20150566 Ver 1_Stormwater Info_20150608

Form D
Cover Sheet
(this cover sheet is required by the Cabarrus County Register of Deeds Office for recordation purposes of
the Storm Water BMP O & M Agreement)
Type of Document: Storm Water BMP Operations & Maintenance Agreement
Grantor: Town of Harrisburg
Grantee: TKC CCIX, LLC
Prepared by: Town of Harrisburg
Mail to Address: Town of Harrisburg
Engineering Department
P.O. Box 100
Harrisburg, NC 28075
Harrisburg Stormwater Manual Form D, Page 1 of 5

Form D
BMP OPERATIONS AND MAINTENANCE AGREEMENT
WHEREAS, the TKC CCIx, LLC (Owner), its
administrators, executors, successors, heirs or assigns, recognizes that the structural Best
Management Practice (BMP) must be operated, maintained, and inspected in perpetuity as required
by the Stormwater Quality Ordinance for the development or redevelopment called,
Pepsi Bottling Ventures (Project Name), located at
Cedar Drive (Property), and located on parcels numbered
5507 -23 -7930 of the Town of Harrisburg, North Carolina;
and,
WHEREAS, the Owner is the owner of real Property more particularly described on the attached
Exhibit A as recorded in the Register of Deeds of Cabarrus County in Deed Book 09558 at
page(s) 0061 , and,
WHEREAS, The Town and the Owner agree that the health, safety and welfare of the citizens of the
Town require that the structural BMP(s) be constructed, operated, maintained, and inspected on the
Property, and,
WHEREAS, the Stormwater Quality Ordinance requires that structural BMP(s) as shown on the
approved stormwater managements plans and specifications be constructed, operated, and maintained
by the Owner.
NOW, THEREFORE, in consideration of the foregoing premises, the mutual covenants contained
herein, and the following terms and conditions, the parties hereto agree as follows:
SECTION 1.
The structural BMP(s) shall be constructed by the Owner in accordance with the plans and
specifications for the development or redevelopment.
SECTION 2.
The Owner shall maintain the structural BMP(s) in good working condition acceptable to the
Town and in accordance with the schedule of long -term maintenance activities provided in the
Harrisburg Stormwater Manual and referenced documents contained therein. If the structural
BMP(s) are not in good working condition acceptable to the Town then the Owner shall return the
structural BMP(s) to good working condition.
SECTION 3.
The Owner hereby grants permission to the Town, its authorized agents and employees, to enter
upon the property and to inspect and monitor the structural BMP(s) whenever the Town deems
necessary. Whenever possible, the Town shall provide notice prior to entry.
SECTION 4.
In the event the Owner fails to maintain the structural BMP(s) as shown on the approved plans
and specifications in good working order acceptable to the Town, the Town, with due notice, may
enter the property and take whatever steps it deems necessary to return the structural BMP(s) to
good working order. This provision shall not be construed to allow the Town to erect any
structure of a permanent nature on the property. It is expressly understood and agreed that the
Town is under no obligation to maintain or repair the structural BMP(s) and in no event shall this
Agreement be construed to impose any such obligation on the Town.
Harrisburg Stormwater Manual Form D, Page 2 of 5

• 1
SECTION 5.
In the event the Town, pursuant to the Agreement, performs work of any nature, or expends any
funds in the performance of said work for labor, use of equipment, supplies, materials, and the
like, the Owner shall reimburse the Town, or shall forfeit any required bond upon demand within
forty -five (45) days of receipt thereof for all the costs incurred by the Town hereunder. If not paid
within the prescribed period, the Town shall secure a lien against the real property in the amount
of such costs. Interest, collection costs, and attorney fees may be added to the recovery of costs.
The actions described in this section are in addition to and not in lieu of any and all legal
remedies available to the Town as a result of the Owner's failure to maintain the structural
BMP(s).
SECTION 6.
It is the intent of this Agreement to insure the proper maintenance of the structural BMP(s) by the
Owner; provided, however, that this Agreement shall not be deemed to create or affect any
additional liability of any party for damage alleged to result from or caused by stormwater runoff.
SECTION 7.
If directed by the Town, pursuant to Section 404 of the Stormwater Quality Ordinance, the Owner
shall provide the Town with a performance security or bond with surety, cash escrow, letter of
credit or other acceptable legal arrangement providing for the maintenance of the structural
BMP(s) for a period of perpetual duration. The performance security or bond shall be in the
amount of an annuity based on a reasonable estimate of the annual cost of inspection, operation
and maintenance of the structural BMPs approved under the permit, at a discount rate that reflects
the Town's cost of borrowing minus a reasonable estimate of long -term inflation. A copy of the
bond or letter of credit is attached to this Agreement and by reference made a part thereof.
SECTION 8.
Homeowner's and other associations, as Owner shall establish an escrow account to be spent
solely maintenance, repair, or reconstruction costs for structural BMP(s). Both developer
contribution and annual sinking funds shall fund the escrow account. Prior to plat recordation or
issuance of construction permits, whichever shall first occur, the developer shall pay into the
escrow account an amount equal to fifteen (15) per cent of the initial construction cost of the
structural BMPs. Two - thirds (2/3) of the total amount of sinking fund budget shall be deposited
into the escrow account within the first five (5) years and the full amount shall be deposited
within ten (10) years following initial construction of the structural BMPs. Funds shall be
deposited each year into the escrow account. A portion of the annual assessments of the
association shall include an allocation into the escrow account. Any funds drawn down from the
escrow account shall be replaced in accordance with the schedule of anticipated work used to
create the sinking fund budget.
SECTION 9.
The Owner shall comply with the requirement of an annual inspection of the structural BMP(s)
located on the Property and submit the results of the inspection to the Town, as referenced in the
Stormwater Quality Ordinance. The inspection shall be performed by a Professional Engineer and
recorded on the structural BMP Inspection Forms provided by the Town in the Harrisburg
Stormwater Manual.
SECTION 10.
The Owner hereby indemnifies and holds harmless the Town and its authorized agents and
employees for any and all damages, accidents, casualties, occurrences or claims which might
arise or be asserted against the Town from the construction, presence, existence or maintenance
Harrisburg Stormwater Manual Form D, Page 3 of 5

of the structural BMP(s) by the Owner or the Town. In the event a claim is asserted against the
Town, its authorized agents or employees, the Town shall promptly notify the Owner and the
Owner shall defend at its own expense any suit based on such claim. If any judgment or claims
against the Town, its authorized agents or employees shall be allowed, the Owner shall pay for all
costs and expenses in connection herewith.
SECTION 11.
This Agreement shall be recorded among the Register of Deeds of Cabarrus County on the final
plat, shall constitute a covenant running with the land, and shall be binding on the Owner, its
administrators, executors, heirs, assigns and any other successors in interest. A recorded copy of
the Agreement shall be submitted to the Town within fourteen (14) days of recordation.
SECTION 12.
This Agreement may be enforced by proceedings at law or in equity by or against the parties
hereto and their respective successors in interest.
SECTION 13.
Invalidation of any one of the provisions of this Agreement shall in no way effect any other
provisions and all other provisions shall remain in full force and effect.
MAINTENANCE AGREEMENT
SO AGREED this ✓3" day t/dA/Gf of.' 20 /6'
OWNER
By: -1FDAIXI -1— Aopl Attest:
Title: ldyc/'G -T Title:
Contact Inforrmation for Day -to -Day Operations & Maintenance of Storm Water Device(s):
Name: 6e% A0WLP.14 0 Title: Ow I&t 15gef- ►L1u- M#J0CMir
Business Phone No: 70 q-30g -0154 Business Address: 290? POW-044U p30
Email Address: `61%* 1.X"0(2 CRoe+it -C-0*1 i O&Udog ^(L Zatdt
Attest:
Print Name:
HARRISBURG, NORTH CAROLINA
Stormwater Administrator
Print Name:
Town Administrator

For rn D
STATE OF NORTH CAROLINA
COUNTY OF
This day of , 20_ , personally came before me
, who, being by me duly sworn says that (s)he is the
of , and that by authority duly given and as the
(title) (organization)
act of such entity, (s)he signed the foregoing instrument in its name on its behalf as its act and deed.
[NOTARIAL SEAL]
Notary Public
Print/type name:
My commission expires:
STATE OF NORTH CAROLINA
COUNTY OF to c.K1o, -•-bj rep
This 5 day of SUO , 20 6, personally came before me
1;2rty-- who, being by me duly sworn says that (s)he is the
pro;ec+ MACOA A r of IV%e KGi1 h rPo f Grhor! and that by authority duly given and as the
(title) (organization)
act of such entity, (s)he signed the foregoing instrument in its name on its behalf as its act and deed.
[NOTARIAL SEAL]
---------------
LAYNE STRAKA
NOTARY PUBLIC
MECKLENBURG COUNTY
STATE OF NORTH CAROLINA
ol
4tpulc
Print/type name:
My commission expires: lao
H2:' 1 !si'.Il f; S7 Ori' lw;.- (er kkant.lat Form D, Page') Uf 1

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fairview Rd • Sulle 100 •Charlotte• NC 28210
(704)559 -8881• Fax (;04) 553 -8860
STORMWATER MANAGEMENT REPORT
FOR
CEDAR DRIVE
HARRISBURG, NORTH CAROLINA
BY
BURTON ENGINEERING ASSOCIATES
5950 FAIRVIEW ROAD, SUITE 100
CHARLOTTE, NC 28210
(704) 553 -8881
May 20, 2015
0101 !!0!
\\ 4
e`Q 0'•9 °e
°a SEAS e
2557
.9 '•.•� GIN.•° JQ• . °� Q,
'loll TON T • a \\ .
20150506
mR
JUN 0 8 20, 5. I�

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fairview Re. • Suae 100 •Cnar100e, NC 28210
(706) 5534881 . Fax [phone]
TABLE OF CONTENTS
I. NARRATIVE
Introduction
Stormwater Management Requirements
Existing Site Conditions
Proposed Site Conditions
Proposed BMP Design
Conclusions
II. MAPS AND FIGURES
HydroCAD Model Routing Diagram
Drainage Area Maps
NOAA Rainfall Data
Soils Map
USGS Map
FEMA FIRM Map
III. HYDROCAD MODEL OUTPUT
Hydrocad: 1 -inch Storm Event
Hydrocad: 1 -yr 24 -hr Storm Event
Hydrocad: 10 -yr 24 -hr Storm Event
IV. STORM DRAINAGE HYDRAULIC MODEL
Hydraflow Storm Sewers: 10 -yr 24 -hr Storm Event
V. CULVERT DESIGN
Drainage Area Map
Hydraflow Express Drainage Area Hydrology
Hydraflow Express Culvert Hydraulic Model

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fi- Rd. - Sade 100 - Chadoae. NC 28210
[phone] - F., (704) 5534MM
INTRODUCTION
TKC CCIX, LLC is proposing the construction of a new 205,000 -sf industrial facility on Cedar Drive in Harrisburg,
North Carolina. The purpose of this report is to show that the proposed Stormwater Management BMP's
associated with these improvements will meet or exceed the Town of Harrisburg Stormwater requirements.
STORMWATER MANAGEMENT REQUIREMENTS
Town of Harrisburg Stormwater Management Requirements
1. Post - development peak discharges must be controlled to pre - development discharges for, at a
minimum, the 1 -year, 24 -hour storm and the 10 -year, 24 -hour storm.
2. The measures shall control and treat at a minimum, the stormwater runoff volume from the first one
(1) inch of rain. Runoff volume drawdown time shall be a minimum of 48 hours, but not more than 120
hours.
3. All structural stormwater treatment systems used to meet the requirements of the program shall be
designed to have a minimum of 85% average annual removal for Total Suspended Solids
The NCDENR BMP Manual is used as the basis for the water quality BMP's. Sand filters were chosen as the
most practical treatment facility due to their ability to provide all of the 85% T.S.S. The sand filters are
designed according to the Chapter 11 of the Manual.
EXISTING SITE CONDITIONS
The 32.12 acre parcel has a ridge running through the middle of the site creating two defined outfalls. The
first outfall (Western Outfall) is located where an existing stream on the western side of the property crosses
beneath an existing railroad corridor at the southern property line. The Western Drainage Area is
approximately 11.66 acres *. The second outfall (Eastern Outfall) is located where an existing drainage ditch
on the eastern side of the property crosses the existing railroad corridor at the southern property line. The
Eastern Drainage Area is approximately 14.73 acres *. The site is partially wooded with large openings and
rolling terrain (slopes varying between 2% to 18 %). The soils throughout the project area are primarily Enon
(HSG -C) soils. Predevelopment land use conditions are taken entirely as poor woods (CN -77).
*it should be noted that the drainage area to each outfall is larger than the listed acres but the remaining
drainage area does not change as a result of the proposed improvements and therefore does not impact this
study.

C-1,81
Pre (West)
BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fairview Rd, • Sate 100 •Cealone. NC 28210
(704)553 -8881• Fax [phone]
Edit'Subcat IS -,IPBV Waiter Quality
General i Area Tc Notes
Line
Area acres
CN
Descri lion
1
11.660
77
Woods, Poor, HSG C 0
2
1
14.730
77
3
Z
4
5
6
7
g
Total Area: (acres) Weighted CN: Lookup CN.`
11.660; ! 77
Large.areas
i OK i Cancel e Apply Help
Figure: Predevelopment Drainage Area (West) (HydroCAD Model)
. ,, ..
,3�
Pre (East)
Edit Subcat 25 -,PB'+ Water Quality -- - - -� -
i! General j Area Tc _ Notes
�� -- -� - - -) - -- -- --
Line
Area' acres
CN
Description
Woods, Poor, HSG C �I
1
14.730
77
Z
3
g
6
i
r
I
s
Total Area: (acres) Weighted I j Lookup CN...
T4 730 -- - -° 171 - - ° d ° W Large areas
OK Cancel A' I ` Help
Past-!,
➢4
Figure: Predevelopment Drainage Area (East) (HydroCAD Model)
PROPOSED SITE CONDITIONS
The 205,000 -sf facility will have a pitched roof, splitting the roof drainage to the east and to the west. Car
parking is proposed to the north and west of the building. Truck docking and truck parking is proposed on the
east side of the building. The proposed grades of the site closely mimic the natural topography of the site.
Approximately 7.68 acres of the new improvements will drain to the west and will be treated by a BMP at the
southwestern corner of the site. 9.93 acres of the new improvements will drain to the east and will be treated

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fohview Rd. • Suite 100 •Chodotte. NC 282 t0
(704) 553 -8881 . F- (704) 553 -8880
by a BMP along the eastern property line. These drainage areas, combined with residual areas (fill slopes,
undisturbed areas, etc.) that do not drain to the BMPs will be compared to the pre - developed peak flow rates
for the 1 -yr and 10 -yr, 24 -hour storm events.
PROPOSED BMP DESIGN
Post Development Drainage Area to Western Outfall
A sand filter is proposed to treat the proposed improvements that drain to the Western Outfall. The West
Sand Filter accepts a drainage area of 7.68 acres, approximately 90% of which is impervious. Runoff drains to
the oversized forebay where it is initially controlled by the 2" water quality orifice in OS W2. The orifice is
sized to discharge the water quality volume (23,976 ft) into the sand filter over 48 hours. The forebay has a
bypass outlet structure (OS W1) that is designed to direct flows over the water quality volume away from the
sand filter. The forebay is oversized in order to provide the peak control needed to meet the Town's peak
control requirements.
I ! yI O O I U .U. I I llyl'L'"
u"i
)ast t est)
lestorebay
A Sand I
Edit 5ubcat 3S - PBV blister Quality
- - -- -- - -- —
General Area Tc
-
'Notes
Line
Area acres
CN
Description
Paved parking, H S G C
A
1
6.910
98
2
0.770
74
>75% Grass cover, Good, H S G C
3
4
5
6
_
7
Total Area: (acres)
7,.680
-- -
Weighted CN:
96 77
(Lookup CN...
j Large areas
ry
Cancel - - APPLY
Help —
idual (West)
0
Combined (West -B)
Figure: Post Development Drainage Area to BMP (West) (HydroCAD Model)
East F rebay
54
I►
11
�4P C
East Sand Filter

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 FeWw R0. ° Suva 100 •Cnanoae. NC 28210
[phone]. Fm (704) 5538860
Post Development Drainage Area to Eastern Outfall
A sand filter is proposed to treat the proposed improvements that drain to the Eastern Outfall. The East Sand
Filter accepts a drainage area of 9.93 acres, approximately 90% of which is impervious. Runoff drains to the
oversized forebay where it is initially controlled by the 2" water quality orifice in OS E2. The orifice is sized to
discharge the water quality volume (31,000 ft) into the sand filter over 48 hours. The forebay has a bypass
outlet structure (OS E1) that is designed to direct flows over the water quality volume away from the sand
filter. The forebay is oversized in order to provide the peak control needed to meet the Town's peak control
requirements.
Pc
East t ebay
Post Re idual (East)
P ,-�j
East Sand Filter
0
Combined (East)
Figure: Post Development Drainage Area to BMP (East) (HydroCAD Model)
FUTURE BUILDOUT
It should be noted that the BMPs are sized to handle the future expansion of the proposed facility. Currently,
a 102,500 -sf expansion, 45 car parking spaces and 18 truck parking spaces are being considered for future
expansion. These future improvements are shown on the drainage area maps included in this report.
Edit'Subcat 45 - PBV Water Cua'fity
Ij General Area Tc ; Nokes
!`
Line
Areajacresl
CN
Description j
Water Surface, HSG C �]
;
1
8.940
98
j
2
0.990
74
> 75% G rass cover, G cod, H S G C 4
i
3
a
4
5
6
d
7
8
_tea„ 4
st East)
�
Total Area: (acres) Weighted CN: i Lookup CN...
9 990 - 96 ° °° 9
I � Large areas
l OK -- i — Cancel Applp i� Help
a ,
�.
East t ebay
Post Re idual (East)
P ,-�j
East Sand Filter
0
Combined (East)
Figure: Post Development Drainage Area to BMP (East) (HydroCAD Model)
FUTURE BUILDOUT
It should be noted that the BMPs are sized to handle the future expansion of the proposed facility. Currently,
a 102,500 -sf expansion, 45 car parking spaces and 18 truck parking spaces are being considered for future
expansion. These future improvements are shown on the drainage area maps included in this report.

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fe Wlew Rd. • Suite 100 •Chenone, NC 28210
(7041553.8881 • F" (704) 553 -8880
CONCLUSIONS
The Town of Harrisburg's Stormwater Management requirements are met in the two Sand Filter BMP's to be
constructed on -site. Below are the existing and proposed peak flow rates for the site.
Western Outfall
Storm
Predeveloped
Post Developed
Post (Residual)
West Forebay
Combined (Totals)
Conditions (cfs)
C
Conditions to West
(cfs)
HydroCAD Node
Discharge (cfs)
HydroCAD Node
Sand Filter (cfs)
HydroCAD
5P
HydroCAD Node
1S
HydroCAD Node
Node 11S
WSE & Discharge
20P
3S
1.0"
013
8.76
0.52
630.81' / 0.09 cfs
0
1yr-
17..68
31.29
9.18
632.17' / 4.87 cfs1�240
I 1434
24h r
10yr-
48.4.6
56.77
22.08
633.35' / 21.79 cfs
4274
24hr
Eastern Outfall
Storm
Predeveloped
Post Developed
Post (Residual)
East Forebay
Conbiined
Conditions (efs)
Conditions to East
(cfs)
HydroCAD Node
Discharge (cfsl)
HydroCAD Node
Sand Filter (cfs)
HydroCAD
13P
HydroCAD Node
2S
HydroCAD Node
Node 16S
WSE & Discharge
15P
4S
1.0"
014
11.32
0.04
634.84' / 0.14 cfs
0.09
1yr-
q'13 �' 17 „8T '
40.45
4.43
637.52' / 10.10 cfs
I 1434
24hr
10yr-
49.92
73.40
12.37
639.58' / 32.36 cfs
44 07
24hr'

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fairview R0. • Sutte 100.Chadotte. NC 28210
(704) 5538881 . F- (704) 5538860
MAPS & FIGURES
HydroCAD Model Routing Diagram
Drainage Area Maps
NOAA Rainfall Data
Soils Map
USGS Map
FEMA FIRM Map

Lo C)
O J
ca C
W o
o
N
C13 _0 m �' 'a (n
N°a.. N �/ l��vw .L ca
L {•yam 1/ L O � V !1
A V J
0 T5
U �UU
m0 0
a u
L Q
�CD
0
E N
_ a) O
U m M'C M
C;)�
co CD
d
Ch 0
a L1J C in
w °gym °o
L
Q
�U
Q o
m �
m
r° 7C) u
_0 O Y
m c
0 N J
n 0
U
c
0
s
�U
L.L
L
O 70
0 <(00-
P �4

Chapter Design Standards
Stormwater runoff can be determined using the SCS Curve Number method or other approved
stormwater runoff estimation techniques. The SCS Curve Number method or other volumetric
method is required for all development involving a drainage area of 20 acres or greater. When using
the SCS Curve Number method, the analysis shall include rainfall event duration of 24- hours, using
the Soil Conservation Service (SCS), Type II rainfall distribution with a maximum 6- minute time
increment. The following table provides 24 -hour rainfall depths for Harrisburg.
Curve numbers are obtained from the SCS TR -55 table. A copy of this table is provided on the
following page (Table 3 -3). Soils data is available in hard copy format from NRCS soil surveys and
electronically at no cost from the NRCS Soil Data Mart included in the References.
Smaller drainage areas are permitted to have their runoff calculations estimated by the Rational
Method or Simple Method. These methods rely on rainfall intensity or a prescribed water depth; such
is the case for the Simple Method when performing water quality volume calculations. The following
table provides 24 -hour rainfall intensities for Harrisburg.
TABLE 3 -2
RAINFALL ITENSITY Inches /hour FOR THE TOWN OF HARRISBURG
TABLE 3 -1
RAINFALL DEPTH Inches FOR THE TOWN OF HARRISBURG
Return Period [yea24 -hour Storms
E
e 2• ,
g, 5.`...
610
25
5.0
`100 e
0.14
3.5
4.4
5.1
6.0
6.8
7.6
recipitation Frequency Estimates from NOAA Atlas 14, NOAA Precipitation Frequency Data Server, 2007
Curve numbers are obtained from the SCS TR -55 table. A copy of this table is provided on the
following page (Table 3 -3). Soils data is available in hard copy format from NRCS soil surveys and
electronically at no cost from the NRCS Soil Data Mart included in the References.
Smaller drainage areas are permitted to have their runoff calculations estimated by the Rational
Method or Simple Method. These methods rely on rainfall intensity or a prescribed water depth; such
is the case for the Simple Method when performing water quality volume calculations. The following
table provides 24 -hour rainfall intensities for Harrisburg.
TABLE 3 -2
RAINFALL ITENSITY Inches /hour FOR THE TOWN OF HARRISBURG
8 ° ° Return Period [yea -r`sl — 24 -hour `Storms°
1 °°
2.:
5
10
25 °°.' °
5.� .
160
0.12
0.14
0.18
0.21
0.25
0.28
0.31
Source- Point Precipitation Frequency Estimates from NOAA Atlas 14, NOAA Precipitation Frequency Data Server, 2007
Runoff coefficients can be found in the table provided on a following page (Table 3 -4). Post
development runoff coefficients should represent entire build out of the drainage area even if the
balance of the area is not being developed currently.
TABLE 3 -3
RUNOFF CURVE NUMBER FOR URBAN AREAS AND AGRICULTURAL LANDS'
NRCS (SCS) CN METHOD
Average Carve.Numbers'fo>r °
" CoverjDes`cr_iption - Percent IIyd'r`ologic`Soil Group
Cover Type, and `Hydrologic Condition Impervious -
4 e ..
D
Area? ' °
° A
°
.°
°

NOAA Atlas 14, Volume 2, Version 3 Mt
Location name: Harrisburg, North Carolina, US*
Latitude: 35.3169 °, Longitude: - 80.6670°
Elevation: 653 ft'
' source. Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches /hour)1
recurrence interval
uuratlon
���
10 25 50 100 200 500 1000
0.113
4.81
5.69
6.61
7.28
8.04
8.57 IF
9.04
9.46
9.92
10.2
5-min
(4.44 -5.22)
11 (5.24 -6.18) 11
(6.10 -7.19)
11 (6.70 -7.90)
11 (7.36 -8.70)
1 (7.79 -9.26)
1 (8.18 -9.78)
1 (8.51 -10.2)
1 (8.83 -108)
1 (9.05 -11.1)
3.84
4.54
5.30
5.83
6.41
6.82
7.18
7.49
7.85
8.07
10 -min
(3.55 -4.16)
11 (4.19 -4.94)
1 (4.88 -5.75)
1 (5.35 -6.31)
1 (5.86 -6.94)
11 (6.20 -7.38)
1 (6.50 -7.77)
(674-8.12)
1 (6.99 -8.53)
1 (7.12 -8.78)
3.20
3.81
4.47
4.91
5.42
5.76
6.05
6.30
6.58
6.75
15 -min
(295-3.47)
(351-4.14)
1 (4.11-485)
(4.51 -5.32)
11 (495-5.86)
(5.24 -6.23)
(5.48 -6.55)
(5.67 -6.83)
1 (5.86 -7.15) 11
(5.96 -7.35)
2.19
2.63
3.17
3.56
4.01
4.34
4.63
4.91
5.24
5.47
30 -mtn
(2.02-2.38)
(2.43 -2.86)
1 (2.92-345)
(327-3.86)
11 (3.67 -4.34)
(3.94 -4.69)
(4.19 -5.02
(4.41 -5.32)
1 (4.67 -5.69)
1 (4.83 -5.95)
157
-1-.6-51F-2-.04
2.32-T
2.67 7
F-2-.9 4
119
3.44
3.76
359
60 -min
(1.26 -1.48)
11 (1.52 -1.79)
1 (1.87 -2.21)
1 (2.13 -2.51)
11 (2.44 -2.89)
11 (2.67 -3.18)
1 (2.89 -3.45) 11
(3.10 -3.73) 11
(3.35 -4.08)
1 (352-4.34)
0.793
0.960
1.19
1.37
1.59
1.77
1.94
2.10
2.32
2.49
F 72-hr
1(0.728-0.866)11(0.880-1.05)11
(1.09 -1.30)
11 (1.25 -1.49)
11 (1.45 -1.74)
11 (1.59 -1.92) 11
(1.74 -2.11) 11
(1.88 -2.30) 11
(2.05-254) 11
(2.18 -2.73)
3 -hr 0.565 11 0.682 11 0.852
(0.518 - 0.619) (0.626 - 0.748) (0.780 -0.£
.343 0,413 F 6 -hr (0.305 0 375) (0. 80 0 453) (0.403 O.E
12 -hr 0.202
(0.186 - 0.220)
0.119
24 -hr (0.111 - 0.129)
0.244 11 0.306
25- 0.267) (0.281 -0.:
0.983 11 1.16 1.30 1.44 1.58 1.77 1.92
(0.896 -1.07) (1.05 -1.26) (1.17 -1.41) (1.28 -1.56) (1.40 -1.72) 11 (155 -1.93) 11 (1.66 -2.10)
0.597 11 0.705 11 0.792
145- 0.651) (0.641 - 0.768) (0.715 -0 8E
0.355 0.422 0.477
;25-0.387)11(0.384-0.459)11(0.430-0.51
134 - 0.4155) (0.168 0 195) (0.195 -0226) I(0. 230-0.268)11(0.259-0.301
0.879 11 0.970 11 1.09 1 1.19
788 -0 957) 1 (0.860 -1.05) 11 (0.956 -1.19) (1.03 -1.30)
0.533 0.591 0.672 0.738
476 - 0.577) (0.522 - 0.640) (0.584 - 0.727) (0.632 - 0.799)
0.312 0.346 0.391 0.427
288 - 0.336) 1(0.317-0.372)1(0.357-0.421)11(0.388-0.460)
0.070 0.084 11 0.105 11 0.121 11 0.144 11 0.161 11 0.179 11 0.198 11 0.223 11 0.243
2�iay
1(0.065-0.075)1(0.078-0.091) (0.098 - 0.113) (0113 - 0.130) (0.133 - 0.154) 1(0.149-0.173)1(0.165-0.192) 1(0.181-0.212)11(0.204-0.240) (0.221 - 0.262)
3 day
1(0.046-0.053)11(0.055-0.064)11(0.069-0.079)1 ����
0.039 0.047 0.058 0.067 0.079 0.088 0.098
4 day (0.037 - 0.042) (0.044 - 0.050) (0.054 - 0.062) (0.062 -0 071) (0.073 -0 084)11(0.082-0.094) (0.090 - 0.105)
0.026 0.031 0.038 0.043 0.050 0.056 0.062
7 da (0.024 - 0.028) (0.029 - 0.033) (0.035 - 0.040) 1(0.040-0.046)11(0.047-0.054) 1(0.052-0.060)11(0.058-0.066)
10{lay 0.021 0.025 0.030 0.034 0.039 0.043 0.047
(0.019 - 0.022) (0.023 - 0.026) (0.028 - 0.032) (0.031 -0 036) (0 036- 0.041) (0.040 - 0.046) (0.044 - 0.050)
20�1ay 0.014 0.016 0.019 0.022 0.025 0.027 0.030
(0.013 - 0.015) (0.016 -0017) (0.018 - 0.020) 1(0.021-0.023)11(0.023-0.026)11(0.026-0.029) (0.028 - 0.031)
F30�ay]F 0.011 0.013
1(0.011-0.012)11(0.013-0.014)1
0.074
0.085
0.100
0.113
0.125
0.138
0.155
0.169
(0.079 0.091)
(0 093 0.108)
(0.104 0.121)
(0.115 0.134)
(0.127 - 0.148)
(0.142 - 0.167)
(0.154 - 0.182)
0.108 0.122 0.132
199 - 0.116) (0.111 - 0.131) (0.121 - 0.142)
0.068 0.077 0.083
)63-0.073)1(0.071-0.082) (0 077 - 0.089)
0.051 0.057 0.062
148 - 0.055) 1(0.053-0.061)11(0.057-0.066)
0.032 0.036 0.038
130-0.034)11(0.033-0.038)11(0.036-0.041)1
0.016
0.017
0.019
0.021
0.023
0.025
0.027
0.029
(0.015- 0.016)
(0 016 - 0.018)
(0.018- 0.020)
(0.020- 0.022)
(0.022 -0 024)
(0.023- 0.026)
(0.025- 0.028)
(0.027- 0.030)
45{lay 0.010 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 0.022
(0.009 - 0.010) (0.011 - 0.012) (0.012 -0.013 ) ( 0.013 - 0.015) (0.015 - 0.016) (0.016 -0.018 ) ( 0.017 - 0.019) (0.018 - 0.020) 1(0.019-0.022)11(0.021-0.023)
:6:0:�1a:y]F-o.-oo-9-7F-o.-ol-o7F-o.-o1 -1 0.012 0.0147F 0.015 0.0157F 0.0167F 0.018 0.018
(0.008 - 0.009) (0.010 - 0.010) (0.011 - 0.012) (0.012 - 0.013) (0.013 - 0.014) (0.014 - 0.015) [T-0115-0016) (0.016 - 0.017) (0.017 - 0.018) (0.017 - 0.019)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
lumbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora
even duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 %. Estimates at upper bounds are not
hecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
'lease refer to NOAA Atlas 14 document for more information.
Back to Too

M,Bbb£ 008
M,9T A> 008
Z
F
o,
OZV906£
Ob£806£ 092906£ 09T906£ OOT90G£ OZ0906£
Z
to
m
066[06£
Z Z
F
rn
m
M
0
ry
LO V
M.80 b£ 008
O O
N
V O)
CL
0
ry
T
N
rQi
�
N N
7 >
f6
0
O �
0
3
m
o
2K
�
Z
S
y�
is
g
00
c
i€j
Q
d
N
4
U
LA
5
0
91
ry
P
C
O O
y
a
a
i`a m
7 N
R O
v
Z
Z U
MIST A6
008
QQ11
Zmt

C
O
U
Lcu
CO
r
0
Z
T
C
7
O
U
w
a
m
7
O
C)
O
U_
O)
O
O
T
Z
LO
r
O
LL
Z
a.
Z
W
W
J
a
m
C �
C
7 _ �
ca
U O C N
N U U N
U
O
a
m U O N
a) am �.o
as C
cow
C
O E
y �
N .Q
O U a) w (0
"O
O E 3 C
> 2 5,0 3
L a al N L
O p O O C
C >' a
as O a)
N N L L
d a3 O N m >
m E �'Et
O -,a
t a
7
O m ~ O
U) a) i U
rn �a)m
C
.0 f0 7 O N
(p N_
w E a m
LO 't
C) O
N N
V O)
a
T
m
Z
7
N O
ZU
7 N
>-.
= m
'o �
tq Q,
�U
c
O
m
Z
a)
u_
a 2
m m
2y
3 C
O
y
� N
R O
ZU
m
m
°i
o
N
C)
rn
N
> 9
m
O
w L)
O 6
o_
.t X
_
>U
O
M U
O m cN a
a)
1
a)
3 C -
O
Z m
p L
O
N
C -
o
a� 7 'p
m
E
N a
U7
L y 7
r/)
j a
a1
C
(0
N
C
-
E
@
(U/10
N
` Lo
a) L
a)
L
N 9 O
N
N
a3 C 00
Z T M
L-. r a) m N
C a y 7
(Ji
U
ca
U .�
�
a)
LL
Q1 a) N
N
a) a)
C
f6 N
O L a) -�
a N
z
Z
C
7
Q
O
p 7
L
a) a ,�
N -p N
O cc",,
Z 0)
U
L .
3 N
L
U .N
N N
O
aS Ca 2 p 6
L C d L
N
�
Y d
a1
O
M
L
(6
y C
C a) N a)
O Q
O
a)
a) L
`
7 3
N O ..
a1 N
aS .0 aL.. OC (d
C
(n
O
N
Co
`O)
O
a
CO 1 d N
CO
c) a)
CO U
.Lp..
E
N
d
Q' L
.2
7 Cn U p a)
E O
N
o
O
N
m
L
4 E .o
0 L O
�N
N
j
U
O
v
a
Q)
y
ca
J'
d a)
N 0)
V>
N
N
C N
m
Co
��
L a) Q o (9
Q) —
o
m
o
_�
O N O m
a)
mQ a ao m
C
m°aim�
min
ip
a)
ca
o:��a
C N
d Z T
f0
a) L Co N
LA m
N Q
Q
y
'�
O a m 0
O C
7 (n
L a
a
(fl
.-•
a7
a Q
CL Wh
41
p .O C
m
OL p p S ,O
a0 .N
m
Q
r
d
m
a7 r
0.0-0
7
m Z
N tl)
U �
M U C
a)
o. Q)
>
(n N
2)
N
`�
O .Q O N
Q) ()
a E
p 0 0
U�U
`°
a7 O y
o'v< u
L OD
Hw
7
cnU
O
U o
�'
C', �vj
o�
d E c r)
L p
t—
LO 't
C) O
N N
V O)
a
T
m
Z
7
N O
ZU
7 N
>-.
= m
'o �
tq Q,
�U
c
O
m
Z
a)
u_
a 2
m m
2y
3 C
O
y
� N
R O
ZU
m
m
N
> 9
m
T
o_
C
m
O
O
a)
O
N
L
E
@
o
a
U
N
o Z 0 O
5
Cl)
-Cj,
v
B .
f0
d
■ 0.
C
7
C
C 41y
l0 A
LJ
U
F
v
m
a
N
d
O
c
O
c
_ N
C
O
N
C
rn
O
v
a
O
aD
y
Q O
y
d O
o
C
J O D D
o
d
Q
y
mQ a ao m
C
o
z
mQ a m m c) C-) o
C
z
mC a Co Co
C
C
m
m ] S
LJ
IL
0
Q
ul
LO 't
C) O
N N
V O)
a
T
m
Z
7
N O
ZU
7 N
>-.
= m
'o �
tq Q,
�U
c
O
m
Z
a)
u_
a 2
m m
2y
3 C
O
y
� N
R O
ZU

Hydrologic Soil Group— Cabarrus County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group — Summary by Map Unit — Cabarrus County, North Carolina (NCO25)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla sandy loam, 0
B/D
1.3
2.9%
to 2 percent slopes,
frequently flooded
EnB
Enon sandy loam, 2 to 8
C
16.8
36.9%
percent slopes
23.8
EnD
Enon sandy loam, 8 to 15
C
52.4%
percent slopes
MeB
Mecklenburg loam, 2 to 8
C
1.6
3.5%
percent slopes
MeD
Mecklenburg loam, 8 to
C
1.9
4.2%
15 percent slopes
45.5
Totals for Area of Interest
100.0%
usDA Natural Resources Web Soil Survey 4/7/2015
Conservation Service National Cooperative Soil Survey Page 3 of 4

The National Map
wOTsGoutaavailamonnmU.S.Goo|ogicalSumey.waxnna|G000pado|Pmgmm.
MEW k.
(��CA711ARI
A BA
it
us
Open in The National Map Viewer 5/14/15 10:07 P

Northing: = 575.957, Easting = 1,500,700
Northing: = 575,957, Easting = 1,504,169
Without Base Flood Elevation (BFE)
�- - -
With BFE or Depth
7/10M Regulatory Floodway
",
0.2% Annual Chance Flood Hazard
Future Conditions 1% Annual Chance
Flood Hazard
1
Areas Determined to be Outside the
0.2% Annual Chance Flood Hazard
Jurisdiction Boundary
c
r,
FIRM Panel Boundary
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch - 500 feet 1:6000
0 125 250 500
'
Feet
0 25 50 100
!
OMeters
NATIONAL FLOOD INSURANCE PROGRAM
CO FLOOD INSURANCE RATE MAP
O Panel(s):5507
Q, CONTAINS:
COMMUNITY CID
V TOWN OF 370038
HARRISBURG
�
T
r
Notice to User: The Map Number(s) shown
t 1ri`
below should be used when placing map
orders; the Community Number(s) shown
above should be used on insurance
VMS
/
C applications for the subject community.
SELECTED PANELS:
LJ-
• ,:'rte —.
MAP NUMBER EFFECTIVE DATE
CC 3710550700J 11/5/2008
CC
rL�1
Northing: = 572,488, Fasting = 1,500,700
Page 1 of 2
Northing: =
572,488. Fasting = 1,504,169
��-
y&Y"
w
This is an official co of a portion of the above referenced flood ma This ma incorporates changes or amendments which may have been made subsequent
PY Po P- P P 9 Y
product information about National Flootl Insurance Program Flootl maps check the FE MA Flood Map Store at www.msc.fema.gov.
4 to the date on
the title block- For the latest

FEMA: National Flood Insurance Program 001% Page 2 of 2 1rf
Panel(s):5507
CONTAINS:
COMMUNITY CID
TOWN OF HARRISBURG 370038
Notice to User: The Map Number(s) shown below should be
used when placing map orders; the Community Number(s)
shown above should be used on insurance applications for
the subject community.
SELECTED PANELS:
MAP NUMBER
3710550700J
INOTES TO USERS
EFFECTIVE DATE
1115/2008
This is an official FIRMette of a portion of the effective panels
listed in the Title Block shown on Page 1. The information
represented on this FIRMette was extracted from the effective
digital flood hazard data available at
www.floodmaps.nc.gov/fmis.
Base flood elevation data, floodway, nonencroachment widths,
information on certain areas no in the Special Flood Hazard
Areas protected by flood control structures, and other pertinent
data are available in the Flood Insurance Study (FIS) available at
www.floodmaps.nc.gov /fmis. Users should be aware that flood
elevations shown on this FIRMette represent elevations rounded
to one tenth of a foot (0.1') and should be utilized in conjunction
with data available in the FIS.
Base map information and geospatial data used to develop this FIRMette were obtained
from various organizations, including the participating local community(ies), state and
federal agencies, and /or other sources. The primary base for this FIRM is aerial imagery
acquired by the State in 2010. Information and geospatial data supplied by the local
community(ies) that met FEMA base map specifications were considered the preferred
source for development of the base map.
See geospatial metadata for the associated digital FIRMette for additional information
about base map preparation. Base map features shown on this FIRMette, such as
corporate limits, are based on the most up -to -date data available at the time of publication
Changes in the corporate limits may have occurred since this map was published. Map
users should consult the appropriate community official or website to verify current
conditions of jurisdictional boundaries and base map features. This map may contain
roads that were not considered in the hydraulic analysis of streams where no new
hydraulic model was created during the production of this statewide format FIRM.
Flood elevations on this map are referenced to either or both the North American Vertical
Datum of 1988 (NAVD 88) or National Geodetic Datum of 1929 (NGVD 29), and are
labeled accordingly. These flood elevations must be compared to structure and ground
elevations referenced to the same vertical datum. To obtain current elevation, description,
and /or location information for bench marks shown on this map, or for information
regarding conversion between NGVD 29 and NAVD 88, please contact the Information
Services Branch of the National Geodetic Survey at (31)1) 713 -3242, or visit its website at
hftp://www.ngs.noaa.gov/.
(MORE INFORMATION
Letters of Map Amendment (LOMA)
1 -877- 336 -2627
h : //m .f m v/
Letters of Map Revision (LOMR)
919 - 715 -5711
www.ncfloodmaps.com
Flood Insurance Availability
North Carolina Division of Emergency
Management (NCDEM)
919- 715 -5711
h : / /www.nccrimec n r I. r /nfl
National Flood Insurance Program (NFIP)
1- 877 - 638 -6620
htti)://www.fema.aov/business/nfil)
Questions about this FIRMette
1 -B77- 336 -2627
http11fema_aov
LEGEND
® Coastal Barrier Resources System (CBRS) Areas
Olherwbe Protected Maas (OPASJ
`_..�. Letters of Map Revision (LOPM)
1% Annual Chance Foodplaln Boundary
0.2% Annual Chance Floodplain Boundary
Floodwvy' Boundary
limit of Study
-- - - - - -- Channel, Culvert, Aqueduct, or Storm Sower
3^3= Aarodlted or ProWlonaRy Accredited Lem, DIM or FloodwaR
I I r t r r t Non- accredhedLem, Dike orFloodwall
Hydrographk; Feature
Prone Baseline
012
1% Annual Chaney Cross Sections
O— — - Coastal framed
BM5510 North Campo Geodetle Surrey Bench Mark
X Formers Wormatlon visit httn: / /wv&rlcm.statencus)
BM5510 National Geodetic Survey Bench Mork
® For more information wish htto : / /ww&ngs.noaa rtovl
BM5510 NGS -58 GPS 2.5 cm Vertical Control Marks or
® Contractoratablished NCFMP Bench Marks
(for more Information visit hto:/ /www.ncaa.state.nc.u0
• M 1.5 RNerMlleMarker
MAP REVISIONS
There are no map revisions for the
selected area.

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
D
LAN PLANNERS
5950 Ferview Rd . Suft 100.Cne.bBe. NC 26210
17011 553-8661 . F- 1700 553-8860
HYDROCAD OUTPUT
1.0 -inch Storm Event

3S 1S
4S
Pre (West)
Post ( est)
Post i East)
2S
5P Pre (East)
Westoreb 'ay
13
6 P � 16S
� 11S
East F rebay
West Sand Filte
Post Re idual (West) Post idual (East)
Re
E n /15
East Sand Filter
O Combined (East)
Combined (West -B)
Subcat Reach On Link Drainage Diagram for PBV Water Quality
Prepared by Burton Engineering Associates, Printed 5/19/2015
FHydroCAD@) 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC

,09 � =J :Tldos
d VMI b gH V 3J VN/VHCI
`° 1N31NdO79A9(7 1SOd
II
O
F—
cn
v N
w
� } � � 8 ( \ �� � � � �� -- • �- iii/ � ��'
;•°
MO � u �' � _= ✓ i // �� ��— = — --mil � %��j / � �-i
Li
CO
�o
II 0
�o
II
Z
U
U)
W
w
U
Q
C
Q \
I LL �
cn
a � \
I '-
IW
�i
�II
�� II
�I
`I
1
f �I
1} i
PMp-
i
i
i
i
i
i
i
i /
o
/
0
o°
U V
O 30:
/
U7 N
/
?:
o c�
/
c
Fa
ns�
/
o�
/
~ O
/
O MU
F—
,09 � =J :Tldos
d VMI b gH V 3J VN/VHCI
`° 1N31NdO79A9(7 1SOd
II
O
F—
cn
v N
w
� } � � 8 ( \ �� � � � �� -- • �- iii/ � ��'
;•°
MO � u �' � _= ✓ i // �� ��— = — --mil � %��j / � �-i
Li
CO
�o
II 0
�o
II
Z
U
U)
W
w
U
Q
C
Q \
I LL �
cn
a � \
I '-
IW
�i
�II
�� II
�I
`I
1
f �I
1} i
PMp-
i
i
i
i
i
i
i
i /

/ fos = ff :3�dos
W IN3WdO79A90 I sod
..
i �wo
CL Q UA
y
la
OR
m ILL
CL Z
co Lij
co 00
ou
OL
- - - -♦! � --- _ -- , ' - / L� � I °, IBS,( W �
?'''•`,. sir`;' ,?' ,:C"''. /
i t
J

PBV Water Quality Type 11 24 -hr 1 " WQv Rainfall = 1.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 2
Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1 S: Pre (West) Runoff Area = 11.660 ac 0.00% Impervious Runoff Depth = 0.05"
Flow Length= 1,365' Tc =10.1 min CN =77 Runoff =0.13 cfs 0.046 of
Subcatchment2S: Pre (East) Runoff Area = 14.730 ac 0.00% Impervious Runoff Depth = 0.05"
Flow Length= 1,388' Tc =16.1 min CN =77 Runoff =0.14 cfs 0.059 of
Subcatchment3S: Post (West) Runoff Area =7.680 ac 89.97% Impervious Runoff Depth = 0.63"
Tc =5.0 min CN =96 Runoff =8.76 cfs 0.403 of
Subcatchment4S: Post (East) Runoff Area =9.930 ac 90.03% Impervious Runoff Depth = 0.63"
Tc =5.0 min CN =96 Runoff =11.32 cfs 0.521 of
Subcatchment 11 S: Post Residual (West) Runoff Area =4.590 ac 0.00% Impervious Runoff Depth = 0.11"
Flow Length= 1,365' Tc =10.1 min CN =82 Runoff =0.52 cfs 0.044 of
Subcatchment 16S: Post Residual (East) Runoff Area =3.650 ac 0.00% Impervious Runoff Depth = 0.05"
Flow Length= 1,388' Tc =16.1 min CN =77 Runoff =0.04 cfs 0.015 of
Pond 5P: West Forebay Peak EIev= 630.81' Storage= 13.764 cf Inflow =8.76 cfs 0.403 of
Primary=0.09 cfs 0.293 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow =0.09 cfs 0.293 of
Pond 6P: West Sand Filter Peak EIev= 630.80' Storage =3,131 cf Inflow =0.09 cfs 0.293 of
Outflow =0.07 cfs 0.232 of
Pond 13P: East Forebay Peak EIev= 634.84' Storage= 16.990 cf Inflow =11.32 cfs 0.521 of
Primary=0.14 cfs 0.440 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow =0.14 cfs 0.440 of
Pond 14P: East Sand Filter Peak EIev= 634.73' Storage =5,997 cf Inflow =0.14 cfs 0.440 of
Outflow =0.09 cfs 0.318 of
Pond 15P: Combined (East) Inflow =0.09 cfs 0.332 of
Primary=0.09 cfs 0.332 of
Pond 20P: Combined (West-13) Inflow =0.53 cfs 0.276 of
Primary=0.53 cfs 0.276 of
Total Runoff Area = 52.240 ac Runoff Volume = 1.088 of Average Runoff Depth = 0.25"
69.66% Pervious = 36.390 ac 30.34% Impervious = 15.850 ac

PBV Water Quality Type 11 24 -hr 9" WQv Rainfall = 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 15
Summary for Pond 5P: West Forebay
Inflow Area =
7.680 ac, 89.97% Impervious, Inflow Depth = 0.63" for 1" WQv event
Inflow =
8.76 cfs @ 11.96 hrs, Volume= 0.403 of
Outflow =
0.09 cfs @ 20.26 hrs, Volume= 0.293 af, Atten= 99 %, Lag= 498.2 min
Primary =
0.09 cfs @ 20.26 hrs, Volume= 0.293 of
Secondary =
0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Tertiary =
0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 630.81' @ 20.26 hrs Surf.Area= 17,716 sf Storage= 13,764 cf
Plug -Flow detention time= 1,292.8 min calculated for 0.293 of (73% of inflow)
Center -of -Mass det. time= 1,196.8 min ( 2,007.0 - 810.1 )
Volume Invert Avail.Storage Storage Description
#1 630.00' 79,700 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store Cum.Store
(feet)
(sq -ft) (cubic -feet) (cubic -feet)
630.00
16,300 0 0
631.00
18,050 17,175 17,175
632.00
19,900 18,975 36,150
633.00
21,750 20,825 56,975
634.00
23,700 22,725 79,700
Device Routing
Invert Outlet Devices
#1 Primary
630.00' 12.0" Round Culvert
L= 29.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 629.86' S=0.0048'/' Cc= 0.900 n=0.012
#2 Device 1
630.00' 2.0" Vert. 2" Water Quality Orifice C= 0.600
#3 Device 1
634.00' 4.7' long x 1.00' rise Top of OS W2 0 End Contraction(s)
4.0' Crest Height
#4 Secondary
627.24' 15.0" Round Culvert
L= 49.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 627.00' S=0.0049'/' Cc= 0.900 n=0.012
#5 Device 4
631.80' 6.3' long x 1.00' rise Top of OS W1 0 End Contraction(s)
4.0' Crest Height
#6 Tertiary
633.00' 15.0' long x 6.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83

PBV Water Quality Type 11 24 -hr I" VVQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 16
Primary OutFlow Max =0.09 cfs @ 20.26 hrs HW= 630.81' (Free Discharge)
L =Culvert (Passes 0.09 cfs of 1.59 cfs potential flow)
2 =2" Water Quality Orifice (Orifice Controls 0.09 cfs @ 4.10 fps)
3 =Top of OS W2 ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 630.00' (Free Discharge)
4= Culvert (Passes 0.00 cfs of 8.28 cfs potential flow)
L5 =Top of OS W1 ( Controls 0.00 cfs)
tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 630.00' (Free Discharge)
!6= Emergency Spillway ( Controls 0.00 cfs)
m
w
V
3
LL
Pond 5P: West Forebay
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Inflow
— Outflow
— Primary
— Secondary
— Tertiary

PBV Water Quality Type // 24 -hr I" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 17
a
a
c
0
a
w
m
a
c
0
.a
v
w
Pond 5P: West Forebay
Stage- Discharge
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Discharge (cfs)
Pond 5P: West Forebay
Stage- Area - Storage
Surface /Horizontal[Wetted Area (sq -ft)
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 65,000 70,000 75,000
Storage (cubic -feet)
a ry
Surface
Storage

PBV Water Quality Type 11 24 -hr 9" WQv Rainfall= 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 18
Hydrograph for Pond 5P: West Forebay
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
630.00
0.00
0.00
0.00
0.00
2.00
0.00
0
630.00
0.00
0.00
0.00
0.00
4.00
0.00
0
630.00
0.00
0.00
0.00
0.00
6.00
0.00
0
630.00
0.00
0.00
0.00
0.00
8.00
0.03
75
630.00
0.00
0.00
0.00
0.00
10.00
0.10
479
630.03
0.00
0.00
0.00
0.00
12.00
7.43
7,822
630.47
0.07
0.07
0.00
0.00
14.00
0.26
12,370
630.73
0.08
0.08
0.00
0.00
16.00
0.16
13,240
630.78
0.09
0.09
0.00
0.00
18.00
0.13
13,626
630.80
0.09
0.09
0.00
0.00
20.00
0.09
13,763
630.81
0.09
0.09
0.00
0.00
22.00
0.08
13,746
630.81
0.09
0.09
0.00
0.00
24.00
0.08
13,682
630.80
0.09
0.09
0.00
0.00
26.00
0.00
13,069
630.77
0.09
0.09
0.00
0.00
28.00
0.00
12,451
630.73
0.08
0.08
0.00
0.00
30.00
0.00
11,848
630.70
0.08
0.08
0.00
0.00
32.00
0.00
11,262
630.67
0.08
0.08
0.00
0.00
34.00
0.00
10,693
630.63
0.08
0.08
0.00
0.00
36.00
0.00
10,140
630.60
0.08
0.08
0.00
0.00
38.00
0.00
9,603
630.57
0.07
0.07
0.00
0.00
40.00
0.00
9,083
630.54
0.07
0.07
0.00
0.00
42.00
0.00
8,579
630.51
0.07
0.07
0.00
0.00
44.00
0.00
8,093
630.48
0.07
0.07
0.00
0.00
46.00
0.00
7,622
630.46
0.06
0.06
0.00
0.00
48.00
0.00
7,169
630.43
0.06
0.06
0.00
0.00
50.00
0.00
6,732
630.40
0.06
0.06
0.00
0.00
52.00
0.00
6,313
630.38
0.06
0.06
0.00
0.00
54.00
0.00
5,910
630.36
0.05
0.05
0.00
0.00
56.00
0.00
5,524
630.33
0.05
0.05
0.00
0.00
58.00
0.00
5,155
630.31
0.05
0.05
0.00
0.00
60.00
0.00
4,802
630.29
0.05
0.05
0.00
0.00

PBV Water Quality Type 11 24 -hr I" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 19
Stage- Discharge for Pond 5P: West Forebay
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
630.00
0.00
0.00
0.00
0.00
630.10
0.01
0.01
0.00
0.00
630.20
0.04
0.04
0.00
0.00
630.30
0.05
0.05
0.00
0.00
630.40
0.06
0.06
0.00
0.00
630.50
0.07
0.07
0.00
0.00
630.60
0.08
0.08
0.00
0.00
630.70
0.08
0.08
0.00
0.00
630.80
0.09
0.09
0.00
0.00
630.90
0.09
0.09
0.00
0.00
631.00
0.10
0.10
0.00
0.00
631.10
0.11
0.11
0.00
0.00
631.20
0.11
0.11
0.00
0.00
631.30
0.12
0.12
0.00
0.00
631.40
0.12
0.12
0.00
0.00
631.50
0.13
0.13
0.00
0.00
631.60
0.13
0.13
0.00
0.00
631.70
0.13
0.13
0.00
0.00
631.80
0.14
0.14
0.00
0.00
631.90
0.80
0.14
0.65
0.00
632.00
2.00
0.15
1.85
0.00
632.10
3.57
0.15
3.42
0.00
632.20
5.43
0.15
5.28
0.00
632.30
7.55
0.16
7.39
0.00
632.40
9.91
0.16
9.75
0.00
632.50
12.49
0.16
12.32
0.00
632.60
13.02
0.17
12.86
0.00
632.70
13.16
0.17
12.99
0.00
632.80
13.30
0.17
13.13
0.00
632.90
13.44
0.18
13.26
0.00
633.00
13.57
0.18
13.39
0.00
633.10
14.83
0.18
13.52
1.12
633.20
17.01
0.19
13.65
3.18
633.30
19.98
0.19
13.78
6.01
633.40
23.62
0.19
13.90
9.52
633.50
28.04
0.19
14.03
13.82
633.60
33.17
0.20
14.15
18.82
633.70
38.10
0.20
14.27
23.63
633.80
43.36
0.20
14.40
28.76
633.90
49.04
0.21
14.52
34.32
634.00
55.04
0.21
14.64
40.20
634.10
61.74
0.70
14.75
46.29
634.20
69.12
1.60
14.87
52.65
634.30
76.89
2.76
14.99
59.14
634.40
85.11
4.15
15.11
65.85
634.50
93.98
5.74
15.22
73.03
634.60
103.28
7.50
15.33
80.45
634.70
111.31
7.75
15.45
88.11
634.80
119.40
7.84
15.56
95.99
634.90
127.71
7.93
15.67
104.10
635.00
136.24
8.02
15.78
112.43

PBV Water Quality Type 11 24 -hr 9" WQv Rainfall= 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 20
Stage- Area - Storage for Pond 5P: West Forebay
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
630.00
16,300
0
630.05
16,387
817
630.10
16,475
1,639
630.15
16,562
2,465
630.20
16,650
3,295
630.25
16,738
4,130
630.30
16,825
4,969
630.35
16,913
5,812
630.40
17,000
6,660
630.45
17,088
7,512
630.50
17,175
8,369
630.55
17,262
9,230
630.60
17,350
10,095
630.65
17,437
10,965
630.70
17,525
11,839
630.75
17,613
12,717
630.80
17,700
13,600
630.85
17,788
14,487
630.90
17,875
15,379
630.95
17,963
16,275
631.00
18,050
17,175
631.05
18,142
18,080
631.10
18,235
18,989
631.15
18,327
19,903
631.20
18,420
20,822
631.25
18,513
21,745
631.30
18,605
22,673
631.35
18,698
23,606
631.40
18,790
24,543
631.45
18,883
25,485
631.50
18,975
26,431
631.55
19,067
27,382
631.60
19,160
28,338
631.65
19,252
29,298
631.70
19,345
30,263
631.75
19,438
31,233
631.80
19,530
32,207
631.85
19,623
33,186
631.90
19,715
34,169
631.95
19,808
35,157
632.00
19,900
36,150
632.05
19,992
37,147
632.10
20,085
38,149
632.15
20,177
39,156
632.20
20,270
40,167
632.25
20,363
41,183
632.30
20,455
42,203
632.35
20,548
43,228
632.40
20,640
44,258
632.45
20,733
45,292
632.50
20,825
46,331
632.55
20,917
47,375
632.60
21,010
48,423
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.65
21,102
49,476
632.70
21,195
50,533
632.75
21,288
51,595
632.80
21,380
52,662
632.85
21,473
53,733
632.90
21,565
54,809
632.95
21,658
55,890
633.00
21,750
56,975
633.05
21,847
58,065
633.10
21,945
59,160
633.15
22,042
60,259
633.20
22,140
61,364
633.25
22,238
62,473
633.30
22,335
63,588
633.35
22,433
64,707
633.40
22,530
65,831
633.45
22,628
66,960
633.50
22,725
68,094
633.55
22,822
69,232
633.60
22,920
70,376
633.65
23,017
71,524
633.70
23,115
72,678
633.75
23,213
73,836
633.80
23,310
74,999
633.85
23,408
76,167
633.90
23,505
77,340
633.95
23,603
78,517
634.00
23,700
79,700
634.05
23,700
79,700
634.10
23,700
79,700
634.15
23,700
79,700
634.20
23,700
79,700
634.25
23,700
79,700
634.30
23,700
79,700
634.35
23,700
79,700
634.40
23,700
79,700
634.45
23,700
79,700
634.50
23,700
79,700
634.55
23,700
79,700
634.60
23,700
79,700
634.65
23,700
79,700
634.70
23,700
79,700
634.75
23,700
79,700
634.80
23,700
79,700
634.85
23,700
79,700
634.90
23,700
79,700
634.95
23,700
79,700
635.00
23,700
79,700

PBV Water Quality Type ll 24 -hr I" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond 6P: West Sand Filter
Inflow Area = 7.680 ac, 89.97% Impervious, Inflow Depth > 0.46" for 1" WQv event
Inflow = 0.09 cfs @ 20.26 hrs, Volume= 0.293 of
Outflow = 0.07 cfs @ 43.81 hrs, Volume= 0.232 af, Atten= 25 %, Lag= 1,412.7 min
Primary = 0.07 cfs @ 43.81 hrs, Volume= 0.232 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 630.80' @ 43.81 hrs Surf.Area= 3,850 sf Storage= 3,131 cf
Plug -Flow detention time= 597.3 min calculated for 0.232 of (79% of inflow)
Center -of -Mass det. time= 289.4 min ( 2,296.4 - 2,007.0 )
Volume Invert
Avail.Storage Storage Description
#1 629.90'
19,739 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
629.90
2,525
0 0
630.00
3,250
289 289
631.00
4,000
3,625 3,914
632.00
4,800
4,400 8,314
633.00
5,700
5,250 13,564
634.00
6,650
6,175 19,739
Device Routing
Invert
Outlet Devices
#1 Primary
615.38'
15.0" Round Culvert
L= 76.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 615.00' S=0.0050'/' Cc= 0.900 n=0.012
#2 Device 1
629.80'
Filter Media
Head (feet) 0.00 0.75 1.50
Disch. (cfs) 0.000 0.060 0.080
#3 Device 1
633.00'
7.8' long x 1.00' rise Top of OS W3 0 End Contraction(s)
4.0' Crest Height
rimary OutFlow Max =0.07 cfs @ 43.81 hrs HW= 630.80' (Free Discharge)
i =Culvert (Passes 0.07 cfs of 21.65 cfs potential flow)
2 =Filter Media (Custom Controls 0.07 cfs)
3 =Top of OS W3 ( Controls 0.00 cfs)

PBV Water Quality Type// 24 -hr 9" WQv Rainfall = 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 22
v
0
0
LL
w
m
c
0
v
w
Pond 6P: West Sand Filter
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Pond 6P: West Sand Filter
Stage- Discharge
0 2 4 6 8 10 12 14 16 18 20 22
Discharge (cfs)
— Inflow
— Primary
— Primary

PBV Water Quality Type// 24 -hr 9" WQv Rainfall = 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 23
m
m
c
0
m
w
Pond 6P: West Sand Filter
Stage- Area - Storage
Surface /Horizontal/Wetted Area (sq -ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000
Storage (cubic -feet)
Surf ace
Storage

PBV Water Quality Type // 24 -hr 1" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 24
Hydrograph for Pond 6P: West Sand Filter
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
629.90
0.00
2.00
0.00
0
629.90
0.00
4.00
0.00
0
629.90
0.00
6.00
0.00
0
629.90
0.00
8.00
0.00
1
629.90
0.00
10.00
0.00
7
629.90
0.00
12.00
0.07
81
629.93
0.01
14.00
0.08
539
630.08
0.02
16.00
0.09
964
630.20
0.03
18.00
0.09
1,336
630.31
0.04
20.00
0.09
1,658
630.40
0.05
22.00
0.09
1,932
630.48
0.05
24.00
0.09
2,165
630.54
0.06
26.00
0.09
2,364
630.60
0.06
28.00
0.08
2,537
630.64
0.06
30.00
0.08
2,685
630.68
0.06
32.00
0.08
2,810
630.72
0.06
34.00
0.08
2,913
630.74
0.07
36.00
0.08
2,995
630.77
0.07
38.00
0.07
3,057
630.78
0.07
40.00
0.07
3,099
630.79
0.07
42.00
0.07
3,124
630.80
0.07
44.00
0.07
3,130
630.80
0.07
46.00
0.06
3,121
630.80
0.07
48.00
0.06
3,095
630.79
0.07
50.00
0.06
3,054
630.78
0.07
52.00
0.06
2,999
630.77
0.07
54.00
0.05
2,930
630.75
0.07
56.00
0.05
2,848
630.73
0.06
58.00
0.05
2,754
630.70
0.06
60.00
0.05
2,647
630.67
0.06

PBV Water Quality Type // 24 -hr 1" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 25
Elevation Primary
(feet)
(Cfs)
629.90
0.00
629.92
0.01
629.94
0.01
629.96
0.01
629.98
0.01
630.00
0.02
630.02
0.02
630.04
0.02
630.06
0.02
630.08
0.02
630.10
0.02
630.12
0.03
630.14
0.03
630.16
0.03
630.18
0.03
630.20
0.03
630.22
0.03
630.24
0.04
630.26
0.04
630.28
0.04
630.30
0.04
630.32
0.04
630.34
0.04
630.36
0.04
630.38
0.05
630.40
0.05
630.42
0.05
630.44
0.05
630.46
0.05
630.48
0.05
630.50
0.06
630.52
0.06
630.54
0.06
630.56
0.06
630.58
0.06
630.60
0.06
630.62
0.06
630.64
0.06
630.66
0.06
630.68
0.06
630.70
0.06
630.72
0.06
630.74
0.07
630.76
0.07
630.78
0.07
630.80
0.07
630.82
0.07
630.84
0.07
630.86
0.07
630.88
0.07
630.90
0.07
630.92
0.07
630.94
0.07
Stage- Discharge for Pond 6P: West Sand Filter
Elevation Primary
(feet) (Cfs)
630.96 0.07
630.98 0.07
631.00 0.07
631.02 0.07
631.04 0.07
631.06 0.07
631.08 0.07
631.10 0.07
631.12 0.08
631.14 0.08
631.16 0.08
631.18 0.08
631.20 0.08
631.22 0.08
631.24 0.08
631.26 0.08
631.28 0.08
631.30 0.08
631.32 0.08
631.34 0.08
631.36 0.08
631.38 0.08
631.40 0.08
631.42 0.08
631.44 0.08
631.46 0.08
631.48 0.08
631.50 0.09
631.52 0.09
631.54 0.09
631.56 0.09
631.58 0.09
631.60 0.09
631.62 0.09
631.64 0.09
631.66 0.09
631.68 0.09
631.70 0.09
631.72 0.09
631.74 0.09
631.76 0.09
631.78 0.09
631.80 0.09
631.82 0.09
631.84 0.09
631.86 0.09
631.88 0.10
631.90 0.10
631.92 0.10
631.94 0.10
631.96 0.10
631.98 0.10
632.00 0.10
Elevation Primary
(feet)
(Cfs)
632.02
0.10
632.04
0.10
632.06
0.10
632.08
0.10
632.10
0.10
632.12
0.10
632.14
0.10
632.16
0.10
632.18
0.10
632.20
0.10
632.22
0.10
632.24
0.11
632.26
0.11
632.28
0.11
632.30
0.11
632.32
0.11
632.34
0.11
632.36
0.11
632.38
0.11
632.40
0.11
632.42
0.11
632.44
0.11
632.46
0.11
632.48
0.11
632.50
0.11
632.52
0.11
632.54
0.11
632.56
0.11
632.58
0.11
632.60
0.11
632.62
0.12
632.64
0.12
632.66
0.12
632.68
0.12
632.70
0.12
632.72
0.12
632.74
0.12
632.76
0.12
632.78
0.12
632.80
0.12
632.82
0.12
632.84
0.12
632.86
0.12
632.88
0.12
632.90
0.12
632.92
0.12
632.94
0.12
632.96
0.12
632.98
0.12
633.00
0.13
633.02
0.20
633.04
0.33
633.06
0.50
Elevation Primary
(feet)
(Cfs)
633.08
0.71
633.10
0.94
633.12
1.19
633.14
1.47
633.16
1.77
633.18
2.09
633.20
2.43
633.22
2.78
633.24
3.15
633.26
3.54
633.28
3.94
633.30
4.36
633.32
4.80
633.34
5.24
633.36
5.70
633.38
6.18
633.40
6.67
633.42
7.17
633.44
7.68
633.46
8.21
633.48
8.74
633.50
9.29
633.52
9.86
633.54
10.43
633.56
11.01
633.58
11.61
633.60
12.21
633.62
12.83
633.64
13.46
633.66
14.09
633.68
14.74
633.70
15.40
633.72
16.07
633.74
16.75
633.76
17.44
633.78
18.14
633.80
18.84
633.82
19.56
633.84
20.29
633.86
21.03
633.88
21.77
633.90
22.53
633.92
23.29
633.94
23.87
633.96
23.89
633.98
23.90
634.00
23.91

PBV Water Quality Type // 24 -hr 1 " WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 26
Stage- Area - Storage for Pond 6P: West Sand Filter
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
629.90
2,525
0
629.95
2,887
135
630.00
3,250
289
630.05
3,287
452
630.10
3,325
618
630.15
3,362
785
630.20
3,400
954
630.25
3,438
1,125
630.30
3,475
1,297
630.35
3,513
1,472
630.40
3,550
1,649
630.45
3,587
1,827
630.50
3,625
2,008
630.55
3,662
2,190
630.60
3,700
2,374
630.65
3,737
2,560
630.70
3,775
2,747
630.75
3,813
2,937
630.80
3,850
3,129
630.85
3,888
3,322
630.90
3,925
3,517
630.95
3,962
3,715
631.00
4,000
3,914
631.05
4,040
4,115
631.10
4,080
4,318
631.15
4,120
4,523
631.20
4,160
4,730
631.25
4,200
4,939
631.30
4,240
5,150
631.35
4,280
5,363
631.40
4,320
5,578
631.45
4,360
5,795
631.50
4,400
6,014
631.55
4,440
6,235
631.60
4,480
6,458
631.65
4,520
6,683
631.70
4,560
6,910
631.75
4,600
7,139
631.80
4,640
7,370
631.85
4,680
7,603
631.90
4,720
7,838
631.95
4,760
8,075
632.00
4,800
8,314
632.05
4,845
8,555
632.10
4,890
8,798
632.15
4,935
9,044
632.20
4,980
9,292
632.25
5,025
9,542
632.30
5,070
9,794
632.35
5,115
10,049
632.40
5,160
10,306
632.45
5,205
10,565
632.50
5,250
10,826
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.55
5,295
11,090
632.60
5,340
11,356
632.65
5,385
11,624
632.70
5,430
11,894
632.75
5,475
12,167
632.80
5,520
12,442
632.85
5,565
12,719
632.90
5,610
12,998
632.95
5,655
13,280
633.00
5,700
13,564
633.05
5,747
13,850
633.10
5,795
14,139
633.15
5,842
14,429
633.20
5,890
14,723
633.25
5,938
15,018
633.30
5,985
15,316
633.35
6,033
15,617
633.40
6,080
15,920
633.45
6,127
16,225
633.50
6,175
16,533
633.55
6,222
16,842
633.60
6,270
17,155
633.65
6,317
17,469
633.70
6,365
17,786
633.75
6,413
18,106
633.80
6,460
18,428
633.85
6,508
18,752
633.90
6,555
19,078
633.95
6,602
19,407
634.00
6,650
19,739

PBV Water Quality Type 11 24 -hr 9" WQv Rainfall= 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 27
Summary for Pond 13P: East Forebay
Inflow Area =
9.930 ac, 90.03% Impervious, Inflow Depth = 0.63" for 1" WQv event
Inflow =
11.32 cfs @ 11.96 hrs, Volume= 0.521 of
Outflow =
0.14 cfs @ 19.04 hrs, Volume= 0.440 af, Atten= 99 %, Lag= 425.1 min
Primary =
0.14 cfs @ 19.04 hrs, Volume= 0.440 of
Secondary =
0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Tertiary =
0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 634.84' @ 19.04 hrs Surf.Area= 10,309 sf Storage= 16,990 cf
Plug -Flow detention time= 1,219.1 min calculated for 0.440 of (84% of inflow)
Center -of -Mass det. time= 1,148.9 min ( 1,959.0 - 810.1 )
Volume Invert Avail.Storage Storage Description
#1 633.00' 92,250 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store Cum.Store
(feet)
(sq -ft) (cubic -feet) (cubic -feet)
633.00
8,200 0 0
634.00
9,300 8,750 8,750
635.00
10,500 9,900 18,650
636.00
11,800 11,150 29,800
637.00
13,100 12,450 42,250
638.00
14,500 13,800 56,050
639.00
16,000 15,250 71,300
640.00
25,900 20,950 92,250
Device Routing
Invert Outlet Devices
#1 Primary
633.00' 12.0" Round Culvert
L= 41.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 632.80' S=0.0049'/' Cc= 0.900 n=0.012
#2 Device 1
633.00' 2.0" Vert. 2" WQ Orifice C= 0.600
#3 Device 1
640.00' 7.8' long x 1.00' rise Top of OS E2 0 End Contraction(s)
4.0' Crest Height
#4 Secondary
633.00' 15.0" Round Culvert
L= 55.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 632.72' S= 0.0051 T Cc= 0.900 n= 0.012
#5 Device 4
637.00' 7.8' long x 1.00' rise Top of OS E1 0 End Contraction(s)
4.0' Crest Height
#6 Tertiary
639.00' 15.0' long x 6.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83

PBV Water Quality Type 1124 -hr 1 " WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 28
Primary OutFlow Max =0.14 cfs @ 19.04 hrs HW= 634.84' (Free Discharge)
L = Culvert (Passes 0.14 cfs of 3.99 cfs potential flow)
2 =2" WQ Orifice (Orifice Controls 0.14 cfs @ 6.38 fps)
3 =Top of OS E2 ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 633.00' (Free Discharge)
T--4= Culvert ( Controls 0.00 cfs)
t-5 =Top of OS E1 ( Controls 0.00 cfs)
tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 633.00' (Free Discharge)
6= Emergency Spillway ( Controls 0.00 cfs)
w
w
v
3
0
LL
Pond 13P: East Forebay
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
— Inflow
— Outflow
E : P rima l Seconry Tertia

PBV Water Quality Type // 24 -hr 1" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 29
Pond 13P: East Forebay
Stage- Discharge
w
v
c
0
m
w
m
a
c
0
.4
m
w
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Discharge (cfs)
Pond 13P: East Forebay
Stage- Area - Storage
Surface /Horizontal/VVetted Area (sq -ft)
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
— Total
— Primary
— Secondary
— Tertiary
Surface
Storage

PBV Water Quality Type 11 24 -hr 9" WQv Rainfall= 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 30
Hydrograph for Pond 13P: East Forebay
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
633.00
0.00
0.00
0.00
0.00
2.00
0.00
0
633.00
0.00
0.00
0.00
0.00
4.00
0.00
0
633.00
0.00
0.00
0.00
0.00
6.00
0.00
0
633.00
0.00
0.00
0.00
0.00
8.00
0.03
95
633.01
0.00
0.00
0.00
0.00
10.00
0.13
596
633.07
0.01
0.01
0.00
0.00
12.00
9.60
9,973
634.13
0.11
0.11
0.00
0.00
14.00
0.34
15,675
634.71
0.13
0.13
0.00
0.00
16.00
0.21
16,623
634.80
0.14
0.14
0.00
0.00
18.00
0.16
16,947
634.84
0.14
0.14
0.00
0.00
20.00
0.12
16,954
634.84
0.14
0.14
0.00
0.00
22.00
0.11
16,766
634.82
0.14
0.14
0.00
0.00
24.00
0.10
16,522
634.79
0.14
0.14
0.00
0.00
26.00
0.00
15,574
634.70
0.13
0.13
0.00
0.00
28.00
0.00
14,626
634.61
0.13
0.13
0.00
0.00
30.00
0.00
13,706
634.52
0.13
0.13
0.00
0.00
32.00
0.00
12,815
634.43
0.12
0.12
0.00
0.00
34.00
0.00
11,954
634.34
0.12
0.12
0.00
0.00
36.00
0.00
11,122
634.25
0.11
0.11
0.00
0.00
38.00
0.00
10,320
634.17
0.11
0.11
0.00
0.00
40.00
0.00
9,548
634.09
0.11
0.11
0.00
0.00
42.00
0.00
8,806
634.01
0.10
0.10
0.00
0.00
44.00
0.00
8,095
633.93
0.10
0.10
0.00
0.00
46.00
0.00
7,415
633.86
0.09
0.09
0.00
0.00
48.00
0.00
6,766
633.78
0.09
0.09
0.00
0.00
50.00
0.00
6,149
633.72
0.08
0.08
0.00
0.00
52.00
0.00
5,564
633.65
0.08
0.08
0.00
0.00
54.00
0.00
5,011
633.59
0.07
0.07
0.00
0.00
56.00
0.00
4,490
633.53
0.07
0.07
0.00
0.00
58.00
0.00
4,002
633.47
0.07
0.07
0.00
0.00
60.00
0.00
3,547
633.42
0.06
0.06
0.00
0.00

PBV Water Quality Type // 24 -hr 1 " WQv Rainfall= 1. 00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 31
Stage- Discharge for Pond 13P: East Forebay
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
633.00
0.00
0.00
0.00
0.00
633.20
0.04
0.04
0.00
0.00
633.40
0.06
0.06
0.00
0.00
633.60
0.08
0.08
0.00
0.00
633.80
0.09
0.09
0.00
0.00
634.00
0.10
0.10
0.00
0.00
634.20
0.11
0.11
0.00
0.00
634.40
0.12
0.12
0.00
0.00
634.60
0.13
0.13
0.00
0.00
634.80
0.14
0.14
0.00
0.00
635.00
0.15
0.15
0.00
0.00
635.20
0.15
0.15
0.00
0.00
635.40
0.16
0.16
0.00
0.00
635.60
0.17
0.17
0.00
0.00
635.80
0.17
0.17
0.00
0.00
636.00
0.18
0.18
0.00
0.00
636.20
0.19
0.19
0.00
0.00
636.40
0.19
0.19
0.00
0.00
636.60
0.20
0.20
0.00
0.00
636.80
0.20
0.20
0.00
0.00
637.00
0.21
0.21
0.00
0.00
637.20
2.51
0.21
2.30
0.00
637.40
6.75
0.22
6.53
0.00
637.60
11.88
0.22
11.65
0.00
637.80
12.20
0.23
11.97
0.00
638.00
12.51
0.23
12.28
0.00
638.20
12.82
0.24
12.58
0.00
638.40
13.11
0.24
12.87
0.00
638.60
13.41
0.25
13.16
0.00
638.80
13.69
0.25
13.44
0.00
639.00
13.95
0.26
13.70
0.00
639.20
17.39
0.26
13.95
3.18
639.40
23.99
0.26
14.20
9.52
639.60
33.53
0.27
14.44
18.82
639.80
43.72
0.27
14.68
28.76
640.00
55.40
0.28
14.92
40.20
640.20
70.37
2.58
15.15
52.65
640.40
88.04
6.82
15.38
65.85
640.60
106.13
10.08
15.61
80.45
640.80
122.04
10.22
15.83
95.99
641.00
138.83
10.36
16.05
112.43

PBV Water Quality Type 11 24 -hr I" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 32
Stage- Area - Storage for Pond 13P: East Forebay
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
633.00
8,200
0
633.10
8,310
826
633.20
8,420
1,662
633.30
8,530
2,509
633.40
8,640
3,368
633.50
8,750
4,238
633.60
8,860
5,118
633.70
8,970
6,010
633.80
9,080
6,912
633.90
9,190
7,825
634.00
9,300
8,750
634.10
9,420
9,686
634.20
9,540
10,634
634.30
9,660
11,594
634.40
9,780
12,566
634.50
9,900
13,550
634.60
10,020
14,546
634.70
10,140
15,554
634.80
10,260
16,574
634.90
10,380
17,606
635.00
10,500
18,650
635.10
10,630
19,707
635.20
10,760
20,776
635.30
10,890
21,858
635.40
11,020
22,954
635.50
11,150
24,063
635.60
11,280
25,184
635.70
11,410
26,319
635.80
11,540
27,466
635.90
11,670
28,626
636.00
11,800
29,800
636.10
11,930
30,987
636.20
12,060
32,186
636.30
12,190
33,398
636.40
12,320
34,624
636.50
12,450
35,863
636.60
12,580
37,114
636.70
12,710
38,379
636.80
12,840
39,656
636.90
12,970
40,946
637.00
13,100
42,250
637.10
13,240
43,567
637.20
13,380
44,898
637.30
13,520
46,243
637.40
13,660
47,602
637.50
13,800
48,975
637.60
13,940
50,362
637.70
14,080
51,763
637.80
14,220
53,178
637.90
14,360
54,607
638.00
14,500
56,050
638.10
14,650
57,508
638.20
14,800
58,980
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
638.30
14,950
60,467
638.40
15,100
61,970
638.50
15,250
63,488
638.60
15,400
65,020
638.70
15,550
66,568
638.80
15,700
68,130
638.90
15,850
69,707
639.00
16,000
71,300
639.10
16,990
72,950
639.20
17,980
74,698
639.30
18,970
76,545
639.40
19,960
78,492
639.50
20,950
80,538
639.60
21,940
82,682
639.70
22,930
84,926
639.80
23,920
87,268
639.90
24,910
89,709
640.00
25,900
92,250
640.10
25,900
92,250
640.20
25,900
92,250
640.30
25,900
92,250
640.40
25,900
92,250
640.50
25,900
92,250
640.60
25,900
92,250
640.70
25,900
92,250
640.80
25,900
92,250
640.90
25,900
92,250
641.00
25,900
92,250

PBV Water Quality Type 11 24 -hr 9" WQv Rainfall= 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 33
Summary for Pond 14P: East Sand Filter
Inflow Area = 9.930 ac, 90.03% Impervious, Inflow Depth > 0.53" for 1" WQv event
Inflow = 0.14 cfs @ 19.04 hrs, Volume= 0.440 of
Outflow = 0.09 cfs @ 46.34 hrs, Volume= 0.318 af, Atten= 34 %, Lag= 1,637.6 min
Primary = 0.09 cfs @ 46.34 hrs, Volume= 0.318 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 634.73' @ 46.34 hrs Surf.Area= 3,906 sf Storage= 5,997 cf
Plug -Flow detention time= 734.5 min calculated for 0.318 of (72% of inflow)
Center -of -Mass det. time= 330.2 min ( 2,289.2 - 1,959.0 )
Volume Invert Avail.Storage Storage Description
#1 632.90' 29,946 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
632.90 2,665 0 0
633.00 2,750 271 271
634.00 3,375 3,063 3,333
635.00 4,100 3,738 7,071
636.00 4,850 4,475 11,546
637.00 5,675 5,263 16,808
638.00 6,550 6,113 22,921
639.00 7,500 7,025 29,946
Device Routing Invert Outlet Devices
#1 Primary 630.28' 15.0" Round Culvert
L= 57.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 630.00' S=0.0049'/' Cc= 0.900 n=0.012
#2 Device 1 632.80' Filter Media
Head (feet) 0.00 0.75 1.50
Disch. (cfs) 0.000 0.060 0.080
#3 Device 1 637.00' 6.3' long x 1.00' rise Top of OS E3 0 End Contraction(s)
4.0' Crest Height
Primary OutFlow Max =0.09 cfs @ 46.34 hrs HW= 634.73' (Free Discharge)
L = Culvert (Passes 0.09 cfs of 11.33 cfs potential flow)
2 =Filter Media (Custom Controls 0.09 cfs)
3 =Top of OS E3 ( Controls 0.00 cfs)

PBV Water Quality Type// 24 -hr 9" WQv Rainfall= 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 34
m
U
3
O
LL
m
d
c
0
d
w
Pond 14P: East Sand Filter
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Pond 14P: East Sand Filter
Stage- Discharge
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Discharge (cfs)
— Inflow
Primary
— Primary

PBV Water Quality Type 11 24 -hr I" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 35
m
a
c
0
m
w
Pond 14P: East Sand Filter
Stage- Area - Storage
Surface /HorizontalfWetted Area (sq -ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 = Surface
Storage
0 5,000 10,000 15,000 20,000 25,000
Storage (cubic -feet)

PBV Water Quality Type 11 24 -hr I" WQv Rainfall = 1.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 36
Hydrograph for Pond 14P: East Sand Filter
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
632.90
0.00
2.00
0.00
0
632.90
0.00
4.00
0.00
0
632.90
0.00
6.00
0.00
0
632.90
0.00
8.00
0.00
3
632.90
0.00
10.00
0.01
28
632.91
0.00
12.00
0.11
216
632.98
0.01
14.00
0.13
957
633.24
0.04
16.00
0.14
1,617
633.46
0.05
18.00
0.14
2,188
633.65
0.06
20.00
0.14
2,723
633.82
0.07
22.00
0.14
3,224
633.97
0.07
24.00
0.14
3,692
634.10
0.07
26.00
0.13
4,117
634.23
0.08
28.00
0.13
4,493
634.33
0.08
30.00
0.13
4,822
634.42
0.08
32.00
0.12
5,105
634.50
0.09
34.00
0.12
5,346
634.56
0.09
36.00
0.11
5,547
634.62
0.09
38.00
0.11
5,708
634.66
0.09
40.00
0.11
5,833
634.69
0.09
42.00
0.10
5,921
634.71
0.09
44.00
0.10
5,976
634.73
0.09
46.00
0.09
5,997
634.73
0.09
48.00
0.09
5,987
634.73
0.09
50.00
0.08
5,946
634.72
0.09
52.00
0.08
5,877
634.70
0.09
54.00
0.07
5,779
634.68
0.09
56.00
0.07
5,655
634.64
0.09
58.00
0.07
5,505
634.60
0.09
60.00
0.06
5,330
634.56
0.09

PBV Water Quality Type 11 24 -hr 1" WQv Rainfall= 1. 00 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 37
Elevation Primary
(feet)
(cfs)
632.90
0.00
632.94
0.01
632.98
0.01
633.02
0.02
633.06
0.02
633.10
0.02
633.14
0.03
633.18
0.03
633.22
0.03
633.26
0.04
633.30
0.04
633.34
0.04
633.38
0.05
633.42
0.05
633.46
0.05
633.50
0.06
633.54
0.06
633.58
0.06
633.62
0.06
633.66
0.06
633.70
0.06
633.74
0.07
633.78
0.07
633.82
0.07
633.86
0.07
633.90
0.07
633.94
0.07
633.98
0.07
634.02
0.07
634.06
0.07
634.10
0.07
634.14
0.08
634.18
0.08
634.22
0.08
634.26
0.08
634.30
0.08
634.34
0.08
634.38
0.08
634.42
0.08
634.46
0.08
634.50
0.09
634.54
0.09
634.58
0.09
634.62
0.09
634.66
0.09
634.70
0.09
634.74
0.09
634.78
0.09
634.82
0.09
634.86
0.09
634.90
0.10
634.94
0.10
634.98
0.10
Stage- Discharge for Pond 14P: East Sand Filter
Elevation Primary
(feet)
(cfs)
635.02
0.10
635.06
0.10
635.10
0.10
635.14
0.10
635.18
0.10
635.22
0.10
635.26
0.11
635.30
0.11
635.34
0.11
635.38
0.11
635.42
0.11
635.46
0.11
635.50
0.11
635.54
0.11
635.58
0.11
635.62
0.12
635.66
0.12
635.70
0.12
635.74
0.12
635.78
0.12
635.82
0.12
635.86
0.12
635.90
0.12
635.94
0.12
635.98
0.12
636.02
0.13
636.06
0.13
636.10
0.13
636.14
0.13
636.18
0.13
636.22
0.13
636.26
0.13
636.30
0.13
636.34
0.13
636.38
0.14
636.42
0.14
636.46
0.14
636.50
0.14
636.54
0.14
636.58
0.14
636.62
0.14
636.66
0.14
636.70
0.14
636.74
0.15
636.78
0.15
636.82
0.15
636.86
0.15
636.90
0.15
636.94
0.15
636.98
0.15
637.02
0.21
637.06
0.46
637.10
0.81
Elevation Primary
(feet)
(cfs)
637.14
1.24
637.18
1.74
637.22
2.30
637.26
2.91
637.30
3.58
637.34
4.29
637.38
5.04
637.42
5.84
637.46
6.68
637.50
7.56
637.54
8.48
637.58
9.43
637.62
10.42
637.66
11.44
637.70
12.49
637.74
13.58
637.78
14.70
637.82
15.54
637.86
15.58
637.90
15.63
637.94
15.67
637.98
15.72
638.02
15.76
638.06
15.81
638.10
15.85
638.14
15.89
638.18
15.94
638.22
15.98
638.26
16.02
638.30
16.07
638.34
16.11
638.38
16.16
638.42
16.20
638.46
16.24
638.50
16.28
638.54
16.33
638.58
16.37
638.62
16.41
638.66
16.45
638.70
16.50
638.74
16.54
638.78
16.58
638.82
16.62
638.86
16.67
638.90
16.71
638.94
16.75
638.98
16.79

PBV Water Quality Type // 24 -hr 9" WQv Rainfall= 9.00"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 38
Stage- Area - Storage for Pond 14P: East Sand Filter
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.90
2,665
0
633.00
2,750
271
633.10
2,813
549
633.20
2,875
833
633.30
2,937
1,124
633.40
3,000
1,421
633.50
3,063
1,724
633.60
3,125
2,033
633.70
3,187
2,349
633.80
3,250
2,671
633.90
3,312
2,999
634.00
3,375
3,333
634.10
3,448
3,674
634.20
3,520
4,023
634.30
3,592
4,378
634.40
3,665
4,741
634.50
3,738
5,111
634.60
3,810
5,489
634.70
3,882
5,873
634.80
3,955
6,265
634.90
4,027
6,664
635.00
4,100
7,071
635.10
4,175
7,485
635.20
4,250
7,906
635.30
4,325
8,334
635.40
4,400
8,771
635.50
4,475
9,215
635.60
4,550
9,666
635.70
4,625
10,124
635.80
4,700
10,591
635.90
4,775
11,064
636.00
4,850
11,546
636.10
4,933
12,035
636.20
5,015
12,532
636.30
5,097
13,038
636.40
5,180
13,552
636.50
5,263
14,074
636.60
5,345
14,604
636.70
5,427
15,143
636.80
5,510
15,690
636.90
5,592
16,245
637.00
5,675
16,808
637.10
5,763
17,380
637.20
5,850
17,961
637.30
5,937
18,550
637.40
6,025
19,148
637.50
6,113
19,755
637.60
6,200
20,371
637.70
6,287
20,995
637.80
6,375
21,628
637.90
6,462
22,270
638.00
6,550
22,921
638.10
6,645
23,581
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
638.20
6,740
24,250
638.30
6,835
24,928
638.40
6,930
25,617
638.50
7,025
26,315
638.60
7,120
27,022
638.70
7,215
27,738
638.80
7,310
28,465
638.90
7,405
29,200
639.00
7,500
29,946

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 F.- Rd • Sure 100.Charb4e, NC 28210
(704) 553 -8881 . Fa (704) 553-SM
SAND FILTER SIZING SPREADSHEET
NCDENR Sand Filter Design

Sand Filter West PEPSI BOTTLING VENTURES 5/14/2015
HARRISBURG, NC
'Fy Updated per NCDENR 2007 BMP Manual & Sept 2009
85% Total Suspended Solids
35% Total Nitrogen
45% total Phosphate
COMPUTE WATER QUALITY VOLUME
Drainage Area = 7.68 ac
% Impervious = 90.00 %
Curve Number = 96.00
USE SIMPLE METHOD Rv =0.05 +0.009(1)
-IN/IN
S --
PModified =
WQV = -ft3
WQVAdi = -ft
Maximum contributing drainage
area to a Sand Filter is 5 acres
A diversion or bypass structure
must divert all but the design flow
for the filter
Modified P to account for the rainfall loss in the 1"
Storm
(to be used in lieu of the 1" depth in the SCS rainfall
distribution)
Q= ( P- la ) "2 /( P -l'+S)
solved for P = [ (4Q x S + QA2 )A1/2 + Q + 2 x la ] / 2
DETERMINE FILTER BED & SEDIMENTATION BASIN SURFACE AREA
h MaxFilter = W QV Ad j (ft3)
As (ft2) + Af (ft2)
Assume Hmax until min (AS +
AF) = Atotal
Assume h MaxFilter
h MaxFilter 5.00 ft
Maximum Head on the Sand Filter must
not exceed 6 ft (Design Storm only)
Choose a combination of Af & hti,axFilter to
Greater of AS and Af X 2 meet the space available. Sedimentation
Chamber and Sand Filter should be about
the same size.
Min. (A5+ AF) = -ft2
Min. Area for Sedimentation Chamber
As = 249 x 0.95 x 1 = 228 -SF
As = ft2
Bottom Area Used = 14,200 ft2
Top Area Used= _ 23,100 ft2
. ft3
Min. Area for Sand Filter
Af= WQVx1.5ft
3.5 ft/day x 1.66 days x (Avg Head + 1.5 ft)
Af =
ft2 Elev
Bottom Area Used= 3,425 ft2 r
Top Area Used 7,900 ft2 Y
ft
Page 1 of 2

Sand Filter West
VERIFY VOLUMES
Voltota = (As + Af) x hMaxFllter Compare to WQVpdj
3
VOlfota = ft
SIZE UNDERDRAIN SYSTEM
Determine capacity of Under Drain System
Af= WQvxdf /[(kxHf +Df)xTf]
Where:
Af =
�ft2
surface area of filter bed
df =
1.5 ft
filter bed depth
k =
3.5 ft/day
coefficient of permeability media
hf =
1
ft
average height of water above filter bed, (Hmax / 2)
Tf =
1.66 Days
(40 Hours, 1.66 Days))
- Ft
Max. Depth of Storage Volume
Af Provided =
2,100 ft'
surface area provided (806 sf Bottom of Sand)
Q at Full Depth =
Q at Avg Depth =
Time to Drain = -hrs
Safety Factor of 10 -cfs
Bottom of sand to have min surface area
as well. May go to 1:1 slope
Compute Perforation Capacity
Pipes Length 4 Holes /Row
# of Perforations = 4 46 4 = Holes
50% of Perforations = -Holes
Capacity of One Hole = CA(2gh) 10.5 3/8" Dia. Hole
-cfs /Hole Holes spaced 6" o /c.
Min of 2 pipes Max 10' o/c
Total Capacity = -cfs
3pacity of Filter Media = -cfs
Perforation Capacity = > Media Capac-
5/14/2015
P:1DWG1554 -015 TKC PBV HarrisburglCalculationsMater Quality\Sand FiltersAs Page 2 of 2

Sand Filter East PEPSI BOTTLING VENTURES 5/14/2015
HARRISBURG, NC
Updated per NCDENR 2007 BMP Manual & Sept 2009
85% Total Suspended Solids
35% Total Nitrogen
45% total Phosphate
COMPUTE WATER QUALITY VOLUME
Drainage Area = 9.93 ac
% Impervious = 90.00 %
Curve Number = 96.00
USE SIMPLE METHOC Rv =0.05 +0.009(1)
- WIN
P= 1.0 IN
S --
PModifled =
WQV = -ft3
WQV Adl = ft 3
Maximum contributing drainage
area to a Sand Filter is 5 acres
A diversion or bypass structure
must divert all but the design flow
for the filter
DETERMINE FILTER BED & SEDIMENTATION BASIN SURFACE AREA
h MaxFilter= WQV Adi (ft3)
Ar (ft) + Af (ft2)
Assume Hmax until min (A5+
AF) = Atotal
Assume h MaxFilter
h MaxFilter 6.00 ft
Modified P to account for the rainfall loss in the
1" Storm
(to be used in lieu of the 1" depth in the SCS
rainfall distribution)
Q= ( P- la) 12 /( P -I +S )
solved for P = [ ( 4Q x S+ QA )n1 /2 + Q + 2 x la )
/2
Maximum Head on the Sand Filter must
not exceed 6 ft (Design Storm only)
Choose a combination of Af & hMa,,Fllterto
Greater of AS and Af X 2 meet the space available. Sedimentation
Chamber and Sand Filter should be about
the same size.
Min. (AS +AF)= -ft2
Min. Area for Sedimentation Chamber
As = 249 x 0.95 x 1 = 228 -SF
As = -ft2
Bottom Area Used = 12,000 ft2
Top Area Used = 22,500 ft2
ft3
Min. Area for Sand Filter
Af =
3.5 ft/day x 1.66 days x (Avg Head + 1.5 ft)
WQV x1.5ft
Af = ft2 Elev
Bottom Area Used= 4,150 ft2 WAM
Top Area Used= 10,700 ft2 ,
ft3
Page 1 of 2

Sand Filter East
VERIFY VOLUMES
VOltotal _ ( Ar, + Af ) x hMaXFUter Compare to WQV ^di
VOltotal —
ft3
SIZE UNDERDRAIN SYSTEM
Determine capacity of Under Drain System
Af= WQvxdf /[(kxHf +Df)xTf]
Where:
Af =
ft2
surface area of filter bed
df =
1.5 ft
filter bed depth
k =
3.5 ft/day
coefficient of permeability media
hf =
ft
average height of water above filter bed, (Hmax / 2)
Tf =
1.66 Days
(40 Hours, 1.66 Days))
- Ft
Max. Depth of Storage Volume
Af Provided=
1,315 ft'
surface area provided (806 sf Bottom of Sand)
Q at Full Depth =
Q at Avg Depth =
Time to Drain= -hrs
Safety Factor of 10 - cfs
Bottom of sand to have min surface area
as well. May go to 1:1 slope
Compute Perforation Capacity
Pipes Length 4 Holes /Row
# of Perforations = 4 35 4: _ -- Holes
50% of Perforations =- Holes
Capacity of One Hole = CA(2gh) ^0.5 EMKin /8" Dia. Hole
s spaced 6" o /c.
-cfs /Hole pipes Max 10' o/c
Total Capacity = -cfs
3pacity of Filter Media = -cfs
Perforation Capacity = > Media Capac-
5/14/2015
PADWG \554 -015 TKC PBV Harrisburg \Calculations \Water Quality\Sand Filters.xls Page 2 of 2

f BURTON
ENGINEERING
ASSOCIATES
CML ENGINEERS
LAND PLANNERS
5950 F­ Rd • Sune 100.Charbtle, NC 28210
17041 5538881 . Fu (704) 5534M
HYDROCAD OUTPUT
1 -year, 24 -hour Storm Event

PBV Water Quality Type 11 24 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 1
Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1 S: Pre (West) Runoff Area=1 1.660 ac 0.00% Impervious Runoff Depth= 1.00"
Flow Length= 1,365' Tc =10.1 min CN =77 Runoff =17.68 cfs 0.974 of
Subcatchment2S: Pre (East) Runoff Area = 14.730 ac 0.00% Impervious Runoff Depth= 1.00"
Flow Length= 1,388' Tc =16.1 min CN =77 Runoff =17.87 cfs 1.230 of
Subcatchment3S: Post (West) Runoff Area =7.680 ac 89.97% Impervious Runoff Depth= 2.45"
Tc =5.0 min CN =96 Runoff =31.29 cfs 1.570 of
Subcatchment4S: Post (East) Runoff Area =9.930 ac 90.03% Impervious Runoff Depth= 2.45"
Tc =5.0 min CN =96 Runoff =40.45 cfs 2.030 of
Subcatchment 11 S: Post Residual (West) Runoff Area =4.590 ac 0.00% Impervious Runoff Depth= 1.30"
Flow Length= 1,365' Tc =10.1 min CN =82 Runoff =9.18 cfs 0.498 of
Subcatchment 1 6S: Post Residual (East) Runoff Area =3.650 ac 0.00% Impervious Runoff Depth= 1.00"
Flow Length= 1,388' Tc =16.1 min CN =77 Runoff =4.43 cfs 0.305 of
Pond 5P: West Forebay Peak Elev= 632.17' Storage= 39.580 cf Inflow =31.29 cfs 1.570 of
Primary=0.15 cfs 0.518 of Secondary=4.72 cfs 0.659 of Tertiary=0.00 cfs 0.000 of Outflow =4.87 cfs 1.178 of
Pond 6P: West Sand Filter Peak Elev= 631.95' Storage =8,078 cf Inflow =0.15 cfs 0.518 of
Outflow =0.10 cfs 0.333 of
Pond 13P: East Forebay Peak Elev= 637.52' Storage= 49.320 cf Inflow =40.45 cfs 2.030 of
Primary=0.22 cfs 0.782 of Secondary=9.88 cfs 0.806 of Tertiary=0.00 cfs 0.000 of Outflow =10.10 cfs 1.588 of
Pond 14P: East Sand Filter Peak Elev= 636.48' Storage= 13.979 cf Inflow =0.22 cfs 0.782 of
Outflow =0.14 cfs 0.461 of
Pond 15P: Combined (East) Inflow =14.34 cfs 1.572 of
Primary=14.34 cfs 1.572 of
Pond 20P: Combined (West -B) Inflow =12.60 cfs 1.490 of
Primary=12.60 cfs 1.490 of
Total Runoff Area = 52.240 ac Runoff Volume = 6.608 of Average Runoff Depth = 1.52"
69.66% Pervious = 36.390 ac 30.34% Impervious = 15.850 ac

PBV Water Quality Type // 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Pape 2
Summary for Subcatchment 1 S: Pre (West)
Runoff = 17.68 cfs @ 12.02 hrs, Volume= 0.974 af, Depth= 1.00"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1yr -24hr Rainfall = 2.90'1
Area (ac) CN Description
11.660 77 Woods, Poor, HSG C
11.660 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
9.1 692
0.0636
1.26
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.0 673
0.0172
10.98
235.00 Channel Flow,
Area= 21.4 sf Perim= 12.8' r= 1.67'
n= 0.025 Earth, clean & winding
10.1 1,365 Total
,
1
1
1
1
u
a
LL
Subcatchment 1S: Pre (West)
Hydrograph
17.68 cfs
Type 11 24-hr 1 yr -24h r
Rainfall= 2.90"
Runoff Area = 11.660 ac
Runoff Volume =0.974 of
Runoff Depth= 1.00"
Flow Length= 1,365'
Tc =10.1 min
CN =77
U L 4 O O IU IL 14 10 10 LU 4Z L4 LO LO JU JL JY JV JO YV Y4 YY YV YV VU JG JY JV JV VV
Time (hours)
— Runoff

PBV Water Quality Type ll 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 1S: Pre (West)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.00
4.00
0.14
0.00
0.00
5.00
0.18
0.00
0.00
6.00
0.23
0.00
0.00
7.00
0.29
0.00
0.00
8.00
0.35
0.00
0.00
9.00
0.43
0.00
0.00
10.00
0.52
0.00
0.00
11.00
0.68
0.00
0.08
12.00
1.92
0.41
16.97
13.00
2.24
0.58
1.36
14.00
2.38
0.67
0.83
15.00
2.48
0.72
0.66
16.00
2.55
0.77
0.52
17.00
2.62
0.81
0.46
18.00
2.67
0.85
0.41
19.00
2.72
0.88
0.36
20.00
2.76
0.91
0.30
21.00
2.80
0.93
0.29
22.00
2.83
0.96
0.28
23.00
2.87
0.98
0.27
24.00
2.90
1.00
0.26
25.00
2.90
1.00
0.00
26.00
2.90
1.00
0.00
27.00
2.90
1.00
0.00
28.00
2.90
1.00
0.00
29.00
2.90
1.00
0.00
30.00
2.90
1.00
0.00
31.00
2.90
1.00
0.00
32.00
2.90
1.00
0.00
33.00
2.90
1.00
0.00
34.00
2.90
1.00
0.00
35.00
2.90
1.00
0.00
36.00
2.90
1.00
0.00
37.00
2.90
1.00
0.00
38.00
2.90
1.00
0.00
39.00
2.90
1.00
0.00
40.00
2.90
1.00
0.00
41.00
2.90
1.00
0.00
42.00
2.90
1.00
0.00
43.00
2.90
1.00
0.00
44.00
2.90
1.00
0.00
45.00
2.90
1.00
0.00
46.00
2.90
1.00
0.00
47.00
2.90
1.00
0.00
48.00
2.90
1.00
0.00
49.00
2.90
1.00
0.00
50.00
2.90
1.00
0.00
51.00
2.90
1.00
0.00
52.00
2.90
1.00
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.90
1.00
0.00
54.00
2.90
1.00
0.00
55.00
2.90
1.00
0.00
56.00
2.90
1.00
0.00
57.00
2.90
1.00
0.00
58.00
2.90
1.00
0.00
59.00
2.90
1.00
0.00
60.00
2.90
1.00
0.00

PBV Water Quality Type 11 24 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Pre (East)
Runoff = 17.87 cfs @ 12.09 hrs, Volume= 1.230 af, Depth= 1.00"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1yr -24hr Rainfall= 2.90"
Area (ac) CN Description
14.730 77 Woods, Poor, HSG C
14.730 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
15.6
1,027
0.0481
1.10
Shallow Concentrated Flow,
11
10
Woodland Kv= 5.0 fps
0.5
361
0.0200
11.84
253.40 Channel Flow,
Tc =16.1 min
Area= 21.4 sf Perim= 12.8' r= 1.67' n= 0.025
16.1 1,388 Total
y
`u
3
0
M
Subcatchment 2S: Pre (East)
Hydrograph
19-::
18
17.87
cfs
17
Type II 24 -hr lyr -24hr
18
15
Rainfall= 2.90"
3
Runoff Area = 14.730 ac
12
Runoff Volume =1.230 of
11
10
Runoff Depth= 1.00"
9-
8
Flow Length= 1,388'
7
6
Tc =16.1 min
51 II CN =77
0
V L 4 O O IU IL 14 10 10 LV LL LY LU LO JV JL JY JV JO YV YL YY YV YU JV JL JY JV JU VV
Time (hours)
— Runoff

PBV Water Quality Type 11 24 -hr ?yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 2S: Pre (East)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.00
4.00
0.14
0.00
0.00
5.00
0.18
0.00
0.00
6.00
0.23
0.00
0.00
7.00
0.29
0.00
0.00
8.00
0.35
0.00
0.00
9.00
0.43
0.00
0.00
10.00
0.52
0.00
0.00
11.00
0.68
0.00
0.07
12.00
1.92
0.41
13.04
13.00
2.24
0.58
1.85
14.00
2.38
0.67
1.09
15.00
2.48
0.72
0.85
16.00
2.55
0.77
0.67
17.00
2.62
0.81
0.58
18.00
2.67
0.85
0.52
19.00
2.72
0.88
0.46
20.00
2.76
0.91
0.39
21.00
2.80
0.93
0.36
22.00
2.83
0.96
0.35
23.00
2.87
0.98
0.34
24.00
2.90
1.00
0.33
25.00
2.90
1.00
0.00
26.00
2.90
1.00
0.00
27.00
2.90
1.00
0.00
28.00
2.90
1.00
0.00
29.00
2.90
1.00
0.00
30.00
2.90
1.00
0.00
31.00
2.90
1.00
0.00
32.00
2.90
1.00
0.00
33.00
2.90
1.00
0.00
34.00
2.90
1.00
0.00
35.00
2.90
1.00
0.00
36.00
2.90
1.00
0.00
37.00
2.90
1.00
0.00
38.00
2.90
1.00
0.00
39.00
2.90
1.00
0.00
40.00
2.90
1.00
0.00
41.00
2.90
1.00
0.00
42.00
2.90
1.00
0.00
43.00
2.90
1.00
0.00
44.00
2.90
1.00
0.00
45.00
2.90
1.00
0.00
46.00
2.90
1.00
0.00
47.00
2.90
1.00
0.00
48.00
2.90
1.00
0.00
49.00
2.90
1.00
0.00
50.00
2.90
1.00
0.00
51.00
2.90
1.00
0.00
52.00
2.90
1.00
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.90
1.00
0.00
54.00
2.90
1.00
0.00
55.00
2.90
1.00
0.00
56.00
2.90
1.00
0.00
57.00
2.90
1.00
0.00
58.00
2.90
1.00
0.00
59.00
2.90
1.00
0.00
60.00
2.90
1.00
0.00

PBV Water Quality Type 1124 -hr Syr -24hr Rainfall=2. 90 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 3S: Post (West)
Runoff = 31.29 cfs @ 11.96 hrs, Volume= 1.570 af, Depth= 2.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 yr -24hr Rainfall= 2.90"
Area (ac) CN Description
6.910
98 Paved parking, HSG C
0.770
74 >75% Grass cover, Good, HSG C
7.680
96 Weighted Average
0.770
10.03% Pervious Area
6.910
89.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
w
J
0
LL
Subcatchment 3S: Post (West)
Hydrograph
34
32 31.29 cfs
30 Type 11 24-hr 1 yr -24h r
28
26 Rainfall= 2.90"
24 Runoff Area =7.680 ac
2
Runoff Volume =1.570 of
16 Runoff Depth= 2.45"
14 Tc =5.0 min
12 CN =96
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 M 32 J4 36 38 4U 42 44 4b 48 bU b2 b4 bb b8 bU
Time (hours)
— Runoff

PBV Water Quality Type // 24 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 7
Hydrograph for Subcatchment 3S: Post (West)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.02
4.00
0.14
0.01
0.07
5.00
0.18
0.02
0.12
6.00
0.23
0.04
0.18
7.00
0.29
0.07
0.24
8.00
0.35
0.10
0.30
9.00
0.43
0.15
0.49
10.00
0.52
0.23
0.66
11.00
0.68
0.35
1.28
12.00
1.92
1.50
25.97
13.00
2.24
1.81
1.42
14.00
2.38
1.94
0.84
15.00
2.48
2.04
0.67
16.00
2.55
2.11
0.52
17.00
2.62
2.17
0.46
18.00
2.67
2.23
0.40
19.00
2.72
2.28
0.35
20.00
2.76
2.32
0.29
21.00
2.80
2.35
0.28
22.00
2.83
2.39
0.27
23.00
2.87
2.42
0.25
24.00
2.90
2.45
0.24
25.00
2.90
2.45
0.00
26.00
2.90
2.45
0.00
27.00
2.90
2.45
0.00
28.00
2.90
2.45
0.00
29.00
2.90
2.45
0.00
30.00
2.90
2.45
0.00
31.00
2.90
2.45
0.00
32.00
2.90
2.45
0.00
33.00
2.90
2.45
0.00
34.00
2.90
2.45
0.00
35.00
2.90
2.45
0.00
36.00
2.90
2.45
0.00
37.00
2.90
2.45
0.00
38.00
2.90
2.45
0.00
39.00
2.90
2.45
0.00
40.00
2.90
2.45
0.00
41.00
2.90
2.45
0.00
42.00
2.90
2.45
0.00
43.00
2.90
2.45
0.00
44.00
2.90
2.45
0.00
45.00
2.90
2.45
0.00
46.00
2.90
2.45
0.00
47.00
2.90
2.45
0.00
48.00
2.90
2.45
0.00
49.00
2.90
2.45
0.00
50.00
2.90
2.45
0.00
51.00
2.90
2.45
0.00
52.00
2.90
2.45
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.90
2.45
0.00
54.00
2.90
2.45
0.00
55.00
2.90
2.45
0.00
56.00
2.90
2.45
0.00
57.00
2.90
2.45
0.00
58.00
2.90
2.45
0.00
59.00
2.90
2.45
0.00
60.00
2.90
2.45
0.00

PBV Water Quality Type 11 24 -hr lyr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 4S: Post (East)
Runoff = 40.45 cfs @ 11.96 hrs, Volume= 2.030 af, Depth= 2.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 yr -24hr Rainfall= 2.90"
Area (ac) CN Description
8.940
98 Water Surface, HSG C
0.990
74 >75% Grass cover, Good, HSG C
9.930
96 Weighted Average
0.990
9.97% Pervious Area
8.940
90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
u
3
0
LL
Subcatchment 4S: Post (East)
Hydrograph
1 40.45 cfs I
Type II 24 -hr lyr -24hr
Rainfall= 2.90"
14' �-- OV111011M
Runoff Volume =2.030 of
Runoff Depth= 2.45"
Tc =5.0 min
LO] kq
•.
U L 4 b O lU IL l4 lb 10 LU LL L4 LO LO JU JL 34 JO JO 4U 4L 44 40 40 UV OZ O4 DO 00 OV
Time (hours)
— Runoff

PBV Water Quality Type 11 24 -hr 1 yr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 4S: Post (East)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.02
4.00
0.14
0.01
0.09
5.00
0.18
0.02
0.16
6.00
0.23
0.04
0.23
7.00
0.29
0.07
0.31
8.00
0.35
0.10
0.39
9.00
0.43
0.15
0.63
10.00
0.52
0.23
0.85
11.00
0.68
0.35
1.65
12.00
1.92
1.50
33.58
13.00
2.24
1.81
1.84
14.00
2.38
1.94
1.09
15.00
2.48
2.04
0.87
16.00
2.55
2.11
0.67
17.00
2.62
2.17
0.59
18.00
2.67
2.23
0.52
19.00
2.72
2.28
0.45
20.00
2.76
2.32
0.38
21.00
2.80
2.35
0.36
22.00
2.83
2.39
0.34
23.00
2.87
2.42
0.33
24.00
2.90
2.45
0.32
25.00
2.90
2.45
0.00
26.00
2.90
2.45
0.00
27.00
2.90
2.45
0.00
28.00
2.90
2.45
0.00
29.00
2.90
2.45
0.00
30.00
2.90
2.45
0.00
31.00
2.90
2.45
0.00
32.00
2.90
2.45
0.00
33.00
2.90
2.45
0.00
34.00
2.90
2.45
0.00
35.00
2.90
2.45
0.00
36.00
2.90
2.45
0.00
37.00
2.90
2.45
0.00
38.00
2.90
2.45
0.00
39.00
2.90
2.45
0.00
40.00
2.90
2.45
0.00
41.00
2.90
2.45
0.00
42.00
2.90
2.45
0.00
43.00
2.90
2.45
0.00
44.00
2.90
2.45
0.00
45.00
2.90
2.45
0.00
46.00
2.90
2.45
0.00
47.00
2.90
2.45
0.00
48.00
2.90
2.45
0.00
49.00
2.90
2.45
0.00
50.00
2.90
2.45
0.00
51.00
2.90
2.45
0.00
52.00
2.90
2.45
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.90
2.45
0.00
54.00
2.90
2.45
0.00
55.00
2.90
2.45
0.00
56.00
2.90
2.45
0.00
57.00
2.90
2.45
0.00
58.00
2.90
2.45
0.00
59.00
2.90
2.45
0.00
60.00
2.90
2.45
0.00

PBV Water Quality Type // 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 11S: Post Residual (West)
Runoff = 9.18 cfs @ 12.02 hrs, Volume= 0.498 af, Depth= 1.30"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr lyr -24hr Rainfall= 2.90"
Area (ac) CN Description
4.590 82 Woods /grass comb., Poor, HSG C
4.590 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
692
0.0636
1.26
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.0
673
0.0172
10.98
235.00 Channel Flow,
Area= 21.4 sf Perim= 12.8' r= 1.67'
n= 0.025 Earth, clean & windinq
10.1 1,365 Total
N
U
3
0
LL
Subcatchment 11 S: Post Residual (West)
Hydrograph
9.18 cfs
Type II 24 -hr 1yr -24hr
Rainfall= 2.90"
Runoff Area =4.590 ac
Runoff Volume =0.498 of
Runoff Depth= 1.30"
Flow Length= 1,365'
Tc =10.1 min
C N =82
0 9 4 6 R in 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 6,
Time (hours)
— Runoff

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 11 S: Post Residual (West)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.00
4.00
0.14
0.00
0.00
5.00
0.18
0.00
0.00
6.00
0.23
0.00
0.00
7.00
0.29
0.00
0.00
8.00
0.35
0.00
0.00
9.00
0.43
0.00
0.00
10.00
0.52
0.00
0.03
11.00
0.68
0.02
0.15
12.00
1.92
0.60
8.93
13.00
2.24
0.81
0.64
14.00
2.38
0.91
0.39
15.00
2.48
0.98
0.30
16.00
2.55
1.04
0.24
17.00
2.62
1.08
0.21
18.00
2.67
1.13
0.19
19.00
2.72
1.16
0.16
20.00
2.76
1.19
0.14
21.00
2.80
1.22
0.13
22.00
2.83
1.25
0.12
23.00
2.87
1.28
0.12
24.00
2.90
1.30
0.12
25.00
2.90
1.30
0.00
26.00
2.90
1.30
0.00
27.00
2.90
1.30
0.00
28.00
2.90
1.30
0.00
29.00
2.90
1.30
0.00
30.00
2.90
1.30
0.00
31.00
2.90
1.30
0.00
32.00
2.90
1.30
0.00
33.00
2.90
1.30
0.00
34.00
2.90
1.30
0.00
35.00
2.90
1.30
0.00
36.00
2.90
1.30
0.00
37.00
2.90
1.30
0.00
38.00
2.90
1.30
0.00
39.00
2.90
1.30
0.00
40.00
2.90
1.30
0.00
41.00
2.90
1.30
0.00
42.00
2.90
1.30
0.00
43.00
2.90
1.30
0.00
44.00
2.90
1.30
0.00
45.00
2.90
1.30
0.00
46.00
2.90
1.30
0.00
47.00
2.90
1.30
0.00
48.00
2.90
1.30
0.00
49.00
2.90
1.30
0.00
50.00
2.90
1.30
0.00
51.00
2.90
1.30
0.00
52.00
2.90
1.30
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.90
1.30
0.00
54.00
2.90
1.30
0.00
55.00
2.90
1.30
0.00
56.00
2.90
1.30
0.00
57.00
2.90
1.30
0.00
58.00
2.90
1.30
0.00
59.00
2.90
1.30
0.00
60.00
2.90
1.30
0.00

PBV Water Quality Type ll 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 16S: Post Residual (East)
Runoff = 4.43 cfs @ 12.09 hrs, Volume= 0.305 af, Depth= 1.00"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr lyr -24hr Rainfall= 2.90"
Area (ac) CN Description
3.650 77 Woods, Poor, HSG C
3.650 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
15.6
1,027
0.0481
1.10
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.5
361
0.0200
11.84
253.40 Channel Flow,
Area= 21.4 sf Perim= 12.8' r= 1.67' n= 0.025
16.1 1,388 Total
N
V
3
0
LL
Subcatchment 16S: Post Residual (East)
Hydrograph
Type II 24 -hr 1yr -24hr
Rainfall= 2.90"
Nkr � . i M;TZ-7713MIXII M.
Runoff Volume =0.305 of
Runoff Depth= 1.00"
Flow Length= 1,388'
Tc =16.1 min
CN =77
U 2 4 b 8 1U 12 14 lb 16 2U 22 24 'Lb 28 JU 32 34 3b :18 4U 42 44 4b 48 bU b2 b4 bb b8 bU
Time (hours)
— Runoff

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 16S: Post Residual (East)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.00
4.00
0.14
0.00
0.00
5.00
0.18
0.00
0.00
6.00
0.23
0.00
0.00
7.00
0.29
0.00
0.00
8.00
0.35
0.00
0.00
9.00
0.43
0.00
0.00
10.00
0.52
0.00
0.00
11.00
0.68
0.00
0.02
12.00
1.92
0.41
3.23
13.00
2.24
0.58
0.46
14.00
2.38
0.67
0.27
15.00
2.48
0.72
0.21
16.00
2.55
0.77
0.17
17.00
2.62
0.81
0.14
18.00
2.67
0.85
0.13
19.00
2.72
0.88
0.11
20.00
2.76
0.91
0.10
21.00
2.80
0.93
0.09
22.00
2.83
0.96
0.09
23.00
2.87
0.98
0.08
24.00
2.90
1.00
0.08
25.00
2.90
1.00
0.00
26.00
2.90
1.00
0.00
27.00
2.90
1.00
0.00
28.00
2.90
1.00
0.00
29.00
2.90
1.00
0.00
30.00
2.90
1.00
0.00
31.00
2.90
1.00
0.00
32.00
2.90
1.00
0.00
33.00
2.90
1.00
0.00
34.00
2.90
1.00
0.00
35.00
2.90
1.00
0.00
36.00
2.90
1.00
0.00
37.00
2.90
1.00
0.00
38.00
2.90
1.00
0.00
39.00
2.90
1.00
0.00
40.00
2.90
1.00
0.00
41.00
2.90
1.00
0.00
42.00
2.90
1.00
0.00
43.00
2.90
1.00
0.00
44.00
2.90
1.00
0.00
45.00
2.90
1.00
0.00
46.00
2.90
1.00
0.00
47.00
2.90
1.00
0.00
48.00
2.90
1.00
0.00
49.00
2.90
1.00
0.00
50.00
2.90
1.00
0.00
51.00
2.90
1.00
0.00
52.00
2.90
1.00
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.90
1.00
0.00
54.00
2.90
1.00
0.00
55.00
2.90
1.00
0.00
56.00
2.90
1.00
0.00
57.00
2.90
1.00
0.00
58.00
2.90
1.00
0.00
59.00
2.90
1.00
0.00
60.00
2.90
1.00
0.00

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 14
Summary for Pond 5P: West Forebay
Inflow Area =
7.680 ac,
89.97% Impervious, Inflow Depth = 2.45" for lyr -24hr event
Inflow =
31.29 cfs @
11.96 hrs,
Volume=
1.570 of
Outflow =
4.87 cfs @
12.13 hrs,
Volume=
1.178 af, Atten= 84 %, Lag= 10.6 min
Primary =
0.15 cfs @
12.13 hrs,
Volume=
0.518 of
Secondary =
4.72 cfs @
12.13 hrs,
Volume=
0.659 of
Tertiary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 632.17' @ 12.13 hrs Surf.Area= 20,216 sf Storage= 39,580 cf
Plug -Flow detention time= 690.9 min calculated for 1.178 of (75% of inflow)
Center -of -Mass det. time= 602.3 min ( 1,374.8 - 772.5 )
Volume
Invert Avail.Storage Storage
Description
#1
630.00'
79,700 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
630.00
16,300
0
0
631.00
18,050
17,175
17,175
632.00
19,900
18,975
36,150
633.00
21,750
20,825
56,975
634.00
23,700
22,725
79,700
Device Routing Invert Outlet Devices
#1
Primary
630.00'
12.0" Round Culvert
L= 29.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 629.86' S=0.0048'/' Cc= 0.900 n=0.012
#2
Device 1
630.00'
2.0" Vert. 2" Water Quality Orifice C= 0.600
#3
Device 1
634.00'
4.7' long x 1.00' rise Top of OS W2 0 End Contraction(s)
4.0' Crest Height
#4
Secondary
627.24'
15.0" Round Culvert
L= 49.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 627.00' S=0.0049'/' Cc= 0.900 n=0.012
#5
Device 4
631.80'
6.3' long x 1.00' rise Top of OS W1 0 End Contraction(s)
4.0' Crest Height
#6
Tertiary
633.00'
15.0' long x 6.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83

PBV Water Quality Type ll 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 15
Primary OutFlow Max =0.15 cfs @ 12.13 hrs HW= 632.17' (Free Discharge)
L = Culvert (Passes 0.15 cfs of 4.78 cfs potential flow)
2 =2" Water Quality Orifice (Orifice Controls 0.15 cfs @ 6.96 fps)
3 =Top of OS W2 ( Controls 0.00 cfs)
secondary OutFlow Max =4.71 cfs @ 12.13 hrs HW= 632.17' (Free Discharge)
4= Culvert (Passes 4.71 cfs of 12.26 cfs potential flow)
L5 =Top of OS W1 (Weir Controls 4.71 cfs @ 2.01 fps)
I rtiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 630.00' (Free Discharge)
! = Emergency Spillway ( Controls 0.00 cfs)
m
J
3
0
LL
Pond 5P: West Forebay
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Inflow
— Outflow
EEJ

PBV Water Quality Type It 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 16
d
m
C
0
w
w
w
w
c
0
d
w
Pond 5P: West Forebay
Stage- Discharge
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Discharge (cfs)
Pond 5P: West Forebay
Stage- Area - Storage
SurfacelHorizontallWetted Area (sq -ft)
Storage (cubic -feet)
— Total
— Primary
— Seconda I
— Tertiary
Surface
Storage

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 17
Hydrograph for Pond 5P: West Forebay
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
630.00
0.00
0.00
0.00
0.00
2.00
0.00
0
630.00
0.00
0.00
0.00
0.00
4.00
0.07
164
630.01
0.00
0.00
0.00
0.00
6.00
0.18
1,018
630.06
0.01
0.01
0.00
0.00
8.00
0.30
2,637
630.16
0.03
0.03
0.00
0.00
10.00
0.66
5,707
630.34
0.05
0.05
0.00
0.00
12.00
25.97
35,624
631.97
1.65
0.14
1.51
0.00
14.00
0.84
34,766
631.93
1.13
0.14
0.99
0.00
16.00
0.52
33,761
631.88
0.62
0.14
0.48
0.00
18.00
0.40
33,345
631.86
0.44
0.14
0.30
0.00
20.00
0.29
33,061
631.84
0.34
0.14
0.20
0.00
22.00
0.27
32,830
631.83
0.29
0.14
0.15
0.00
24.00
0.24
32,713
631.83
0.26
0.14
0.12
0.00
26.00
0.00
31,619
631.77
0.14
0.14
0.00
0.00
28.00
0.00
30,644
631.72
0.13
0.13
0.00
0.00
30.00
0.00
29,684
631.67
0.13
0.13
0.00
0.00
32.00
0.00
28,739
631.62
0.13
0.13
0.00
0.00
34.00
0.00
27,808
631.57
0.13
0.13
0.00
0.00
36.00
0.00
26,893
631.52
0.13
0.13
0.00
0.00
38.00
0.00
25,992
631.48
0.12
0.12
0.00
0.00
40.00
0.00
25,107
631.43
0.12
0.12
0.00
0.00
42.00
0.00
24,237
631.38
0.12
0.12
0.00
0.00
44.00
0.00
23,382
631.34
0.12
0.12
0.00
0.00
46.00
0.00
22,543
631.29
0.12
0.12
0.00
0.00
48.00
0.00
21,719
631.25
0.11
0.11
0.00
0.00
50.00
0.00
20,910
631.20
0.11
0.11
0.00
0.00
52.00
0.00
20,117
631.16
0.11
0.11
0.00
0.00
54.00
0.00
19,339
631.12
0.11
0.11
0.00
0.00
56.00
0.00
18,578
631.08
0.10
0.10
0.00
0.00
58.00
0.00
17,831
631.04
0.10
0.10
0.00
0.00
60.00
0.00
17,101
631.00
0.10
0.10
0.00
0.00

PBV Water Quality Type // 24 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 18
Stage- Discharge for Pond 5P: West Forebay
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
630.00
0.00
0.00
0.00
0.00
630.10
0.01
0.01
0.00
0.00
630.20
0.04
0.04
0.00
0.00
630.30
0.05
0.05
0.00
0.00
630.40
0.06
0.06
0.00
0.00
630.50
0.07
0.07
0.00
0.00
630.60
0.08
0.08
0.00
0.00
630.70
0.08
0.08
0.00
0.00
630.80
0.09
0.09
0.00
0.00
630.90
0.09
0.09
0.00
0.00
631.00
0.10
0.10
0.00
0.00
631.10
0.11
0.11
0.00
0.00
631.20
0.11
0.11
0.00
0.00
631.30
0.12
0.12
0.00
0.00
631.40
0.12
0.12
0.00
0.00
631.50
0.13
0.13
0.00
0.00
631.60
0.13
0.13
0.00
0.00
631.70
0.13
0.13
0.00
0.00
631.80
0.14
0.14
0.00
0.00
631.90
0.80
0.14
0.65
0.00
632.00
2.00
0.15
1.85
0.00
632.10
3.57
0.15
3.42
0.00
632.20
5.43
0.15
5.28
0.00
632.30
7.55
0.16
7.39
0.00
632.40
9.91
0.16
9.75
0.00
632.50
12.49
0.16
12.32
0.00
632.60
13.02
0.17
12.86
0.00
632.70
13.16
0.17
12.99
0.00
632.80
13.30
0.17
13.13
0.00
632.90
13.44
0.18
13.26
0.00
633.00
13.57
0.18
13.39
0.00
633.10
14.83
0.18
13.52
1.12
633.20
17.01
0.19
13.65
3.18
633.30
19.98
0.19
13.78
6.01
633.40
23.62
0.19
13.90
9.52
633.50
28.04
0.19
14.03
13.82
633.60
33.17
0.20
14.15
18.82
633.70
38.10
0.20
14.27
23.63
633.80
43.36
0.20
14.40
28.76
633.90
49.04
0.21
14.52
34.32
634.00
55.04
0.21
14.64
40.20
634.10
61.74
0.70
14.75
46.29
634.20
69.12
1.60
14.87
52.65
634.30
76.89
2.76
14.99
59.14
634.40
85.11
4.15
15.11
65.85
634.50
93.98
5.74
15.22
73.03
634.60
103.28
7.50
15.33
80.45
634.70
111.31
7.75
15.45
88.11
634.80
119.40
7.84
15.56
95.99
634.90
127.71
7.93
15.67
104.10
635.00
136.24
8.02
15.78
112.43

PBV Water Quality Type 1124 -hr lyr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 19
Stage- Area - Storage for Pond 5P: West Forebay
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
630.00
16,300
0
630.05
16,387
817
630.10
16,475
1,639
630.15
16,562
2,465
630.20
16,650
3,295
630.25
16,738
4,130
630.30
16,825
4,969
630.35
16,913
5,812
630.40
17,000
6,660
630.45
17,088
7,512
630.50
17,175
8,369
630.55
17,262
9,230
630.60
17,350
10,095
630.65
17,437
10,965
630.70
17,525
11,839
630.75
17,613
12,717
630.80
17,700
13,600
630.85
17,788
14,487
630.90
17,875
15,379
630.95
17,963
16,275
631.00
18,050
17,175
631.05
18,142
18,080
631.10
18,235
18,989
631.15
18,327
19,903
631.20
18,420
20,822
631.25
18,513
21,745
631.30
18,605
22,673
631.35
18,698
23,606
631.40
18,790
24,543
631.45
18,883
25,485
631.50
18,975
26,431
631.55
19,067
27,382
631.60
19,160
28,338
631.65
19,252
29,298
631.70
19,345
30,263
631.75
19,438
31,233
631.80
19,530
32,207
631.85
19,623
33,186
631.90
19,715
34,169
631.95
19,808
35,157
632.00
19,900
36,150
632.05
19,992
37,147
632.10
20,085
38,149
632.15
20,177
39,156
632.20
20,270
40,167
632.25
20,363
41,183
632.30
20,455
42,203
632.35
20,548
43,228
632.40
20,640
44,258
632.45
20,733
45,292
632.50
20,825
46,331
632.55
20,917
47,375
632.60
21,010
48,423
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.65
21,102
49,476
632.70
21,195
50,533
632.75
21,288
51,595
632.80
21,380
52,662
632.85
21,473
53,733
632.90
21,565
54,809
632.95
21,658
55,890
633.00
21,750
56,975
633.05
21,847
58,065
633.10
21,945
59,160
633.15
22,042
60,259
633.20
22,140
61,364
633.25
22,238
62,473
633.30
22,335
63,588
633.35
22,433
64,707
633.40
22,530
65,831
633.45
22,628
66,960
633.50
22,725
68,094
633.55
22,822
69,232
633.60
22,920
70,376
633.65
23,017
71,524
633.70
23,115
72,678
633.75
23,213
73,836
633.80
23,310
74,999
633.85
23,408
76,167
633.90
23,505
77,340
633.95
23,603
78,517
634.00
23,700
79,700
634.05
23,700
79,700
634.10
23,700
79,700
634.15
23,700
79,700
634.20
23,700
79,700
634.25
23,700
79,700
634.30
23,700
79,700
634.35
23,700
79,700
634.40
23,700
79,700
634.45
23,700
79,700
634.50
23,700
79,700
634.55
23,700
79,700
634.60
23,700
79,700
634.65
23,700
79,700
634.70
23,700
79,700
634.75
23,700
79,700
634.80
23,700
79,700
634.85
23,700
79,700
634.90
23,700
79,700
634.95
23,700
79,700
635.00
23,700
79,700

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond 6P: West Sand Filter
Inflow Area = 7.680 ac, 89.97% Impervious, Inflow Depth > 0.81" for 1yr -24hr event
Inflow = 0.15 cfs @ 12.13 hrs, Volume= 0.518 of
Outflow = 0.10 cfs @ 60.00 hrs, Volume= 0.333 af, Atten= 36 %, Lag= 2,872.0 min
Primary = 0.10 cfs @ 60.00 hrs, Volume= 0.333 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 631.95' @ 60.00 hrs Surf.Area= 4,761 sf Storage= 8,078 cf
Plug -Flow detention time= 802.1 min calculated for 0.333 of (64% of inflow)
Center -of -Mass det. time= 262.9 min ( 2,270.5 - 2,007.7 )
Volume Invert
Avail.Storage Storage Description
#1 629.90'
19,739 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
629.90
2,525
0 0
630.00
3,250
289 289
631.00
4,000
3,625 3,914
632.00
4,800
4,400 8,314
633.00
5,700
5,250 13,564
634.00
6,650
6,175 19,739
Device Routing
Invert
Outlet Devices
#1 Primary
615.38'
15.0" Round Culvert
L= 76.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 615.00' S=0.0050'/' Cc= 0.900 n=0.012
#2 Device 1
629.80'
Filter Media
Head (feet) 0.00 0.75 1.50
Disch. (cfs) 0.000 0.060 0.080
#3 Device 1
633.00'
7.8' long x 1.00' rise Top of OS W3 0 End Contraction(s)
4.0' Crest Height
Primary OutFlow Max =0.10 cfs @ 60.00 hrs HW= 631.95' (Free Discharge)
'- = Culvert (Passes 0.10 cfs of 22.49 cfs potential flow)
1 2 =Filter Media (Custom Controls 0.10 cfs)
3 =Top of OS W3 ( Controls 0.00 cfs)

PBV Water Quality Type 11 24 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 21
0.16
0.15
0.14
0.13
0.12
0.11
0.1
N
0.09
0 0.08
LL
0.07
0.06
0.05
0.04
0.03
v
a
C
0
m
w
0.01
Pond 6P: West Sand Filter
Hydrograph
Inflow Area =7.680 ac
'Peak Elev= 631.95'
ra
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Pond 6P: West Sand Filter
Stage- Discharge
0 2 4 6 8 10 12 14 16 18 20 22
Discharge (cfs)
— Inflow
Primary
— Primary

PBV Water Quality Type 11 24 -hr lyr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Pact 22
m
a
c
0
d
w
Pond 6P: West Sand Filter
Stage- Area - Storage
Surface /Horizontal[Wetted Area (sq -ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500
5,000 5,500 6,000 6,500 _ Surface
Storage
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000
Storage (cubic -feet)

PBV Water Quality Type 1124 -hr lyr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 6P: West Sand Filter
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
629.90
0.00
2.00
0.00
0
629.90
0.00
4.00
0.00
1
629.90
0.00
6.00
0.01
17
629.91
0.00
8.00
0.03
101
629.94
0.01
10.00
0.05
301
630.00
0.02
12.00
0.14
696
630.12
0.03
14.00
0.14
1,494
630.36
0.04
16.00
0.14
2,140
630.54
0.06
18.00
0.14
2,706
630.69
0.06
20.00
0.14
3,239
630.83
0.07
22.00
0.14
3,742
630.96
0.07
24.00
0.14
4,220
631.08
0.07
26.00
0.14
4,666
631.18
0.08
28.00
0.13
5,078
631.28
0.08
30.00
0.13
5,456
631.37
0.08
32.00
0.13
5,804
631.45
0.08
34.00
0.13
6,122
631.52
0.09
36.00
0.13
6,412
631.59
0.09
38.00
0.12
6,675
631.65
0.09
40.00
0.12
6,912
631.70
0.09
42.00
0.12
7,125
631.75
0.09
44.00
0.12
7,314
631.79
0.09
46.00
0.12
7,480
631.82
0.09
48.00
0.11
7,625
631.85
0.09
50.00
0.11
7,748
631.88
0.10
52.00
0.11
7,852
631.90
0.10
54.00
0.11
7,936
631.92
0.10
56.00
0.10
8,001
631.93
0.10
58.00
0.10
8,048
631.94
0.10
60.00
0.10
8,078
631.95
0.10

PBV Water Quality Type // 24 -hr 1 yr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 24
Elevation Primary
(feet)
(cfs)
629.90
0.00
629.92
0.01
629.94
0.01
629.96
0.01
629.98
0.01
630.00
0.02
630.02
0.02
630.04
0.02
630.06
0.02
630.08
0.02
630.10
0.02
630.12
0.03
630.14
0.03
630.16
0.03
630.18
0.03
630.20
0.03
630.22
0.03
630.24
0.04
630.26
0.04
630.28
0.04
630.30
0.04
630.32
0.04
630.34
0.04
630.36
0.04
630.38
0.05
630.40
0.05
630.42
0.05
630.44
0.05
630.46
0.05
630.48
0.05
630.50
0.06
630.52
0.06
630.54
0.06
630.56
0.06
630.58
0.06
630.60
0.06
630.62
0.06
630.64
0.06
630.66
0.06
630.68
0.06
630.70
0.06
630.72
0.06
630.74
0.07
630.76
0.07
630.78
0.07
630.80
0.07
630.82
0.07
630.84
0.07
630.86
0.07
630.88
0.07
630.90
0.07
630.92
0.07
630.94
0.07
Stage- Discharge for Pond 6P: West Sand Filter
Elevation Primary
(feet)
(cfs)
630.96
0.07
630.98
0.07
631.00
0.07
631.02
0.07
631.04
0.07
631.06
0.07
631.08
0.07
631.10
0.07
631.12
0.08
631.14
0.08
631.16
0.08
631.18
0.08
631.20
0.08
631.22
0.08
631.24
0.08
631.26
0.08
631.28
0.08
631.30
0.08
631.32
0.08
631.34
0.08
631.36
0.08
631.38
0.08
631.40
0.08
631.42
0.08
631.44
0.08
631.46
0.08
631.48
0.08
631.50
0.09
631.52
0.09
631.54
0.09
631.56
0.09
631.58
0.09
631.60
0.09
631.62
0.09
631.64
0.09
631.66
0.09
631.68
0.09
631.70
0.09
631.72
0.09
631.74
0.09
631.76
0.09
631.78
0.09
631.80
0.09
631.82
0.09
631.84
0.09
631.86
0.09
631.88
0.10
631.90
0.10
631.92
0.10
631.94
0.10
631.96
0.10
631.98
0.10
632.00
0.10
Elevation Primary
(feet)
(cfs)
632.02
0.10
632.04
0.10
632.06
0.10
632.08
0.10
632.10
0.10
632.12
0.10
632.14
0.10
632.16
0.10
632.18
0.10
632.20
0.10
632.22
0.10
632.24
0.11
632.26
0.11
632.28
0.11
632.30
0.11
632.32
0.11
632.34
0.11
632.36
0.11
632.38
0.11
632.40
0.11
632.42
0.11
632.44
0.11
632.46
0.11
632.48
0.11
632.50
0.11
632.52
0.11
632.54
0.11
632.56
0.11
632.58
0.11
632.60
0.11
632.62
0.12
632.64
0.12
632.66
0.12
632.68
0.12
632.70
0.12
632.72
0.12
632.74
0.12
632.76
0.12
632.78
0.12
632.80
0.12
632.82
0.12
632.84
0.12
632.86
0.12
632.88
0.12
632.90
0.12
632.92
0.12
632.94
0.12
632.96
0.12
632.98
0.12
633.00
0.13
633.02
0.20
633.04
0.33
633.06
0.50
Elevation Primary
(feet)
(cfs)
633.08
0.71
633.10
0.94
633.12
1.19
633.14
1.47
633.16
1.77
633.18
2.09
633.20
2.43
633.22
2.78
633.24
3.15
633.26
3.54
633.28
3.94
633.30
4.36
633.32
4.80
633.34
5.24
633.36
5.70
633.38
6.18
633.40
6.67
633.42
7.17
633.44
7.68
633.46
8.21
633.48
8.74
633.50
9.29
633.52
9.86
633.54
10.43
633.56
11.01
633.58
11.61
633.60
12.21
633.62
12.83
633.64
13.46
633.66
14.09
633.68
14.74
633.70
15.40
633.72
16.07
633.74
16.75
633.76
17.44
633.78
18.14
633.80
18.84
633.82
19.56
633.84
20.29
633.86
21.03
633.88
21.77
633.90
22.53
633.92
23.29
633.94
23.87
633.96
23.89
633.98
23.90
634.00
23.91

PBV Water Quality Type // 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 25
Stage- Area - Storage for Pond 6P: West Sand Filter
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
629.90
2,525
0
629.95
2,887
135
630.00
3,250
289
630.05
3,287
452
630.10
3,325
618
630.15
3,362
785
630.20
3,400
954
630.25
3,438
1,125
630.30
3,475
1,297
630.35
3,513
1,472
630.40
3,550
1,649
630.45
3,587
1,827
630.50
3,625
2,008
630.55
3,662
2,190
630.60
3,700
2,374
630.65
3,737
2,560
630.70
3,775
2,747
630.75
3,813
2,937
630.80
3,850
3,129
630.85
3,888
3,322
630.90
3,925
3,517
630.95
3,962
3,715
631.00
4,000
3,914
631.05
4,040
4,115
631.10
4,080
4,318
631.15
4,120
4,523
631.20
4,160
4,730
631.25
4,200
4,939
631.30
4,240
5,150
631.35
4,280
5,363
631.40
4,320
5,578
631.45
4,360
5,795
631.50
4,400
6,014
631.55
4,440
6,235
631.60
4,480
6,458
631.65
4,520
6,683
631.70
4,560
6,910
631.75
4,600
7,139
631.80
4,640
7,370
631.85
4,680
7,603
631.90
4,720
7,838
631.95
4,760
8,075
632.00
4,800
8,314
632.05
4,845
8,555
632.10
4,890
8,798
632.15
4,935
9,044
632.20
4,980
9,292
632.25
5,025
9,542
632.30
5,070
9,794
632.35
5,115
10,049
632.40
5,160
10,306
632.45
5,205
10,565
632.50
5,250
10,826
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.55
5,295
11,090
632.60
5,340
11,356
632.65
5,385
11,624
632.70
5,430
11,894
632.75
5,475
12,167
632.80
5,520
12,442
632.85
5,565
12,719
632.90
5,610
12,998
632.95
5,655
13,280
633.00
5,700
13,564
633.05
5,747
13,850
633.10
5,795
14,139
633.15
5,842
14,429
633.20
5,890
14,723
633.25
5,938
15,018
633.30
5,985
15,316
633.35
6,033
15,617
633.40
6,080
15,920
633.45
6,127
16,225
633.50
6,175
16,533
633.55
6,222
16,842
633.60
6,270
17,155
633.65
6,317
17,469
633.70
6,365
17,786
633.75
6,413
18,106
633.80
6,460
18,428
633.85
6,508
18,752
633.90
6,555
19,078
633.95
6,602
19,407
634.00
6,650
19,739

PBV Water Quality Type // 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 26
Summary for Pond 13P: East Forebay
Inflow Area = 9.930 ac, 90.03% Impervious, Inflow Depth = 2.45" for lyr -24hr event
Inflow =
40.45 cfs @
11.96 hrs,
Volume=
2.030 of
Outflow =
10.10 cfs @
12.08 hrs,
Volume=
1.588 af, Atten= 75 %, Lag= 7.6 min
Primary =
0.22 cfs @
12.08 hrs,
Volume=
0.782 of
Secondary =
9.88 cfs @
12.08 hrs,
Volume=
0.806 of
Tertiary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 637.52'@ 12.08 hrs Surf.Area= 13,835 sf Storage= 49,320 cf
Plug -Flow detention time= 726.1 min calculated for 1.588 of (78% of inflow)
Center -of -Mass det. time= 643.2 min ( 1,415.7 - 772.5 )
Volume Invert
Avail.Storage Storage Description
#1 633.00'
92,250 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
633.00
8,200
0 0
634.00
9,300
8,750 8,750
635.00
10,500
9,900 18,650
636.00
11,800
11,150 29,800
637.00
13,100
12,450 42,250
638.00
14,500
13,800 56,050
639.00
16,000
15,250 71,300
640.00
25,900
20,950 92,250
Device Routing
Invert
Outlet Devices
#1 Primary
633.00'
12.0" Round Culvert
L= 41.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 632.80' S= 0.0049? Cc= 0.900 n= 0.012
#2 Device 1
633.00'
2.0" Vert. 2" WQ Orifice C= 0.600
#3 Device 1
640.00'
7.8' long x 1.00' rise Top of OS E2 0 End Contraction(s)
4.0' Crest Height
#4 Secondary
633.00'
15.0" Round Culvert
L= 55.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 632.72' S= 0.0051 T Cc= 0.900 n= 0.012
#5 Device 4
637.00'
7.8' long x 1.00' rise Top of OS E1 0 End Contraction(s)
4.0' Crest Height
#6 Tertiary
639.00'
15.0' long x 6.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 27
Primary OutFlow Max =0.22 cfs @ 12.08 hrs HW= 637.52' (Free Discharge)
' — = Culvert (Passes 0.22 cfs of 7.55 cfs potential flow)
2 =2" WQ Orifice (Orifice Controls 0.22 cfs @ 10.15 fps)
3 =Top of OS E2 ( Controls 0.00 cfs)
Secondary OutFlow Max =9.84 cfs @ 12.08 hrs HW= 637.52' (Free Discharge)
4= Culvert (Passes 9.84 cfs of 11.53 cfs potential flow)
L5 =Top of OS E1 (Weir Controls 9.84 cfs @ 2.41 fps)
Irtiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 633.00' (Free Discharge)
! = Emergency Spillway ( Controls 0.00 cfs)
w
U
3
O
LL
Pond 13P: East Forebay
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
— Inflow
— Outflow
— Primary
— Secondary
— Tertiary

PBV Water Quality Type // 24 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 28
Pond 13P: East Forebay
Stage- Discharge
d
!
c
0
a
w
m
m
c
0
m
w
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Discharge (cfs)
Pond 13P: East Forebay
Stage- Area - Storage
Surface /HorizontalfWetted Area (sq -ft)
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
— Total
— Primary
— Seconda I
— Tertiary
Surface
Storage

PBV Water Quality Type // 24 -hr ?yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 29
Hydrograph for Pond 13P: East Forebay
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
633.00
0.00
0.00
0.00
0.00
2.00
0.00
0
633.00
0.00
0.00
0.00
0.00
4.00
0.09
208
633.03
0.00
0.00
0.00
0.00
6.00
0.23
1,254
633.15
0.03
0.03
0.00
0.00
8.00
0.39
3,198
633.38
0.06
0.06
0.00
0.00
10.00
0.85
7,026
633.81
0.09
0.09
0.00
0.00
12.00
33.58
45,517
637.25
3.36
0.21
3.15
0.00
14.00
1.09
43,779
637.12
1.27
0.21
1.06
0.00
16.00
0.67
43,225
637.07
0.75
0.21
0.54
0.00
18.00
0.52
42,879
637.05
0.55
0.21
0.35
0.00
20.00
0.38
42,620
637.03
0.41
0.21
0.20
0.00
22.00
0.34
42,510
637.02
0.35
0.21
0.14
0.00
24.00
0.32
42,457
637.02
0.32
0.21
0.11
0.00
26.00
0.00
40,984
636.90
0.21
0.21
0.00
0.00
28.00
0.00
39,517
636.79
0.20
0.20
0.00
0.00
30.00
0.00
38,072
636.68
0.20
0.20
0.00
0.00
32.00
0.00
36,650
636.56
0.20
0.20
0.00
0.00
34.00
0.00
35,251
636.45
0.19
0.19
0.00
0.00
36.00
0.00
33,874
636.34
0.19
0.19
0.00
0.00
38.00
0.00
32,521
636.23
0.19
0.19
0.00
0.00
40.00
0.00
31,192
636.12
0.18
0.18
0.00
0.00
42.00
0.00
29,887
636.01
0.18
0.18
0.00
0.00
44.00
0.00
28,606
635.90
0.18
0.18
0.00
0.00
46.00
0.00
27,349
635.79
0.17
0.17
0.00
0.00
48.00
0.00
26,117
635.68
0.17
0.17
0.00
0.00
50.00
0.00
24,911
635.58
0.17
0.17
0.00
0.00
52.00
0.00
23,729
635.47
0.16
0.16
0.00
0.00
54.00
0.00
22,574
635.37
0.16
0.16
0.00
0.00
56.00
0.00
21,444
635.26
0.16
0.16
0.00
0.00
58.00
0.00
20,341
635.16
0.15
0.15
0.00
0.00
60.00
0.00
19,265
635.06
0.15
0.15
0.00
0.00

PBV Water Quality Type 1124 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 30
Stage- Discharge for Pond 13P: East Forebay
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
633.00
0.00
0.00
0.00
0.00
633.20
0.04
0.04
0.00
0.00
633.40
0.06
0.06
0.00
0.00
633.60
0.08
0.08
0.00
0.00
633.80
0.09
0.09
0.00
0.00
634.00
0.10
0.10
0.00
0.00
634.20
0.11
0.11
0.00
0.00
634.40
0.12
0.12
0.00
0.00
634.60
0.13
0.13
0.00
0.00
634.80
0.14
0.14
0.00
0.00
635.00
0.15
0.15
0.00
0.00
635.20
0.15
0.15
0.00
0.00
635.40
0.16
0.16
0.00
0.00
635.60
0.17
0.17
0.00
0.00
635.80
0.17
0.17
0.00
0.00
636.00
0.18
0.18
0.00
0.00
636.20
0.19
0.19
0.00
0.00
636.40
0.19
0.19
0.00
0.00
636.60
0.20
0.20
0.00
0.00
636.80
0.20
0.20
0.00
0.00
637.00
0.21
0.21
0.00
0.00
637.20
2.51
0.21
2.30
0.00
637.40
6.75
0.22
6.53
0.00
637.60
11.88
0.22
11.65
0.00
637.80
12.20
0.23
11.97
0.00
638.00
12.51
0.23
12.28
0.00
638.20
12.82
0.24
12.58
0.00
638.40
13.11
0.24
12.87
0.00
638.60
13.41
0.25
13.16
0.00
638.80
13.69
0.25
13.44
0.00
639.00
13.95
0.26
13.70
0.00
639.20
17.39
0.26
13.95
3.18
639.40
23.99
0.26
14.20
9.52
639.60
33.53
0.27
14.44
18.82
639.80
43.72
0.27
14.68
28.76
640.00
55.40
0.28
14.92
40.20
640.20
70.37
2.58
15.15
52.65
640.40
88.04
6.82
15.38
65.85
640.60
106.13
10.08
15.61
80.45
640.80
122.04
10.22
15.83
95.99
641.00
138.83
10.36
16.05
112.43

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 31
Stage- Area - Storage for Pond 13P: East Forebay
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
633.00
8,200
0
633.10
8,310
826
633.20
8,420
1,662
633.30
8,530
2,509
633.40
8,640
3,368
633.50
8,750
4,238
633.60
8,860
5,118
633.70
8,970
6,010
633.80
9,080
6,912
633.90
9,190
7,825
634.00
9,300
8,750
634.10
9,420
9,686
634.20
9,540
10,634
634.30
9,660
11,594
634.40
9,780
12,566
634.50
9,900
13,550
634.60
10,020
14,546
634.70
10,140
15,554
634.80
10,260
16,574
634.90
10,380
17,606
635.00
10,500
18,650
635.10
10,630
19,707
635.20
10,760
20,776
635.30
10,890
21,858
635.40
11,020
22,954
635.50
11,150
24,063
635.60
11,280
25,184
635.70
11,410
26,319
635.80
11,540
27,466
635.90
11,670
28,626
636.00
11,800
29,800
636.10
11,930
30,987
636.20
12,060
32,186
636.30
12,190
33,398
636.40
12,320
34,624
636.50
12,450
35,863
636.60
12,580
37,114
636.70
12,710
38,379
636.80
12,840
39,656
636.90
12,970
40,946
637.00
13,100
42,250
637.10
13,240
43,567
637.20
13,380
44,898
637.30
13,520
46,243
637.40
13,660
47,602
637.50
13,800
48,975
637.60
13,940
50,362
637.70
14,080
51,763
637.80
14,220
53,178
637.90
14,360
54,607
638.00
14,500
56,050
638.10
14,650
57,508
638.20
14,800
58,980
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
638.30
14,950
60,467
638.40
15,100
61,970
638.50
15,250
63,488
638.60
15,400
65,020
638.70
15,550
66,568
638.80
15,700
68,130
638.90
15,850
69,707
639.00
16,000
71,300
639.10
16,990
72,950
639.20
17,980
74,698
639.30
18,970
76,545
639.40
19,960
78,492
639.50
20,950
80,538
639.60
21,940
82,682
639.70
22,930
84,926
639.80
23,920
87,268
639.90
24,910
89,709
640.00
25,900
92,250
640.10
25,900
92,250
640.20
25,900
92,250
640.30
25,900
92,250
640.40
25,900
92,250
640.50
25,900
92,250
640.60
25,900
92,250
640.70
25,900
92,250
640.80
25,900
92,250
640.90
25,900
92,250
641.00
25,900
92,250

PBV Water Quality Type 11 24 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 32
Summary for Pond 14P: East Sand Filter
Inflow Area = 9.930 ac, 90.03% Impervious, Inflow Depth > 0.95" for 1 yr -24hr event
Inflow = 0.22 cfs @ 12.08 hrs, Volume= 0.782 of
Outflow = 0.14 cfs @ 60.00 hrs, Volume= 0.461 af, Atten= 38 %, Lag= 2,875.0 min
Primary = 0.14 cfs @ 60.00 hrs, Volume= 0.461 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 636.48' @ 60.00 hrs Surf.Area= 5,248 sf Storage= 13,979 cf
Plug -Flow detention time= 903.7 min calculated for 0.461 of (59% of inflow)
Center -of -Mass det. time= 285.9 min ( 2,278.5 - 1,992.6 )
Volume Invert
Avail.Storage Storage Description
#1 632.90'
29,946 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
632.90
2,665
0 0
633.00
2,750
271 271
634.00
3,375
3,063 3,333
635.00
4,100
3,738 7,071
636.00
4,850
4,475 11,546
637.00
5,675
5,263 16,808
638.00
6,550
6,113 22,921
639.00
7,500
7,025 29,946
Device Routing
Invert
Outlet Devices
#1 Primary
630.28'
15.0" Round Culvert
L= 57.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 630.00' S=0.0049'/' Cc= 0.900 n=0.012
#2 Device 1
632.80'
Filter Media
Head (feet) 0.00 0.75 1.50
Disch. (cfs) 0.000 0.060 0.080
#3 Device 1
637.00'
6.3' long x 1.00' rise Top of OS E3 0 End Contraction(s)
4.0' Crest Height
Primary OutFlow Max =0.14 cfs @ 60.00 hrs HW= 636.48' (Free Discharge)
L =Culvert (Passes 0.14 cfs of 13.88 cfs potential flow)
2 =Filter Media (Custom Controls 0.14 cfs)
3 =Top of OS E3 ( Controls 0.00 cfs)

PBV Water Quality Type 1124 -hr 1 yr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 33
Pond 14P: East Sand Filter
Hydrograph
0.24
0.22 cfs
0.21 Inflow Area =9.930 ac
0.2
0.18" ev= 636.48'
0.17-
Storage =13,
0.15 0.14 cfs
w 0.14
0.13
a 0.12
LL 0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04 _
0.03
0.02
0.01
0 1.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54­4­58­6O
Time (hours)
m
v
c
0
m
w
Pond 14P: East Sand Filter
Stage- Discharge
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Discharge (cfs)
— Inflow
— Primary
— Primary

PBV Water Quality Type ll 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 34
a
m
c
0
a
w
Pond 14P: East Sand Filter
Stage- Area - Storage
Surface /Horizontal/Wetted Area (sq -ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 — Surface
Storage
0 5,000 10,000 15,000 20,000 25,000
Storage (cubic -feet)

PBV Water Quality Type // 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 35
Hydrograph for Pond 14P: East Sand Filter
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
632.90
0.00
2.00
0.00
0
632.90
0.00
4.00
0.00
5
632.90
0.00
6.00
0.03
73
632.93
0.01
8.00
0.06
295
633.01
0.02
10.00
0.09
663
633.14
0.03
12.00
0.21
1,280
633.35
0.04
14.00
0.21
2,408
633.72
0.06
16.00
0.21
3,427
634.03
0.07
18.00
0.21
4,385
634.30
0.08
20.00
0.21
5,288
634.55
0.09
22.00
0.21
6,145
634.77
0.09
24.00
0.21
6,959
634.97
0.10
26.00
0.21
7,725
635.16
0.10
28.00
0.20
8,435
635.32
0.11
30.00
0.20
9,093
635.47
0.11
32.00
0.20
9,701
635.61
0.11
34.00
0.19
10,261
635.73
0.12
36.00
0.19
10,776
635.84
0.12
38.00
0.19
11,248
635.94
0.12
40.00
0.18
11,678
636.03
0.13
42.00
0.18
12,068
636.11
0.13
44.00
0.18
12,419
636.18
0.13
46.00
0.17
12,733
636.24
0.13
48.00
0.17
13,011
636.29
0.13
50.00
0.17
13,254
636.34
0.13
52.00
0.16
13,463
636.38
0.14
54.00
0.16
13,640
636.42
0.14
56.00
0.16
13,784
636.44
0.14
58.00
0.15
13,897
636.47
0.14
60.00
0.15
13,980
636.48
0.14

PBV Water Quality Type 1124 -hr 1 yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 36
Elevation Primary
(feet)
(cfs)
632.90
0.00
632.94
0.01
632.98
0.01
633.02
0.02
633.06
0.02
633.10
0.02
633.14
0.03
633.18
0.03
633.22
0.03
633.26
0.04
633.30
0.04
633.34
0.04
633.38
0.05
633.42
0.05
633.46
0.05
633.50
0.06
633.54
0.06
633.58
0.06
633.62
0.06
633.66
0.06
633.70
0.06
633.74
0.07
633.78
0.07
633.82
0.07
633.86
0.07
633.90
0.07
633.94
0.07
633.98
0.07
634.02
0.07
634.06
0.07
634.10
0.07
634.14
0.08
634.18
0.08
634.22
0.08
634.26
0.08
634.30
0.08
634.34
0.08
634.38
0.08
634.42
0.08
634.46
0.08
634.50
0.09
634.54
0.09
634.58
0.09
634.62
0.09
634.66
0.09
634.70
0.09
634.74
0.09
634.78
0.09
634.82
0.09
634.86
0.09
634.90
0.10
634.94
0.10
634.98
0.10
Stage- Discharge for Pond 14P: East Sand Filter
Elevation Primary
(feet)
(cfs)
635.02
0.10
635.06
0.10
635.10
0.10
635.14
0.10
635.18
0.10
635.22
0.10
635.26
0.11
635.30
0.11
635.34
0.11
635.38
0.11
635.42
0.11
635.46
0.11
635.50
0.11
635.54
0.11
635.58
0.11
635.62
0.12
635.66
0.12
635.70
0.12
635.74
0.12
635.78
0.12
635.82
0.12
635.86
0.12
635.90
0.12
635.94
0.12
635.98
0.12
636.02
0.13
636.06
0.13
636.10
0.13
636.14
0.13
636.18
0.13
636.22
0.13
636.26
0.13
636.30
0.13
636.34
0.13
636.38
0.14
636.42
0.14
636.46
0.14
636.50
0.14
636.54
0.14
636.58
0.14
636.62
0.14
636.66
0.14
636.70
0.14
636.74
0.15
636.78
0.15
636.82
0.15
636.86
0.15
636.90
0.15
636.94
0.15
636.98
0.15
637.02
0.21
637.06
0.46
637.10
0.81
Elevation Primary
(feet)
(cfs)
637.14
1.24
637.18
1.74
637.22
2.30
637.26
2.91
637.30
3.58
637.34
4.29
637.38
5.04
637.42
5.84
637.46
6.68
637.50
7.56
637.54
8.48
637.58
9.43
637.62
10.42
637.66
11.44
637.70
12.49
637.74
13.58
637.78
14.70
637.82
15.54
637.86
15.58
637.90
15.63
637.94
15.67
637.98
15.72
638.02
15.76
638.06
15.81
638.10
15.85
638.14
15.89
638.18
15.94
638.22
15.98
638.26
16.02
638.30
16.07
638.34
16.11
638.38
16.16
638.42
16.20
638.46
16.24
638.50
16.28
638.54
16.33
638.58
16.37
638.62
16.41
638.66
16.45
638.70
16.50
638.74
16.54
638.78
16.58
638.82
16.62
638.86
16.67
638.90
16.71
638.94
16.75
638.98
16.79

PBV Water Quality Type // 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 37
Stage- Area - Storage for Pond UP: East Sand Filter
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.90
2,665
0
633.00
2,750
271
633.10
2,813
549
633.20
2,875
833
633.30
2,937
1,124
633.40
3,000
1,421
633.50
3,063
1,724
633.60
3,125
2,033
633.70
3,187
2,349
633.80
3,250
2,671
633.90
3,312
2,999
634.00
3,375
3,333
634.10
3,448
3,674
634.20
3,520
4,023
634.30
3,592
4,378
634.40
3,665
4,741
634.50
3,738
5,111
634.60
3,810
5,489
634.70
3,882
5,873
634.80
3,955
6,265
634.90
4,027
6,664
635.00
4,100
7,071
635.10
4,175
7,485
635.20
4,250
7,906
635.30
4,325
8,334
635.40
4,400
8,771
635.50
4,475
9,215
635.60
4,550
9,666
635.70
4,625
10,124
635.80
4,700
10,591
635.90
4,775
11,064
636.00
4,850
11,546
636.10
4,933
12,035
636.20
5,015
12,532
636.30
5,097
13,038
636.40
5,180
13,552
636.50
5,263
14,074
636.60
5,345
14,604
636.70
5,427
15,143
636.80
5,510
15,690
636.90
5,592
16,245
637.00
5,675
16,808
637.10
5,763
17,380
637.20
5,850
17,961
637.30
5,937
18,550
637.40
6,025
19,148
637.50
6,113
19,755
637.60
6,200
20,371
637.70
6,287
20,995
637.80
6,375
21,628
637.90
6,462
22,270
638.00
6,550
22,921
638.10
6,645
23,581
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
638.20
6,740
24,250
638.30
6,835
24,928
638.40
6,930
25,617
638.50
7,025
26,315
638.60
7,120
27,022
638.70
7,215
27,738
638.80
7,310
28,465
638.90
7,405
29,200
639.00
7,500
29,946

PBV Water Quality Type 1124 -hr 1yr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 38
Summary for Pond 15P: Combined (East)
Inflow Area = 13.580 ac, 65.83% Impervious, Inflow Depth > 1.39" for 1 yr -24hr event
Inflow = 14.34 cfs @ 12.09 hrs, Volume= 1.572 of
Primary = 14.34 cfs @ 12.09 hrs, Volume= 1.572 af, Atten= 0 %, Lag= 0.0 min
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
1
1
1
1
1
1
1
v
3
0
LL
14.34 cfs
Pond 15P: Combined (East)
Hydrograph
Inflow Area = 13.580 ac
V L Y V V IV IL 1Y IU IV LV LL GY G J 11 JV JU YV YG YY IV IV JV JG JY IV IV VV
Time (hours)
F--1 nflow
— Primary

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 39
Hydrograph for Pond 15P: Combined (East)
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
1.00
0.00
0.00
2.00
0.00
0.00
3.00
0.00
0.00
4.00
0.00
0.00
5.00
0.00
0.00
6.00
0.01
0.01
7.00
0.01
0.01
8.00
0.02
0.02
9.00
0.02
0.02
10.00
0.03
0.03
11.00
0.05
0.05
12.00
6.42
6.42
13.00
2.58
2.58
14.00
1.39
1.39
15.00
0.99
0.99
16.00
0.78
0.78
17.00
0.64
0.64
18.00
0.55
0.55
19.00
0.47
0.47
20.00
0.39
0.39
21.00
0.34
0.34
22.00
0.32
0.32
23.00
0.31
0.31
24.00
0.29
0.29
25.00
0.10
0.10
26.00
0.10
0.10
27.00
0.11
0.11
28.00
0.11
0.11
29.00
0.11
0.11
30.00
0.11
0.11
31.00
0.11
0.11
32.00
0.11
0.11
33.00
0.12
0.12
34.00
0.12
0.12
35.00
0.12
0.12
36.00
0.12
0.12
37.00
0.12
0.12
38.00
0.12
0.12
39.00
0.12
0.12
40.00
0.13
0.13
41.00
0.13
0.13
42.00
0.13
0.13
43.00
0.13
0.13
44.00
0.13
0.13
45.00
0.13
0.13
46.00
0.13
0.13
47.00
0.13
0.13
48.00
0.13
0.13
49.00
0.13
0.13
50.00
0.13
0.13
51.00
0.14
0.14
52.00
0.14
0.14
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
53.00
0.14
0.14
54.00
0.14
0.14
55.00
0.14
0.14
56.00
0.14
0.14
57.00
0.14
0.14
58.00
0.14
0.14
59.00
0.14
0.14
60.00
0.14
0.14

PBV Water Quality Type 11 24 -hr Syr -24hr Rainfall= 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 40
Summary for Pond 20P: Combined (West-13)
Inflow Area = 12.270 ac, 56.32% Impervious, Inflow Depth > 1.46" for lyr -24hr event
Inflow = 12.60 cfs @ 12.05 hrs, Volume= 1.490 of
Primary = 12.60 cfs @ 12.05 hrs, Volume= 1.490 af, Atten= 0 %, Lag= 0.0 min
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
3
0
U.
Pond 20P: Combined (West-13)
Hydrograph
12.60 cfs
Inflow Area = 12.270 ac
V C 4 O O IU 14 14 10 10 LV LL L4 LO LO OV 04 J' JV 00 4U 44 4' 4U YO OU UL U`F UV VO VV
Time (hours)
— Inflow
— Primary

PBV Water Quality Type // 24 -hr 1 yr -24hr Rainfall = 2.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 41
Hydrograph for Pond 20P: Combined (West-13)
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
1.00
0.00
0.00
2.00
0.00
0.00
3.00
0.00
0.00
4.00
0.00
0.00
5.00
0.00
0.00
6.00
0.00
0.00
7.00
0.00
0.00
8.00
0.01
0.01
9.00
0.01
0.01
10.00
0.05
0.05
11.00
0.17
0.17
12.00
10.46
10.46
13.00
2.67
2.67
14.00
1.42
1.42
15.00
1.00
1.00
16.00
0.78
0.78
17.00
0.64
0.64
18.00
0.55
0.55
19.00
0.47
0.47
20.00
0.41
0.41
21.00
0.37
0.37
22.00
0.34
0.34
23.00
0.32
0.32
24.00
0.31
0.31
25.00
0.08
0.08
26.00
0.08
0.08
27.00
0.08
0.08
28.00
0.08
0.08
29.00
0.08
0.08
30.00
0.08
0.08
31.00
0.08
0.08
32.00
0.08
0.08
33.00
0.09
0.09
34.00
0.09
0.09
35.00
0.09
0.09
36.00
0.09
0.09
37.00
0.09
0.09
38.00
0.09
0.09
39.00
0.09
0.09
40.00
0.09
0.09
41.00
0.09
0.09
42.00
0.09
0.09
43.00
0.09
0.09
44.00
0.09
0.09
45.00
0.09
0.09
46.00
0.09
0.09
47.00
0.09
0.09
48.00
0.09
0.09
49.00
0.10
0.10
50.00
0.10
0.10
51.00
0.10
0.10
52.00
0.10
0.10
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
53.00
0.10
0.10
54.00
0.10
0.10
55.00
0.10
0.10
56.00
0.10
0.10
57.00
0.10
0.10
58.00
0.10
0.10
59.00
0.10
0.10
60.00
0.10
0.10

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 F.m Rd • Suite 100 •Charb t . NC 26210
17041 S&VM1 . F- (70x) 55]-0860
HYDROCAD OUTPUT
10 -year, 24 -hour Storm Event

PBV Water Quality Type // 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 1
Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment1S: Pre (West) Runoff Area = 11.660 ac 0.00% Impervious Runoff Depth= 2.71"
Flow Length= 1,365' Tc =10.1 min CN =77 Runoff =48.46 cfs 2.630 of
Subcatchment2S: Pre (East) Runoff Area = 14.730 ac 0.00% Impervious Runoff Depth= 2.71"
Flow Length= 1,388' Tc =16.1 min CN =77 Runoff =49.92 cfs 3.323 of
Subcatchment3S: Post (West) Runoff Area =7.680 ac 89.97% Impervious Runoff Depth= 4.63"
Tc =5.0 min CN =96 Runoff =56.77 cfs 2.964 of
Subcatchment4S: Post (East) Runoff Area =9.930 ac 90.03% Impervious Runoff Depth= 4.63"
Tc =5.0 min CN =96 Runoff =73.40 cfs 3.833 of
Subcatchment 11 S: Post Residual (West) Runoff Area =4.590 ac 0.00% Impervious Runoff Depth= 3.17"
Flow Length= 1,365' Tc =10.1 min CN =82 Runoff =22.08 cfs 1.212 of
Subcatchment 1 6S: Post Residual (East) Runoff Area =3.650 ac 0.00% Impervious Runoff Depth= 2.71"
Flow Length= 1,388' Tc =16.1 min CN =77 Runoff =12.37 cfs 0.823 of
Pond 5P: West Forebay Peak Elev= 633.35' Storage= 64.753 cf Inflow =56.77 cfs 2.964 of
Primary=0.19 cfs 0.546 of Secondary=13.84 cfs 1.917 of Tertiary=7.76 cfs 0.104 of Outflow =21.79 cfs 2.567 of
Pond 6P: West Sand Filter Peak EIev= 632.01' Storage =8,380 cf Inflow =0.19 cfs 0.546 of
Outflow =0.10 cfs 0.353 of
Pond 13P: East Forebay Peak EIev= 639.58' Storage= 82.221 cf Inflow =73.40 cfs 3.833 of
Primary=0.27 cfs 0.821 of Secondary=14.42 cfs 2.315 of Tertiary=17.67 cfs 0.252 of Outflow =32.36 cfs 3.387 of
Pond 14P: East Sand Filter Peak EIev= 636.57' Storage= 14.437 cf Inflow =0.27 cfs 0.821 of
Outflow =0.14 cfs 0.489 of
Pond 15P: Combined (East) Inflow =44.07 cfs 3.879 of
Primary=44.07 cfs 3.879 of
Pond 20P: Combined (West-13) Inflow =42.74 cfs 3.587 of
Primary=42.74 cfs 3.587 of
Total Runoff Area = 52.240 ac Runoff Volume = 14.786 of Average Runoff Depth = 3.40"
69.66% Pervious = 36.390 ac 30.34% Impervious = 15.850 ac

PBV Water Quality Type 1124 -hr 90yr -24hr Rainfall= 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: Pre (West)
Runoff = 48.46 cfs @ 12.02 hrs, Volume= 2.630 af, Depth= 2.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10yr -24hr Rainfall = 5.10"
Area (ac) CN Description
11.660 77 Woods, Poor, HSG C
11.660 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
692
0.0636
1.26
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.0
673
0.0172
10.98
235.00 Channel Flow,
Area= 21.4 sf Perim= 12.8' r= 1.67'
n= 0.025 Earth, clean & winding
10.1 1,365 Total
.� 3C
28
0 26
LL 24
22
20
18
16
14
12
Subcatchment 1S: Pre (West)
Hydrograph
Type II 24 -hr 10yr -24hr
Rainfall= 5.10"
Runoff Area = 11.660 ac
Runoff Volume =2.630 of
Runoff Depth= 2.71"
Flow Length= 1,365'
Tc =10.1 min
A,EITA
U 2 4 6 6 lU 12 14 Ib 16 ZU 22 24 Zb 26 3U 32 34 3b 325 4U 4Z 44 4b 425 bU bZ 04 Db 08 bU
Time (hours)
— Runoff

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall = 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 1S: Pre (West)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.05
0.00
0.00
2.00
0.11
0.00
0.00
3.00
0.18
0.00
0.00
4.00
0.24
0.00
0.00
5.00
0.32
0.00
0.00
6.00
0.41
0.00
0.00
7.00
0.50
0.00
0.00
8.00
0.61
0.00
0.00
9.00
0.75
0.01
0.15
10.00
0.92
0.03
0.39
11.00
1.20
0.10
1.13
12.00
3.38
1.34
47.45
13.00
3.94
1.76
3.20
14.00
4.18
1.96
1.90
15.00
4.35
2.09
1.50
16.00
4.49
2.20
1.17
17.00
4.60
2.29
1.02
18.00
4.70
2.37
0.91
19.00
4.78
2.44
0.79
20.00
4.86
2.50
0.67
21.00
4.92
2.56
0.63
22.00
4.98
2.61
0.60
23.00
5.04
2.66
0.58
24.00
5.10
2.71
0.56
25.00
5.10
2.71
0.00
26.00
5.10
2.71
0.00
27.00
5.10
2.71
0.00
28.00
5.10
2.71
0.00
29.00
5.10
2.71
0.00
30.00
5.10
2.71
0.00
31.00
5.10
2.71
0.00
32.00
5.10
2.71
0.00
33.00
5.10
2.71
0.00
34.00
5.10
2.71
0.00
35.00
5.10
2.71
0.00
36.00
5.10
2.71
0.00
37.00
5.10
2.71
0.00
38.00
5.10
2.71
0.00
39.00
5.10
2.71
0.00
40.00
5.10
2.71
0.00
41.00
5.10
2.71
0.00
42.00
5.10
2.71
0.00
43.00
5.10
2.71
0.00
44.00
5.10
2.71
0.00
45.00
5.10
2.71
0.00
46.00
5.10
2.71
0.00
47.00
5.10
2.71
0.00
48.00
5.10
2.71
0.00
49.00
5.10
2.71
0.00
50.00
5.10
2.71
0.00
51.00
5.10
2.71
0.00
52.00
5.10
2.71
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
53.00
5.10
2.71
0.00
54.00
5.10
2.71
0.00
55.00
5.10
2.71
0.00
56.00
5.10
2.71
0.00
57.00
5.10
2.71
0.00
58.00
5.10
2.71
0.00
59.00
5.10
2.71
0.00
60.00
5.10
2.71
0.00

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall = 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Pre (East)
Runoff = 49.92 cfs @ 12.08 hrs, Volume= 3.323 af, Depth= 2.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10yr -24hr Rainfall = 5.10"
Area (ac) CN Description
14.730 77 Woods, Poor, HSG C
14.730 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
15.6 1,027
0.0481
1.10
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.5 361
0.0200
11.84
253.40 Channel Flow,
Area= 21.4 sf Perim= 12.8' r= 1.67' n= 0.025
16.1 1,388 Total
w
U
3
0
LL
Subcatchment 2S: Pre (East)
Hydrograph
49.92 cfs
Type II 24 -hr 10yr -24hr
Rainfall= 5.10"
Runoff Area = 14.730 ac
Runoff Volume =3.323 of
Runoff Depth= 2.71"
Flow Length= 1,388'
?0-
Tc =16.1 min
15
CN =77
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
— Runoff

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 2S: Pre (East)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.05
0.00
0.00
2.00
0.11
0.00
0.00
3.00
0.18
0.00
0.00
4.00
0.24
0.00
0.00
5.00
0.32
0.00
0.00
6.00
0.41
0.00
0.00
7.00
0.50
0.00
0.00
8.00
0.61
0.00
0.00
9.00
0.75
0.01
0.16
10.00
0.92
0.03
0.45
11.00
1.20
0.10
1.29
12.00
3.38
1.34
39.47
13.00
3.94
1.76
4.36
14.00
4.18
1.96
2.51
15.00
4.35
2.09
1.93
16.00
4.49
2.20
1.52
17.00
4.60
2.29
1.31
18.00
4.70
2.37
1.16
19.00
4.78
2.44
1.01
20.00
4.86
2.50
0.86
21.00
4.92
2.56
0.80
22.00
4.98
2.61
0.77
23.00
5.04
2.66
0.74
24.00
5.10
2.71
0.71
25.00
5.10
2.71
0.00
26.00
5.10
2.71
0.00
27.00
5.10
2.71
0.00
28.00
5.10
2.71
0.00
29.00
5.10
2.71
0.00
30.00
5.10
2.71
0.00
31.00
5.10
2.71
0.00
32.00
5.10
2.71
0.00
33.00
5.10
2.71
0.00
34.00
5.10
2.71
0.00
35.00
5.10
2.71
0.00
36.00
5.10
2.71
0.00
37.00
5.10
2.71
0.00
38.00
5.10
2.71
0.00
39.00
5.10
2.71
0.00
40.00
5.10
2.71
0.00
41.00
5.10
2.71
0.00
42.00
5.10
2.71
0.00
43.00
5.10
2.71
0.00
44.00
5.10
2.71
0.00
45.00
5.10
2.71
0.00
46.00
5.10
2.71
0.00
47.00
5.10
2.71
0.00
48.00
5.10
2.71
0.00
49.00
5.10
2.71
0.00
50.00
5.10
2.71
0.00
51.00
5.10
2.71
0.00
52.00
5.10
2.71
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
5.10
2.71
0.00
54.00
5.10
2.71
0.00
55.00
5.10
2.71
0.00
56.00
5.10
2.71
0.00
57.00
5.10
2.71
0.00
58.00
5.10
2.71
0.00
59.00
5.10
2.71
0.00
60.00
5.10
2.71
0.00

PBV Water Quality Type 1124 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 3S: Post (West)
Runoff = 56.77 cfs @ 11.96 hrs, Volume= 2.964 af, Depth= 4.63"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10yr -24hr Rainfall = 5.10"
Area (ac) CN Description
6.910
98 Paved parking, HSG C
0.770
74 >75% Grass cover, Good, HSG C
7.680
96 Weighted Average
0.770
10.03% Pervious Area
6.910
89.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
U
3
0
LL
55
50
45
40
35
30
Subcatchment 3S: Post (West)
Hydrograph
1 56.77 cfs I
Type II 24 -hr 10yr -24hr
Rainfall= 5.10"
Runoff Area =7.680 ac
Runoff Volume =2.964 of
Runoff Depth= 4.63"
Tc =5.0 min
CN =96
V L It b 0 IU IL 14 10 10 LU LL L4 LO LO JU JL J4 JO JO 4V 4L 44 40 140 UV UG 04 UO UO OV
Time (hours)
— Runoff

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall =5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 7
Hydrograph for Subcatchment 3S: Post (West)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.05
0.00
0.00
2.00
0.11
0.00
0.05
3.00
0.18
0.02
0.16
4.00
0.24
0.05
0.26
5.00
0.32
0.09
0.37
6.00
0.41
0.14
0.48
7.00
0.50
0.21
0.59
8.00
0.61
0.30
0.69
9.00
0.75
0.41
1.05
10.00
0.92
0.56
1.36
11.00
1.20
0.81
2.51
12.00
3.38
2.93
46.94
13.00
3.94
3.48
2.54
14.00
4.18
3.72
1.51
15.00
4.35
3.89
1.20
16.00
4.49
4.02
0.92
17.00
4.60
4.13
0.81
18.00
4.70
4.23
0.71
19.00
4.78
4.32
0.62
20.00
4.86
4.39
0.52
21.00
4.92
4.45
0.49
22.00
4.98
4.52
0.47
23.00
5.04
4.57
0.45
24.00
5.10
4.63
0.43
25.00
5.10
4.63
0.00
26.00
5.10
4.63
0.00
27.00
5.10
4.63
0.00
28.00
5.10
4.63
0.00
29.00
5.10
4.63
0.00
30.00
5.10
4.63
0.00
31.00
5.10
4.63
0.00
32.00
5.10
4.63
0.00
33.00
5.10
4.63
0.00
34.00
5.10
4.63
0.00
35.00
5.10
4.63
0.00
36.00
5.10
4.63
0.00
37.00
5.10
4.63
0.00
38.00
5.10
4.63
0.00
39.00
5.10
4.63
0.00
40.00
5.10
4.63
0.00
41.00
5.10
4.63
0.00
42.00
5.10
4.63
0.00
43.00
5.10
4.63
0.00
44.00
5.10
4.63
0.00
45.00
5.10
4.63
0.00
46.00
5.10
4.63
0.00
47.00
5.10
4.63
0.00
48.00
5.10
4.63
0.00
49.00
5.10
4.63
0.00
50.00
5.10
4.63
0.00
51.00
5.10
4.63
0.00
52.00
5.10
4.63
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
5.10
4.63
0.00
54.00
5.10
4.63
0.00
55.00
5.10
4.63
0.00
56.00
5.10
4.63
0.00
57.00
5.10
4.63
0.00
58.00
5.10
4.63
0.00
59.00
5.10
4.63
0.00
60.00
5.10
4.63
0.00

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall= 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 4S: Post (East)
Runoff = 73.40 cfs @ 11.96 hrs, Volume= 3.833 af, Depth= 4.63"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10yr -24hr Rainfall = 5.10"
Area (ac) CN Description
8.940
98 Water Surface, HSG C
0.990
74 >75% Grass cover, Good, HSG C
9.930
96 Weighted Average
0.990
9.97% Pervious Area
8.940
90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
45
0 40
LL 35
30
25
20
15
10
5
Subcatchment 4S: Post (East)
Hydrograph
73.40 cfs
Type II 24 -hr 10yr -24hr
Rainfall = 5.10"
Vr M . i M_1TI�11115411 M,
Runoff Volume =3.833 of
Runoff Depth= 4.63"
Tc =5.0 min
CN =96
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
— Runoff

PBV Water Quality Type // 24 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 4S: Post (East)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.05
0.00
0.00
2.00
0.11
0.00
0.06
3.00
0.18
0.02
0.21
4.00
0.24
0.05
0.33
5.00
0.32
0.09
0.47
6.00
0.41
0.14
0.62
7.00
0.50
0.21
0.76
8.00
0.61
0.30
0.89
9.00
0.75
0.41
1.35
10.00
0.92
0.56
1.76
11.00
1.20
0.81
3.25
12.00
3.38
2.93
60.69
13.00
3.94
3.48
3.29
14.00
4.18
3.72
1.95
15.00
4.35
3.89
1.55
16.00
4.49
4.02
1.19
17.00
4.60
4.13
1.05
18.00
4.70
4.23
0.92
19.00
4.78
4.32
0.80
20.00
4.86
4.39
0.67
21.00
4.92
4.45
0.64
22.00
4.98
4.52
0.61
23.00
5.04
4.57
0.59
24.00
5.10
4.63
0.56
25.00
5.10
4.63
0.00
26.00
5.10
4.63
0.00
27.00
5.10
4.63
0.00
28.00
5.10
4.63
0.00
29.00
5.10
4.63
0.00
30.00
5.10
4.63
0.00
31.00
5.10
4.63
0.00
32.00
5.10
4.63
0.00
33.00
5.10
4.63
0.00
34.00
5.10
4.63
0.00
35.00
5.10
4.63
0.00
36.00
5.10
4.63
0.00
37.00
5.10
4.63
0.00
38.00
5.10
4.63
0.00
39.00
5.10
4.63
0.00
40.00
5.10
4.63
0.00
41.00
5.10
4.63
0.00
42.00
5.10
4.63
0.00
43.00
5.10
4.63
0.00
44.00
5.10
4.63
0.00
45.00
5.10
4.63
0.00
46.00
5.10
4.63
0.00
47.00
5.10
4.63
0.00
48.00
5.10
4.63
0.00
49.00
5.10
4.63
0.00
50.00
5.10
4.63
0.00
51.00
5.10
4.63
0.00
52.00
5.10
4.63
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
5.10
4.63
0.00
54.00
5.10
4.63
0.00
55.00
5.10
4.63
0.00
56.00
5.10
4.63
0.00
57.00
5.10
4.63
0.00
58.00
5.10
4.63
0.00
59.00
5.10
4.63
0.00
60.00
5.10
4.63
0.00

PBV Water Quality Type ll 24 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 11S: Post Residual (West)
Runoff = 22.08 cfs @ 12.02 hrs, Volume= 1.212 af, Depth= 3.17"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10yr -24hr Rainfall = 5.10"
Area (ac) CN Description
4.590 82 Woods /grass comb., Poor, HSG C
4.590 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
692
0.0636
1.26
Shallow Concentrated Flow,
3
2
Runoff Depth= 3.17"
1
0
Woodland Kv= 5.0 fps
1.0
673
0.0172
10.98
235.00 Channel Flow,
Area= 21.4 sf Perim= 12.8' r= 1.67'
n= 0.025 Earth, clean & windinq
10.1 1,365 Total
a
v
3
0
M
Subcatchment 11 S: Post Residual (West)
Hydrograph
22.08 cfs
?1
Type II 24 -hr 10yr -24hr
?0
18
Rainfall = 5.10"
6
Runoff Area =4.590 ac
4
Runoff Volume =1.212 of
3
2
Runoff Depth= 3.17"
1
0
Flow Length= 1,365'
9
Tc =10.1 min
1
71
A II CN =82
U L 4 O O IV IL 14 10 10 LV LL L4 LO LO JV JL 04 JO JO 4U 44 44 4V YO UV JL UY JV JO VV
Time (hours)
— Runoff

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall = 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 11 S: Post Residual (West)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.05
0.00
0.00
2.00
0.11
0.00
0.00
3.00
0.18
0.00
0.00
4.00
0.24
0.00
0.00
5.00
0.32
0.00
0.00
6.00
0.41
0.00
0.00
7.00
0.50
0.00
0.02
8.00
0.61
0.01
0.07
9.00
0.75
0.04
0.16
10.00
0.92
0.09
0.28
11.00
1.20
0.20
0.66
12.00
3.38
1.69
21.74
13.00
3.94
2.15
1.38
14.00
4.18
2.36
0.82
15.00
4.35
2.51
0.64
16.00
4.49
2.63
0.50
17.00
4.60
2.72
0.43
18.00
4.70
2.81
0.38
19.00
4.78
2.89
0.33
20.00
4.86
2.95
0.28
21.00
4.92
3.01
0.26
22.00
4.98
3.06
0.25
23.00
5.04
3.12
0.24
24.00
5.10
3.17
0.23
25.00
5.10
3.17
0.00
26.00
5.10
3.17
0.00
27.00
5.10
3.17
0.00
28.00
5.10
3.17
0.00
29.00
5.10
3.17
0.00
30.00
5.10
3.17
0.00
31.00
5.10
3.17
0.00
32.00
5.10
3.17
0.00
33.00
5.10
3.17
0.00
34.00
5.10
3.17
0.00
35.00
5.10
3.17
0.00
36.00
5.10
3.17
0.00
37.00
5.10
3.17
0.00
38.00
5.10
3.17
0.00
39.00
5.10
3.17
0.00
40.00
5.10
3.17
0.00
41.00
5.10
3.17
0.00
42.00
5.10
3.17
0.00
43.00
5.10
3.17
0.00
44.00
5.10
3.17
0.00
45.00
5.10
3.17
0.00
46.00
5.10
3.17
0.00
47.00
5.10
3.17
0.00
48.00
5.10
3.17
0.00
49.00
5.10
3.17
0.00
50.00
5.10
3.17
0.00
51.00
5.10
3.17
0.00
52.00
5.10
3.17
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
5.10
3.17
0.00
54.00
5.10
3.17
0.00
55.00
5.10
3.17
0.00
56.00
5.10
3.17
0.00
57.00
5.10
3.17
0.00
58.00
5.10
3.17
0.00
59.00
5.10
3.17
0.00
60.00
5.10
3.17
0.00

PBV Water Quality Type 1124 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 16S: Post Residual (East)
Runoff = 12.37 cfs @ 12.08 hrs, Volume= 0.823 af, Depth= 2.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10yr -24hr Rainfall = 5.10"
Area (ac) CN Description
3.650 77 Woods, Poor, HSG C
3.650 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
15.6
1,027
0.0481
1.10
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.5
361
0.0200
11.84
253.40 Channel Flow,
Area= 21.4 sf Perim= 12.8' r= 1.67' n= 0.025
16.1 1,388 Total
V
3
0
LL
Subcatchment 16S: Post Residual (East)
Hydrograph
Type II 24 -hr 10yr -24hr
Rainfall = 5.10"
Runoff Area =3.650 ac
Runoff Volume =0.823 of
Runoff Depth= 2.71"
Flow Length= 1,388'
Tc =16.1 min
CN =77
n 9 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 6
Time (hours)
— Runoff

PBV Water Quality Type// 24 -hr 90yr -24hr Rainfall =5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Pape 13
Hydrograph for Subcatchment 16S: Post Residual (East)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.05
0.00
0.00
2.00
0.11
0.00
0.00
3.00
0.18
0.00
0.00
4.00
0.24
0.00
0.00
5.00
0.32
0.00
0.00
6.00
0.41
0.00
0.00
7.00
0.50
0.00
0.00
8.00
0.61
0.00
0.00
9.00
0.75
0.01
0.04
10.00
0.92
0.03
0.11
11.00
1.20
0.10
0.32
12.00
3.38
1.34
9.78
13.00
3.94
1.76
1.08
14.00
4.18
1.96
0.62
15.00
4.35
2.09
0.48
16.00
4.49
2.20
0.38
17.00
4.60
2.29
0.32
18.00
4.70
2.37
0.29
19.00
4.78
2.44
0.25
20.00
4.86
2.50
0.21
21.00
4.92
2.56
0.20
22.00
4.98
2.61
0.19
23.00
5.04
2.66
0.18
24.00
5.10
2.71
0.18
25.00
5.10
2.71
0.00
26.00
5.10
2.71
0.00
27.00
5.10
2.71
0.00
28.00
5.10
2.71
0.00
29.00
5.10
2.71
0.00
30.00
5.10
2.71
0.00
31.00
5.10
2.71
0.00
32.00
5.10
2.71
0.00
33.00
5.10
2.71
0.00
34.00
5.10
2.71
0.00
35.00
5.10
2.71
0.00
36.00
5.10
2.71
0.00
37.00
5.10
2.71
0.00
38.00
5.10
2.71
0.00
39.00
5.10
2.71
0.00
40.00
5.10
2.71
0.00
41.00
5.10
2.71
0.00
42.00
5.10
2.71
0.00
43.00
5.10
2.71
0.00
44.00
5.10
2.71
0.00
45.00
5.10
2.71
0.00
46.00
5.10
2.71
0.00
47.00
5.10
2.71
0.00
48.00
5.10
2.71
0.00
49.00
5.10
2.71
0.00
50.00
5.10
2.71
0.00
51.00
5.10
2.71
0.00
52.00
5.10
2.71
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
5.10
2.71
0.00
54.00
5.10
2.71
0.00
55.00
5.10
2.71
0.00
56.00
5.10
2.71
0.00
57.00
5.10
2.71
0.00
58.00
5.10
2.71
0.00
59.00
5.10
2.71
0.00
60.00
5.10
2.71
0.00

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 14
Summary for Pond 5P: West Forebay
Inflow Area = 7.680 ac, 89.97% Impervious, Inflow Depth= 4.63" for 10yr -24hr event
Inflow =
56.77 cfs @
11.96 hrs,
Volume=
2.964 of
Outflow =
21.79 cfs @
12.06 hrs,
Volume=
2.567 af, Atten= 62 %, Lag= 6.0 min
Primary =
0.19 cfs @
12.06 hrs,
Volume=
0.546 of
Secondary =
13.84 cfs @
12.06 hrs,
Volume=
1.917 of
Tertiary =
7.76 cfs @
12.06 hrs,
Volume=
0.104 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 633.35' @ 12.06 hrs Surf.Area= 22,437 sf Storage= 64,753 cf
Plug -Flow detention time= 376.4 min calculated for 2.567 of (87% of inflow)
Center -of -Mass det. time= 313.2 min ( 1,070.4 - 757.2 )
Volume
Invert Avail.Storage Storage
Description
#1
630.00'
79,700 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
630.00
16,300
0
0
631.00
18,050
17,175
17,175
632.00
19,900
18,975
36,150
633.00
21,750
20,825
56,975
634.00
23,700
22,725
79,700
Device Routina Invert Outlet Devices
#1 Primary
630.00' 12.0" Round Culvert
L= 29.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 629.86' S=0.0048'/' Cc= 0.900 n=0.012
#2 Device 1
630.00' 2.0" Vert. 2" Water Quality Orifice C= 0.600
#3 Device 1
634.00' 4.7' long x 1.00' rise Top of OS W2 0 End Contraction(s)
4.0' Crest Height
#4 Secondary
627.24' 15.0" Round Culvert
L= 49.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 627.00' S=0.0049'/' Cc= 0.900 n=0.012
#5 Device 4
631.80' 6.3' long x 1.00' rise Top of OS W1 0 End Contraction(s)
4.0' Crest Height
#6 Tertiary
633.00' 15.0' long x 6.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.6E
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
80 2.00
MGM

PBV Water Quality Type 11 24 -hr 90yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 15
Primary OutFlow Max =0.19 cfs @ 12.06 hrs HW= 633.35' (Free Discharge)
L = Culvert (Passes 0.19 cfs of 6.39 cfs potential flow)
2 =2" Water Quality Orifice (Orifice Controls 0.19 cfs @ 8.70 fps)
3 =Top of OS W2 ( Controls 0.00 cfs)
Secondary OutFlow Max =13.84 cfs @ 12.06 hrs HW= 633.35' (Free Discharge)
4= Culvert (Inlet Controls 13.84 cfs @ 11.28 fps)
L5 =Top of OS W1 (Passes 13.84 cfs of 32.86 cfs potential flow)
Tertiary OutFlow Max =7.74 cfs @ 12.06 hrs HW= 633.35' (Free Discharge)
L-6= Emergency Spillway (Weir Controls 7.74 cfs @ 1.47 fps)
w
U
3
0
LL
i0 56.77 cfs
55-
50-
t5
to-
35
30-
?5 21.79 cfs
10-1 1 7.76 cfs
Pond 5P: West Forebay
Hydrograph
Inflow Area =7.680 ac
Peak Elev= 633.35'
Storage= 64,753 cf
U 2 4 b b 1U 12 14 lb 1b ZU 22 24 Zb 26 3U JZ 34 3b Jb 4U 42 44 4b 4b bU bZ b4 bb 00 bV
Time (hours)
M

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall= 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HvdroCAD® 9.00 s/n 03513 @2009 HvdroCAD Software Solutions LLC Page 16
m
m
C
0
m
w
d
v
0
0
m
w
Pond 5P: West Forebay
Stage- Discharge
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Discharge (cfs)
Pond 5P: West Forebay
Stage- Area - Storage
Surface /Horizontal/Wetted Area (sq -ft)
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 65,000 70,000 75,000
Storage (cubic -feet)
— Total
— Primary
— Secondary
— Tertiary
Surface
Storage

PBV Water Quality Type 1124 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 17
Hydrograph for Pond 5P: West Forebay
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
630.00
0.00
0.00
0.00
0.00
2.00
0.05
37
630.00
0.00
0.00
0.00
0.00
4.00
0.26
1,165
630.07
0.01
0.01
0.00
0.00
6.00
0.48
3,641
630.22
0.04
0.04
0.00
0.00
8.00
0.69
7,489
630.45
0.06
0.06
0.00
0.00
10.00
1.36
14,153
630.83
0.09
0.09
0.00
0.00
12.00
46.94
61,964
633.23
17.77
0.19
13.68
3.90
14.00
1.51
36,090
632.00
1.96
0.15
1.81
0.00
16.00
0.92
34,647
631.92
1.06
0.14
0.92
0.00
18.00
0.71
34,111
631.90
0.77
0.14
0.63
0.00
20.00
0.52
33,672
631.87
0.58
0.14
0.44
0.00
22.00
0.47
33,457
631.86
0.49
0.14
0.35
0.00
24.00
0.43
33,361
631.86
0.45
0.14
0.31
0.00
26.00
0.00
31,887
631.78
0.14
0.14
0.00
0.00
28.00
0.00
30,908
631.73
0.13
0.13
0.00
0.00
30.00
0.00
29,944
631.68
0.13
0.13
0.00
0.00
32.00
0.00
28,995
631.63
0.13
0.13
0.00
0.00
34.00
0.00
28,060
631.59
0.13
0.13
0.00
0.00
36.00
0.00
27,141
631.54
0.13
0.13
0.00
0.00
38.00
0.00
26,236
631.49
0.12
0.12
0.00
0.00
40.00
0.00
25,347
631.44
0.12
0.12
0.00
0.00
42.00
0.00
24,473
631.40
0.12
0.12
0.00
0.00
44.00
0.00
23,614
631.35
0.12
0.12
0.00
0.00
46.00
0.00
22,770
631.31
0.12
0.12
0.00
0.00
48.00
0.00
21,942
631.26
0.11
0.11
0.00
0.00
50.00
0.00
21,129
631.22
0.11
0.11
0.00
0.00
52.00
0.00
20,332
631.17
0.11
0.11
0.00
0.00
54.00
0.00
19,550
631.13
0.11
0.11
0.00
0.00
56.00
0.00
18,784
631.09
0.11
0.11
0.00
0.00
58.00
0.00
18,033
631.05
0.10
0.10
0.00
0.00
60.00
0.00
17,298
631.01
0.10
0.10
0.00
0.00

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 18
Stage- Discharge for Pond 5P: West Forebay
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
630.00
0.00
0.00
0.00
0.00
630.10
0.01
0.01
0.00
0.00
630.20
0.04
0.04
0.00
0.00
630.30
0.05
0.05
0.00
0.00
630.40
0.06
0.06
0.00
0.00
630.50
0.07
0.07
0.00
0.00
630.60
0.08
0.08
0.00
0.00
630.70
0.08
0.08
0.00
0.00
630.80
0.09
0.09
0.00
0.00
630.90
0.09
0.09
0.00
0.00
631.00
0.10
0.10
0.00
0.00
631.10
0.11
0.11
0.00
0.00
631.20
0.11
0.11
0.00
0.00
631.30
0.12
0.12
0.00
0.00
631.40
0.12
0.12
0.00
0.00
631.50
0.13
0.13
0.00
0.00
631.60
0.13
0.13
0.00
0.00
631.70
0.13
0.13
0.00
0.00
631.80
0.14
0.14
0.00
0.00
631.90
0.80
0.14
0.65
0.00
632.00
2.00
0.15
1.85
0.00
632.10
3.57
0.15
3.42
0.00
632.20
5.43
0.15
5.28
0.00
632.30
7.55
0.16
7.39
0.00
632.40
9.91
0.16
9.75
0.00
632.50
12.49
0.16
12.32
0.00
632.60
13.02
0.17
12.86
0.00
632.70
13.16
0.17
12.99
0.00
632.80
13.30
0.17
13.13
0.00
632.90
13.44
0.18
13.26
0.00
633.00
13.57
0.18
13.39
0.00
633.10
14.83
0.18
13.52
1.12
633.20
17.01
0.19
13.65
3.18
633.30
19.98
0.19
13.78
6.01
633.40
23.62
0.19
13.90
9.52
633.50
28.04
0.19
14.03
13.82
633.60
33.17
0.20
14.15
18.82
633.70
38.10
0.20
14.27
23.63
633.80
43.36
0.20
14.40
28.76
633.90
49.04
0.21
14.52
34.32
634.00
55.04
0.21
14.64
40.20
634.10
61.74
0.70
14.75
46.29
634.20
69.12
1.60
14.87
52.65
634.30
76.89
2.76
14.99
59.14
634.40
85.11
4.15
15.11
65.85
634.50
93.98
5.74
15.22
73.03
634.60
103.28
7.50
15.33
80.45
634.70
111.31
7.75
15.45
88.11
634.80
119.40
7.84
15.56
95.99
634.90
127.71
7.93
15.67
104.10
635.00
136.24
8.02
15.78
112.43

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 19
Stage- Area - Storage for Pond 5P: West Forebay
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
630.00
16,300
0
630.05
16,387
817
630.10
16,475
1,639
630.15
16,562
2,465
630.20
16,650
3,295
630.25
16,738
4,130
630.30
16,825
4,969
630.35
16,913
5,812
630.40
17,000
6,660
630.45
17,088
7,512
630.50
17,175
8,369
630.55
17,262
9,230
630.60
17,350
10,095
630.65
17,437
10,965
630.70
17,525
11,839
630.75
17,613
12,717
630.80
17,700
13,600
630.85
17,788
14,487
630.90
17,875
15,379
630.95
17,963
16,275
631.00
18,050
17,175
631.05
18,142
18,080
631.10
18,235
18,989
631.15
18,327
19,903
631.20
18,420
20,822
631.25
18,513
21,745
631.30
18,605
22,673
631.35
18,698
23,606
631.40
18,790
24,543
631.45
18,883
25,485
631.50
18,975
26,431
631.55
19,067
27,382
631.60
19,160
28,338
631.65
19,252
29,298
631.70
19,345
30,263
631.75
19,438
31,233
631.80
19,530
32,207
631.85
19,623
33,186
631.90
19,715
34,169
631.95
19,808
35,157
632.00
19,900
36,150
632.05
19,992
37,147
632.10
20,085
38,149
632.15
20,177
39,156
632.20
20,270
40,167
632.25
20,363
41,183
632.30
20,455
42,203
632.35
20,548
43,228
632.40
20,640
44,258
632.45
20,733
45,292
632.50
20,825
46,331
632.55
20,917
47,375
632.60
21,010
48,423
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.65
21,102
49,476
632.70
21,195
50,533
632.75
21,288
51,595
632.80
21,380
52,662
632.85
21,473
53,733
632.90
21,565
54,809
632.95
21,658
55,890
633.00
21,750
56,975
633.05
21,847
58,065
633.10
21,945
59,160
633.15
22,042
60,259
633.20
22,140
61,364
633.25
22,238
62,473
633.30
22,335
63,588
633.35
22,433
64,707
633.40
22,530
65,831
633.45
22,628
66,960
633.50
22,725
68,094
633.55
22,822
69,232
633.60
22,920
70,376
633.65
23,017
71,524
633.70
23,115
72,678
633.75
23,213
73,836
633.80
23,310
74,999
633.85
23,408
76,167
633.90
23,505
77,340
633.95
23,603
78,517
634.00
23,700
79,700
634.05
23,700
79,700
634.10
23,700
79,700
634.15
23,700
79,700
634.20
23,700
79,700
634.25
23,700
79,700
634.30
23,700
79,700
634.35
23,700
79,700
634.40
23,700
79,700
634.45
23,700
79,700
634.50
23,700
79,700
634.55
23,700
79,700
634.60
23,700
79,700
634.65
23,700
79,700
634.70
23,700
79,700
634.75
23,700
79,700
634.80
23,700
79,700
634.85
23,700
79,700
634.90
23,700
79,700
634.95
23,700
79,700
635.00
23,700
79,700

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond 6P: West Sand Filter
Inflow Area = 7.680 ac, 89.97% Impervious, Inflow Depth > 0.85" for 10yr -24hr event
Inflow = 0.19 cfs @ 12.06 hrs, Volume= 0.546 of
Outflow = 0.10 cfs @ 60.00 hrs, Volume= 0.353 af, Atten= 48 %, Lag= 2,876.6 min
Primary = 0.10 cfs @ 60.00 hrs, Volume= 0.353 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 632.01' @ 60.00 hrs Surf.Area= 4,812 sf Storage= 8,380 cf
Plug -Flow detention time= 826.8 min calculated for 0.353 of (65% of inflow)
Center -of -Mass det. time= 273.7 min ( 2,215.1 - 1,941.4 )
Volume Invert
Avail.Storage Storage Description
#1 629.90'
19,739 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
629.90
2,525
0 0
630.00
3,250
289 289
631.00
4,000
3,625 3,914
632.00
4,800
4,400 8,314
633.00
5,700
5,250 13,564
634.00
6,650
6,175 19,739
Device Routing
Invert
Outlet Devices
#1 Primary
615.38'
15.0" Round Culvert
L= 76.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 615.00' S= 0.00507' Cc= 0.900 n= 0.012
#2 Device 1
629.80'
Filter Media
Head (feet) 0.00 0.75 1.50
Disch. (cfs) 0.000 0.060 0.080
#3 Device 1
633.00'
7.8' long x 1.00' rise Top of OS W3 0 End Contraction(s)
4.0' Crest Height
Primary OutFlow Max =0.10 cfs @ 60.00 hrs HW= 632.01' (Free Discharge)
L = Culvert (Passes 0.10 cfs of 22.54 cfs potential flow)
2 =Filter Media (Custom Controls 0.10 cfs)
3 =Top of OS W3 ( Controls 0.00 cfs)

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall = 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 21
0.21
0.2
0.19
0.18
0.17
0.16
0.15
0.14
0.13
w 0.12
0.11
a 0.1
LL
d
m
c
0
m
w
0.05
0.01
Pond 6P: West Sand Filter
Hydrograph
Inflow Area =7.680 ac
Peak Elev= 632.01'
Storage =8,380 cf
0.10 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Pond 6P: West Sand Filter
Stage- Discharge
0 2 4 6 8 10 12 14 16 18 20 22
Discharge (cfs)
— Inflow
— Primary
— Primary

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 22
a
m
c
0
m
w
0 500 1,000 1,500
Pond 6P: West Sand Filter
Stage- Area - Storage
Surface /Horizontal/Wetted Area (sq -ft)
2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 _ Surf ace
Storage
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000
Storage (cubic -feet)

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 6P: West Sand Filter
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
629.90
0.00
2.00
0.00
0
629.90
0.00
4.00
0.01
16
629.91
0.00
6.00
0.04
139
629.95
0.01
8.00
0.06
400
630.03
0.02
10.00
0.09
785
630.15
0.03
12.00
0.19
1,373
630.32
0.04
14.00
0.15
2,151
630.54
0.06
16.00
0.14
2,740
630.70
0.06
18.00
0.14
3,287
630.84
0.07
20.00
0.14
3,802
630.97
0.07
22.00
0.14
4,288
631.09
0.07
24.00
0.14
4,749
631.20
0.08
26.00
0.14
5,177
631.31
0.08
28.00
0.13
5,569
631.40
0.08
30.00
0.13
5,930
631.48
0.08
32.00
0.13
6,262
631.56
0.09
34.00
0.13
6,564
631.62
0.09
36.00
0.13
6,840
631.68
0.09
38.00
0.12
7,089
631.74
0.09
40.00
0.12
7,313
631.79
0.09
42.00
0.12
7,514
631.83
0.09
44.00
0.12
7,691
631.87
0.10
46.00
0.12
7,846
631.90
0.10
48.00
0.11
7,980
631.93
0.10
50.00
0.11
8,094
631.95
0.10
52.00
0.11
8,187
631.97
0.10
54.00
0.11
8,262
631.99
0.10
56.00
0.11
8,319
632.00
0.10
58.00
0.10
8,358
632.01
0.10
60.00
0.10
8,380
632.01
0.10

PBV Water Quality Type 1124 -hr 10yr -24hr Rainfall =5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 24
Elevation Primary
(feet)
(cfs)
629.90
0.00
629.92
0.01
629.94
0.01
629.96
0.01
629.98
0.01
630.00
0.02
630.02
0.02
630.04
0.02
630.06
0.02
630.08
0.02
630.10
0.02
630.12
0.03
630.14
0.03
630.16
0.03
630.18
0.03
630.20
0.03
630.22
0.03
630.24
0.04
630.26
0.04
630.28
0.04
630.30
0.04
630.32
0.04
630.34
0.04
630.36
0.04
630.38
0.05
630.40
0.05
630.42
0.05
630.44
0.05
630.46
0.05
630.48
0.05
630.50
0.06
630.52
0.06
630.54
0.06
630.56
0.06
630.58
0.06
630.60
0.06
630.62
0.06
630.64
0.06
630.66
0.06
630.68
0.06
630.70
0.06
630.72
0.06
630.74
0.07
630.76
0.07
630.78
0.07
630.80
0.07
630.82
0.07
630.84
0.07
630.86
0.07
630.88
0.07
630.90
0.07
630.92
0.07
630.94
0.07
Stage- Discharge for Pond 6P: West Sand Filter
Elevation Primary
(feet)
(cfs)
630.96
0.07
630.98
0.07
631.00
0.07
631.02
0.07
631.04
0.07
631.06
0.07
631.08
0.07
631.10
0.07
631.12
0.08
631.14
0.08
631.16
0.08
631.18
0.08
631.20
0.08
631.22
0.08
631.24
0.08
631.26
0.08
631.28
0.08
631.30
0.08
631.32
0.08
631.34
0.08
631.36
0.08
631.38
0.08
631.40
0.08
631.42
0.08
631.44
0.08
631.46
0.08
631.48
0.08
631.50
0.09
631.52
0.09
631.54
0.09
631.56
0.09
631.58
0.09
631.60
0.09
631.62
0.09
631.64
0.09
631.66
0.09
631.68
0.09
631.70
0.09
631.72
0.09
631.74
0.09
631.76
0.09
631.78
0.09
631.80
0.09
631.82
0.09
631.84
0.09
631.86
0.09
631.88
0.10
631.90
0.10
631.92
0.10
631.94
0.10
631.96
0.10
631.98
0.10
632.00
0.10
Elevation Primary
(feet)
(cfs)
632.02
0.10
632.04
0.10
632.06
0.10
632.08
0.10
632.10
0.10
632.12
0.10
632.14
0.10
632.16
0.10
632.18
0.10
632.20
0.10
632.22
0.10
632.24
0.11
632.26
0.11
632.28
0.11
632.30
0.11
632.32
0.11
632.34
0.11
632.36
0.11
632.38
0.11
632.40
0.11
632.42
0.11
632.44
0.11
632.46
0.11
632.48
0.11
632.50
0.11
632.52
0.11
632.54
0.11
632.56
0.11
632.58
0.11
632.60
0.11
632.62
0.12
632.64
0.12
632.66
0.12
632.68
0.12
632.70
0.12
632.72
0.12
632.74
0.12
632.76
0.12
632.78
0.12
632.80
0.12
632.82
0.12
632.84
0.12
632.86
0.12
632.88
0.12
632.90
0.12
632.92
0.12
632.94
0.12
632.96
0.12
632.98
0.12
633.00
0.13
633.02
0.20
633.04
0.33
633.06
0.50
Elevation Primary
(feet)
(cfs)
633.08
0.71
633.10
0.94
633.12
1.19
633.14
1.47
633.16
1.77
633.18
2.09
633.20
2.43
633.22
2.78
633.24
3.15
633.26
3.54
633.28
3.94
633.30
4.36
633.32
4.80
633.34
5.24
633.36
5.70
633.38
6.18
633.40
6.67
633.42
7.17
633.44
7.68
633.46
8.21
633.48
8.74
633.50
9.29
633.52
9.86
633.54
10.43
633.56
11.01
633.58
11.61
633.60
12.21
633.62
12.83
633.64
13.46
633.66
14.09
633.68
14.74
633.70
15.40
633.72
16.07
633.74
16.75
633.76
17.44
633.78
18.14
633.80
18.84
633.82
19.56
633.84
20.29
633.86
21.03
633.88
21.77
633.90
22.53
633.92
23.29
633.94
23.87
633.96
23.89
633.98
23.90
634.00
23.91

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 25
Stage- Area - Storage for Pond 6P: West Sand Filter
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
629.90
2,525
0
629.95
2,887
135
630.00
3,250
289
630.05
3,287
452
630.10
3,325
618
630.15
3,362
785
630.20
3,400
954
630.25
3,438
1,125
630.30
3,475
1,297
630.35
3,513
1,472
630.40
3,550
1,649
630.45
3,587
1,827
630.50
3,625
2,008
630.55
3,662
2,190
630.60
3,700
2,374
630.65
3,737
2,560
630.70
3,775
2,747
630.75
3,813
2,937
630.80
3,850
3,129
630.85
3,888
3,322
630.90
3,925
3,517
630.95
3,962
3,715
631.00
4,000
3,914
631.05
4,040
4,115
631.10
4,080
4,318
631.15
4,120
4,523
631.20
4,160
4,730
631.25
4,200
4,939
631.30
4,240
5,150
631.35
4,280
5,363
631.40
4,320
5,578
631.45
4,360
5,795
631.50
4,400
6,014
631.55
4,440
6,235
631.60
4,480
6,458
631.65
4,520
6,683
631.70
4,560
6,910
631.75
4,600
7,139
631.80
4,640
7,370
631.85
4,680
7,603
631.90
4,720
7,838
631.95
4,760
8,075
632.00
4,800
8,314
632.05
4,845
8,555
632.10
4,890
8,798
632.15
4,935
9,044
632.20
4,980
9,292
632.25
5,025
9,542
632.30
5,070
9,794
632.35
5,115
10,049
632.40
5,160
10,306
632.45
5,205
10,565
632.50
5,250
10,826
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.55
5,295
11,090
632.60
5,340
11,356
632.65
5,385
11,624
632.70
5,430
11,894
632.75
5,475
12,167
632.80
5,520
12,442
632.85
5,565
12,719
632.90
5,610
12,998
632.95
5,655
13,280
633.00
5,700
13,564
633.05
5,747
13,850
633.10
5,795
14,139
633.15
5,842
14,429
633.20
5,890
14,723
633.25
5,938
15,018
633.30
5,985
15,316
633.35
6,033
15,617
633.40
6,080
15,920
633.45
6,127
16,225
633.50
6,175
16,533
633.55
6,222
16,842
633.60
6,270
17,155
633.65
6,317
17,469
633.70
6,365
17,786
633.75
6,413
18,106
633.80
6,460
18,428
633.85
6,508
18,752
633.90
6,555
19,078
633.95
6,602
19,407
634.00
6,650
19,739

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 26
Summary for Pond 13P: East Forebay
Inflow Area =
9.930 ac, 90.03% Impervious, Inflow Depth= 4.63" for 10yr -24hr event
Inflow =
73.40 cfs @ 11.96 hrs, Volume= 3.833 of
Outflow =
32.36 cfs @ 12.05 hrs, Volume= 3.387 af, Atten= 56 %, Lag= 5.5 min
Primary =
0.27 cfs @ 12.05 hrs, Volume= 0.821 of
Secondary =
14.42 cfs @ 12.05 hrs, Volume= 2.315 of
Tertiary =
17.67 cfs @ 12.05 hrs, Volume= 0.252 of
Routing by Stor -Ind
method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 639.58' @ 12.05 hrs Surf.Area= 21,731 sf Storage= 82,221 cf
Plug -Flow detention time= 394.9 min calculated for 3.387 of (88% of inflow)
Center -of -Mass det. time= 337.0 min ( 1,094.2 - 757.2 )
Volume Invert Avail.Storage Storage Description
#1 633.00' 92,250 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store Cum.Store
(feet)
(sq -ft) (cubic -feet) (cubic -feet)
633.00
8,200 0 0
634.00
9,300 8,750 8,750
635.00
10,500 9,900 18,650
636.00
11,800 11,150 29,800
637.00
13,100 12,450 42,250
638.00
14,500 13,800 56,050
639.00
16,000 15,250 71,300
640.00
25,900 20,950 92,250
Device Routing
Invert Outlet Devices
#1 Primary
633.00' 12.0" Round Culvert
L= 41.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 632.80' S=0.0049'/' Cc= 0.900 n=0.012
#2 Device 1
633.00' 2.0" Vert. 2" WQ Orifice C= 0.600
#3 Device 1
640.00' 7.8' long x 1.00' rise Top of OS E2 0 End Contraction(s)
4.0' Crest Height
#4 Secondary
633.00' 15.0" Round Culvert
L= 55.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 632.72' S= 0.0051 T Cc= 0.900 n= 0.012
#5 Device 4
637.00' 7.8' long x 1.00' rise Top of OS E1 0 End Contraction(s)
4.0' Crest Height
#6 Tertiary
639.00' 15.0' long x 6.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83

PBV Water Quality Type ll 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 27
Primary OutFlow Max =0.27 cfs @ 12.05 hrs HW= 639.58' (Free Discharge)
L = Culvert (Passes 0.27 cfs of 9.32 cfs potential flow)
2 =2" WQ Orifice (Orifice Controls 0.27 cfs @ 12.27 fps)
3 =Top of OS E2 ( Controls 0.00 cfs)
Secondary OutFlow Max =14.42 cfs @ 12.05 hrs HW= 639.58' (Free Discharge)
�4= Culvert (Inlet Controls 14.42 cfs @ 11.75 fps)
L5 =Top of OS E1 (Passes 14.42 cfs of 59.36 cfs potential flow)
ertiary OutFlow Max =17.68 cfs @ 12.05 hrs HW= 639.58' (Free Discharge)
6= Emergency Spillway (Weir Controls 17.68 cfs @ 2.04 fps)
a
LL
73.40 cfs
32.36 cfs
1 17.67 cfs I
Pond 13P: East Forebay
Hydrograph
Inflow Area =9.930 ac
Peak Elev= 639.58'
Storage= 82,221 cf
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
— n flow
— Outflow
— Primary
— Secondary
— Tertiary

PBV Water Quality Type 11 24 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 28
Pond 13P: East Forebay
Stage- Discharge
R41
a
a
c
0
a
w
a
v
c
0
.4
m
w
0 10 2 0 30 40 50 60 70 80 90 100 110 120 130
Discharge (cfs)
Pond 13P: East Forebay
Stage- Area - Storage
Surface /Horizontallwetted Area (sq•ft)
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
LTertiary
Secondary
_
Surf ace
Storage

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HVdroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 29
Hydrograph for Pond 13P: East Forebay
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
633.00
0.00
0.00
0.00
0.00
2.00
0.06
48
633.01
0.00
0.00
0.00
0.00
4.00
0.33
1,450
633.17
0.03
0.03
0.00
0.00
6.00
0.62
4,500
633.53
0.07
0.07
0.00
0.00
8.00
0.89
9,326
634.06
0.10
0.10
0.00
0.00
10.00
1.76
17,775
634.92
0.14
0.14
0.00
0.00
12.00
60.69
79,389
639.44
25.90
0.26
14.25
11.38
14.00
1.95
44,654
637.18
2.23
0.21
2.01
0.00
16.00
1.19
43,804
637.12
1.29
0.21
1.08
0.00
18.00
0.92
43,471
637.09
0.96
0.21
0.75
0.00
20.00
0.67
43,188
637.07
0.73
0.21
0.52
0.00
22.00
0.61
43,005
637.06
0.62
0.21
0.42
0.00
24.00
0.56
42,912
637.05
0.57
0.21
0.36
0.00
26.00
0.00
41,198
636.92
0.21
0.21
0.00
0.00
28.00
0.00
39,728
636.81
0.20
0.20
0.00
0.00
30.00
0.00
38,280
636.69
0.20
0.20
0.00
0.00
32.00
0.00
36,855
636.58
0.20
0.20
0.00
0.00
34.00
0.00
35,452
636.47
0.19
0.19
0.00
0.00
36.00
0.00
34,072
636.36
0.19
0.19
0.00
0.00
38.00
0.00
32,716
636.24
0.19
0.19
0.00
0.00
40.00
0.00
31,383
636.13
0.18
0.18
0.00
0.00
42.00
0.00
30,074
636.02
0.18
0.18
0.00
0.00
44.00
0.00
28,790
635.91
0.18
0.18
0.00
0.00
46.00
0.00
27,530
635.81
0.17
0.17
0.00
0.00
48.00
0.00
26,294
635.70
0.17
0.17
0.00
0.00
50.00
0.00
25,084
635.59
0.17
0.17
0.00
0.00
52.00
0.00
23,899
635.49
0.16
0.16
0.00
0.00
54.00
0.00
22,740
635.38
0.16
0.16
0.00
0.00
56.00
0.00
21,606
635.28
0.16
0.16
0.00
0.00
58.00
0.00
20,499
635.17
0.15
0.15
0.00
0.00
60.00
0.00
19,419
635.07
0.15
0.15
0.00
0.00

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HvdroCAD® 9.00 s/n 03513 @2009 HvdroCAD Software Solutions LLC Page 30
Stage- Discharge for Pond 13P: East Forebay
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
633.00
0.00
0.00
0.00
0.00
633.20
0.04
0.04
0.00
0.00
633.40
0.06
0.06
0.00
0.00
633.60
0.08
0.08
0.00
0.00
633.80
0.09
0.09
0.00
0.00
634.00
0.10
0.10
0.00
0.00
634.20
0.11
0.11
0.00
0.00
634.40
0.12
0.12
0.00
0.00
634.60
0.13
0.13
0.00
0.00
634.80
0.14
0.14
0.00
0.00
635.00
0.15
0.15
0.00
0.00
635.20
0.15
0.15
0.00
0.00
635.40
0.16
0.16
0.00
0.00
635.60
0.17
0.17
0.00
0.00
635.80
0.17
0.17
0.00
0.00
636.00
0.18
0.18
0.00
0.00
636.20
0.19
0.19
0.00
0.00
636.40
0.19
0.19
0.00
0.00
636.60
0.20
0.20
0.00
0.00
636.80
0.20
0.20
0.00
0.00
637.00
0.21
0.21
0.00
0.00
637.20
2.51
0.21
2.30
0.00
637.40
6.75
0.22
6.53
0.00
637.60
11.88
0.22
11.65
0.00
637.80
12.20
0.23
11.97
0.00
638.00
12.51
0.23
12.28
0.00
638.20
12.82
0.24
12.58
0.00
638.40
13.11
0.24
12.87
0.00
638.60
13.41
0.25
13.16
0.00
638.80
13.69
0.25
13.44
0.00
639.00
13.95
0.26
13.70
0.00
639.20
17.39
0.26
13.95
3.18
639.40
23.99
0.26
14.20
9.52
639.60
33.53
0.27
14.44
18.82
639.80
43.72
0.27
14.68
28.76
640.00
55.40
0.28
14.92
40.20
640.20
70.37
2.58
15.15
52.65
640.40
88.04
6.82
15.38
65.85
640.60
106.13
10.08
15.61
80.45
640.80
122.04
10.22
15.83
95.99
641.00
138.83
10.36
16.05
112.43

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall = 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 31
Stage- Area - Storage for Pond 13P: East Forebay
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
633.00
8,200
0
633.10
8,310
826
633.20
8,420
1,662
633.30
8,530
2,509
633.40
8,640
3,368
633.50
8,750
4,238
633.60
8,860
5,118
633.70
8,970
6,010
633.80
9,080
6,912
633.90
9,190
7,825
634.00
9,300
8,750
634.10
9,420
9,686
634.20
9,540
10,634
634.30
9,660
11,594
634.40
9,780
12,566
634.50
9,900
13,550
634.60
10,020
14,546
634.70
10,140
15,554
634.80
10,260
16,574
634.90
10,380
17,606
635.00
10,500
18,650
635.10
10,630
19,707
635.20
10,760
20,776
635.30
10,890
21,858
635.40
11,020
22,954
635.50
11,150
24,063
635.60
11,280
25,184
635.70
11,410
26,319
635.80
11,540
27,466
635.90
11,670
28,626
636.00
11,800
29,800
636.10
11,930
30,987
636.20
12,060
32,186
636.30
12,190
33,398
636.40
12,320
34,624
636.50
12,450
35,863
636.60
12,580
37,114
636.70
12,710
38,379
636.80
12,840
39,656
636.90
12,970
40,946
637.00
13,100
42,250
637.10
13,240
43,567
637.20
13,380
44,898
637.30
13,520
46,243
637.40
13,660
47,602
637.50
13,800
48,975
637.60
13,940
50,362
637.70
14,080
51,763
637.80
14,220
53,178
637.90
14,360
54,607
638.00
14,500
56,050
638.10
14,650
57,508
638.20
14,800
58,980
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
638.30
14,950
60,467
638.40
15,100
61,970
638.50
15,250
63,488
638.60
15,400
65,020
638.70
15,550
66,568
638.80
15,700
68,130
638.90
15,850
69,707
639.00
16,000
71,300
639.10
16,990
72,950
639.20
17,980
74,698
639.30
18,970
76,545
639.40
19,960
78,492
639.50
20,950
80,538
639.60
21,940
82,682
639.70
22,930
84,926
639.80
23,920
87,268
639.90
24,910
89,709
640.00
25,900
92,250
640.10
25,900
92,250
640.20
25,900
92,250
640.30
25,900
92,250
640.40
25,900
92,250
640.50
25,900
92,250
640.60
25,900
92,250
640.70
25,900
92,250
640.80
25,900
92,250
640.90
25,900
92,250
641.00
25,900
92,250

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall =5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 32
Summary for Pond 14P: East Sand Filter
Inflow Area = 9.930 ac, 90.03% Impervious, Inflow Depth > 0.99" for 10yr -24hr event
Inflow = 0.27 cfs @ 12.05 hrs, Volume= 0.821 of
Outflow = 0.14 cfs @ 60.00 hrs, Volume= 0.489 af, Atten= 48 %, Lag= 2,877.1 min
Primary = 0.14 cfs @ 60.00 hrs, Volume= 0.489 of
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
Peak Elev= 636.57' @ 60.00 hrs Surf.Area= 5,319 sf Storage= 14,437 cf
Plug -Flow detention time= 929.2 min calculated for 0.489 of (60% of inflow)
Center -of -Mass det. time= 296.5 min ( 2,223.7 - 1,927.2 )
Volume Invert
Avail.Storage Storage Description
#1 632.90'
29,946 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
632.90
2,665
0 0
633.00
2,750
271 271
634.00
3,375
3,063 3,333
635.00
4,100
3,738 7,071
636.00
4,850
4,475 11,546
637.00
5,675
5,263 16,808
638.00
6,550
6,113 22,921
639.00
7,500
7,025 29,946
Device Routing
Invert
Outlet Devices
#1 Primary
630.28'
15.0" Round Culvert
L= 57.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 630.00' S= 0.0049T Cc= 0.900 n= 0.012
#2 Device 1
632.80'
Filter Media
Head (feet) 0.00 0.75 1.50
Disch. (cfs) 0.000 0.060 0.080
#3 Device 1
637.00'
6.3' long x 1.00' rise Top of OS E3 0 End Contraction(s)
4.0' Crest Height
Primary OutFlow Max =0.14 cfs @ 60.00 hrs HW= 636.57' (Free Discharge)
L = Culvert (Passes 0.14 cfs of 14.00 cfs potential flow)
2 =Filter Media (Custom Controls 0.14 cfs)
3 =Top of OS E3 ( Controls 0.00 cfs)

PBV Water Quality Type 11 24 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Pape 33
Pond 14P: East Sand Filter
Hydrograph
0.26
0.24
0.22
0.2
0.18
w
0.16
o 0.14
LL
0.12
0.1
0.08
0.06
m
m
c
0
m
w
0
0.27 cfs
Inflow Area =9.930 ac
Peak Elev= 636.57'
e= 14,437 cf
0.14 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Pond 14P: East Sand Filter
Stage- Discharge
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Discharge (cfs)
Inflow
— Primary
— Primary

PBV Water Quality Type // 24 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 34
m
m
c
0
a
w
Pond 14P: East Sand Filter
Stage- Area - Storage
Surface /Horizontal[Wetted Area (sq -ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 = Surface
Storage
0 5,000 10,000 15,000 20,000 25,000
Storage (cubic -feet)

PBV Water Quality Type 11 24 -hr 90yr -24hr Rainfall= 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 35
Hydrograph for Pond 14P: East Sand Filter
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
632.90
0.00
2.00
0.00
0
632.90
0.00
4.00
0.03
70
632.93
0.01
6.00
0.07
350
633.03
0.02
8.00
0.10
802
633.19
0.03
10.00
0.14
1,402
633.39
0.05
12.00
0.26
2,262
633.67
0.06
14.00
0.21
3,440
634.03
0.07
16.00
0.21
4,413
634.31
0.08
18.00
0.21
5,327
634.56
0.09
20.00
0.21
6,192
634.78
0.09
22.00
0.21
7,013
634.99
0.10
24.00
0.21
7,794
635.17
0.10
26.00
0.21
8,526
635.34
0.11
28.00
0.20
9,205
635.50
0.11
30.00
0.20
9,833
635.64
0.12
32.00
0.20
10,414
635.76
0.12
34.00
0.19
10,949
635.88
0.12
36.00
0.19
11,440
635.98
0.12
38.00
0.19
11,889
636.07
0.13
40.00
0.18
12,298
636.15
0.13
42.00
0.18
12,668
636.23
0.13
44.00
0.18
13,000
636.29
0.13
46.00
0.17
13,296
636.35
0.13
48.00
0.17
13,557
636.40
0.14
50.00
0.17
13,783
636.44
0.14
52.00
0.16
13,977
636.48
0.14
54.00
0.16
14,138
636.51
0.14
56.00
0.16
14,268
636.54
0.14
58.00
0.15
14,368
636.56
0.14
60.00
0.15
14,438
636.57
0.14

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall = 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 36
Elevation Primary
(feet)
(cfs)
632.90
0.00
632.94
0.01
632.98
0.01
633.02
0.02
633.06
0.02
633.10
0.02
633.14
0.03
633.18
0.03
633.22
0.03
633.26
0.04
633.30
0.04
633.34
0.04
633.38
0.05
633.42
0.05
633.46
0.05
633.50
0.06
633.54
0.06
633.58
0.06
633.62
0.06
633.66
0.06
633.70
0.06
633.74
0.07
633.78
0.07
633.82
0.07
633.86
0.07
633.90
0.07
633.94
0.07
633.98
0.07
634.02
0.07
634.06
0.07
634.10
0.07
634.14
0.08
634.18
0.08
634.22
0.08
634.26
0.08
634.30
0.08
634.34
0.08
634.38
0.08
634.42
0.08
634.46
0.08
634.50
0.09
634.54
0.09
634.58
0.09
634.62
0.09
634.66
0.09
634.70
0.09
634.74
0.09
634.78
0.09
634.82
0.09
634.86
0.09
634.90
0.10
634.94
0.10
634.98
0.10
Stage- Discharge for Pond 14P: East Sand Filter
Elevation Primary
(feet)
(cfs)
635.02
0.10
635.06
0.10
635.10
0.10
635.14
0.10
635.18
0.10
635.22
0.10
635.26
0.11
635.30
0.11
635.34
0.11
635.38
0.11
635.42
0.11
635.46
0.11
635.50
0.11
635.54
0.11
635.58
0.11
635.62
0.12
635.66
0.12
635.70
0.12
635.74
0.12
635.78
0.12
635.82
0.12
635.86
0.12
635.90
0.12
635.94
0.12
635.98
0.12
636.02
0.13
636.06
0.13
636.10
0.13
636.14
0.13
636.18
0.13
636.22
0.13
636.26
0.13
636.30
0.13
636.34
0.13
636.38
0.14
636.42
0.14
636.46
0.14
636.50
0.14
636.54
0.14
636.58
0.14
636.62
0.14
636.66
0.14
636.70
0.14
636.74
0.15
636.78
0.15
636.82
0.15
636.86
0.15
636.90
0.15
636.94
0.15
636.98
0.15
637.02
0.21
637.06
0.46
637.10
0.81
Elevation Primary
(feet)
(cfs)
637.14
1.24
637.18
1.74
637.22
2.30
637.26
2.91
637.30
3.58
637.34
4.29
637.38
5.04
637.42
5.84
637.46
6.68
637.50
7.56
637.54
8.48
637.58
9.43
637.62
10.42
637.66
11.44
637.70
12.49
637.74
13.58
637.78
14.70
637.82
15.54
637.86
15.58
637.90
15.63
637.94
15.67
637.98
15.72
638.02
15.76
638.06
15.81
638.10
15.85
638.14
15.89
638.18
15.94
638.22
15.98
638.26
16.02
638.30
16.07
638.34
16.11
638.38
16.16
638.42
16.20
638.46
16.24
638.50
16.28
638.54
16.33
638.58
16.37
638.62
16.41
638.66
16.45
638.70
16.50
638.74
16.54
638.78
16.58
638.82
16.62
638.86
16.67
638.90
16.71
638.94
16.75
638.98
16.79

PBV Water Quality Type 11 24 -hr 10yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 37
Stage- Area - Storage for Pond 14P: East Sand Filter
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
632.90
2,665
0
633.00
2,750
271
633.10
2,813
549
633.20
2,875
833
633.30
2,937
1,124
633.40
3,000
1,421
633.50
3,063
1,724
633.60
3,125
2,033
633.70
3,187
2,349
633.80
3,250
2,671
633.90
3,312
2,999
634.00
3,375
3,333
634.10
3,448
3,674
634.20
3,520
4,023
634.30
3,592
4,378
634.40
3,665
4,741
634.50
3,738
5,111
634.60
3,810
5,489
634.70
3,882
5,873
634.80
3,955
6,265
634.90
4,027
6,664
635.00
4,100
7,071
635.10
4,175
7,485
635.20
4,250
7,906
635.30
4,325
8,334
635.40
4,400
8,771
635.50
4,475
9,215
635.60
4,550
9,666
635.70
4,625
10,124
635.80
4,700
10,591
635.90
4,775
11,064
636.00
4,850
11,546
636.10
4,933
12,035
636.20
5,015
12,532
636.30
5,097
13,038
636.40
5,180
13,552
636.50
5,263
14,074
636.60
5,345
14,604
636.70
5,427
15,143
636.80
5,510
15,690
636.90
5,592
16,245
637.00
5,675
16,808
637.10
5,763
17,380
637.20
5,850
17,961
637.30
5,937
18,550
637.40
6,025
19,148
637.50
6,113
19,755
637.60
6,200
20,371
637.70
6,287
20,995
637.80
6,375
21,628
637.90
6,462
22,270
638.00
6,550
22,921
638.10
6,645
23,581
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
638.20
6,740
24,250
638.30
6,835
24,928
638.40
6,930
25,617
638.50
7,025
26,315
638.60
7,120
27,022
638.70
7,215
27,738
638.80
7,310
28,465
638.90
7,405
29,200
639.00
7,500
29,946

PBV Water Quality Type// 24 -hr 10yr -24hr Rainfall= 5.10"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 38
Summary for Pond 15P: Combined (East)
Inflow Area = 13.580 ac, 65.83% Impervious, Inflow Depth > 3.43" for 10yr -24hr event
Inflow = 44.07 cfs @ 12.05 hrs, Volume= 3.879 of
Primary = 44.07 cfs @ 12.05 hrs, Volume= 3.879 af, Atten= 0 %, Lag= 0.0 min
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
48
46
44
42
40
38
36
34
32
30
a 28
26
24
tL 22
61
2
Pond 15P: Combined (East)
Hydrograph
Inflow Area = 13.580 ac
V L 4 O O IV IL 14 10 10 LV LL L4 LO 40 JV JL J4 JO JO 4V 44 44 4V 40 JV JL J4 UV JO VV
Time (hours)
F--1 nflow
Primary

PBV Water Quality Type // 24 -hr 10yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 39
Hydrograph for Pond 15P: Combined (East)
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
1.00
0.00
0.00
2.00
0.00
0.00
3.00
0.00
0.00
4.00
0.01
0.01
5.00
0.01
0.01
6.00
0.02
0.02
7.00
0.02
0.02
8.00
0.03
0.03
9.00
0.08
0.08
10.00
0.16
0.16
11.00
0.38
0.38
12.00
35.48
35.48
13.00
12.93
12.93
14.00
2.71
2.71
15.00
1.99
1.99
16.00
1.54
1.54
17.00
1.28
1.28
18.00
1.12
1.12
19.00
0.96
0.96
20.00
0.82
0.82
21.00
0.74
0.74
22.00
0.70
0.70
23.00
0.67
0.67
24.00
0.64
0.64
25.00
0.11
0.11
26.00
0.11
0.11
27.00
0.11
0.11
28.00
0.11
0.11
29.00
0.11
0.11
30.00
0.12
0.12
31.00
0.12
0.12
32.00
0.12
0.12
33.00
0.12
0.12
34.00
0.12
0.12
35.00
0.12
0.12
36.00
0.12
0.12
37.00
0.13
0.13
38.00
0.13
0.13
39.00
0.13
0.13
40.00
0.13
0.13
41.00
0.13
0.13
42.00
0.13
0.13
43.00
0.13
0.13
44.00
0.13
0.13
45.00
0.13
0.13
46.00
0.13
0.13
47.00
0.14
0.14
48.00
0.14
0.14
49.00
0.14
0.14
50.00
0.14
0.14
51.00
0.14
0.14
52.00
0.14
0.14
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(Cfs)
53.00
0.14
0.14
54.00
0.14
0.14
55.00
0.14
0.14
56.00
0.14
0.14
57.00
0.14
0.14
58.00
0.14
0.14
59.00
0.14
0.14
60.00
0.14
0.14

PBV Water Quality Type // 24 -hr 90yr -24hr Rainfall=5. 10 "
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Pam
Summary for Pond 20P: Combined (West-13)
Inflow Area = 12.270 ac, 56.32% Impervious, Inflow Depth > 3.51" for 10yr -24hr event
Inflow = 42.74 cfs @ 12.04 hrs, Volume= 3.587 of
Primary = 42.74 cfs @ 12.04 hrs, Volume= 3.587 af, Atten= 0 %, Lag= 0.0 min
Routing by Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs
12
36
w
w
U
3
O
U.
Pond 20P: Combined (West-13)
Hydrograph
42.74 cfs
Inflow Area = 12.270 ac
U L 4 O O IU IL 14 10 10 LU LL L4 LO LO JV 0L 04 JO JO 4V 4L 44 4O YO OV U4 J4 JV VV VV
Time (hours)
— Inflow
— Primary

PBV Water Quality Type// 24 -hr 90yr -24hr Rainfall = 5.90"
Prepared by Burton Engineering Associates Printed 5/19/2015
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 41
Hydrograph for Pond 20P: Combined (West-13)
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
1.00
0.00
0.00
2.00
0.00
0.00
3.00
0.00
0.00
4.00
0.00
0.00
5.00
0.01
0.01
6.00
0.01
0.01
7.00
0.04
0.04
8.00
0.08
0.08
9.00
0.18
0.18
10.00
0.31
0.31
11.00
0.70
0.70
12.00
39.36
39.36
13.00
6.49
6.49
14.00
2.69
2.69
15.00
1.90
1.90
16.00
1.48
1.48
17.00
1.23
1.23
18.00
1.08
1.08
19.00
0.94
0.94
20.00
0.79
0.79
21.00
0.71
0.71
22.00
0.68
0.68
23.00
0.65
0.65
24.00
0.62
0.62
25.00
0.13
0.13
26.00
0.08
0.08
27.00
0.08
0.08
28.00
0.08
0.08
29.00
0.08
0.08
30.00
0.08
0.08
31.00
0.09
0.09
32.00
0.09
0.09
33.00
0.09
0.09
34.00
0.09
0.09
35.00
0.09
0.09
36.00
0.09
0.09
37.00
0.09
0.09
38.00
0.09
0.09
39.00
0.09
0.09
40.00
0.09
0.09
41.00
0.09
0.09
42.00
0.09
0.09
43.00
0.09
0.09
44.00
0.10
0.10
45.00
0.10
0.10
46.00
0.10
0.10
47.00
0.10
0.10
48.00
0.10
0.10
49.00
0.10
0.10
50.00
0.10
0.10
51.00
0.10
0.10
52.00
0.10
0.10
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
53.00
0.10
0.10
54.00
0.10
0.10
55.00
0.10
0.10
56.00
0.10
0.10
57.00
0.10
0.10
58.00
0.10
0.10
59.00
0.10
0.10
60.00
0.10
0.10

BURTON
ENGINEERING
ASSOCIATES
CPAL ENGINEERS
LAND PLANNERS
5950 FawiB+w Rd. • Sune 100- Cturbee. NC 28210
(704) 5534881 . Fax [phone]
STORM DRAINAGE HYDRAULIC MODEL
10 -year, 24 -hour Storm Event
Hydroflow Storm Sewer

C
a
O
0
M
V
O
Q
V
0
Q
O
i
AN
W
Q
L
0
0
N
C
d
X
W
N
L
3
a�
cn
E
L
0
-W
co
3
0
�a
L
N
O
0
N
V
ZF,
p
N
N
C
O
N
a
E
_
Z
M
m
_
O
co
o
m
c
E
M
N
01
C1
m
C
0
0
LL
i'i
m
0
n

d
R
CL
�1
L -1
wCL
W
L
V
L
�I
O O
(0
m a)
n
O
CO
Cl)
M
N
M Cl) M
It
M
t,
r r
OR
N N
O
O
M
Co
N
O
n n n
O
N
wi ll
O
N N
co
O
00
0)
(:1,
N
M
Cl) M
CO
v�
V
M
co
Cl)
V
C
Co O
O
(0 (0
O
c0
CD
(0
(D
M
(D COO (D
cO
cO
0
C
N
r
�_
a
UU
iU
ivv
U
U
U
U
U
U
U
J
R
N
N
f0
C
00 O
00
CO
�O
O
"
04
v
O
CO O O
lO
LO
d
r M
r
r r
r
M
N
N
N
r
r r r
r
r
N C
m
O
n
M
(0
0)
O
O
co
M
Cl)
M
O
Cl)
Ir
m
M
n
O)
O
N
n
M
N
Cl)
W
N
N
V
O
n
(O
O)
O
N
O
(9
M
N
_
M
N
4
O
N
m
_
C
Cl)
(0
M
CO
V
O
V
Co
(D
v
(D
M
(D
N
(D
co
CD
Cl)
CD
a
(D
v
co
:
O
co
w
v
O
v
(0
00
N
J
7
O
2
U
a
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
J
Cp
O
t
N
E
Z
N
O
00
U)
(O
N
O
Co
O
V
V
00
0O
LO
LO
O
M
0)
r
r
r
r
r
M
M
M
N
N
N
r
r
r
r
r
r
,.,
N C
U) c:,
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
L
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
co
M
M
Cl)
Cl)
Cl)
M
M
Cl)
Cl)
Cl)
M
Cl)
M
co
M
Cl)
Cl)
3x
m
r
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
V
O!
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
CM
(+i
vi
6
cM
Ch
M
C6
M
m
(h
C6
M
M
(h
M
cM
vi
N
J
CLv
v
v
v
v
v
v
v
v
v
v
ii
v
v
v
L
N
0
0
N
0
0
0
N
N
N
N
N
0
0
0
N
N
N
N
O
(O
0)
m
co
O
O
co
n
n
n
M
n
0)
0)
00
(D
(O
E m
C)
o
n
Cl)
b
r-
N
r
O
a)
O
00
Cn
o
O
n
ll�
m
V
(D
V
(m
(O
(0
N
n
b
�
N
t-
n
o
0
n
st
w
Q:
d'
dt
11
v
V
I-t
M
IT
v
IV
V'
14
v
V
(O
a
It
W
tO
co
(D
O
(0
(D
(0
co
(D
co
Co
M
CD
(D
O
co
(D
co
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
r+
l0
f6
l0
l6
f0
f0
M
y
f0
m
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
c
.O
L
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
D
0
0
0
0
O
0
m
0
O
0
0
0
0
0
0
0
0
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
E
N
�
O)
R
C
7
r
R
Q
E
y
W
co
W
W
W
W
co
3
3:
�:
3:
3:
<n
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
U
U
U
i�
U
N
;
C)
aT
o
r
N
M
v
O
(D
n
co
a)
r
ro
d
p
t/1 Z

m
CL
CL
c
O
75
L
3
A
E
O
♦W
♦
c/
J
a
a
a
a
n
a
a
a
a
a
n
a
a
n
n
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
LO
0
N
O
O
O
co
t`
M
t`
O
O
co
r
O
O
Cl)
r`
r`
m
O
O
r
co
cD
(D
0
n
r`
n
O
U
n
O
�
CD
'IT
CEO
CAD
(�D
CEO
w
CD
co
CCD
(CDD
CD
O
CD
O
(O
CD
coo
M
O
O
O
O
m
O
O
O
t`
r-
r-
Cl)
�
m
m
f`
t`
O
O
m
r-
O
O
Vn
m
O
O
V'
V'
CC)
N
O
U)
N
N
C
,O
6
O
Vi
r:
r`
r`
C)
of
ri
(D
CD
0
CD
r`
I`
r
r
r`
3
E
C
Cl)
v
v
v
v
v
N
M
v
V
v
IT
v
v
v
v
v
Q
(D
Co
CD
(D
CD
O
CO
co
CD
CD
CD
0
(D
co
CO
CD
CD
CD
f`
V'
O
00
V'
((i
N
OD
m
00
00
1-
O
O
M
O
O
M
V'
N
t`
N
ui
C,
(D
V
.
LO
O
N
V'
Cl)
r`
O
CID
(D
N
Cl)
M
MV
a
Cl)
V'
V
V'
Cl)
N
Cl)
v
t
�
�M
CD
O
CO
CO
O
0
O
co
M
O
(o
CO
(D
to
co
CD
CD
d
ryJ
N
V
O
O
O
CO
O
CO
m
O
CO
O
M
to
f`
M
M
J
O
lD
O
CO
m
O
m
N
Cl)
V'
m
N
r
to
r
(n
M
O
O
r
O
N
N
N
V•
M
0
M
r
V•
M
V'
M
Z
(VD
(CD
((D
((DD
((D
Co A
CD
O
O
(wD
(D
CD
O
O
0
CD
CD
(0D
O
CD
It
r•
M
O
m
co
O
M
M
Cl)
O
M_
a
m
y
_O
h
O
n
V:
N
O
N
O
vn
_M
�
O
M
N
O
m
N
Cl)
m
N
Cl)
't
M
'�t
O
V
r`
m
O
O
N
CO
14
:3
C
Q
Cl)
M
v
V
�
M
Cl)
CD
N
CD
M
(D
co
CD
v
CO
v
co
CD
v
CD
CD
co—
V'
0
(D
>
>
co
co
CO
co
O
_d
�
W
O
m
CD
m
r-
m
m
O
O
CC)
M
Cl)
N
Cl)
It
Cl)
Cl)
M
ED
r
O
00
N
O
N
O
O
O
O
N
O
t`
(D
N
r`
n
d
M
to
CA
N
M
N
st
v
O
co
m
O
N
M
3
G
M
Cl)
Cl)
�
V'
V
M
N
Cl)
M
Cl)
't
'7
V'
V'
V'
V'
V'
Z
C
0
O
co
co
co
to
(D
(D
(D
co
co
co
co
(D
CD
O
CD
co
CC)
fJJ
G
O
O
O
m
N
co
O
CD
O
O
O
O
O
O
O
O
CD
O
O
O
O
'V
O
m
(D
V:
O
N
CD
(n
u)
N
u)
O
N
V•
N
e
O
N
N
r
CC)
4
O
O
CD
O
O
O
O
O
O
CD
O
O
d
C11
O
O
M
M
M
N
N
N
O
co
N
(P)
co
O
aO.
N
r
r
r
r
r
r—
r
r
r
r
'4!
C
N
V:
O
N
0c
m
t`
m
O
O
m
b
LO
N
M
f`
co
m
co
r
V'
M
N
N
CD
(C)
r
CD
CD
O
O
N
M
N
O
O
x
Cl)
m
O
LO
0
N
N
r`
f`
M
M
r`
Cl)
OO
V•
LO
m
d
M
O
(C)
(D
O
V:
(O
ui
M
M
V:
O
O
Cn
O
O
m
It
CIL
O
O
O
4
�
O
r`
V w
V
n
M
(�
_a
O
M
0 0
O
m
m
N
m
m
O
M
CD
M
COD
CD
V•
N
O
O
O
N
n
m
n
O
V
N
II
V
v
m
V'
N
N
O
r-
I
U
C
L
O
O
N
M
M
M
V'
O
M
O
f`
O
N
M
M
M
II
_
(D
n
r--
r
h
r
r-
CD
to
(D
to
(D
CD
r;
n
r
r-
r
u
� c
_
o
V'
m
O
r
O
O
O
m
O
V•
r
m
LO
r,
r
O
O
O
U
to
E
(D
6
6
6
6
6
6
r-�
�
n
r;
cD
cD
ri
(ti
(ri
rri
rti
vi
}
u
ro
c
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
£
vi
vi
(ri
(ci
U�
(ti
(ri
(ri
cri
ui
ui
(ri
ui
(ri
u'i
(ri
to
(ti
y
n
E
P-
M
0
N
(D
O
I'-
r`
m
03
M
m
r-
O
n
M
t`
M
r
N
N
O
N
N
M
r
r
N
L.1
F
n
r
O
O
O
O
M
N
N
r
r
r
r
O
O
O
O
O
Q'
x
O
l6
cO
M
O
M
CO
00
V
(O
M
m
V
CO
tD
r
r
r
N
r
O
V
N
N
r
r
N
r
r
r
N
p
Q
C
N
O
O
O
O
O
M
O
O
O
O
O
O
O
O
O
O
O
<
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
M
O m
m
m
m
m
m
m
m
O
m
m
m
m
m
m
m
m
m
m
N
c V
V
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
+
0)
E
M
Cj
n
m
co
V:
O
r`
CD
M
f`
r
M
N
M
Vr
N
Vn
N
to
V'
O
M
!`-�
N
V:
CO
N
(D
CO
V•
O
N
m
r
M
N
E
W
O
O
O
O
O
M
N
N
N
O
O
O
O
O
y
N
Q
di
m
C
....
O)
(D
O
m
m
r`
Cl)
M
O
O
O
O
L OM
CO
N
N
N
r
N
.0
co
C
N
O
O
O
O
O
M
O
O
O
O
O
O
O
O
O
O
O
@
C%j
M
O
0
to
w
O
O
O
D
O
°
v
rn
°
v
0)
m
v
°
or
°
o
°Cv
°
a
0
v
v
A)
n
d
M
N
O
m
M
1
O
OLn
(n
J
r
r
r
r
Q
N
Cf
C
d
O
W
r
N
M
V'
Cl)
r
W
m
m
r
LL
F J
v
LU
W
C
O
y
O
H
W
C
r
r
d
Z
CA
J
r
N
M
V'
CA
co
f`
O
m
r

N
m
m
a
O
Q.
W
0.0
�
4--
4--
4--
t:
�
�
t:
4=
t:
4=
�
t:
�
4--
m J Z
d o
O
O
t7
O
O
O
O
O
o
o
o
o
O
O
O
O
C)
0
W
n
O
0
N
m
Cl)
4
(OD
r
LO
m
LO
O
O
(n
O
m
O)
O
O
OOi
M
co
O
Cto
O
O
N
W)
r
�)
M
W)
V
O
N
LO
O
O
O
O)
C'
m
(0
(D
m
(n
o
rn
o
m
CL
O0
M
1
O
N
N
N
r
r
r
r
r
Q
Q ;
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
C
7
m
m
M
COO
r
O
O
O
O
O
«)
O
O
r
m
O
C7
O)
M
M
O
(D
O
O
N
(0
r
(D
M
(D
7
O
N
(n
O
O
O)
a F
v
r
r
r
ao
v
o
r
r
m
co
0
r
co
N
w
O)
CC)
(D
(O
(n
0
O
O
M
7
V
CD
m
r
(D
CD
a0
a
O
M
O
O
N
N
N
QF
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
m0
O
O
M
M
M
M
M
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
m
C
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
c
N
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
y
C
^.
N
N
N
N
N
N
N
N
N
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
C)
C
'
d
O
O
O
O
O
O
O
O
O
d
7
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
U
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
6
Q
_
`aate
N
N
N
.
.
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
O
N
O
E
O
O
O
O
O
(n v
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
Z
N
'D
'D
m
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
0
0
_
$
m
m
m
m
m
m
m
o)
m
m
m
m
m
m
o)
m
m
m
c
Y
N �
m
U
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
C
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
3 F
N
N
N
N
N
N
N
O
N
N
N
N
N
N
N
N
N
N
s
01
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
W
c
o
0
0
0
0
0
0
0
0
0
0
0
0
0
o
O
O
O
r
m
J x
to
of
(n
m
m
m
ri
o
of
m
Cl)
m
Cl)
Cl)
of
Cl)
m
M
0
T
w
`
II
C7
m F
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
U
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
Q tlra)
(D
O
(D
co
0
co
co
O
co
to
co
co
(D
CO
co
CO
CD
CD
N
(i
E
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
m
J
v
'V
v
v
?
O
v
It
v
IT
C
a
o
o
o
o
0
0
0
O
O
o
o
o
0
0
0
o
0
0
°o
0
o6
0
co
0
0
0
0
0
ao
c6
0
0
0
0
0
co
co
r
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
U
U
U
2
0
0
0
0
0
0
0
0
0
o
r
F-
U
U
U
U
0
0
0
0
0
0
0
0
0
0
+
CD
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
O
E
CL
0
0
0
0
0
0
0
0
0
0
0
0
0
o
O
o
0
0
cI m v
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
c
m
M
o
O
O
7
N
N
O
c6
O
O
M
O
CO
O
(0
O
N
r
M
M
N
O
m
CY V
N
O
M
N
N
—
—
—
—
co
O
r
�
i" w
O
O
O
O
O
O
O
O
O
Cl
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
C)
O
II
(f V
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
T
Z
C
d
C
_
M
OO
O
O
M
O
M
O
O
O
O
r
Ci
a
N
O
E
M
N
in
(D
V
U
7
N
O
M
N
O
cy
d
m
M
O
C
I I
E
14
�
o
Z
C
W
W
W
W
W
W
W
C
CO
Co
CO
CO
m
m
m
m
m
m
m
m
m
m
m
m
m
m
_
—
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
LL
�
U
W
Q
N
o
C O
.-
N
M
V
O
W
r
M
m
r
r
r
d
Z
J Z

E
ai
m
ca
C
L
�C
C
L
'O
VJ
ai
w
.o
L
�
N--
O
L
a
L
3
E
L
O
*.a
3
a�
E
`o
O
O
O
O
O
O
O
O
O
O
O
cn
OV
'IT
s0
M
�
M
M
(D
(D
(D
co
(D
co
O
0
IRO argell
ace" Is Lulli
1:Ul - reru +s 'ne
U)
Cl)
0
m
LO
N
c7
O
O
(7
N
n
N
li
O
N
N
LO
N
N
O L
O U
N cu
N
n
O
LO
N
N
O
0
J
LO w
u1 QL'41+8'13 'Aul
Mo Eveta'13 ,mi
Lo
WOWS Wlb
L :Wl - M'Sto Vi8
0
N
ul QQ'£BB '13 'Aul
£Q' @EO '13 'pur
u*uno - 00'oc +o we
0
�
o 0
0
0
0
0
O co
N
O
O
co
((D
(co
co
(D
(co
W
3
a�
E
`o

N
3
0
E
0
co
0
N
O
1a1`
V
O
O
O
O
O
O
O
O
O
O
O
O
Cl)
O
0
(0
LO
O
Q
V
O
N
V
O
J
LO
Lo
m
O
O
N
O
in0 Eif' "9 '13 'AUI
0
0
69'eve'la Wla
"'
S :ul - 1OZ'SSO Xg
UI 1B'£t►9 '13 'AUI
Ur0 LL'CV9 '13 'Aul
M
59'111.13 Lula
v
0
ul na•09'13 'Aul
il0 40'Z09.13 'AUI
59'li►8'13 WI'b
E :ul - E9a'91 +E ■3e
co
m
r
0
m
Ul es•eE9 13 'AU!
ir0 91•eE9.13 'AUl
9L'EvQ'13 Uilb
Z : ul - ti9 x'99 +Z Big
o
N
O
N
r
O J
O
W
LY
UI eV9EB '13 'AUI
rO &TE9 '13 'AUI
Qe'04fl'13 6•lb-
UI 00'EC9 '13 'AUI
Tj
EB'BE9
[Dino - oa'aa +o IM
0
0
O
0
O
O
O
0
O
0
O
0
O
C0
(0
(0
In
0)
N
V
to
m
00
N
QJ
W
N
3
0
E
0
co

Q)
c
�C
C
O
U)
O
a_
iP
4—
O
L
a
L
3
CD
cn
E
L
O
.1-0
V /
O
O
O
O
O
O
(C)
N
D)
to
tD
M
O
co
(D
(D
(
((0
((D
_i
O
O
O
O
co
O
r
O
(9
O
O
M
JP0 Gi'Eti8 '13 'AUI
so s" 'I2 w!b
_
J
_
B :Ul - SaVe" +0 M@
C,
w
�I
2
UI evzog 'I3 'AUK
ir,Q f0'Z" '13 'AUI
QQ'QO +6 �9
�--� (n
LO
LO
N
M
M
M
O
CD
(D
CD
(D
(D
(D
w

N
N
m
Cu
c
0
N
w
�o
a
1H
4-
O
a
L
3
Cn
E
L
O
++
Cn
3
d
E
`o
0
0
0
0
iq
MQ W'"O 13 'AYl °o,
�P
°o
°°
C)
to
o
°°
o°
OJO
°o
9t'a9a'la WIZ! ,�
CO
v Ud
M
N
`D
0 L ul +
o
- co
0
0
CO
ul
ro
i
°
�p
�
ul
°o
Inc
n
n .u1
°
0
0
ul
ro
°
0
0
LO
ul
C.
Ino
�
milli
IN
I
vull
L
C'
ul
Inc
ul
0
M
In0
Lfs" Will
N
O
O
V
N
InC
J
8.u�
w
Ul
Inc
°
°
MENEM
go-Les -is witi
6:ui
°
tn
ul calm is 'AUI
a
Hurl
°
CD
0
0
0
0
0
a
Cn
N
CD
W
3
d
E
`o
�P
�I
i
�p
3
d
E
`o

1-
ai
a)
c
�C
C
O
co
a)
O
a_
.
4-
O
a
L
3
a�
cn
E
L
O
'�
v,
0
0
0
0
0
0
0
0
0
0
0
0
(O
V
(D
f7
to
to
t0
N
W
O
O
O
0)
_
0
n
0
Ir0 l0'L49 '13 'AUj
52'tge112 wla
L :ul - OVV69+0 we
o
0
M
r
i
O J
W
G
UI C1'ILb$'IS 'nub
irO E8' I O9 '13 'nui
!.z'!4'B'13 w1b
sts
0
o
0
0
0
0
0
0
0
0
0
0
Nco
to
(D
(D
to
(D
to
W

E
m
❑C
C
O
6
O
d
1-
Q
L
a
L
3
cn
E
I-
0
V!
0
0
0
0
0
0
tY)
V
00
It
N
co
m
co
co
co
O
O
co
O
O
0
rn
0
ao
-
0
n
—
o
m
�O 8fl'L68'13 '��I
SIFIVB'is WIli
gVET13+0 As
o �
0
U
c6
O
V
O
M
i
O
W
2
ul Cl'LVS'13
iro Co' Lb8
Lt'i"'Is �12�
oa�aa +a �s
0
_
0
0
0
0
0
0
v
N
V
V
V
M
j (D
c0
c0
co
(0
(0
W

BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fa+view Rp.. Sue. 100.CnarbBe, NC 28210
(704) 553-Mi - F- 4704( 553.8880
CULVERT DESIGN
Drainage Area Map
Hydraflow Express Drainage Area Hydrology
Hydraflow Express Culvert Hydraulic Model

VHLi rr - -" - i
HUDSON DR\,
AREA: 15.05 ACRES
c: 0.90
i(10yr): 5.83 in /hr
i(50yr): 6.82 in /hr
i(100yr): 7.18 in /hr
*intensities based off of \
`• 10 minute duration
:
e
50
6
r
�— /C
r'O
400'
1

Culvert Report
Hydraflow Express Extension for Autodesk® AUtoCAD® Civil 3DO by Autodesk, Inc. Thursday, May 7 2015
CULVERT (Q10)
Invert Elev Dn (ft)
= 622.84
Calculations
Pipe Length (ft)
= 103.00
Qmin (cfs)
= 78.97
Slope ( %)
= 2.53
Qmax (cfs)
= 78.97
Invert Elev Up (ft)
= 625.45
Tailwater Elev (ft)
= Normal
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 78.97
No. Barrels
= 1
Qpipe (cfs)
= 78.97
n -Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 8.79
Culvert Entrance
= Square edge w /headwall (C)
Veloc Up (ft/s)
= 8.79
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 625.53
HGL Up (ft)
= 628.14
Embankment
Hw Elev (ft)
= 629.68
Top Elevation (ft)
= 644.00
Hw /D (ft)
= 1.06
Top Width (ft)
= 43.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 0.00
Eta (R)
646.00
642.00
6]6.00
634.00
630.00
626.00
622.00
616.00
CULVERT (010)
My Depth (R)
20.55
16.65
12.55
655
4.65
056
-345
-7.45
Reach (11)
Citmdar Culvert MGL Embank

Culvert Report
Hydraflow Express Extension for Autodesk® AUtoCAD® Civil 3DO by Autodesk, Inc
CULVERT (Q50)
Invert Elev Dn (ft)
= 622.84
Pipe Length (ft)
= 103.00
Slope ( %)
= 2.53
Invert Elev Up (ft)
= 625.45
Rise (in)
= 48.0
Shape
= Circular
Span (in)
= 48.0
No. Barrels
= 1
n -Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w /headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 644.00
Top Width (ft)
= 43.00
Crest Width (ft)
= 0.00
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw /D (ft)
Flow Regime
Thursday, May 7 2015
= 92.38
= 92.38
= Normal
= 92.38
= 92.38
= 0.00
= 9.43
= 9.43
= 625.75
= 628.36
= 630.23
= 1.20
= Inlet Control
Eie, A CULVERT (050) Kl Depth (ft;
646.00
642.Dc
638.;0
63< 00
670.00
626 OC
622.00
618.CO
C 10 20 m 40 50 60 70 60 90 100 110 120 170 140 150
Omdsr Culven HGL &M k
20.55
15.55
12.55
655
455
055
-3 45
.7.45
Reach (ft)