D
SDIL AEDIA LATER
SW -MA INA&' L A 1'ER
L •r PETiA T£D FA7PF
Lf1GIERDRAIN ! 0. 3i
(iTP. or 3 ss• LIAES)
t3"r-RCP-STp4M
PIPE TO AfAAIKR.E
200
FINISHED
GRADE
}
Ex]STIAG
-ITT
1 I
Y B" SiORy
—rirP.-7- -=A-rDBAStN
� P
-NOTE,-
THE
213.�00
z1l: �212,Dd
-+tip
I 210.0
I - 210.! CLASS •@• RIPRAP
? � r2"-Txlpr-rrTrr
FIL TER FABRIC
Y
210
�
SNIT-20B.00
I.
PERT,
10�
Fdit2;
200
BIORETENTION BASIN - SECTION
- S00
2' BIORETENTION SOIL aEDIA-
MIX: 85-80% SAND,
8-12Y FINES
3-52 ORGANICS
YIN. DRAINAGE: I TO 2 IN/HR
RAPE
WASFED SAND
f-WOVEN FILTER FABRIC
NO. 57 STONE
BASIN SECTION DETAIL (Y-Y)
NOT TO SCALE
PHOSPHORUS INDEX iP-INDEX) FOR
TFE SOILO ICpI4 SHALL 6E BETWEEN 10 AND 30.
TREATMENT
WO VOLUME
TOTAL OA =
O. 83 AC
LIP. AREA =
0.54 AC
IiAI
65X
RV -
0.63 I
CL
00
Im
NOTES
1. COORDINATE WITH GRADING AND DRAINAGE
PLAN (SHEET CG-O I )
2. SEE DETAIL SHEET DT-03 FOR RISER AND
CLEANOUT DETAIL5.
DATE,
rs
rar 70. 20i!
OMEN Isii
➢cSlfrEo J9H
Gu[piE➢ CNW
AIRMEN'S CAMPUS
B309 PARIaNG LOT
PROJECT STATUS
100% FilAAL CHESICiAI
BIORETENTION BASIN
DETAIL SHEET
BMP-02

Geolmhnical Engineering Services
Construction Material Testing
Civil Quality Control
November 23, 2011
Call Sign Engineers
104 Gillespie Street
Fayetteville, North Carolina 28301
Attention: Mr. Gordon Rose, PE
Re: Summary of SHWT and InfiltrationTesting
Soil Science Report for "Erosion Control and Site Drainage Calculations"
Airman's Campus Parking Lot
Pope Army Airfield, North Carolina
KAM Project No. 11-315G
Ladies and Gentlemen:
As requested and authorized by Mr. Gordon Rose, PE, on behalf of Barnhill Contracting, KAM
Engineering Services, P.C. is pleased to present the results of the field testing and observations for
the proposed storm water basins at the proposed Airman's Campus Parking Lot located on
Maynard Street at Pope Army Airfield. The project site is located north of the intersection of
Maynard Street and Etheridge Street.
Scope of Service
The intent of our testing and field work was to observe and document the soil profile and the
groundwater conditions that will affect and influence the drainage rate of the proposed storm water
basins for the new development. At the time of our site work, the preliminary site design had been
completed by Call Sign Engineers. We have included a copy of the provided preliminary plan for
your reference. Our testing was performed at three locations within each of 3 proposed basin
locations, as shown on the plan.
The controlling parameters for the design of infiltration basins is the depth to evidence of Seasonal
High Water Table (SHWT), and the saturated (stabilized) permeability of the soils that should be
expected in the floor and berms of the basin. Any restrictive horizons within the soil profile could
substantially affect the drainage capacity of the basin. Mr. Mike Eaker, a North Carolina Licensed
Soil Scientist with Southeastern Soil & Environmental Associates, Inc., under contract to KAM
Engineering, has assisted with the field work and reporting for this work. Mr. Eaker's report details
the procedures used in our field evaluation, the results of the soil observations, and the depth to
seasonal high groundwater at each test location. Mr. Eaker's report is included with this report for
reference.
The storm water basins for this project have been designed as infiltration basins, and the floor of
the basin should be designed to be at least 24 inches above the evidence to seasonal high water
table (SHWT) elevation. Additionally, because the basins are designed as infiltration basins, the
permeability of the soils in the floor and berms of the basin should be greater than 0.52 inches per
hour. In order to confirm the drainage rate of the soils, compact constant head (CCHP) testing was
610 Spring Branch Road
Dunn, North Carolina 28334
Phone [phone] Fax [phone]
www.KAM-Engineering.com

KAIVi
®ervtsea, P.C.
performed to determine the permeability for the soils in the proposed drainage zone. Our testing
was performed using a compact constant head permeameter, also known as an Amoozemeter.
The results of our testing are summarized below.
Location
SB-1
SB-2
SB-3
SBA
Ground Elevation ft
216.5
210.5
219.5
218.7
Bottom of Basin ft
211.5
205.5
215.5
213.7
Depth to SHWT in
102
0
86
73
SHWT Elevation ft
208.0
210.5
212.3
212.6
CHP Test Depth in
66
NP
51
NP
CCHP Test El. ft
211.0
NP
215.3
NP
Ksat (in/hour)
0.01
NP
0.09
NP
` NP indicates that the test was not performed.
Summary of Observations and Recommendations
Drainage Rates: Based upon the results of our testing, the soils that should be expected to control
the drainage of the basins are significantly slower than 0.52 inches per hour. Based upon our
observation of the soils located in the upper 40 inches, the near surface soils will drain at a rate
that approaches 0.52 inches per hour. However, once the water saturates the pore spaced in the
soil media, all the apparent "infiltration" will be lateral flow. This will likely result in water seeping to
the surface near the location of SB-2, and will create wet soil conditions and at times, standing
water in the lower portion of the site.
Statement of Design Method. Test Method and Limitations
The flow of the near surface soils has been approximated using the concepts presented in
Bernoulli's Equation for steady state flow and Darcy's Law for fluid flow through a porous media.
Additionally, our Ksat values were calculated using the Glover Solution, which is dependant on the
geometry of the bore hole, and the hydraulic head. To develop our recommendations, KAM
Engineering has measured/calculated the saturated flow rate (Ksat) for the soils at the site using
accepted test methods and equipment. Ultimately, the drainage of the basins will be a function of
the saturated flow rate of the soils, the surface area of the basin geometry, and the pressure
differential (hydraulic head) induced by the storm water levels in the pond.
In order to determine the appropriate Ksat for the soils in each basin, a small diameter bore hole
was advanced to a pre -determined depth of interest. At this depth, a constant head (pressure) was
established and maintained. Once our measurements approached a stabilized flow rate, our test
was terminated.
Using a conservative approach, we recommend that the SHWT be presumed at the lowest
elevation measured within each basin area. By doing this, the potential impacts to the wetland are
minimized.
The recommendations in this report are limited by a number of geologic considerations. The
primary limitation is the fact that geologic formations are variable in nature. The soils in the Fort
Airman's Campus Parking Lot 2 KAM 11-315
Call Sign Engineers

KAIW
6crvins, P.�.
Bragg area are subject to perched water conditions, artesian conditions, and layers of undulating
low permeability clay seams and layers. All of these geologic conditions have an affect on the
steady state flow of groundwater. To the extent possible we have identified the material types that
will impact the flow of groundwater, and have provided our professional opinion regarding the
depth (elevation) to evidence of SHWT.
Although KAM Engineering has not provided an exhaustive survey of all of the soil deposits at the
site, .it is our opinion that we have properly and adequately characterized the site with regard to
flow from the storm water basins that are planned for this development.
Closing
If you need further information, or if we can provide additional service, please do not hesitate to
contact us.
Respectfully Submitted,
KAM ENGINEERING SERVICES, P.C.
Kurt A. Miller, P.E.
Senior Geotechnical Engineer
Attachment: Soil Scientist Report for Soil Profile and SHWT
CCHP Test Results
Airman's Campus Parking Lot 3 KAM l l-315
Call Sign Engineers

x
CALL rra-
BARNHfu
'a.s"a 7CN owt
�
Isrr,afa+aamw
CONTRACTING
.COMPANY
ltGalFaoomDoaoIoaa
CMm lk+enw N�

0- 3ta
Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 213311
Phone/Fax [phone]S40
Email [e-mail]
November 28, 2011
Mr. Kurt Miller
KAM Engineering Services, Y.C.
610 Spring Brandh Road
Dunn, NC 28334
Re: Seasonal water table determination (SH W'1) for stormwater retention area, Airman's
Campus parking lot, off Maynard Street, Pope Army Airfield, Cumberland County. North
Carolina
Dear Mr. Miller,
An evaluation of soil properties has been conducted at your request on the
aforementioned property. The purpose of the investigation was to determine soil water
table depths for use in stormwater retention pond design.
Soils at this site are most similar to the Wagram and Rains soil series (see attached boring
logs). Four borings were advanced to 6.0 to 9.0 feet. Seasonal High Water Table
(SI. WI) as determined by evidence of colors of chroma 2 or less was encountered at
varying depths below the ground surface (see attached chart). The attached map shows
the approximate location of the sample point.
I trust this is the information you require at this time.
Sincerely.
XC4'
Mike Laker
President
Spa sore
�Gw L D tit
►-i
SOILlS1TE EVALUATION • Soil. PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGEJMOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phon&Fax [phone]
Email mike 0svuftastemsall,rom
SHWT depths, Airman's Campus Parking Lot, Maynard Street, Pope
Army Airfield, Cumberland County, NC
BORING SHWT DEPTH (inches)
1 102
2 0
3 86
4 73
SOILISME EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING
GROUNDWATER DRAINAGEIMOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NO 28311
Phone/Fax [phone]
Email mlkefsouth©astamsoll.com
Typical Profile Description (boring 1),,Airman's Campus Parking Lot,
Maynard Street, Pope Army Airfield, Cumberland County, NC
i
['his map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranked from 0 to 2 percent. I
0 to 28 inches - mixed loamy sand and sandy clay loam fill. f
A - 28 to 34 inches; light yellowish brown (2.5Y 6/3) loamy sand; single grained; loose;
very friable; common fine and medium roots; abrupt smooth boundary.
E - 34 to 42 inches; light yellowish brown (2.5Y 6/4) loamy sand; common medium faint
yellowish brown (1 OYR 5/4) mottles; single grained; loose; very friable; few tine and
medium roots; clear smooth boundary. i
13tI - 42 to 52 inches; brownish yellow (I OYR 616) sandy clay loam. weak tine and
medium subangular blocky structure; friable; gradual wavy boundary' .
13t2 - 52 to 72 inches; brownish yellow (1 OYR 6/6) sandy clay loam.; common, distinct
very pale brown (I OYR 7/3) mottles; weal: medium and coarse subangular blocky
structure; firm; thin clay films on some pad faces; about 3 percent sofi plinthite; gradual
wavy boundary. I
I3C — 72 to 162 inches; yellowish brown (10YR 5/6) loamy sand with pockets of sandy
clay loam; common medium yellowish red (55/6) and few medium R faint very pale
brown (I OYR 7/3) mottles; massive structure; friable; gradual wavyboundary.
C1— 102 to 108 inches; yellowish brown cIOYR 5/6) loamy sand with pockets of sandy
clay loam; common medium distinct red (2.5YR 4/6) and few mcditirn faint light bray
(10YR 7/2) mottles; massive, firm. !
SH WT Q 102 inches (I OYR 712)
SOILISITE EVALUATION • SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGEIMOUNDING • SURFACFJSUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION 8 DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
FayottWtlo, NC 2a311
Phone/Fax (910) V24S10
Emall miko®southeasternsoilxom
Typical Profile Description (boring-2), Airman's Campus Parking Lot,
Maynard Street, Pope Army Airfield, Cumberland County, NC
This map unit consists of poorly drained soils that fonned in loamy sediments on uplands.
Slope is less than 2 percent. Seasonal high water table (Sl•1W3) is at the original soil
surface.
0 - 14 inches; mixed sandy loam and sandy clay loam fill and debris.
A - 14 to 29 inches; very dark gray (1 OYR 3/1) loamy sand; weak fine granular structure;
very friable; common fine and medium roots,; abrupt smooth boundary.
Btgf - 29 to 40 inches; very dark gray (10Ylt 3/1) sandy loam; weak Fine subangular
blocky structure; friable; gradual wavy boundary.
13tg2 - 40 to 72 inches; light gray (IOYR 7/2) sandy clay loam; weal; fine subangular
blocky structure; friable to firm.
Sl-IWT Fir 0" (below original ground surface) - 14" below existing ground surface.
SOtL1StTE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SU$DIVISION PLANNING
GROUNDWATER DRAI NAGEIMOUN DING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.Q. Box 9321
Fayetteville, NC 28311
PhwelFax [phone]
Email Wks Osouthoastomsoll.00m
Typical Profile Description (borings 3 & 4), Airman's Campus Parking
Lot, Maynard Street, Pope Army Airfield, Cumberland County, NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 0 to 2 percent.
A - 0 to 6 inches; grayish brown (l OYR 5/2) loamy sand; single grained; loose; very
friable; common fine and medium roots; abrupt smooth boundary.
17 - 6 to 40 inches; light yellowish brown (2.5Y 6/4) loamy sand; common medium faint
yellowish brown (I OYR 5/4) mottles; single grained; loose; very friable; few fine and
medium roots; clear smooth boundary.
13t I - 40 to 60 inches; brownish yellow (I OYR 6/6) sandy clay loam; weak fine and
medium subangular blocky structure; friable; gradual wavy boundary.
M2 - 60 to 86 inches; brownish yellow (I OYR 6/6) sandy clay loam; few faint very pale
brown (I OYR 7/3') mottles-, weak medium and coarse subangular blocky structure; firm;
thin clay Films on some ped faces; about 3 percent soft plinthite; gradual wavy boundary.
Bt3 — 86 - 108 inches; yellowish brown (I OYR 5/6) sandy clay loam; common medium
distinct red (2.5YR 4/6).and common medium faint light gray (I OYR 7/2) mottles; weak
medium subangular block), structure; about 10% soft plinthite, firm.
SI-[Wl' a 86 inches (I OYR 7/2) in boring 3
SI-IW"1' uC3 73 inches (I OYR 7/2) in boring 4
SOILISITE EVALUATION • SOIL PHYSICAL. ANALYSIS • LAND USE (SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SUAFACEISUBSURFACE: WASTE TREATMENT" SYSTEMS, EVALUATION & DESIGN

f
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,
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IURETiNTEON BASII:i •P �r� � i � i � �/� � � ;'r`t � � �"' 1.
all
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41
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44 Ti vµ! AMP

PondPack Input and Output Computations
Ai meri's Campus B309 Parking Lot
Stormwater Management Report 6/4/1012

Project Summary
Title
Airmen's Campus
Engineer
C. Heath
Wadsworth, PE
Company
Call Sign
Engineers, PA
Date
5/7/2012
Notes
Bentley Systems, Inc. Haestad Melhoes Sdution Bentley PondPack V81
BAR0029.ppc Center PB.11.01.54]
5MM12 27 Siemon Company Drtve Sude 200 W Page 1 W 46
Watertown. CT 06795 USA [phone]

24hr Fort Bragg
Bio-Basin 1
Bio-Basin 2
Outlet Structure - 1
Outlet Structure - 2
Blo-Basin 1 (OUT)
Bio-Basin 2 (OUT)
Table of Contents
Master Network Summary
100yr, 24hr (Fort Bragg)
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
lyr, 24hr (Fort Bragg)
Elevation -Area Volume
Curve
Volume Equations
lyr, 24hr (Fort Bragg)
Elevation -Area Volume
Curve
Volume Equations
lyr, 24hr (Fort Bragg)
Outlet Input Data
Individual Outlet Curves
l.yr, 24hr (Fort Bragg)
Outlet Input Data
Individual Outlet Curves
lyr, 24hr (Fort Bragg)
Pond Routed Hydrograph
(total out)
Pond Routed Hydrograph
(total out)
Pond Routed Hydrograph
(total out)
lyr, 24hr (Fort Bragg)
Pond Routed Hydrograph
(total out)
Pond Routed Hydrograph
(total out)
Pond Routed Hydrograph
(total out)
2
4
6
8
12
13
14
18
23
27
30
32
35
38
40
43

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return
Event
(years)
Hydrograph - -Time to Peak Peak Flow
Volume (hours) Wls) i
(ac-ft)
Pre-Dev Site
Pre -Development 1-
1
0.041
12.050
0.49
year
Pre -Development 10-
Pre-Dev Site
t0
0.170
12.000
2.68
Pre-Dev Site
Pre -Development 100
100
0.376
12.000
6.19
-year
Post. (Into Basin 2)
Development 1-
1
0.113
11,900
2.06
yos�
Post (Into Basin 2)
Post -Development 10
10
0.258
11.900
4.65
-year
Post (into Basin 2)
Post -Development
100
0.440
11.900
7.77
100-year
Post (Into Basin 1)
t-Development 1-
1
0.067
11.900
1.21
a e
Post (Into Basin 1)
Post -Development 10
10
0.146
11.900
2.60
Post (Into Basin 1)
Post -Development
t00
0.243
11.900
4.25
100-year
Node Summary
Label
Scenario Reh1m Hydrograph Time to Peak Peak Flow
Event Volume (hours) MIS)
(years) (ac-ft)
Pre-Dev Out
Pre -Development 1-
1
0.041
12.050
0.49
year
Pre -Development 10-
Pre-Dev Out
10
0.170
12.000
2.68
Pre -Development 100
Pre-Dev Out
100
0.376
12.000
6.19
-year
Peat -Development 1-
Post-Dev Out
1
0.035
12.350
0.33
Post -Development 10
Post-Dev Out
10
0.244
11.950
6.94
-yeas
Post -Development
Post-Dev Out
100
0.515
11.950
11.59
100-year
Pond Summary
L bet Scenario
I
Bio-Basin 2 Post
(IN) Development
1-year
Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) MIA)
(years) (ac-ft)
11 0.1131 11.9001 2.06
Maximum Maximum
Water Pond Storage
Surface (ac-ft)
Elevation
(ft)
(N/A) (N/A)
Bentley Systems, inc. Haestatl Methods somon Bentley PondPack V8i
BARD029, ppc Center (08.11.01,541
518r2012 27 Siemon Company Drive Suite 2D0 W Page 2 0146
Watertown, CT D6795 USA [phone]

Subsection:
Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Tlme to Peak
Peak Flow
Maximum µ
Maximum
Event
Volume
(hours)
W/O
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
_ ------
- --
-- ---- --
--- --- --
— ---- -
------ -
---___
Blo-Basin 2
(OUT)
Post-
Development
1
0.027
12.200
0.33
214.01
0.057
1-year
Bio-Basin 2
(IN)
Post
Development
10
0.258
11.900
4.65
(N/A)
(N/A)
10-year
Bio-Basin 2
Post
(OUT)
Development
10
0.166
11.950
4.48
214.16
0.067
10-year
Bio-Basin 2
Post
Development
100
0.440
11900
7.77
(N/A)
(N/A)
(IN)
100-year
Blo-Basin 2
(OUT)
Post
Development
100
0.343
11.950
7.47
214.27
0.074
100-year
Blo-Basin 1
(IN)
Post
Development
1
0.067
11.900
1.21
(N/A)
(N/A)
1-year
Bio-Basin 1
(OUT)
Post
Development
1
0.009
12.400
0.11
218.46
0.036
I -year
Blo-Basin 1
(IN)
Post
Development
10
0.146
11.900
2.60
(N/A)
(N/A)
10-year
Bio-Basin 1
post -
Development
10
0.078
11.950
2.46
218.59
0.043
10-year
Blo-Basin 1
Post
(IN)
Development
100
0.243
11.900
4.25
(N/A)
(N/A)
100-year
Bio-Basin 1
(OUT)
Post
Development
100
0.172
11.950
4.12
218.64
0.046
100-year
Bentley Systems, tnc. Haestad Methods solution Bentley Pond Pack V84
BAR0029.ppc Center t08.11,01.541
51842012 27 Slemon Company Drtve Suite 200 W Page 3 of 46
Watertown, CT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: 24hr Fort Bragg
Time -Depth Curve: 100yr, 24hr (Fort Bragg)
Return Event: 100 years
Storm Event: 100yr, 24hr (Fort Bragg)
Labe! 100yr, 24hr (Fort
Bragg)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 100 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
n_+r. - no.,+►,
(hours) (in) (in) (in) (in) (in)
0.000
0.0000
0.0082
0.0165
0.0249
0.0333
0.500
0.0419
0.0504
0.0592
0.0679
0.0768
1.000
0.0857
0.0947
0.1038
0.1130
0.1222
1.500
0.1316
0.1410
0.1506
0.1601
0.1698
2.000
0.1795
0.1894
0.1993
0.2093
0.2193
2.500
0.2295
0.2397
0.2501
0.2605
0.2710
3.000
0.2815
0.2922
0.3029
0.3138
0.3246
3.500
0.3356
0.3466
0.3578
0.3690
0.3803
4.000
0.3917
0.4032
0.4149
0.4267
0.4387
4.500
0.4508
0.4632
0.4756
0.4883
0.5011
5.000
0.5141
0.5272
0.5405
0.5540
0.5676
5.500
0.5814
0.5954
0.6095
0.6238
0.6382
6.000
0.6528
0.6676
0.6825
0.6976
0.7129
6.500
0.7283
0.7439
0.7596
0.7755
0.7916
7.000
0.8078
0.8242
0.8408
0.8575
0.8744
7.500
0.8915
0.9087
0.9261
0.9436
0.9613
8.000
0.9792
0.9976
1.0167
1.0367
1.0575
8.500
1.0792
1.1016
1.1249
1.1489
1.1738
9.000
1.1995
1.2256
1.2517
1.2779
1.3040
9.500
1.3301
1.3568
1.3849
1.4143
1.4450
10.000
1.4770
1.5106
1.5462
1.5837
1.6232
10.500
1.6646
1.7087
1.7560
1.8066
1.8605
11.000
1.9176
1.9903
2.0508
2.1291
2.2153
11.500
2.3093
2.5038
2.0916
3.5152
4.6337
12.000
5.4101
5.5648
5.7009
5.8184
5.9173
12.500
5.9976
6.0665
6.1311
6.1915
6.2476
13.000
6.2995
6.3482
6.3945
6.4386
6.4803
13.500
6.5198
6.5574
6.5933
6.6276
6.6602
14.000
6.6912
6.7211
6.7504
6.7792
6.9074
14.500
6.8351
6.8621
6.8886
6.9145
6.9398
15.000
6.9646
6.9898
7.0124
7.0355
7.0579
15.500
7.0799
7.1012
7.1220
71421
7.1618
16.000
7.1808
7.1995
7.2179
7.2362
7.2542
16.500
7.2721
7.2897
7.3072
7.3244
7.3415
17.000
7.3583
7.3749
7.3913
7.4076
7.4236
Bentley Systems, Inc. Haesiatl AleMcls Solution Bentley PoodPack Wo
BAR0029.ppc Center [08.11.01.541
5WO12 27 Siemon Company Drive Suite 200 W Page 4 o146
Watertown, CT 06795 USA +1-203.755-1 W

Subsection: Time -Depth Curve
Label: 24hr Fort Bragg
Return Event: 100 years
Storm Event: 100yr, 24hr (Fort Bragg)
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
- Time
-- Depth .
- Depth--- -
-- peps -_
Dept
(hours)
(in) _ -
(in)
-
(in)
---
_ (in) _
(in) _
17.500
7.4394
7.4550
7.4704
7.48%
7.5006
18.000
7.5154
7.5300
7.5443
7.5585
7.5725
18.500
7.5863
7.5998
7.6132
7.6263
7.6393
19.000
7.6520
7.6646
7.6769
7.6891
7.7010
19.500
7.7128
7.7243
7.7356
7.7467
7.7576
20.000
7.7683
7.7789
7.7895
7.8000
7.8104
20.500
7.8209
7.8312
7.8416
7.8519
7.8622
21.000
7.8724
7.8826
7.8927
7.9028
7.9128
21.500
7.9229
7.9328
7.9428
7.9527
7.9625
22.000
7.9723
7.9821
7.9918
8.0015
8.0112
22.500
8.0208
8.0303
8.0399
B.0494
8.0588
23.000
8.0682
8.0776
8.0869
8.0962
8.1054
23.500
8.1146
8.1238
8.1329
8.1420
8.1510
24.000
8.1601
(NIA)
(NIA)
(N/A)
(NIA)
Bentley Systems, Inc. Haestad Mettrods Sohition Bentley Pond Pack V81
BAR0029.ppc Center [08.11.01.541
518M12 27 Siemon Company Drive Sulte 200 W Page 5 of 46
Watertown. CT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: 24hr Fort Bragg
Return Event: 10 years
Storm Event: 10yr, 24hr (Fort Bragg)
Time -Depth Curve: 10yr, 24hr (Fort Bragg)
Label 10yr, 24hr (Fort
Bragg)
Start Time 0.000 hours
1rlererrlent 0.100 hours
End Time 24.000 hours
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
_ Time on left represents time for first value in each row.
r Time_ - - - Depth - -- - Depth �� Depttl Depth Depth
(hours) (in) (in) (in) (in) (in)
0,0001
0.0000
0.0054
0.0109
0.0164
0.0220
0.500
0.0277
0,0333
0.0391
0.0448
0.0507
1.000
0.0566
0.0626
0.0686
0.0747
0.0807
1.500
0.0869
0.0931
0.0994
0.1058
0.1122
2.000
0.1186
0,1251
0.1316
0.1383
0.1449
2.500
0.1516
0.1584
0.1652
0.1720
0.1790
3.000
0.1860
0.1930
0.2001
0.2072
0.2144
3.500
0.2217
0.2290
0.2364
0.2437
0.2512
4.000
0.2587
0.2663
0.2740
0.2818
0.2898
4.500
0.2978
0.3059
0.3142
0.3225
0.3310
5.000
0.3396
0.3482
0.3570
0.3659
0.3749
5.500
0.3840
0.3933
0.4026
0.4120
0.4216
6.000
0.4312
0.4,110
0.4508
0.4608
0.4709
6.500
0.4811
0.4914
0.5018
0.5123
0.5229
7.000
0.5336
0.5444
0.5554
0.5664
0.5776
7.500
0.5889
0.6002
0.6117
0.6233
0.6350
8.000
0.6468
0.6589
0.6716
0.6848
0.6985
8.500
0.1128
0.7277
0.7430
0.7589
0.7754
9.000
0.7923
0.8096
0.8268
0.8441
0.8613
9.500
0.8786
0.8962
0.9148
0.9342
0.9545
10.000
0.9756
0.9978
1.0213
1.0461
1.0722
10.500
1.0996
1.1287
1.1599
1.1933
1.2289
11.000
1.2666
1.3080
1.3546
1.4064
1.4633
11.500
1.5254
1.6539
1.9100
2.3220
3.0608
12.000
3.5736
3.6758
3.7657
3.8433
3.9086
12.500
3.9617
4.0071
4.0498
4.0897
4.1268
13.000
4.1611
4.1932
4.2238
4.2529
4.2805
13.500
4.3066
4.3314
4.3551
4.3778
4.3993
14.000
4.4198
4.4396
4.4589
4.4780
4.4966
14.500
4.5148
4.5327
4.5502
4.5673
4.5840
15.000
4.6004
4.6164
4.6320
4.6472
4.6620
15.500
4.6765
4.6906
4.7043
4.7177
4.7306
16.000
4.7432
4.7555
4.7677
4.7798
4.7917
16.500
4.8035
4.8152
4.8267
4.8381
4.8493
17.000
4.8604
4.8714
4.8823
4.8930
4.9036
Bentley Systems, bx. Haestw M1wwds Solubw Bentley PondPark V8i
BARD029.ppc Center (08.11.01.541
518=2 27 Sien= Company Drive Suite 200 w Page 6 0146
Watertown, GT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: 24hr Fort Bragg
Time
(hours)
Return Event: 10 years
Storm Event: 10yr, 24hr (Fort Bragg)
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth T Depth Depth Depth Depth
(in) (in) (in) (in) (in)
I/..�000
4-9140
4.9243
4.9345
4.9445
4.9544
18.000
4.9642
4.9738
4.9833
4.9927
5.0019
18.500
5.0110
5.0200
5.0288
5.0375
5.0461
19.000
5.0545
5.0628
5.0709
5.0789
5.0868
19.500
5.0946
5.1022
5.1097
5.1170
5.1242
20.000
5.1313
5.1383
5.1452
5.1522
5.1591
20.500
5.1660
5.1728
5.1797
5.1865
5.1933
21.000
5.2000
5.2067
5.2134
5.2201
5.2267
21.500
5.2334
5.2399
5.2465
5.2530
5.2596
22.000
5.2660
5.2725
5.2789
5.2853
5.2917
22.500
5.2980
5.3044
5.3107
5.3169
5.3232
23.000
5.3294
5.3356
5.3417
5.3479
5.3539
23.500
5.3600
5.3661
5.3721
5.3781
5.3841
24.000
5.3901
(NIA)
(NIA)
(NIA)
(NIA)
Bentley Systems. Inc. Haestad Methods Sotuban Bentley PondPack M
BAR0029.ppc Center [08.11.01.541
SGM12 27 Siemon Company Drive Suite 200 W Page 7 of 46
Waterimn, CT 06795 USA [phone]%

Subsection: Time -Depth Curve
Label: 24hr Fort Bragg
Time -Depth Curve: 1yr, 24hr (Fort Bragg)
Label lyr, 24hr (Fort
Bragg)
Start Tlme 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event: 1 years
Storm Event: 1yr, 24hr (Fort Bragg)
Return Event 1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on [eft represents time for first value in each row.
Time Depth Dept - - Depth -- Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000
0.0000
0.0031
0.0062
0.0093
0.0125
0.500
0.0157
0.0199
0.0222
0.0255
0.0298
1.000
0.0321
0.0355
0.0389
0.0424
0.0458
1.500
0.0494
0.0529
0.0565
0.0600
0.0637
2.000
0.0673
0.0710
0.0747
0.0785
0.0823
2.500
0.0861
0.0899
0.0938
0.0977
0.1016
3.000
0.1056
0.1096
0.1136
0.1177
0.1217
3.500
0.1259
0.1300
0.1342
0,1384
0.1426
4.000
0.1469
0.1512
0.1556
0.1600
0.1645
4.500
0.1691
0.1737
0.1784
0.1831
0.1879
5.000
0.1928
0.1977
0.2027
0.2077
0.2129
5.500
0.2180
0.2233
0.2286
0.2339
0.2393
6.000
0.2448
0.2503
0.2559
0.2616
0.2673
6.500
0.2731
0.2789
0.2849
0.2908
0.2969
7.000
0.3029
0.3091
0.3153
0.3216
0.3279
7.500
0.3343
0.3408
0.3473
0.3539
0.3605
8.000
0.3672
0.3741
0.3813
0.3888
0.3966
8.500
0.4047
0.4131
0.4218
0.4308
0.4402
9.000
0.4498
0.4596
0.4694
0.4792
0.4890
9.500
0.4988
0.5088
0.5193
0.5304
0.5419
10.000
0.5539
0.5665
0.5798
0.5939
0.6087
10.500
0.6242
0.6408
0.6585
0.6775
0.6977
11.000
0.7191
0.7426
0.7690
0.7984
0.8307
11.500
0.8660
0.9389
1.0843
1.3182
1.7377
12.000
2.0288
2.0868
2.1378
2.1819
2.2190
12.500
2.2491
2.2749
2.2992
2.3218
2.3429
13.000
2.3623
2.3806
2.3979
2.4145
2.4301
13.500
2.4449
2.4590
2.4725
2.4853
2.4976
14.000
2.5092
2.5204
2.5314
2.5422
2.5528
14.500
2.5631
2.5733
2.5832
2.5929
2.6024
15.000
2.6117
2.6208
2.6296
2.6383
2.6467
15.500
2.6549
2.6629
2.6707
2.6783
2.6857
16.000
2.6928
2.6998
2.7067
2.7136
2.7203
16.500
2.7270
2.7337
2.7402
2.7467
2.7531
17.000
2.7594
2.7656
2.7717
2.7778
2.7838
senuey Systems. Inc. Haestaa Methods Sulu" Bentley PondPack v8i
BAR0029.ppc Center j08.11.01.54]
5182012 27 Sieam Canpany Drive Suite 200 W Page 8 o146
Watertown. CT 06795 USA + 1 -203-755-1666

Subsection: Time -Depth Curve
Label: 24hr Fart Bragg
Return Event: 1 years
Storm Event: iyr, 24hr (Fort Bragg)
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
_Depth _
oepth_
nth-_ _--��-------Depot--
(hours) _
--- - -
(in)
-
(in)
- -
(in) _
-
(in)
-
(in)
17.500
2.7898
2.7956
2.8014
2.8071
2.8127
18.000
2.8183
2.8237
2.8291
2.8344
2.8397
18.500
2.8449
2.8499
2.8549
2.8599
2.8647
19.000
2.8695
2.8742
2.8788
2.8834
2.8879
19.500
2.9923
2.8966
2.9008
2.9050
2.9091
20.000
2.9131
2.9171
2.9210
2.9250
2.9289
20.500
2.9328
2.9367
2.9406
2.9445
2.9483
21.000
2.9521
2.9560
2.9598
2.9635
2.9673
21.500
2.9711
2.9748
2.9785
2.9822
2.9859
22.000
2.9896
2.9933
2.9969
3.0006
3.0042
22.500
3.0078
3.0114
3.0150
3.0185
3.0221
23.000
3.0256
3.0291
3.0326
3.0361
3.0395
23.500
3.0430
3.0464
3.0498
3.0532
3.0566
24.000
3.0600
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Fheftcls Softdbn Bentley PonaPack V8i
9Ar10029.ppc Center [08.11.01.541
IAM 12 27 Siemon Comparry give Suite 200 W Page 9 of 46
Watertown, CT 06795 USA [phone]

Subsection: Elevation -Area Volume Curve
Label: Bio-Basin 1
Elevation T Planimeter Area - _ ~A1+A2+sqr
(ft) (ftz) (ft1) (Ai'A2)
(ft2)
Return Event: 1 years
Sborm Event: 1yr, 24hr (Fort Bragg)
Volume Volume (Total)
(ac-ft) (ac-ft)
217.50
0.0
913.000
0.000
0.000
0.000
218.00
0.0
1,669.000
3,816.422
0.015
0.015
218.25
0.0
2,061.000
5,584.672
0.011
0.025
219.00
0.0
3,000.000
7,547.564
0.043
0.069
Benny Systems, tnc. Haestad Methods Solution Bentley Pond Pack V8i
BAR0029.ppc Center 108.11.01.54]
5/8/2012 27 Siemon Company Drtve Suite 200 W Page 10 of 46
Watertown. CT 06755 USA +1.203.755.1656

Subsection: Volume Equations
Label: Bio-Basin 1
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 - Eli) * (Areal + Area2 + sgr(Areal * Area2))
where: ELI, EL2 Lower and upper elevations of the increment
Areal, Area2 Areas computed for EL1, EL2, respectively
Volume Incremental volume between ELL and EL2
Bentley Systems, Inc. Haestad McUxKis Solution Bentley PondPack V8i
BAR0029.ppc Center [0& 11,01.541
SSM 12 27 Siemon Company Drive Suite 200 w Page 11 of as
Watertown. CT 06795 USA [phone]

Subsection: Elevation -Area Volume Curve
Label: Bio-Basin 2
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
Elevation
Planimeter
Area
A-+A2+sgr
Volume
Volume (To64) I
(ft)
(ft2)
W)
(AIIA2)
(ac-ft)
(ac-ft)
W)
213.00
0.0
2,171.000
0.000
U.000
0.000
213.75
0.0
2,590.000
7,132.263
0.041
0.041
214.00
0.0
2,737.000
7,989.486
0.015
0.056
215.00
0.0
3,359.000
9,128.092
0.070
0.126
Bentley Systems. Inc. Haestad Melnods Solution Bentley PondPack V8I
BAR0029.ppc Center 108.11.01.541
5MW12 27 Siemcn Company Drive Sutte 200 W Page 12 or 46
Watertown, CT 06795 USA [phone]

Subsection: Volume Equations Return Event: 1 years
Label: Bio-Basin 2 Storm Event: lyr, 24hr (Fort Bragg)
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (113) * (EL2 - Eli) * (Areal + Area2 + sgr(Areal * Area2))
where: ELI, EL2 Lower and upper elevations of the increment
Areal, Area2 Areas computed for EL1, EL2, respectively
Volume Incremental volume between ELI and EL2
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
BAR0029.ppe Center [08.11.01.5di
5r1 M 12 27 Siemon Company Drive Sune 200 W Page 13 of 46
Watenown, Cr 06795 USA + 1-203-7W 1666

Subsection: Outlet Input Data
Label: Outlet Structure - 1
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
Requested Pond Water Surface Elevations
Minimum (Headwater) 217.50 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 219.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E3 E2
� (ft) (ft)
Inlet Box
Riser - 1
Forward
Culvert - 1
218.45
219.00
Culvert-C.trcular
Culvert 1
Forward
TW
214.30
219.00
Rectangular Weir
Weir - 1 -
Forward
TW
218.65
219.00
Tailwater Settings
Taiiwater
NIA
(NIA)
amuey systems, tnc. Haestad mnoas Solution Bentley PondPack V81
BAR0029.ppc Center 108,11.01.54)
5/812012 27 Siemon Company Drive Suite 200 W Page 14 or 46
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Subsection: Outlet Input Data
Label: Outlet Structure - 1
Return Event: 1 years
Storm Event: 1yr, 24hr (Fart Bragg)
Structure ID: Weir - 1
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
218.65 ft
Weir Length
10.00 ft
Weir Coefficient
2.60 (ft^0.5)/s
Structure ID: Riser - 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
218.45 ft
Orifice Area
16.0 Rt
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0,000
Weil Submergence
False
Orifice H to crest
False
Structure ID: Culvert - 1
Structure Type: Culvert -Circular
Number of Barrels
I
Diameter
15.0 in
Length
140.00 ft
Length (Computed Barrel)
140.01 ft
Slope (Computed)
0.009 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.023
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.091
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
BA d)M.ppc Center 108.11.01.541
5=2012 27 Siemon Company Drive Suite 200 W Page 15 of 46
W alettown, CT 06795 USA [phone]

Subsection: Outlet Input Data
Label: Outlet Structure - 1
Inlet Control Data
12 ratio (HW/D) 1.193
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Return Event; 1 years
Storm Event: lyr, 24hr (Fort Bragg)
T1 Elevation 215.66 ft T1 Flaw 4.80 ft3/s
T2 Elevation 215.19 It T2 Flow 5.49 ft3/S
Bentley Systems, kx. Haestad Methods Solution Bentley P"Pack V8i
BAR0029.ppc Center [08.11.01.541
SWO12 27 Siemon Company Drive Suite 200 W Page 16 of 46
Watertown, CT 06795 USA [phone]

Subsection: Outlet Input Data
Label: Outlet Structure - 1
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Free Outfali
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3ts
Flow Tolerance (Maximum)
10.000 WIS
Bentley Systems, Inc. HaesW Melltods Solution Bentley PorldPacg V81
BARD029.ppc Center 108.11.01.541
5MM12 27 Siernon Company Dive Suite 200 W Page 17 of 46
Watertown, CT 067% USA r 1-2034W 16%

Subsection: Individual Outlet Curves
Label: Outlet Structure - 1
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Return Event: 1 years
Storm Event: 1yr, 24hr (Fort Bragg)
Water Surtace Flow Tailwater Elevation Convergence Error t
Elevation MIA) (ft) (ft) I
(ft)
217.50
0.00
(N/A)
0.00
217.60
0.00
(N/A)
0.00
217.70
0.00
(N/A)
0.00
217.80
0.00
(N/A)
0.00
21790
0.00
(N/A)
0.00
218.00
0.00
(N/A)
0.00
218.10
0.00
(N/A)
0.00
218.20
0.00
(N/A)
0.00
218.30
0.00
(N/A)
0.00
218.40
0.00
(N/A)
0.00
218.45
0.00
(N/A)
0.00
218.50
0.00
(N/A)
0.00
218.60
0.00
(N/A)
0.00
218.65
0.00
(N/A)
0.00
218-70
0.29
(N/A)
0.00
218.80
1.51
(N/A)
0.00
218.90
3.25
(N/A)
0.00
219.00
5.38
(N/A)
0.00
yompt"uon message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no now.
WS below an invert, no flow.
WS below an invert; no Flow.
WS below an invert; no Flow.
WS below an invert; no Flow.
WS below an invert; no Flow.
WS below an invert; no Flow.
WS below an invert; no Flow.
H=.05; Htw=.00; Qfree=.29;
H=.15; Htw=.00; Qfree=1.51;
H=.25; Htw=.00; Qfree=3.25;
H=.35; Htw=.00; Qfree=5.38;
Bentley Systems, Inc. Haestad Methods Solution Bentley PonclPack v8i
BAPI)M.ppc Center [08.11.01.54]
UMO12 27 Siemon Company Drive Suite 200 W Page 18 0146
Watertown, CT 06795 USA [phone]

Subsection: Individual Outlet Curves
Label: Outlet Structure - 1
Return Event: 1 years
Storm Event: 1yr, 24hr (Fort Bragg)
RATING TABLE FOR ONE OUTLET TYPE
Structure
ID = Riser - 1 (Inlet Box)
Upstream
ID = (Pond Water Surface)
Downstream 1D = Culvert - 1 (Culvert-Grcular)
Water
Device (Into) Converge
Next
Downstream
Convergence
Downstream
Taflwater
Surface
Flow Headwater Downstream
Downstream
Hydraulic
Error
Channel
Error
Elevation
(ft'/s) Hydraulic Hydraulic
Hydraulic
Grade Line
MIN
Tallwater
(ft)
(ft)
Grade Line Grade Line
Grade tine
Error
(ft)
{
(ft) (ft)
(ft)
(ft)
,
217.50
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
217.60
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
217.70
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
217.80
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
217.90
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
218.00
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
218.10
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
218.20
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
218.30
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
218.40
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
218.45
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
218.50
0.54
218.50
Free Outfall
214.71
0.00
0.00
(N/A)
0.00
218.60
2.79
218.60
Free Outfall
215.29
0.00
0.00
(N/A)
0.00
218.65
4.29
218.65
Free Outfall
215.59
0.00
0.00
(N/A)
0.00
218.70
6.00
218.70
Free Outfall
215.91
0.00
0.00
(N/A)
0.00
218.80
9.94
218.80
218.76
218.76
0.00
0.00
(N/A)
0.00
218.90
14.49
218.90
218.90
218.90
0.00
0.00
(N/A)
0.00
219.00
1 19.58
219.04
1 219.00
1219.00
1 0.00
0.00
(N/A)
0.00
Message
WS below an invert; no flow.
WS below an invert; no now.
WS below an invert; no flow.
WS below an Invert; no flow.
WS below an invert; no flow_
WS below an invert; no flow.
WS below an invert; no flow.
WS below an Invert; no flow.
WS below an Invert; no now.
WS below an invert; no flow.
WS below an invert; no Flow.
Weir: H =0,05ft
Weir: H =0.15ft
Weir: H =0.2ft
Weir: H=0.25ft
FULLY CHARGED RISER: ADJUSTED TO
WEIR: H =0.35ft
Bentley Systems, Inc. Haestad Melnotls Solution Bentley PondPack V81
BAR0029.ppc Center 108.11.01.541
5MM12 27 Siemon Company Drive Suite 200 W Page 00146
Watertown, CT06795USA [phone]G56

Subsection: Individual Outlet Curves
Label: Outlet Structure - 1
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 1 (Culvert -Circular)
FULLY CHARGED RISER: ADJUSTED TO
WEIR: H =0.45ft
FULLY CHARGED RISER: ADJUSTED TO
WEIR: H =0.55ft
Return Event: 1 years
Stone Event: lyr, 24hr (Fort Bragg)
Bentley Systems, tnc. Haestad Methods Solution Bentley PondPadc v6i
BARD029.ppc Censer I08.11.01.541
5W1012 27 Siemon Company Olive Suite 200 w Page 20 0146
Watertown, CT 06795 USA [phone]

Subsection: individual Outlet Curves
Label: Outlet Structure - 1
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert - 1 (Culvert-Grcular)
Mannings open channel maximum capacity: 6.70 ft3/s
Upstream ID = Riser - 1 (Inlet Box)
Downstream ID = Tailwater (Pond Outfall)
Return Event: 1 years
Storm Event: iyr, 24hr (Fort Bragg)
Water Device {into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft) !
(ft) (ft) (ft) (ft) I
217.50
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
217.60
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0-Ofi
217.70
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
217.80
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
217.90
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
218.00
0.00
0.00
0.00
free Outfall
0.00
0.00
(N/A)
0.00
218.10
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
218.20
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
218.30
0.00
0.00
0.00
Free Outfall
0.00
0-00
(N/A)
0.00
218.40
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
218.45
0.00
0.00
0.00
Free Outfall
0.00
0-00
(N/A)
0.00
218.50
0.54
214.71
Free Outfall
Free Outfall
0.00
0.00
(N/A)
0.00
218.60
2.79
215.29
Free Outfall
Free Outfall
0.00
0.00
(N/A)
0.00
218.65
4.29
215.59
Free Outfall
Free Outfall
0.00
0.00
(N/A)
0.00
218.70
6.00
215.91
Free Outfall
Free Outfal1
0.00
0.00
(N/A)
0.00
218.80
9.93
218.76
Free Outfall
Free Outfal1
0.00
0.00
(N/A)
0.00
218.90
10.08
218.90
Free Outfall
Free Outfall
0.00
4.41
(N/A)
0.00
219.001
10.19
219.00
Free Outfall
IFreeOutfall
1 0.00
9,39
1 (N/A)
1 0-00
WS below an invert; no flaw.
WS below an invert; no now.
WS below an Invert; no flow.
WS below an invert; no flow.
WS below an Invert; no flow.
WS below an invert; no flow.
WS below an Invert; no flow.
WS below an Invert; no flow.
WS below an Invert; no flow.
WS below an Invert; no flow.
WS below an invert; no flow.
CRIT.DEPTH CONTROL Vh= .101ft
Dcr= .286ft CRIT.DEPTH Hev= .00ft
CRIT.DEPTH CONTROL Vli= .269ft
Dcr= .670ft CRIT.DEPTH Hev= .OGft
CRIT.DEPTH CONTROL Vh= .373ft
Dcr= .839ft CRIT.DEPTH Hev= .00ft
Bentley Systems, lnc_ HaesW McMoM Sotutlon Bentley PondPack v8l
t3ARD029.ppc Center 108.11.01.54]
5MM12 27 Siemon Company Drive Suite 20D w Page 21 of 46
Watertown, CT 06795 USA [phone]

Subsection: Individual Outlet Curves
Label: Outlet Structure - 1
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert - 1 (Culvert -Circular)
Mannings open channel maximum capacity: 6.70 ft3/s
Upstream ID = Riser - 1 (Inlet Box)
Downstream ID = Tailwater (Pond Outfall)
- - _ Message
I�fLET COPIiROL .. Submerged: HW
=1.61
FULL FLOW...Lfull=138.67ft
Vh=1.018ft HL=4.502ft Hev= .00ft
FULL FLOW ... Lfull=138.71ft
Vh=1.049ft HL=4.637ft Hev= .00ft
FULL FLOW ... Lfull=138.78ft
Vh=1.071ft HL=4.738ft Hev= .00ft
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
Bentley Systenns, Inc. HaesLW McMM Sotubon Bentley PondPack V81
BARD029.ppc Center [08.11.01.54[
SW2012 27 Siernon Company DrIve Sutte 200 W Page 22 or 46
Watertown, CT 06795 USA [phone]

Subsection: Outlet Input Data
Label: Outlet Structure - 2
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
Requested Pond Water Surface Elevations
Minimum (Headwater) 213.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 215.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
Inlet Box
Riser - 2
Forward
Culvert - 2
214.00
215.00
CuMert-Grcular
Culvert - 2
Forward
TW
209.75
215.00
Rectangular Weir
Weir - 2
I
Forward
TW
214.75
215.00
Tailwater Settings
Tailwater
N/A
(NIA)
Bentley Systems, Inc. Haestad Methods SOIuWn Bentley PondPack V8i
BAR0D29.ppc Center ]08.11.01.54]
SWO12 27 Slemon Company Drive Suite 200 W Page 23 or 46
Watertown, CT 05795 USA [phone]

Subsection: Outlet Input Data
Label: Outlet Structure - 2
Return Event: I years
Storm Event: lyr, 24hr (Fort Bragg)
Structure ID: Weir - 2
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
214.75 ft
Weir Length
15.00 ft
Weir Coefficlent
2.60 (ft^0.5)/s
Structure ID: Riser - 2
Structure Type: Inlet Box
Number of Openings
1
Elevation
214.00 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Culvert - 2
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
15.0 in
Length
40.00 ft
Length (Computed Barrel)
40.01 ft
Slope (Computed)
0.019 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.023
Kr
0.000
Convergence Tolerance
0.00 it
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.086
Bentley Systems, kx. Haestad M&dx)ds Solution Bentley PoroPack v$1
BAR0029.ppc Center i08.11.01.541
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Watertown. CT 06795 USA +1-2W,755-1666

Subsection: Outlet Input Data
Label: Outlet Structure - 2
Inlet Control Data
T2 ratio (FEW/D) 1.188
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below TI
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
T1 Elevation 211.11 ft T1 Flow 4.80 M/s
T2 Elevation 211.23 ft T2 Flow 5.49 ft;/s
Bentley Systems, dx. Haestad Methods Solution Bentley PondPack V81
BAR0029.ppc Centei [08,11,01.641
5WO12 27 & marl Company Drive Suite 200 W Page 25 of 46
Watertown, CT06795USA [phone]

Subsection: Outlet Input Data
Label: Outlet Structure - 2
Return Event: 1 years
Storm Event: 1yr, 24hr (Fort Bragg)
Structure ID: TW
Structure Type: TW Setup, DS Channel
Taiiwater Type
Free Outfalt
Convergence Toterances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 W/5
Flow Tolerance (Maximum)
10.000 ft3/s
BenUey Systems, Inc. Haestad Mettrods Solution Bentley PondPack V81
BAROI)29.ppc Center [08.11,01.54]
51`811012 27 Siemon Company Drive Suite 200 W Page 26 or 46
Watertown. CT 06795 t1SA 1-1-203.755.1666

Subsection: Individual Outlet Curves
Label: Outlet Structure - 2
Return Event: 1 years
Storm Event: iyr, 24hr (Fort Bragg)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Water Surface Flow
Tailwater Elevation
Convergence Error
Elevation MIA) IA)
M
(ft)
M
213.00
0.00
(N/A)
0.00
213.50
0.00
(N/A)
0.00
214.oa
0.00
(N/A)
0.00
214.50
0.00
(N/A)
0.00
214.75
0.00
(N/A)
0.00
215.001
4.88
(N/A)
0.00
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.25: Htw=.00: Ofree=4.88:
Bentley Systems, Inc. Haestad Metnod5 Solution Bentley PondPack V8i
BAt200Q9vpc Center [08. 11 .01.54]
61a2012 27 Siemon Company Drive Sufte 200 W Page 27 of 46
Watertown, CT 06795 USA [phone]

Subsection: Individual Outlet Curves
Label: Outlet Structure - 2
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 2 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 2 (Culvert-Orcular)
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
Water
Device
- (into}
Converge
Next
Downstream
Convergence
Downstream Tailwater i
Surface
Flow
Headwater
Downstream
Downstream
Hydraulic
Error
Channel Error
Elevation
(V/s)
Hydraulic
Hydraulic
Hydraulic
Grade Line
(ft3/S)
Ta[lwater (ft)
(ft)
Grade Line
Grade Line
Grade Line
Error
(ft)
(ft)
00
(ft)
(ft)
213.00
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
213.50
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
214.00
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
214.50
16.97
214.50
214.50
214.50
0.00
0.00
(N/A)
0.00
214.75
31.18
214.75
214.75
214.75
0.00
0.00
(N/A)
0.00
215.D0
1 48.001
215.00
1215.00
1215.00
0.001
0.00
(N/A)
1 0.00
Message
WS below an invert; no flow.
WS below an invert; no How.
WS below an invert; no now.
FULLY CHARGED RISER: ADJUSTED TO
WEIR: H =0.5ft
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O.
Hev=O.ODO
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O.
Hev=0.000
Bentley Systems. Inc. Haesty Methods Solution Bentley NWPad( V6i
BAR0029.ppC Center [D8.11.01.541
5VM12 27 Siemon Company Drtve Suite 200 W Page 28 of 46
Watertown, CT 06795 USA [phone]

Subsection: Individual Outlet Curves
Label: Outlet Structure - 2
Return Event: 1 years
Storm Event: lyr, 24hr (Fort Bragg)
RATING TABLE FOR ONE OUTLET TYPE
Structure
ID = Culvert - 2 (Culvert -Circular)
--------------------------------
Mannings open channel maximum capacity: 9.51 ft3/s
Upstream
ID = Riser - 2 (Inlet Box)
Downstream
ID = Tailwater (Pond Outfall)
Water
Device (into) Converge
_ Next
Downstream
Convergence y
Downstream
Taihnrater
Surface
Flow Headwater Downstream
Downstream
Hydraulic
Error
Channel
Error
{ Elevation
(ft3/s) Hydraulic Hydraulic
Hydraulic
Grade Line
(ft3/s)
Tailwater
(ft) {
! (ft)
Grade Line Grade Line
Grade Line
Error
(ft)
(ft) (ft)
(ft)
(ft)
j
213.00
0.00
0.00
0.00
Free Outfall
0.0
00.00
(N/A)
0.00
213.50
0.00
0.00
0,00
Free Outfall
0.00
0.00
(N/A)
0.00
214.00
0.00
0.00
0,00
Free Outfall
0.00
0.00
(N/A)
0.00
214.50
13.61
214.50
Free Outfall
Free Outfall
0.00
3.36
(N/A)
0.00
214.75
14.04
214.75
Free Outfall
Free Outfall
0.00
17.14
(N/A)
0.00
215.001
14.461
215.001
Free Outfall
Free Outfall
0.00
33.54
(NIA)
0.00
Message
WS below an invert; no Flow.
WS below an invert; no flow-
WS below an Invert; no flow.
INLET CONTROL... Submerged: HW
=4.75
INLET CONTROL.. Submerged: HW
=5.00
INLET CONTROL... Submerged: HW
=5.25
Bentley Systems, Inc. Haestad Metlrods Solution Bentley PondPack V8i
13AR0029.ppc Center P&11.01.54]
518r2012 27 Siemon Company Drive Suile 200 w Page 29 0146
Watertown, CT 06795 USA [phone]

Subsection: Pond Routed Hydrograph (total out)
Label: Bio-Basin 1 (OUT)
Return Event: 1 years
Storm Event: 1yr, 24hr (Fort Bragg)
Peak Discharge
0.11 ft'Is
Time to Peak
12.400 hours
Hydrograph Volume
0.009 ac-ft
HYDROGRAPH ORDINATES (ft9/s)
Output Time Increment = 0.050 hours
_ Time on left represents time for first value in each row.
-__
Flow - Flow - - Flow - - F[ow Flow i
(hours) (ft3ls) MIN MYS) MIS) MIA)
12.250
0.00
0.03
0.09
0.11
0.11
12.500
0.10
0.09
0.08
0.07
0.07
12.750
0.06
0.06
0.06
0.06
0.05
13.000
0.05
0.05
0.04
0.04
0.04
13.250
0.04
0.04
0.04
0.03
0.03
13.500
0.03
0.03
0.03
0.03
0.03
13.750
0.02
0.02
0.02
0.02
0.02
14.000
0.02
0.02
0.02
0.02
0.02
14.250
0.01
0.01
0.01
0.01
0.01
14.500
0.01
0.01
0.01
0.01
0.01
14.750
0.01
0.01
0.01
0.01
0.01
15.000
0.01
0.01
0.01
0.01
0.01
15.250
0.01
0.01
0.01
0.01
0.01
15.500
0.01
0.00
0.00
0.00
0.00
15.750
0.00
0.00
0.00
0.00
0.00
16.000
0.00
0.00
(N/A)
(N/A)
(N/A)
Bentley Systems, lit. Haestad Methods Sdution Bentley PorldPack V&
BAR0029.ppc Center [OB.11.01.541
5/8M 12 27 Siemon Company Drive Suite 200 W Page 30 o146
Watertown. CT 06795 USA +1-203-755-i666

Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: Bio-Basin 1 (OUT) Storm Event: lyr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
0.13
0.11
0.10
0.09
S0.08
0.06
0.05
0
rA
0.04
0.03
0.01
0.00.
0.600
5.000 10.000 15.000 20.000
Time (hours)
Bentley Systems, Inc. Haestad MeftxxJs Solution Bentley Pond Park V81
BARIX)29.ppc Center [08.11,01,541
5QM12 27 Slemon Company Drive Suite 200 W Page 31 of 46
Wabeirlown, CT 06795 USA + 1-203-755-1666

Subsection: Pond Routed Hydrograph (total out)
Label: Bio-Basin 1 (OUT)
Return Event: 10 years
Storm Event: 10yr, 24hr (Fort Bragg)
Peak Discharge 2.46 ft31s
Time to Peak 11.950 hours
Hydrograph Volume 0.078 ac-ft
HYDROGRAPH ORDINATES (Wis)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft31s) (Ft3/s) (ft315) MIA)
11.800
0.00
0.26
1.92
2.46
2.30
12.050
1.82
1.10
0.58
0.45
0.39
12,300
0.34
0.31
0.28
0.25
0.23
12.550
0.20
0.19
0.17
0.16
0.15
12.800
0-15
0.14
0.13
0.13
0.12
13.050
0.12
0.11
0.11
0.10
0.10
13.300
0.10
0.09
0.09
0.09
0.09
13.550
0.08
0.08
0.08
0.07
0.07
13.800
0.07
0.07
0.07
0.06
0.06
14.050
0.06
0.06
0.06
0.06
0.05
14.300
0.05
0.05
0.05
0.05
0.05
14.550
0-05
U5
0.05
0.05
0.05
14.800
0.05
0.04
0.04
0.04
0.04
15.050
0.04
0.04
0.04
0.04
0.04
15.300
0.04
0.04
0,04
0.04
0.03
15.550
0.03
0.03
0.03
0.03
0.03
15.800
0.03
0.03
0.03
0.03
0.03
16.050
0.03
0.03
0.03
0.02
0.02
16.300
0.02
0.02
0.02
0.02
0.02
16.550
0.02
0.02
0.02
0.02
0.02
16.800
0.02
0.02
0.02
0.02
0.02
17.050
0.02
0.02
0.02
0.02
0.02
17.300
0.02
0.02
0.02
0.02
0.02
17-550
0.02
0.02
0.02
0.02
0.02
17.800
0.02
0.02
0.02
0.02
0.01
18.050
0.01
0.01
0.01
0.01
0.01
18.300
0.01
0.01
0.01
0.01
0.01
18.550
0.01
0.01
0.01
0.01
0.01
18.800
0.01
0.01
0.01
0.01
0.01
19.050
0.01
0.01
0.01
0.01
0.01
19.300
0.01
0.01
0.01
0.01
0.01
19.550
0.01
0.01
0.01
0.01
0.00
19.800
0.00
0.00
0.00
0.00
0.00
20.050
0.00
0.00
0.00
0.00
0.00
20.300
0.00
0.00
0.00
0.00
0.00
20.550
0-00
0.00
0.00
0.00
0.00
20,800
0.00
0.00
0.00
0.00
0.00
21.050
0.00
0.00
0.00
0.00
0.00
21.3DO
0.00
0.00
0.00
0.00
0.00
Bentley Systems, Inc. Haestad AWwx1s Sotution Bentley POMPach V&
BAPMM.ppc Center [08.11,01.641
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Subsection: Pond Routed Hydrograph (total out)
Label: Bio-Basin i (OUT)
Return Event: 10 years
Stone Event: 10yr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES (fts/s)
Output Time Increment : 0.050 hours
Time on left represents time for first value in each row.
i Time _ -- Flow -- Fiow ----- Flow -Flow Flow
(hours) W/O MIS) _ MYS) _ (if3/s) _ W/0
21.550 0,00 0.00 0.00 0.00 0.00
I -' ^- 4 21.800 I - 0.00 1 � � � MA)I � (NIA) I MA) (NIA}
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
BAR0029.ppc Center [08.11.01.541
SIM12 27 Slernon Company Drive Sude 200 W Page 33 0146
Watertown, CT 06795 USA [phone]

Subsection: Pond Routed Hydrograph (total out) Return Event: 10 years
Label: Bio-Basin 1 (OUT) Storm Event: 10yr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES (ft3/5)
j Output Time Increment = 0.050 hours
i Time on left represents time for first value in each row.
2.50-
2.25-
2.00
1.75
1.50
1.25
1.00
0.75
0.50
0.25
0.00-
0.600
—4-
5,000 10.000 15.000 20.000
Time (hours)
Bentley Systems, MC. Haestad LMhods Solution Bentley PondPack V81
BMDG29.PPC Cenler (08.11.01,541
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Watertown, CT 06795 USA + 1 -203-755-1666

Subsection: Pond Routed Hydrograph (total out)
Return Event: 100 years
Label: Bio-Basin 1 (OUT) Storm Event: 100yr, 24hr (Fort Bragg)
Peak Discharge 4.12 ft3/s
Tlme to Peak 11.950 hours
Hydrograph Volume 0.172 ac-ft
HYDROGRAPH ORDINATES (W/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Ilme plow Haw I -tow Clow 1-low
(hours) MIS) (ft3/s) W/O (ft%) (ft3/s) �
11.550
0.00
0.24
0.58
1.10
1.52
11.800
1.99
2.66
3.72
4.12
3.69
12.050
2.83
1.76
0.94
0.66
0.56
12.300
0.52
0.49
0.45
0.41
0.37
12.550
0-34
0.31
0.28
0.27
0.26
12.800
0.24
0.24
0.23
0.22
0.21
13.050
0.20
0.19
0.19
0.18
0.17
13.300
0.17
0.16
0.16
0.15
0.15
13.550
0.14
0.14
0.14
0.13
0.13
13.800
0.13
0.12
0.12
0.11
0.11
14.050
0.11
0.11
0.10
0.10
0.10
14.300
0.10
0.10
0.10
0.09
0-09
14.550
0.09
0.09
0.09
0.09
0.09
14.900
0.09
0.09
0.08
0.08
0.08
15.050
0.08
0.08
0.08
0.08
0.08
15.300
0.07
0.07
0.07
0.07
0.07
15.550
0.07
0.07
0.07
0.06
0.06
15.800
0.06
0.06
0.06
0.06
0.06
16.050
0-06
0.06
0.05
0.05
0.05
16.300
0.05
0.05
0.05
0.05
0.05
16.550
0.05
0.05
0.05
0.05
0.05
16.800
0.05
0.05
0.05
0.05
0.05
17.050
0.05
0.05
0.05
0.04
0.04
17.300
0.04
0.04
0.04
0.04
0.04
17.550
0.04
0.04
0.04
0.04
0.04
17.800
0.04
0.04
0.04
0.04
0.04
18.050
0.04
0.04
0.04
0.04
0.04
18.300
0.04
0.03
0.03
0.03
0.03
18.550
0.03
0.03
0.03
0.03
0.03
18.800
0.03
0.03
0.03
0.03
0.03
19.050
0.03
0.03
0.03
0.03
0.03
19.300
0.03
0.03
0.03
0.03
0.02
19.550
0.02
0.02
0.02
0.02
0.02
19.800
0A2
0.02
0.02
0.02
0.02
20.050
0.02
0.02
0.02
0.02
0.02
20.300
0.02
0.02
0.02
0.02
0.02
20.550
0.02
0.02
0.02
0.02
0.02
20.800
0.02
0.02
0-02
0.02
0.02
21.050
0.02
0.02
0.02
0.02
0.02
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V81
BAR0029.ppc Center P& 1.01.541
5WO12 27 Siemon Company Drive Suite 200 W Page 35 0146
Watertown, CT 06795 USA [phone]

Subsection: Pond Routed Hydrograph (total out) Return Event: 100 years
Label: Bio-Basin 1 (OUT) Storm Event: 100yr, 24hr (Fort Bragg)
HYDROGRARH ORDINATES (ft3ts)
Output Time Increment = 0,050 hours
Time on left represents time for first value in each row.
Time---
_F]ow
Flow
Flow --
Flow ---
Flow T
_ (hours)
MIS)
M115)
MIS)
MIS)
W/s) i
21.300
042
0.02
0.02
0.02
0.02
21.550
0.02
0.02
0.02
0,02
0.02
21.800
0.02
0.02
0.02
0.02
0.02
22.050
0.02
0.02
0.02
0.02
0.02
22-300
0.02
0.02
0.02
0.02
0.02
22.550
0.02
0.01
0.01
0.01
0.01
22.800
0.01
0.01
0.01
0.01
0.01
23.050
0.01
0.01
0.01
0.01
0.01
23.300
0.01
0.01
0.01
0.01
0.01
23.550
0.01
0.01
0.01
0.01
0.01
23.800
0.01
0.01
0.01
0.01
0.01
Bentley Systems, Inc_ Haestad Methods Solution Bentley PondPack V81
BAR0029.Wc Center 108.11.01.54]
5WO12 27 Sim= Company Drive Suite 200 W Page 36 or 46
Watertown. CT 06795 USA [phone]

Subsection: Pond Routed Hydrograph (total out) Return Event: 100 years
Labei: Bio-Basin 1 (OUT) Storm Event: 100yr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
j Time on left represents time for first value in each row. 1
4.50
1 4.00
3.50
y 3.00
2.50
m
p
O 2.00
3
U: 1.50
0.50
0.00
0.000
1
I
I
I
I
i
I
I
I
I
!
I
I
1
I
I
I
i
�
5.000 10.000 15.000 20.000
rime (hours)
Bentley Systems, Inc. Haestad Metlrods Sotution Bentley PondPack V81
BARD029.ppc Center j08.1 i.01.54]
51872012 27 Sieman Company Drive Sude 200 w Page 37 of 46
Watertmn, CT 06795 USA [phone]

Subsection: Pond Routed Hydrograph (total out)
Return Event: 1 years
Label: Bio-Basin 2 (OUT) Storm Event: iyr, 24hr (Fort Bragg)
Peak Discharge
0.33 ft3/s
Time to Peak
12.200 hours
Hydrograph Volume
0.027 ac-ft
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
_ Time on left represents time for first value in each row.
r Time Flow Flow Flow Flaw Flow
(hours) (ft31s) W/s) MYS) KIM (ft3/s)
12.100
0.00
0.24
0.33
0.29
0.27
12.350
0.25
0.22
0.20
0.18
0.16
12.600
0.15
0.14
0.13
0.12
0.12
12.850
0.11
0.11
0.10
0.10
0.10
13.100
0.09
0.09
0.08
0.08
0.08
13.350
0.08
0.07
0.07
0.07
0.07
13.600
0.06
0.06
0.06
0.06
0.06
13.850
0.05
0.05
0.05
0.05
0.05
14.100
0.04
0.04
0.04
0.04
0.04
14.350
0.04
0.04
0.04
0.04
0.04
14.600
0.04
0.04
0.04
0.04
0.03
14.850
0.03
0.03
0.03
0.03
0.03
15.100
0.03
0.03
0.03
0.03
0.03
15.350
0.03
0.03
0.03
0.02
0.02
15.600
0.02
0.02
0.02
0.02
0.02
15.850
0.02
0.02
0.02
0.02
0.02
16.100
0.02
0.02
0.02
0.02
0.02
16.350
0.02
0.01
0.01
0.01
0.01
16.600
0.01
0.01
0.01
0.01
0.01
16.850
0.01
0.01
0.01
0.01
0.01
17.100
0.01
0.01
0.01
0.01
0-01
17.350
0.01
0.01
0.01
0.01
0.01
17.600
0.01
0.01
0.01
0.01
0.01
17.850
0.01
0.01
0.01
0.01
0.01
18.100
0.01
0.01
0.01
0.01
0.01
18.350
0.01
0.00
0.00
0.00
0.00
18.600
0.00
0.00
0.00
0.00
0.00
18.850
0.00
0.00
0.00
0.00
0.00
19.100
0.04
0.00
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Met i Solution Bentley PondPack VN
BARD029.ppc Center [08.11.01.51]
5P8I2012 27 Siemon Company Drtve Sufte 200 W Page 38 of 46
Watertown. CT 06795 USA [phone]

Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: Bio-Basin 2 (OUT) Storm Event: iyr, 24hr (Fort Bragg)
WDROGRAPH ORDINATES (Wl/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
0.35
0.30
0.25
i
0.20
3
0 0.15 -
O
U-
0.10
0.05
0.00
0.000
I
I
I
I
I
I
I
I
I
k
I
I
I
E
I
i
I
I
I
I
I
i
I
I
I
I
I
I
1
I
1
!
I
5,000 10.000 15.000 20.000
Time (hours)
Bentley Systems, Inc. Haestad Methods Sdutpn Bentley PondPack V8i
BAR0029.ppc Center 108.11.01.541
5SM 12 27 Siemon Company Drive Suite 200 W Page 39 of 46
Watertown, CT 06795 USA +1-203-755.1666

Subsection: Pond Routed Hydrograph (total out)
Label: Bio-Basin 2 (OUr)
Peak Discharge
Pme to Peak
Retum Event: 10 years
Stone Event: 10yr, 24hr (Fort Bragg)
4.48 W/s
11.950 hours
Hydrograph Volume 0.166 ac-ft
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
' Time Flow Flow Flow Flow Flow
I (hours) (ft3ls) MIA) (ft3IS) (B'IS) w/s)
11.800
0.00
2.21
3-86
4.48
4.18
12.050
3.31
2.01
1.07
0.76
0.64
12.300
0.59
0.54
0.49
0.45
0.40
12.550
0.37
0.33
0.31
0.30
0.29
12.800
0.28
0.27
0.26
0.25
0.24
13.050
0.23
0.22
0.21
0.20
0.20
13.300
0.19
0.19
0.18
0.18
0.17
13.550
0.17
0.16
0.16
0.15
0.15
13.800
0.14
0-14
0.14
0.13
0.13
14.050
0.12
0.12
0.12
0.12
0.12
14.300
0.11
0.11
0.11
0.11
0.11
14.550
0.11
0.11
0.10
0.10
0.10
14.800
0.10
0.10
0.10
0.10
0.09
15.050
0.09
0.09
0.09
0.09
0.09
15.300
0.09
0.08
0.08
0.08
0.08
15.550
0.08
0.08
0.08
0.07
0.07
15.800
0.07
0.07
0.07
0.07
0.07
16.050
0.06
0.06
0.06
0.06
0.06
16.300
0.06
0.06
0.06
0.06
0.06
16.550
0.06
0.06
0.06
0.06
0.06
16.800
0-06
0.06
0.06
0.05
0.05
17.050
0.05
0.05
0.05
0.05
0.05
17.300
0.05
0.05
0.05
0.05
0.05
17.550
0.05
0.05
0.05
0.05
0.05
17.800
0.05
0.05
0.05
0.04
0.04
18.050
0.04
0.04
0.04
0.04
0.04
18.300
0.04
0.04
0.04
0.04
0.04
18.550
0.04
0.04
0.04
0.04
0.04
18.800
0.04
0.04
0.04
0.03
0.03
19.050
0.03
0.03
0.03
0.03
0.03
19.300
0.03
0.03
0.03
0.03
0.03
19.550
0.03
0.03
0.03
0.03
0.03
19.800
0.03
0.03
0.02
0.02
0.02
20.050
0.02
0.02
0.02
0.02
0.02
20.300
0.02
0.02
0.02
0.02
0.02
20.550
0.02
0.02
0.02
0.02
0.02
20.800
0.02
0.02
0.02
0.02
0.02
21.050
0.02
0.02
0.02
0.02
0.02
21.300
0.02
0.02
0.02
0.02
0.02
Bentley Systems, tnc. HaeStad Methods Wution Bentley PondPark V&
BARW29.ppc Center 108,11.01.541
5WO12 27 Stemon Company Drtve Suite 200 W Page 40 or 46
Watertown, CT 06795 USA [phone]

Subsection:
Pond Routed Hydrograph (total out)
Return Event: 10 years
Label: Bio-Basin 2 (OUT)
Storm Event: 10yr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left_ represents time for first value in each row.
_
Tinte
v Flow Flow Flow Flow
Ftow
(hours)
(ft3/s) M3/5) _ MIS) _ MIS)
u - --
(ft3/s)
21.550
0.02
0.02
0.02
0.02
0.02
21.800
0.02
0.02
0.02
0.02
0.02
22.050
o.02
0.02
0.02
0.02
0.02
22.300
0.02
0.02
0.02
0.02
0.02
22.550
0.02
0.02
0-02
0.02
0.02
22.800
0.02
0.02
0.02
0.02
0.02
23.050
0.02
0.02
0.02
0.02
0.02
23.300
0.02
0.02
0.02
0.02
0.02
23.550
0.02
0.02
0.02
0.02
0.02
23.800
0.02
0.02
0.02
0.01
0.01
Bentley Systems, inc. Haestw Meltlotl5 Solution Bentley PondPack V81
BAR0029.ppc Center [08.11.01.541
5WO12 27 Siemon Company Drive Sutte 200 W Page 41 of 46
Watertown. CT 06795 USA [phone]

Subsection: Pond Routed Hydrograph (total out)
Label: Sio-Basin 2 (OUT)
4.50
4.00
3,50
3.00
- 2.50
Cu
:3
0 2.00
0
1.50
1.00
0.50
0.00
0.600
BAR0029.PPC
5WO12
Return Event: 10 years
Storm Event: 10yr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
T
5.000 10.000 15.000 20.000
Time (hours)
Bentley systems, Inc. Haestad Methods SoMm
Center
27 Stemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1-203-755-1666
Bentley PoFK]Pack VBt
[08.1 1.01.541
Page 42 0146

i
Subsection: Pond Routed Hydrograph (total out)
Label: Bio-Basin 2 (OUT)
Return Event: 100 years
Storm Event: 100yr, 24hr (Fort Bragg)
Peak Discharge
7.47 ft3/s
Tlme to Peak
11.950 hours
Hydrograph Volume
0.343 ac-ft
HYDROGRAPH ORDINATES (f 3/s)
Output Time Increment w 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) MIS) (ft3/s) MYS) (ft3/s) MIA)
11.400
0.00
0.38
0.54
0.68
0.96
11.650
1.40
2.01
2.75
3.61
4.66
11.900
6.61
7.47
6.98
5.42
3.29
12.150
1.75
1.24
1.06
0.96
0.89
12.400
0.81
0.74
0.67
0.60
0.55
12.650
0.52
0.50
0.48
0.46
0.44
12.900
0.43
0.41
0.39
0.38
037
13.150
0.35
0.34
0.34
0.33
0.32
13.400
0.31
0.30
0.29
0.28
0.27
13.650
0.27
0.26
0.25
0.25
0.24
13.900
0.23
0.23
0.22
0.22
0.21
14.150
0.21
0.20
0.20
0.20
0.20
14.400
0.20
0.19
0.19
0.19
0.19
14.650
0.18
0.18
0.18
0.18
0.17
14.900
0.17
0.17
0.17
0.17
0.16
15.150
0.16
0.16
0.16
0.15
0.15
15.400
0.15
0.15
0.15
0.14
0.14
15.650
0.14
0.14
0.13
0.13
0.13
15.900
0.13
0.13
0.12
0.12
0.12
16.150
0.12
0.12
0.12
0.12
0.11
16.400
0.11
0.11
0.11
0.11
0.11
16.650
0.11
0.11
0.11
0.11
0.11
16.900
0.11
0.10
0.10
0.10
0.10
17.150
0.10
0.10
0.10
0.10
0.10
17.400
0.10
0.10
0.10
0.10
0.09
17.650
0.09
0.09
0.09
0.09
0.09
17.900
0.09
0.09
0.09
0.09
0.09
18,150
0.09
0.08
0.08
0.08
0.08
18.400
0.08
0.08
0.08
0.08
0.08
18.650
0.08
0.08
0.08
0.07
0.07
18.900
0.07
0.07
0.07
0.07
0.07
19.150
0.07
0.07
0,07
0,07
0.07
19.400
0.07
0.06
0,06
0.06
0.06
19.650
0.06
0.06
0.06
0.06
0.06
19.900
0.06
0.06
0.06
0.05
0.05
20.150
0.05
0.05
0.05
0.05
0.05
20.400
0.05
0.05
0.05
0.05
0.05
20.650
0.05
0.05
0.05
0.05
0.05
20.900
0.05
0.05
0.05
0.05
0.05
0AR0029.pPC
5WM12
Bentley Systems, Inc. Haestad MeT" Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V81
P8. 11.0 1.541
Page 43 0146

i
iF-
Subsection: Pond Routed Hydrograph (total out) Return Event: 100 years
Label: Bio-Basin 2 (OUT) Storm Event: 100yr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES W/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Flow Flow Now Flow
(hours)
21.150
(V/s)
_ MIA)
0.05
00/s)
� 0.05
(tt31s)
� 0.05
__
�Y 0.05
21.400
0.05
0.05
0.05
0.05
21.650
0.05
0.05
0.05
0.05
21.900
0.05
0.05
0.05
0.05
22.150
0.05
0.05
0.05
0.05
22.400
0.05
0.05
0.05
0.05
22.650
0.05
0.05
0.05
0.05
22.900
0.04
0.04
0.04
0.04
23.150
0.04
0.04
0.04
0.04
23.400
0.04
0.04
0.04
0.04
23.650
0.04
0.04
0.04
0.04
23.900
0.04
0.04
0.04
(NIA)
BAR0029.ppc
5Ja12012
Bentley Systems. hx. Haestad Methods Solution
Center
27 Siemon Company Dave Suite 200 W
Watertown, CT 06795 USA [phone]%
nUw
(fR31s
)
0.05
0.05
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
Bentley PondPack V61
[GO.11.01.54)
Page 44 of 46

Subsection- Pond Routed Hydrograph (total out) Return Event: 100 years
LAW: Bio-Basin 2 (OUT) Storm Event: IODyr, 24hr (Fort Bragg)
HYDROGRAPH ORDINATES W/5)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
7.50
6.88
6.25-
5.63-
W 5.00-
4.38-
3.75,
0
3.13-
0
2.50.
1.88-
1.25-
0.63
0.00
0.600 5.600 10.600 . 15.0,00 20.600
Time (hours)
Bentley Systems. Inc. Haestad Methods Solution Bentley P"PaCk V81
BAR0029.PPC Center [08.11 .01.54]
5f82012 27 S4emon Company Drive Suite 200 W Page 450146
Watertown, CT06795 USA [phone]

Index
2
24hr Fort Bragg (Time -Depth Curve, 1 years) ... 8, 9
24hr Fort Bragg (Time -Depth Curve, 10 years) ... 6,7
24hr Fort Bragg (Time -Depth Curve, 100 years)...4, 5
B.
Bio-Basin 1 (Elevation -Area Volume Curve, 1 years) ... 10
Bio-Basin I (OUT) (Pond Routed Hydrograph (total out), 1 years) ... 30, 31
Bio-Basin 1 (OUT) (Pond Routed Hydrograph (total out), 10 years) ... 32, 33, 34
Bio-Basin 1 (OUT) (Pond Routed Hydrograph (total out), 100 years) ... 35, 36, 37
Bio-Basin 1 (Volume Equations, 1 years) ... I I
Bio-Basin 2 (Elevation -Area Volume Curve, 1 years) ... 12
Bio-Basin 2 (OUT) (Pond Routed Hydrograph (total out), 1 years) ... 38,39
Bio-Basin 2 (OUT) (Pond Routed Hydrograph (total out), l0 years)...40, 41, 42
Bio-Basin 2 (OUT) (Pond Routed Hydrograph (total out), 100 years)...43, 44, 45
Bio-Basin 2 (Volume Equations, I years)...13
M
Master Network Summary ... 2, 3
O
Outlet Structure - I (Individual Outlet Curves, I years)...18, 19, 20, 21, 22
Outlet Structure - 1 (Outlet Input Data, 1 years) ... 14, 15, 16, 17
Outlet Structure - 2 (Individual Outlet Curves, 1 years) ... 27, 28, 29
Outlet Structure - 2 (Outlet Input Data, I years) ... 23, 24, 25, 26
Bentley Systems, Inc. Haestad MetnoM Solution Bentley PondPack V&
BAR0029.ppc Center 108.11.01.541
5WO12 27 Siemon Company Drive Suite 200 W Page 46 o146
Waterlbwrl,CT06795USA r1-203-755-16W