MOUNTAIRE_SWM_REPORT_REV

LETTER OF TRANSMITTAL XQ p _ 0 ? Cp
AWB ENGINEERS fs ] ^L`I
,
1942 NORTHWOOD DRIVE `U 9w
SALISBURY, MARYLAND 21801-7824 NOV 2 2, 2010
410-742-7299 DFNR - WATER QUAUTY
FAX [phone] V.'ETVNDSAND5TQR3:! ,ATERBRAN'.H
CORR #: 10-JRS-1262 JOB NO.: 090802 j DATE: 11/19/2010
TO: Bill Mullin RE:
J.H. Carter & Associates
515 Midland Road Mountaire VRT & Freezer
Suite F
Southern Pines, NC 28387
WE, ARE. SENDING YOU THE, FOLLOWING:
ATTACHED- ? BLUELINE PRINTS - CHANGE ORDER -
SUBMITTALS - ? SHOP DRAWINGS - COPY OF LETTER -
SPECIFICATIONS - APPLICATION FOR PAYMENT - BLACKLINE PRINTS-
OTHER-
NO. OF COPIES DESCRIPTION
2 Sets of Drawing #s SP-1, 2, 3, 3.1, 4, 5, 6 & 7.
2 Copies of Narrative & Calculations.
1 CD Containing DWG & H droCad Files for NCDENR - DWQ Submittal.

THESE TRANSMISSIONS ARE:
FOR APPROVAL - ® FOR USE IN FABRICATION - FOR YOUR DISTRIBUTION -
FOR ESTIMATING - FOR USE IN CONSTRUCTION - AS PER YOUR REQUEST -
FOR CORRECTION - FOR YOUR INFORMATION - FOR YOUR REVIEW & COMMENT
FOR YOUR USE - RET'D AFTER LOAN TO US - FOR OBTAINING PERMITS
THIS TRANSMITTAL IS SENT BY:
FIRST CLASS MAIL - OVERNIGHT UPS - ® GROUND UPS - I El 11
HAND DELIVERY - PICKUP - OTHER - I ail
REMARKS:
OF
AWBENGINEERS
November 18, 2010
10-DRT-1153 Rev.
Mr. Joseph Gyarnfi, P.E.
North Carolina Department of Environment and Natural Resources
Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
RE: Mountaire Farms
2010 VRT & Freezer Storage
Storm Water Management Plan
Dear Mr. Gyamfi,
The Mountaire VRT & Freezer Storage project is currently under construction. All approvals have
been obtained from the Land Quality section. Based on a recent meeting between DWQ and AWB Engineers,
we were informed that water quality treatment needs to be provided for all water discharging to a wetland area.
The following describes our storm water management plan.
The rooftop of the proposed addition has been sectioned off into various drainage areas (A, B, C, etc.)
as shown on sheet SP-3 of the construction plans. The existing pavement between the two buildings currently
drains to E-CB5. From there it flows through an existing 12-inch pipe to E-MH6. E-MH6 drains to E-LS 1 (an
existing lift station) through a 12-inch pipe. The storm water travels to the wastewater treatment facility from
there.
We are proposing to install piping along the north and west sides of the new addition to capture all
rooftop runoff and direct it to either E-LS 1 or to a newly constructed infiltration basin to be located at the south
end of the new building. Catch basin E-CB5 will remain in place and connected to manhole E-MH6. The new
pipe along the north wall of the new building will start in the northeast corner and run to the existing manhole
(E-M116). Two catch basins will be placed evenly along this run of pipe. Rooftop areas "C" and "E" will be
split into thirds with each third going to one of the new catch basins and existing manhole. Rooftop area "D"
will flow into CB20. A new 24-inch pipe will exit E-MP-6 and connect to new manhole MH20. Another new
manhole (MH23) will be installed in line with the existing 12-inch pipe connecting E-MH6 with E-LS 1. M1420
and MH23 will connect with a new 12-inch pipe. Runoff: from the 1-inch storm event (first-flush) for these
areas will be pumped to the wastewater treatment plant.
For storm events larger than the 1-inch, a 24-inch pipe, with an invert set approximately 6 inches above
the 12-inch pipe going to MH23, will exit ME 2O and run along the west side of the building. Rooftop area "B"
will be picked up by this pipe. MH21 will be placed near the middle of pipe run to allow better access for
cleaning the pipes if necessary. This pipe will end at MH24. From here, flow for the "first flush" will be
diverted to the new infiltration basin. Larger storm events will flow out of MH24 through a 24-inch pipe with an
invert set at the maximum water elevation of the `'first flush".
ENGINEERS/ARCHITECTS
1942 NOR HVVOOD DRIVE i SALISBURY, MARYLAND 21801-7824 PHONE [phone] / FAX (41 Q) 742-0273
Mr. Joseph Gyamfi, P.E.
I0-DRT-1153 Rev.
Page 2 of 2
The infiltration basin is sized for rooftop area "A' and all of the grassed area surrounding the southeast
corner of the building. An emergency spillway will be used to allow larger storm events to be safely conveyed
toward the wetland area. The basin is sized for the 2-inch storm event but will also hold the 1-year storm event.
The only discharge from the 1-year event will be from MH24 and the rate is slightly below the pre-development
rate.
The new truck dock will drain into a 12-inch concrete trench. Flow will be directed to a junction box
where a I2-inch pipe will carry the water to E-LS 1.
Existing and proposed runoff rates and pipe sizes were determined by using Hydrocad. We have
included calculations for both the 1-inch and 2-inch storm events (using the SCS method), the i0-year event for
pipe sizing (using the Rational Method), the 1-year pre-development discharge rate, and the 1-year post-
development discharge rate.
In conclusion, the 1-inch storm event will be captured and sent to the wastewater treatment facility or to
the proposed infiltration basin. It is necessary for the bypass for the infiltration basin to be "inline" instead of
the required "oflline". Due to the placement of the basin between the building and the new railroad, there is not
sufficient space to provide an "offline" system. To waive the oflline requirement, as specified in Section 16.3.9
of the BMW Manual, we have designed the basin to handle 2 times the 1-inch storm event volume while using
half the infiltration rate in the calculations. The deeded easement is shown around the infiltration basin and
extends to security fencing (Public Area) around employee parking. A locked gate will be maintained at this
point. For food plant security reasons, anyone wishing to gain access will have to approach the guard station
(manned 24/7/365), submit documentation for approval and be escorted to the area desired. In addition, an
access easement can not extend from the basin to North Carolina Rt. 71 due to the railroad property that lies
between them.
If there is additional information that you require from us, please let me know.
e
Daniel R Tolbert
Civil Engineer Technician
cc: John Wren
Permit
(to be provided byDW4)
n`'0F wAr?R?c
AFNA
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
NCDENR 401 CERTIFICATION APPLICATION FORM
L PROJECT INFORMATION
Project Name
Contact Person
Phone Number
Date
Drainage Area Number
u. psIGN INFORMATION _
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr discharge
Post-development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non-SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Solis Report Summary
Soil type
Infiltration rate
SHWr elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
Form SW401-Infiftration Basin-Rev.4
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part in) must be printed, titled out and submitted along- with all of the required information.
HALLEY ONDONr'. --
910-359-5286
18-Nov=10
.? J
.31,432.00 fiz
43,637:7:12
0.48 %
2.00 in
3.30 - in
5.28 -in/hr
3.93 -ft3lsec
3.45 .. - ft3/sec
-0.48 folsec
:7,345.00 fi3
7,410.00 {t3 OK for non-SA waters
ft3
ft3
ft3
fl3
ft3
WkB, Bp
4.00 inihr
186.00 fmsl
Q.50 - days OK
3.00 :1 OK
188.00 fmsl OK
189.50 €msl
.6,104.00 rig
190.50. fmsl
237.00: ft
18.00 ft
3,797.00' , , fl2
Parts I. & II. Design Summary, Page 1 of 2
Additional information
Maximum runoff to each inlet to the basin?
Length of vegetative filter for overflow
Distance to structure
Distance from surface waters
Distance from water supply well(s)
Separation from impervious soil layer
Naturally oceuring soil above shwt
Bottom covered with 4-in of clean sand?
Proposed drainage easement provided?
Capures all runoff at ultimate build-out?
Bypass provided for larger storms?
Pretreatment device provided
Form SW401-Infiltration Basin-Rev.4
Permit
(to be provided by DWQ)
0.38 ac-in OK
30.00 It OK
30.00. ft OK
625.00 ft OK
100.00. ` tt OK
2.00
.e ft OK
2.00 - ft OK
Y
- (Y of N) OK
_ Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
PUMP TO LS-1 , .
Parts L & fl. Design Summary, Page 2 of 2
Permit
(to be provided by bWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete. submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
e Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
J??T 5P- 3 • t 2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
Bypass structure,
Maintenance access,
- Basin bottom dimensions,
m Basin cross-section with benchmark for sediment cfeanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
I J P- 3 - E 3. Section view of the infiltration basin (1" = 20' or larger) showing:
Pretreatment and treatment areas, and
R r-?
R
/ Inlet and outlet structures.
4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
Del a 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
LA-T -sA' G 6. A construction sequence that shows how the infittration basin will be protected from sediment until the
n -? entire drainage area is stabilized.
?zt<t _._ ?• (? 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9. A copy of the deed restrictions (if required).
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part III. Required items Checklist, Page 1 of 9

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090802_POST Lumberton,North Carolina 90--Year Durati017=5 min, lnten=8.16 in/hr
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 s/n 02300 © 2009 HydroCAO Software Solutions LLC
Stage-Area-Storage for Pond 0-3. INFILTRATION BASIN
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
188.00 3,797 0.
188.05 3,873 192
188.10 3,949 387
188.15 4,025 587
188.20 4,100 790
188.25 4,176 997
188.30 4,252 1,207
188.35 4,328 1,422
188.40 4,404 1,640
188.45 4,480 1,862
188.50 4,556 2,088
188.55 4,631 2,318
188.60 4,707 2,551
188.65 4,783 2,789
188.70 4,859 3,030
188.75 4,935 3,274
188.80 5,011. 3,523
188.85 5,086 3,775
188.90 5,162 4,032
188.95 5,238 4,292
189.00 5,314 4,556
189.05 5,393 4,823
189.10 5,472 5,095
189.15 5,551 5,370
189.20 5,630 5,650
189.25 5,709 5,933
189.310 5,788 6,221
189.35 5,867 6,512
189.40 5,946 6,807
189.45 6,025 7,107
189.50 6,104 7,410
189.55 6,182 7,717
189.60 6,261 8,028
189.65 6,340 8,343
189.70 6,419 8,662
189.75 6,498 8,985
189.80 6,577 9,312
189.85 6,656 9,643
189.90 6,735 9,978
189.95 6,814 10,316
190.00 6,893 10,659
190.05 6,974 11,006
190.10 7,056 11,356
190.15 7,137 11,711
190.20 7,218 12,070
190.25 7,306 12,433
190.30 7,381 12,800
190.35 7,462 13,171
190.40 7,543 13,546
190.45 7,625 13,925
190.50 7,706 14,309
r Tf
--------------------
Y ? L 1 *?Seffing the Standard for Service
? . 3 ,v_ cart Materials m Environmental -
October 14,, 2010
Mr. Kyle Fordharn
Evans Burgers Inc.
2329 Womble-Brooks Fitt.
Wilson, N.C. 27393
RE, Ira-situ Infiltration Testing -14 ountaire Farms
Lumberbeidge, North Carolina
ECG Project no. 33:1350
Dear Mr. Fordharri.
EC has completed the infiltratrgn testing for the above referenced project.. Please see the
attached boring lags for all pertinent information regarding the locations explored.
If you have any sicrest rns, please contact me at your earliest convenience.
Best regards,
Miguel Santiago, P.E:
NC P.E.. License 033082
Vice President /'Branch Manager
:i? gar ; f `f 910-401-32,38 ® r: c ,: _ .0539 vw ecUl.:; tte .ccr
ECS a
Gwfoi r, 4? - w ;ar,-,, ,'LLC 8 ECS H€, Aflant,, UC > EGS avutheast, LEG > EC_ Texas, LLLP

Infiltration Evaluation
Mountalre.Farrns
Luriberbridge, North Carolina
FCS Project No. 33.1350
October 14, 2010
Location
Depth Soil Descri tiori
0-36" Tani, Fine to Medium SAND wl Little.Silt
Seasonal High Water Table was estimated to be at 24.0 inches below the
existing grade elevation.
Infiltration Date 10.0 inches per hour
Test was conducted- at 10 inches below existing grade elevation
Groundwater was encountered at 34.0 inches below the existing grade
elevation.
Location ?pD? Soil Descri 1i?n
Tan, Grange, Fine to Medium, SAID w/
Sorne Silt
Seasonal Nigh Mater Table was estimated to be at 24.0 inches below the
existing grade elevation.
Infiltration 'fate: 3.1inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 38.0 inches below the existing grade
.elevation.
Page 1 of 2
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Fwd: Mountaire Infiltration Elevations tnb- x
John Shahan to me
Weh CIiP =Cir>I
< Newer 39 of abo4it 120 Older >
Follow up
Misc
Priodly
2 morev
Conlac€s
Tasks
Dan Tolbert
search, add, or invite
shcw detaTls Oct 7 f Reply
Dan,
infiltration info
i Thanks,
John R- Shahan, P.E.
AWB Engineers
410-742-7299
-- Forwarded message ----
From: Kyle Fordham 4k 19nc eyansbuiiders_com>
Date: Thu, Oct 7, 2010 at 4:50 PM
Subject: Mountaire Infiltration Elevations
To: John Shahan <'s t@han 9wbenginea{s_.com>
John, c7 1
B-1 Grade -93"F.F.-SW
10" per Hr
SHWt - 24"
3a"
R-2r xe-WF.F.-SE C t? - I ?t3 ?.0?-•
38"
8.1" Per Hr
Contact Into
Brooks(910)367-0138
ECS Carolinas
Questions From Foxie
1. Need Plan view of recessed shipping dock area floor showing all embed and angle locations with
dimensions as well as exact slab dimensions ASAP, fax to trailer. (910)-843-7005
2. Does IMP W Shipping dock wall sit on mud slab or final slab elevation?
3. Does mud slab from column line A-G match elevation for mud slab in freezer at column line 22,23? And
does mud stab in shipping dock running the exterior N &S walls return to allow for panel placement?
Kyle Fordham
r Evans Builders Inc.
Superintendent
[phone]
kviefr?evanshuilders corn
2329 Womble-Brooks Road
Wilson, North Carolina 27893
Notice: This email message, tageth-Ith arty 2"ohr-is, contains iaforma4on ar Evans Handers In.., which may ba canAde 01,
nlopnetary, capyeghtad andror legally pnvl l aged This email is intended solely for ale use of the individual ar entity named on the
messageIfyoa are lot the intended roc P-t, and have reca'ved aus mrss?pe In erro,, please immadlalely return by emai€ and than
delete k.
Reply Forward John is not available to rhat
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Print all
Tum aft hiohji hg lino
,(Back to Search Results ' Arch€ve Report seam Delete Move to Inbax :Labels '. Mare acions r Newer 39 of about 120 Older f
h (ps://mall.google.com/a/aw..bongineers.com/?ui=2&vlew =bsp&ver-ohhl4rwgrnbn4 1111$12010
GLIEbi'!' Jos # BORING # SHEET
Evans Builders inc. 33:1.350 B-1 1 OF I
Aft
PRO
JECT NAME
ARCHITECT-ENGD[EER
!;c
Naldire Farm
LL P

srm LocAnw -0- CAMRATED PENETROMETER
C1f13 36t'b1"Id e; N.C. TONS/FT. x
1 2 3 # 5+:
PLASTIC WATER. UQUE)
LIB. T 2 CONTENT 7 LIMIT X
_ DESCREPTION OF MATERIAL GLISH LiNITS
ROCK QUAL?'['Y DESIGNATION RECOVERY
T
t dF CASTIdGLOSS OF CIRCULATtQN IflOc R46%-REC.X

09
CE ELEVATION A
ST
NDARD PENETRATION
0 10
O

Tan, Fine to Medium, SAND with
`Little:. R
30 40 56+
.
Silt (SM)
L

END OF BORING ,@ 3.00

S€ WT 0 24.0 Inures
Test performed of 10;0 Inches
Ciround water encountered 0 34:0 Inches

Infiltration. rate 10.0 inches per hour

20.

25-

30-

0
i

THE STRATWICATION LINES REPRESENT THE APPR13XIMATE BOUNDARY LINES HETSIEEN SML TYPES IM-•SITtf THE TRANSITION MAY BE GRADUAL
22 PL 3 4.0 Inches WS OR 10 BONNC. STARM
08/08/90

om) YWL(A.CR). SORING COMPLETER
08/08/10
CAyE' IN DEPTH 0 N€1

. :?$r TiI6
H FOREMAN
8;1?4?p
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CLIENT 108 , BORING ' SmT
Evans Builders Inc. 33:1350 8-2 pg
PROJECT NAME ARCIRTE '=INGIiYEER.
CS
mfountQlre :Fars LLP

SITE I:4C:4TI6r c?cazr?:a_?r?As
-C}- CALMRATED PEnTRONE ER
Lu;mberbridge, N.C. TONSIFT. &
a 4 5+

PC4STiC WATER ii$£iTi? .
LIB X CONU T S
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MATERiA.L. ENGLIS?I M
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--- EC

ELEVATION STANDARDI &'TRATION
0
.
Tara, Orange, Fire to. Mledium, SAND
With 10 20 30 40 60+
.
Some Silt (Sm)
END OF BORING C? 4.00'
SHWT 024.0 inches
Test. Performed at 10.0 Inches
Ground grater level at 38.0 inches
Infiltration rate of &I inches per hour.
15 .

2. 1 7

25
Z
n -

30

G
M
.• THE STRATIFICATIOW LINES REPRESENT THE APPROXIMATE BOUNDARY LINES. BETWEEN $OIL TYPES IN=SITU THE TRANSITION HAY BE GRADUAL
PT- 38.0 inches WS OR 0 BORING STARTED 08/08/10
-7WL(BOP-) WL(A£R) BORING C4.T&fIsLE.TED
08/08/10
CAVE DEM '6 'NA
RIG HA FOM B.V4lcll.l ARM4 NG UMOD Hid

PRE-DEVELOPMENT
tSubcat) Leach "Pod\ f Link
9-YR PRE-DEVELOPED
090802 PRE
Prepared by AWB Engineers Printed 90/28/2010
HydroCAD@ 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area Cm Description
(acres) (subcatchment numbers)
0.895 69 >75% Grass cover, Good, HSG B (9S)
9.284 .98 Paved parking, HSG B (9S)
2.099 TOTAL AREA
1-YR. PRE-DEVELOPED
090802_PRE Type III 24-hr 9-YR Rainfall=3.30-
Prepared by AWB Engineers Printed .10128/2010
HydroCADO 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 3
Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points
Runoff by SCS. TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method
Subcatchment 1S: PRE-DEVELOPMENT Runoff Area=91,433 sf 61.19% Impervious Runoff Depth=1.77"
Flow Length=100' Slope=0.0200 T Tc=8.9 min CN=84 Runoff=3.93 cfs 0.309 of
Total Runoff Area= 2.099 ac Runoff Volume= 0.309 of Average Runoff Depth= 1.77"
38.81%a Pervious = 0.815 ac 61.19% Impervious= 1.284 ac
1-YR PRE-DEVELOPED
090802 PRE Type 11124-hr I-YR Rainfall=3.30"
Prepared by AWS Engineers Printed 10128/2010
HydroCAD@ 9.00 stn 02300 @ 2009 H droCAD Software Solutions LLC Page 4
Summary for Subcatchment 7S: PRE-DEVELOPMENT
Runoff = 3.93 cfs @ 12.13 hrs, Volume= 0.309 af, Depth= 1.77'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr i-YR Rainfall=3.30"
Area (sf) CN Description
35,486 61 X75% Grass cover, Good, HSG 6
55,947 98 Paved parking, HSG B
91,433 . 84 Weighted Average
35,486 38.81% Pervious Area
55,947 61.19% Impervious Area
Tc Length Slope Velocity Capacity Description .
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.0200 0.19 Sheet Flow,
Grass: Short n= 0.150 P2= 3.90„
Subcatchment 1S: PRE-DEVELOPMENT
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

EXISTING LIFT
STATION 3
/r'AVCMENT
E

MI)20 E-tNH6?
I
E
GB A`

ROOFTOP "B"

e\
Imh

M 21
132
> CE3
CE2 CE1 7
ROOFTOP "B" ROOFTOP "C" AND "P" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E"

MH24 INFILTRATION BASIN ROOFTOP "A&
GRASSED AREA
n
Suhcat) Reaehi /p Link
are
1-YR POST-DEVELOPED
090802_POST
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD® 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Pa e 2
Area Listing (all nodes)
Area Cm Description
(acres) (subcatchment-numbers)
1.097 61 >75% Grass cover, Good, HSG B (A)
1.942 98 (CE7, CE2, D)
0.438 98 Paved parking & roofs (1318 132)
1.413 98 Paved parking, HSG 13 (8S, A)
0.308 98 Unconnected roofs, HSG B (CE3)
4.398 TOTAL AREA
1-YR POST-DEVELOPED
090802_ POST
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD® 9.00 sln 02300 © 2009 Hydro CAD Software Solutions LLC Page 3

Pipe Li sting (all nodes)
Line# Mode 1n-Invert Out-Invert Length Slope n DiamMidth Height
Number (feet) (feet) (feet) (Rift) (inches) (inches)
1 CB20 192.43 191.47. 135.0 0.0071 .0.013 18.0 0.0
2 CE21 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 Co 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E;-CB5 193.28 189.64 140.0 0.0260 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
6 MH20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 . MH20 189.80 189.07 148.0 0.0049 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
9 MH23 189.12 187.70 328.0 0.0043 0.013 12.0 0.0
10 MH24 188.33 187.67 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.30 187.00 25.0 0.0920 0.013 24.0 0.0
1-YR POST-DEVELOPED
090802_POST Type 111 24-hr 7-YR Rainfaii-3 30"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD) 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 8S• PAVEMENT Runoff Area=27,626 sf 100.00% Impervious Runoff Depth=3.07
. Flow Length=175' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=2.11 cfs 0.162 of
Subcatchment A: ROOFTOP "A" & GRASSED Runoff Area=81,726 sf 41.51% Impervious Runoff Depth=1.22"
Flow Length=50' Slope=0.0200 T Tc=7.4 min CN=76 Runoff=2.48 cfs 0.191 of
Subcatchment 01• ROOFTOP "B" Runoff Area=9,371 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0200 T Tc=5.0 min CN=98 Runoff=0.71 cfs 0.055 of
Subcatchment 132: ROOFTOP "B" Runoff Area=9,706 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0200 T Tc=5.0 min CN=98 Runoff=0.74 cfs 0.057 of
Subcatchment CE1: ROOFTOP "C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.98 cfs 0.076 of
Subcatchment CE2: ROOFTOP "C" AND "E" Runoff Area=26,300 sf 100.00% Impervious Runoff Depth=3.07"
Flow. Length=50' Slope=0.0100 T Tc=5.0 min CM=98 Runoff=2.01 cfs 0.154 of
Subcatchment CE3: ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth=3.07
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min CN=98 Runoff=1.02 cfs 0.079 of
Subcatchment D: ROOFTOP "D" Runoff Area=10,552 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0100 '!' Tc=5.0 min CM=98 Runoff=0.80 cfs 0.062 of
Pond CB20• CB20 Peak Elev=193.52' Inflow=3.79 cfs 0.292 of
. 18.0" Round Culvert n=0.013 L=135.0' S=0.0071 T Outflow=3.79 cfs 0.292 of
Pond C821: CB21 Peak Elev=192.66' Inflow=4.81 cfs 0.371 of
18.0" Round Culvert n=0.013 L=66.0' S=0.0071 T Outflow=4.81 cfs 0.371 of
Pond CO: CO Peak Elev=193.89' Inflow=1.79 cfs 0.138 of
15.0" Round Culvert n=0.013 L=80.0' S=0.0071 T Outflow=1.79 cfs 0.138 of
Pond E-CB5: E-CB5 Peak Elev=195.00' Storage=0 cf lnflow=2.11 cfs 0.162 of
Primary=2.11 cfs 0.162 of Secondary=0.00 cfs 0.000 of Outflow=2.11 cfs 0.162 of
Pond E-MI6: E-MI6 Peak Elev=191.58' inflow=6.92 cis 0.833 of
24,0" Round Culvert n=0.013 L=81.0' S=0.0049 'r Outflow=6.92 cfs 0.533 of
Pond MH20: MH20 Peak Elev=191.30' lnflow=7.64 cfs 0.588 of
Primary=3.93 cfs 0.471 of Secondary=7.64 cfs 0.116 of Outflow=7.64 cfs 0.588 of
Pond IIMH21: MH21 Peak Elev=190.59' inflow=8.38 cfs 0.173 of
24.0" Round Culvert: n=0.013 L=152.0" S=0.0049 T Outflow=8.38 cfs 0.173 of
Pond MH23: MH23 Peak Elev=193.28' Inflow=3.93 cfs 0.471 of
12.0" Round Culvert n=0.013 L=328.0' S=0.0043 T Outflow=3.93 cfs 0.471 of
1-YR POST-DEVELOPED
090802_POST Type 11724-hr f-YR Rainfall=3.3o-
Prepared by AWE Engineers Printed 11/18/2010
HydroCAD® 9.00 sJn 02300 © 2009 HydroCAD Software Solutions LLC page 5
Pond MH24: MH24 Peak Elev=190.08' Inflow=8.38 cfs 0.173 of
Primary=4.93 cfs 0.152 of 'Secondary=3.45 cfs 0.021 of outflow=8.38 cfs 0.173 of
Pond 0-3: INFILTRATION BASIN Peak. Elev=189.40' Storage=6,782 cf Inflow=7.38 cfs 0.343 of
Discarded=0.85 cfs 0.343 of Primary=0.00 cfs 0.000 of Outflow=0.85 cfs 0.343 of
Link E-1.51: EXISTING LIFT STATION
Inflow=3.93 cfs 0.471 of
Primary=3.93 cfs 0.471 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.838 of Average Runoff Depth = 2.28
24.95% Pervious = 1.097 ac 75.05% Impervious = 3.301 ac
1-YR POST-DEVELOPED
090802 POST Type ?f 24-hr I-YR Rainfall=3.30`°
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 s!n 02300 © 2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 8S. PAVEMENT
Runoff - 2.11 cfs Q 12.07 hrs, Volume= 0.162 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.30"
Area (sf) CN Description
27,626 98 Paved parking, HSG B
27,626 100.00% Impervious Are a
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90„
1.0 125 0.0100 2.03 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.8 175 Total, Increased to minimum Tc = 5.0 min
Subcatchmeat 8S: PAVEMENT
Hydrograph
J Runoff
z ?a.Crg
-- ------------ -- ---------
Type ill 24-hr 1--YR
2_
Rainfall=3.30'°
Runoff Area 27,626 sf
Runoff Volume=0.162 of
Runoff Depth=3.07°°
Flow Length=175
1-
Slope=0.0100 T
t t Tc=5.0 min
a
CN=98
0 0 1 2 13 ' 4 5 " 6 7 8 9 1 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type /11 24-hr I-YR RaiefaU-3.30"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD(09.00 sln 02300 © 2009 Hydro CAD Software Solutions LLC Page 7
Summary for Subcatchrnent A: ROOFTOP W & GRASSED AREA
Runoff - 2.48 cfs @ 12.11 hrs, Volume= . 0.191 af, Depth= 1.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hm
Type III 24-hr 1-YR. Rainfall=3.30"
Area (st) CN Description
33,925 98 Paved parking, HSG B
47,801 61 >75% Grass cover, Good, HSG B
. 81,726 76 Weighted Average
47,801 58.49% Pervious Area
33,925 41.51% Impervious Area
Te Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
7,4 50 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.90"
Subcatchment A: ROOFTOP 'W'& GRASSED AREA
Hydrograph
D Runoff
248 s"
Type 111 24-hr 1-YR

Rainfall 3.30
2- Runoff Area-81 726 sf ....
,
Runoff Volume=0.191 of
w Runoff'Depfh=1
22"
° .
Flow Length-50''
1- Slope =0.'0200 '1'
r
Tc=7.4 min
CN=76.

0
0 1 2 3 4 5 6 7 8 9 1011 12 13 14 35 16 1718 19 20 21 22 23
24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-YR POST-DEVELOPED
090802 POST Type H/ 24-hr I-YM Rainfal1-3.30°
Prepared by AWB Engineers Printed [phone]
HydroCAD@)9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment Bid ROOFTOP "B"
Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.055 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.30"
Area (sf) CN Description
9,371 98 Paved parking 8. roofs
9,371 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (hift) (ft/sec) (cfs)
0.6 .50 0.0200 1.32 Sheet Plow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment Bi: ROOFTOP "B"•
Hydrograph

0.8- -- - - - - - - - - - -
.-. -----------
Runoff

0.75

0.7

"
-7 cfs
-------------
-------- - ---- -- ---------
:. Type III 24-hr 1-YR _
0.fi5

-
Rainfall=3.30"'
0.6-
-------- --- - ------
--- --- - ,37'I st
-. Runoff Area-9-
0.5-
Runoff Volume=0.055 of
0.45. p
07 "
Runoff Depth=3
V
3 0.4-
ri 0.35 .

Flow Length=50"
i
Slope--0.0200
0.257

-5 0 min
TC
0.2
0.15
?' CN-98

0.05 -/a'r x ?- 7
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 :32 33 34 35 36 37 38 39 40
Time (hours)
i-YR POST-DEVELOPED
090802_POST Type /1124-hr 9-YR Rainfall=3.3o-
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD® 9.00 s/n 02300 Q 2009 Hydro CAD Software Solutions LLC Page 9
Summary for Subcatchment B2: ROOFTOP "B"
Runoff
0.74 cfs @ 12.07 hrs, Volume= 0.057 af, Depth= 3.07°
Runoff by SCS TR-20 method,. UH=SCS, Time Span= 0.00-40,00 hrs, dt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3.30"
Area (sf) CN Description
9,706 98 Paved parking 8 roofs
9,706 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description .
(min) (feet) (ftlft) (ft/sec) (cfs)
0.6 50 0.0200 1.32 - Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment B2: ROOFTOP "B"
Hydrograph
0.8-
i? Runoff

9.75 -- --- ---
0.74 MS
Type Ili 24=hr 1-YR
0.7-

0.65 -
Rainfall=3.30"
0.6-
Runoff Area=9
706 sf
0.55 ,
0.5= Runoff Volume=4.057 of
0 0.45 - De
-
unoff ' De
th 3
07
0 0.4

0 3s=

--,
p
.
--- --
Flow Length=50' _

0.3 '
$lOpe=0.0200
'/'
'

0.25- -_
_
.
---
--
`Tc=5.0 min
0.2
o.1s= CN=96
-------- -------- - - ----- - ----- -------- -
-

a.1: ------------- -- - - ------------ ---
0.05°_
0
11 if
`
0 1 2 3 4 53 7 8
1001112131415161718192021222324252627282930313233 35363738 399 40
Time (hours)
1-YR POST-DEVELOPED
090802 POST Type N124-hr 9-YR Ra6?7fa11-3 3O""
Prepared by AWB Engineers Printed 11/1812010
H droCAD0 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CE1o ROOFTOP "C" AND "E"
Runoff - 0,98 cfs @ 12.07 hrs, Volume= 0.076 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3.30"
Area (sf) CM Description
12,896 98
12,896 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ft/sec) (cfs)
0.8 s0 0.0100 1.00 Sheet Flown,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE7 a ROOFTOP "C" AND "E"
1-YR POST-DEVELOPED
090802_POST Type III24-hr f-YR Rainfall 3 30"
Prepared by AWB Engineers Printed 11/18/2010
HydroCAb) 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Pagel I
Summary for Subcatchment CE2; ROOFTOP "C" AND ""E"
Runoff = 2.01 cfs (M 12.07 hrs, Volume= 0.154 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0040.00 firs, dt= 0.01 hrs
Type Ill 24-hr 1-YR Rainfall=3.30-
Area (sf) Chi Description
* 26,300 98
26,300 100.00% Impervious Area
Tc Length Slope . Velocity Capacity Description
(min) (feet) . (ft/ft) (ftlsec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
(? Runof#
1-YR POST-DEVELOPED
090802 POST Type W 24-hr'-YR Raintaff-3 30"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchrnent CE3: ROOFTOP "C" AND "E"
Runoff = 1.02 cfs Q 12.07 hrs, Volume= 0.079 af, Depth= 3.07'
Runoff by SC S TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, alt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3.30"
Area (sf) CN Description
13,404 98 Unconnected roofs, HSG R
13,404 100.00% Impervious Area
13,404 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) .(feet) (ftlft) (ft/sec) (cfs)
0.8 s0 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Te = 5.0 min
Subcatchment CE3. ROOFTOP "C" AND "E"
0 Runoff
1-YR POST-DEVELOPED
090802_POST Type III2¢hr 9-YR Rainfam=3.30"
Prepared by AWE Engineers Printed 11/1812010
HydroCAD® 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC page 13
Summary for Subcatchment D: ROOFTOP -D"
Runoff - 0.80 cfs @ 12.07 hrs, Volume= 0.062 at, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.301°
Area (sf) CN Description
10,552 98
10,552 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
. 0.8 50 Total, Increased to minimum Tc = 5.0 min
1-YR POST-DEVELOPED
090802 POST Type IN 24-hr 7-YR Rainfall-3-30"
Prepared by AWB Engineers Printed 11/1812010
HydroCAiD® 9.00 s1n 02300 @ 2009 Hydro CAR Software Solutions LLC Page 14
Summary for Pond CB20: CB20
Inflow Area = 1.142 ac,100.00% Impervious, Inflow Depth = 3.07" for 1-YR event
Inflow _ 3.79 cis @ 12.07 hrs, Volume= 0.292 of
Outflow = 3.79 cfs @ 12.07 hrs, Volume= 0.292 af, Atten= 0%, Lag= 0.0 min
Primary = 3.79 cfs @ 12.07 hrs, Volume= 0.292 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-40.00 brs, dt= 0.01 hrs
Peak Elev= 193.52` @ 12.07 hrs
Flood Elev= 195000'
Device Routing Invert Outlet Devices
#1 Primary 192.43' 18.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow M2x=3.78 cfs @ 12.07 hrs IOW=193.52' TW=192.66' (Dynamic Tailwater)
Z7=Culvert (Outlet Controls 3.78 cis @ 3.83 fps)
Pond CB20: CB20
N
U
3
O
LL
Hydrograph
Inflow
19 Primary
1-YR POST-DEVELOPED
090802_POST Type W 24-hr 7-YR Rainfaf/ 3.30"
Prepared by AWB Engineers . Printed 1"111812010
HydroCADO 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Pa a 15
Summary for Pond CB21: CB21
Inflow Area = 1.450 ac,100.00% Impervious, Inflow Depth = 3.07" for 1-YR event
Inflow = 4.81 efs @ 12.07 hrs, Volume= 0.371 of
Outflow - 4.81 cfs @ 12.07 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min
Primary = 4.81 cfs @ 12.07 hrs, . Volume= 0.371 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 192.66' @ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
41 Primary 191.47'. 18.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0.0071 '1' Cc= 0.906
n= 0.013 Corrugated PE, smooth interior
?Primary OutFlow Max=4.81 cfs @ 12.07 hrs HW=192.66' TW=191.36' (Dynamic Tailwater)
?---'1=Culvert (Barrel Controls 4.81 cfs @ 4.40 fps)
® Inftow
0 Primary
1-YR POST-DEVELOPED
090802 POST Type If? 24-hr 9-YR Rainfall=3.30-
Prepared by AWB Engineers Printed 11/1812010
HydroCAD@ 9.00 stn 02300 @ 2009 HydroCAD Software Solutions LLC Pa a 16
Summary for Pond CO: CO
Inflow Area = 0.538 ac,100.00% Impervious, Inflow Depth = 3.07" for 1-YR event
Inflow - 1.79 cfs @ 12.07 hrs, Volume= 0.138 of
Outflow = 1.79 cfs-@ 12.07 hrs, Volume= 0.138 of, Atten= 0%, Lag= 0.0 min
Primary - 1.79 cfs @ 12.07 hrs, Volume= 0.138 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 193.89` @ 12.08 hrs
Flood Elev= 195.00`
Device Routing Invert Outlet Devices
#1 Primary 193.00' 15.0'° Round Culvert L= 80.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 192.43' S= 0.0071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=1.76 cfs @ 12.07 hrs HW=193.88' TW=193.52' (Dynamic Tailwater'
t--1=Culvert (Outlet Controls 1.76 cfs @ 2.66 fps)
Pond CO: CO
Inflow
Primary
i-YR POST-DEVELOPED
090802_POST Type III 24-,hr'-YR Rainfalr=3.30 -
Prepared by AWB Engineers Printed 11/18/2010
HydroCADO 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Palle 17
Summary for Pond E-CB5: E-CB5
Inflow Area = 0.634 ac,100.00% Im pervious, Inflow Depth = 3.07" for i-YR event
Inflow = 2.11 cfs @ 12.07 hrs, Volume= 0.162 of
Outflow = 2.11 cfs @ 12.07 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min
Primary = 2.11 cfs @ 12.07 hrs, Volume= 0.162 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Eiev= 19$.00- @ 12.07 hrs Surf.Area= 27,622 sf . Storage= 0 cf
Flood Elev= 194.42- Surf.Area= 0 sf Storage= 0 cf .
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.0 min ( 754.8 - 754.8 )
Volume Invert Avail-Storage Storage Description
#1 195.00' 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) : (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0 0
195.25 27,622 6,906 6,906
Device (touting Invert Outlet Devices
#1 Primary 193.28' 12:0" Round Culvert L= 140.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S= 0.0260 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 194.42° 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 195.25" 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=4.18 cfs @ 12.07 hrs HW=195.00° TW=191.36" (Dynamic Tailwater)
t--l=Culvert (Inlet Controls 4.18 cfs @5.32 fps)
t-2=0rificeiGrate (Passes 4.18 cfs of 14.44 cfs potential flow)
Secondary Outflow. Max=0.00 cfs @ 0.00 hrs HW=195.00` (Free Discharge)
t--3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
1-YR POST-DEVELOPED
090802_POST Type III 24-hr I-YR Rainfa/I=-3.30""
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD0 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 18
Pond E-CB5: E-CB5
Hydrograph
1-YR POST-DEVELOPED
090802_POST Type III 24` hr 9-YR Rainfal/-3.30-
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Pane 19
Summary for Pond E-MH6: E-MH6
Inflow Area = 2.084 ac,100.00% Impervious, Inflow Depth = 3.07" for 1-YR event
Inflow - 6.92 cfs @ 12.07 hrs, Volume= 0.533 of
outflow = 6.92 cfs @ 12.07 hrs, Volume= 0.533 af, Atten= 0%, Lag= 0.0 min
Primary = 6.92 cfs @ 12.07 hrs, Volume= 0.533 of
Routing by Dyn-Star-Ind method, Time Span= 0.0040.00 hrs, dt= 0.01 hrs
Peak Elev= 191.58'@ 12.08 hrs
Flood Elev= 195.14'
Device Routing Invert Outlet Devices
#1 Primary 189.64' 24.0" hound Culvert L= 81.0" CPR, square edge headwall, Ke= 0.500
Outlet Invert= 189.24' S= 0.0049 '1' Cc= 0.900 n= 0.013
Primary OutFlow Max=2.76 cfs @ 12.07 hrs HW=191.36' TW=191.30' (Dynamic Tailwater)
t--1 =Culvert (Outlet Controls 2.76 cfs @ 1.29 fps).
FU-1
IR Primary 11 0 1 2 3 4 5 6 7 8 9 1D11121314151617181920212223242 2728293D31 3233 34 353637383940
Time (hours)
1-YR POST-DEVELOPED
090802 POST Type I// 24-hr'-YR Rainfall=3-
30-Prepared by AWD Engineers Printed 1111812010.
HydroCA1D@ 9.00 sln 02300 @ 2009 HydroCA1D Software Solutions LLC Pa a 20
Summary for Pond MH20: MH20
Inflow Area = 2.299 ac,100.00% Im pervious, Inflow Depth = 3.07" for 1-YR event
Inflow - 7.64 cfs @ 12.07 hrs, Volume= 0.588 of
Outflow = 7.64 cfs @ 12.07 hrs, Volume= 0.588 af, Atten= 0%, Lag= 0.0 min
Primary = 3.93 cfs @ 12.08 hrs, Volume= 0.471 of
Secondary = 7.64 cfs @ 12.07 hrs, Volume= 0.116 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 191.30'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.24' 12.0" Round Culvert L= 23.5' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 '!' Cc= 0.900 n= 0.013
#2 Secondary 189.80' 24.0" Round Culvert L= 148.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.07' S= 0.0049T Cc= 0.900 n= 0.013
(Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=190.99' TW=193.28' (Dynamic Tailwater)
t--'1 Culvert (Controls 0.00 cfs)
Secondary OotFlow? Max=.6.91 cfs @ 12.07 hrs HW=191.30' TW=190.59' (Dynamic Tailwater)
t-2=Culvert (Outlet Controls 6.91 cfs @ 3.79 fps)
Pond MH20: MH20
Hydrograph
® Inflow
7 sa ?r Outflow

i,64cf,
299 ac
---- Inflow Area=2 O Primary
d
S
-
. ary
econ
8= 7.6as -
----- ----- Peak-'Elev-'I-91.30°---
7_ . '.
-
-- -- -----
------
--- ------- - -------- ----- ---------- -----------
6- ,.
^ 5-
0 4-

a
2
-
1- -

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 35 38 40
Thne (hours)
i-YR POST-DEVELOPED
.090802-POST Type 11124-hr 7-YR Rainfall-3 3o"
Prepared by AWB Engineers Printed 11/1812010
HydraCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond MH21: MH21
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 9.33". for 1-YR event
Inflow - 8.38 cfs @ 12.07 hrs, Volume= 0.173 of
Outflow 8.38 cfs @ 12.07 hrs, Volume= 0.173 A Atten= 0%, Lag= 0.0 min
Primary = 8.38 cfs @ 12.07 hrs, Volume= 0.173 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peale Elev= 190.59` @ 12.07 hrs
Flood Elev= 191.72'
Device Routing Invert Outlet Devices
#1 Primary 189.07' 24.0° Round Culvert L= 152.0° CPR, square edge headwall, 1[e= 0.500
Outlet invert= 188.33' S= 0.00497 Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=5.93 cfs @ 12.07 hrs HW=190:59° TW=190.08' (Dynamic Tailwater)
t1 =Culvert (Outlet Controls 5.93 cfs @ 3.20 fps)
Pond MH21: MH21
Hydrograph
! Inflow
g e 3es E Primary
8.38 d, - - -
Inflow Area=0.223 ac.
6
Peak Elev=190'.59`
7-
--------- ---- - ---- - ------- ---- - ------- ----- ------------
24x.0
6- f
.....
Round-ulrrer-
U 5-
3 n=0.013
LL 4- L_ 152.0'
3 ' s=0.0049' T
2-.
0 1 2 3 4 5 6 7 8 9 1011 12 1314 15 1617 18 1921J21 222324252/ r
fi 27 28 29 30 31 32 33 34 35 36 37 3839 40
Time (hours)
1-YR POST-DEVELOPED
090802 POST Type /M 24-hr I-YR Rainfall=3.347"
Prepared by AWB Engineers Printed 11118/2010.
HydroCAD@ 9.00 stn 02300 (P2009 HydroCAD Software Solutions LLC Page 22
Summary for Pond MH23: MH23
Inflow Area = 2.299 ac,100.00% Im pervious, Inflow Depth = 2.46" for 1-YR event
Inflow = 3.93 cfs @ 12.08 hrs, Volume= 0.471 of
Outflow -- 3.93 cfs @ 12.08 hrs, Volume= 0.471 of, Atten= 0%, Lag= 0.0 min
Primary = 3.93 cfs @ 12.08 hrs, Volume= 0.471 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0A1 hrs
Peak Elev= 193.28'@ 12.08 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.12' 12.0" Round Culvert L= 328.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' S= 0.0043'1' Cc= 0.900 n= 0.013
Primary OutFlow Max=3.93 cfs @ 12.08 hrs HW=193.28' TW=0.00" (Dynamic Tailwater)
Z--1=Culvert (Darrel Controls 3.93 cfs @ 5.00 fps)
ER Inflow
0 Primary
1-YR POST-DEVELOPED
090802_POST Type III 24-hr ?'-YR Rainfall=3.30"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD0 9.00 sin 02300 (D2009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24: MH24
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 9.33" for 1-YR event
Inflow - 8.38 cfs @ 12.07 hrs, Volume= 0.173 of
Outflow 8.38 cis @ 12.07 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min
Primary = 4.93 cfs @ 12.07 hrs, Volume= 0.152 of
Secondary = 3.45 cfs @ 12.07 hrs, Volume= 0.021 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.08'@ 12.07 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.0049T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.30' 24.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.00' S= 0.09207 Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=4.91 cis @ 12.07 hrs HIW=190.08' TW=188.68' (Dynamic Tailwater)
t-1 =Culvert (Barrel Controls 4.91 cfs @ 4.00 fps)
Secondary OutFlow Marc=3.43 cfs @ 12.07 hrs HW=190.08° (Free Discharge)
t--2=Culvert (inlet Controls 3.43 cfs @ 3.01 fps)
Pond MH24: MH24
Hydrograph
Inflow
Lai Outflow
Primary
I Secondary
1-YR POST-DEVELOPED
090802 POST Type III 24 hr 7-YR Rainfall=3.30"
Prepared by AWB Engineers Printed 1111812010
HydroCADci;? 9.00 sin 02300 @2009 HydroCAD Software Solutions LLC Page 24
Summary for Pond 0-3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72% Impervious, Inflow Depth = 1.96" for 1-YR event
Inflow = 7.38 cfs @ 12.11 hrs, Volume= 0.343 of
Outflow = 0.85 cfs @ 12.53 hrs, Volume= 0.343 af, Atten= 88%, Lag= 25.3 min
Discarded = 0.85 cfs @ 12.53 hrs, Volume= 0.343 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 189.40'@ 12.53 hrs Surf.Area= 5,939 sf Storago= 6,782 cf
Flood Elev= 190.50' Surf.Area= 7,706 sf Storage=114,3090
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 74.6 min (876.8 - 802.1 )
Volume Invert Avall.Storage Storage Description
#1 188.00' 14,309 of Custom Stage Data (Prismatic) Listed below (Recale)
Elevation Su rf.Area lnc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
188.00. 3,797 0 0
189.00 5,314 4,556 4,556
190.00 6,893 6,104 10,659
190.50 7,706 3,650 14,309
Device Routing Invert Outlet Devices
#1 . Primary 189.50' 8.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 186.00'
Discarded OutFlow Max=0.85 cfs @ 12.53 hrs HW=189.40' (Free Discharge)
t2=Exfiltration ( C ontrols 0.85 cfs)
Primary OutFiow Max=0,00 cfs @ 0.00 hrs HW=188.00' (Free Discharge)
t-1=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1-YR POST-DEVELOPED
090802_POST Type fff 24-hr 7-YID Rainfall-3.30„
Prepared by AWS Engineers Printed 11/18/2010
HydroCAD® 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 25
Pond 0-3. INFILTRATION BASIN
Hydrograph
h
yU
i
O
U-
1-YR POST-DEVELOPED
090802 POST Type 11/24=hr I-YR Rainfa11-3.30"
Prepared by AWB Engineers Printed 1111812010
HydroCAD@ 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 26
Summary for Link E-1_31: EXISTING LIFT STATION
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 2.46" for 1-YR event
Inflow = 3.93 cfs @ 12.08 hrs, Volume= 0.471 of
Primary = 3.93 cfs @ 12.08 hrs, Volume= 0.471 af, Atten= 0%, Lag= 0.0 thin
Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Link E-LS1; EXISTING LIFT STATION
Hydrograph
M inflow
0 Primary
EXISTING LIFT 1 3 /PAVEMENT
STATION
n
E-CB$
M?20 F-MHB?
I y,, ?$ e? -
BI D
I '
I -=
I ROOFTOP "B" C?l C 0 l4k ROOFTOP "D"
0
,F21....
M 21
( B2 i CE3 i CE2) ( CE1
ROOFTOP "B" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E"
MH24 INFILTRATION BASIN ROOFTOP "A" &
GRASSED AREA
?SUbca#) Reach !F'onci?`, Link
1-INCH NORM EVENT
090802 POST
Prepared by AWB Engineers Printed 11118/2010
HydroCAD@)9.00 stn 02300 O 2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area
(acres) CN Description
(subcatchment-numbers)
1.097 61 >75% Grass cover, Good, MSG B (A)
1.142 98 (CE1, CE2, D)
0.438 98 Paved parking & roofs (B1, 82)
1.413 98 Paved parking, HSG B (8S, A)
0.308 98 unconnected roofs, HSG B (CE3)
4.358 TOTAL AREA
1-INCH STORM EVENT
090802 POST
Prepared by AWE Engineers
Print ed 11/1812010
HydroCAD® 9.00 sIn 02300 © 2009 HydroCAD Software Solution s LLC
Page 3
Pipe list ing (all nodes)
Une# Node In-invert Out-invert Length Slope n Diam/Width Height
Number (feet) (feet) (feet) (ft/ft) (inches) (inches)
1 CB20 192.43 191.47 135.0 0.0071 0.013 18.0 0.0
2 C021 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 CO 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E-CB5 193.28 189.64 140.0 0.0260 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
.6 MH20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 MH20 189.80 189.07 148.0 0.0049 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
9 MH23 189.12 187.70 328.0 0.0043 0.013 12.0 010
10 MH24 188.33 187.67 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.30 187.00 25.0 0.0920 0.013 24.0 0.0
.1-INCH STORM EVENT.
090802 POST Type lll24-hr'.O" Rainfall=Y.OO"
Prepared by AWB Engineers Printed 1111812010
HydroCAD® 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-40X0 hrs, dt=0.01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment BS: PAVEMENT Runoff Area=27,626 sf 100.00% Impervious Runoff Depth=0.79-
Flow Length=175' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.58 cfs 0.042 of
Subcatchment A. ROOFTOP 'W& GRASSED Runoff Area=81,726 sf 41.51% Impervious Runoff Depth=0.04"
Flow Length=50' Slope=0.0200 T Tc=7.4 min CN=76 Runoff=0.01 cfs 0.006 of
Subcatchment B1: ROOFTOP "B" Runoff Area=9,371 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0200 T Tc=5.0 min CN=98 Runoff=0.20 cfs 0.014 of
Subcatchment 82: ROOFTOP "B" Runoff Area=9,706 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0200 '1' Tc=5.0 min CH=98 Runoff=0.21 cfs 0.015 of
Subcatchment CE'I: ROOFTOP "C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min CN=98 Runoff=0.27 cfs 0.020 of
Subcatchment CE2: ROOFTOP "C" AND "E" Runoff Area=26,300 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100 'P Tc=5.0 min CN=98 Runoff=0.56 cfs. 0.040 of
Subcatchment CE3: ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.28 cfs 0.020 of
Subcatchment D: ROOFTOP "D" Runoff Area=10,552 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.22 cfs 0.016 of
Pond CB20: CB20 Peak Elev=192.94' Inflow=1.05 cfs 0.075 at
18.0" Round Culvert n=0.013 L=135.0' S=0.0071 "1' Outflow=1.05 cfs 0.075 of
Pond CB21: CB21 Peak Elev=192.03' Inflow=1.34 cfs 0.096 of
18.0" Round Culvert n=0.013 L=66.0' S=0.0071 "f Outflow=1.34 cfs 0.096 of
Pond CO: CO Peak Elev=193.39' lnflow=0.50 cfs 0.035 of
15.0" Round Culvert n=0.013 L=80.0' S=0.0071 '1' Outflow=0.50 cfs 0.035 of
Pond E-CBS: E-CB5 Peak Elev=195.00' Storage=0 cf lnflow=0.58 cfs 0.042 of
Primary=0.58 cfs 0.042 of Secondary=0.00 cfs 0.000 of 0utflow=0.58 cfs 0.042 of
Pond E-MI6: E-MH6 Peak Elev=190.44' Inflow=1.92 cfs 0.137 of
24.0" Round Culvert n=0.013 L=81.0' S=0.0049 T Outflow=1.92 cfs 0.137 of
Pond MH20: MH20 Peak Elev=1.90.16' lnflow=2.12 cfs 0.152 of
Primary=1.57 cfs 0.145 of Secondary=0.55 cfs 0.006 of outflow=2.12 cfs 0.152 of
Pond MH21: MH21 Peak Elev=189.49" lnflow=0.76 cfs 0.021 of
24.0" Round Culvert n=0.013 L=152.0' S=0.0049 T Outflow=0.76 cfs 0.021 of
Pond MH23. MH23 Peak EIev=189.92' Inflow=1.57 cfs 0.145 of
12.0" Round Culvert n=0.013 L:=328.0' S=0.0043 T Outflow=1.57 cfs 0.145 of
1-INCH STORM EVENT
090802_POST TYPe 1112¢hr f.0" Rainfall=1,00-
Prepared by AWB Engineers Printed 11/18/2010
HydroCA00 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC page 5
Pond MH24: MH24 Peak Elev=188.80° lnflow=0.76 cfs 0.021 of
Primary=0.76 cfs 0.021 of Secondary=0.00 cfs 0.000 of Outflow=0.76 cfs 0.021 of
Pond 0-3: INFILTRATION BASIN Peak Elev=188.03° Storage=124 cf lnflow=0.76 cfs 0.027 of
D1scarded=0.36 cfs 0.027 of Primary=0.00 cfs 0.000 of Outflow=0.36 cfs 0.027 of
Link E-LS1: EXISTING LIFT STATION Inflow=1.57 cfs 0.145 of
Primary=1.57 cfs 0.145 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.172 of Average Runoff Depth = 0.47'
24.95% Pervious = 1.097 ac 75.05% Impervious = 3.301 ac
I-INCH STORM EVENT
090802 POST Type I1124-hr ?.0 " Rainfall=1.00-
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 s!n 02300 © 2009 HydroCAD Software Solutions LLC Pa e 6
Summary for Subcatchment 8S: P"EMENIT
Runoff = 0.58 cfs Cm 12.07 hrs, Volume= 0.042 af, Depth= 0.79°`
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1.0" Rainfall=1.00"
Area (sf) CN Description
27,626 98 Paved parking, HSG 8
27,626 100.00% Impervious Area
Te Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
1.0 125 0.0100 2.03 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.8 175 Total, Increased to minimum Tc = 5.0 min
Subcatchment BS: P"EMEN T
Hydrograph
0.65: RD Runoff

06 ------------ --- --
0.58 cfs
I - - - -- _ - --

TYpe;III 24 hr 1.07
0.55-

------
--------
-- - -----------------
- Rainfall-
Runoff Area= 27,626 sf
0.45

0.4- -
Runoff Volume-0.042 of
0:35: . Runoff Depth=0.79x'

0.3 -- -
Len th='175°
Flow_
0.25 _
SIope=0.0100 "Ix
0.2 "

--------------------

------- -- --
min
0.15= !CN=98'
- -
-

0.05
- -- ------ -------- -----
---
--- -------

is-,,?• •• -
1 Z'
,

0
1 P 3 4
5 6 7 8 9 1011 12131415
52&27 28 29 30 31 32 33 34 35 36 37 38 39 40
161718 E92021222324
Time (hours)
1-INCH STORM EVENT'
090802_POST Type/11 24-hr 1.0- Rainfall=1.00-
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD® 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment A: ROOFTOP "A" & GRASSED AREA
Runoff - 0.01 cfs @ 12.51 hrs, Volume= 0.006 af, Depth= 0.04"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 711 24-hr 1.0" Rainfall=1,00"
Area (sf) CM Description
33,925 98 . Parted parking, HSG B
47,801 61 a75% Grass cover, Good, HSG B
81,726 76 Weighted Average
47,801 58.49% Pervious Area
33,925 41.51% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.4 50 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.90"
Subcatchment A: ROOFTOP "A"' & GRASSED AREA
Hydrograph
0.013- p Runoff

0.012 - ---------- --------- -------------
Lim" - ----------
Type III 24.hr 1.0"
0.011
?r -- :--
Rainfall=1.00'---

0.01- C "
RunofArea=81726 sf
0.00s
--- ___ Runoff-Volume O.-006 of---
0.008
N
0.007 r. Runoff Depth=0004'

U, 0.006
- Flow Length=50'
---------- --- -------
--

a.oos. --- - -
S1ope=0.0200 '1'
0.004 Tc f 4 r p:

------- ------
-------------
0.003 _
CN=76
0.002-
0.001-
11
0- /
- / :.. /(l;ii' ,,_ ,. ,/,? iii. '.??!??% ?? /4
'
"
"
0 1 2 3 4 5 6 7 8 B 10 11 12
16
Y4
3 14 15Y71 7 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802 POST Type 11124-hr 1.0" Rainfall=7.00"'
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 s1n 02300 @2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment B1: ROOFTOP "B"
Runoff - 0.20 cfs @ 12.07 hrs, Volume= 0.014 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type Ili 24-hr 1.0" Rainfall=1.00-
Area (sf) CN Description
9,371 98 Paved parking & roofs
9,371 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Sabcatchment 131: ROOFTOP "B"
Hydrograph

0.22

- _ - - - -----

FF1 Runoff
0.21-
0.2 0 cfs

"
'
`

0.2
-- - -

1.®
r
Type 111 24?h
019 "
8 00
Rainfall-1
0.1
- - ------- ------------- ----- .
----- - ------------ --- -----------
0.16, 371 sf
Runoff Area=9
0.15 ,
a.14 --- Runoff-Volume=0.014 of

^. a.3 --- ------- --- ------- ------- -----------
--
0.12: Runoff Depth=0.79
o.,,

a-? .
-----------
----------- - --------
--- --

i ---
------------ - ------------- ---- -
- --
-l=low Length:=JO°---
0.09:
0.08"
1
Slope-0 0200
0.07 ------
0 ruin
Tc=5
0.06. 1 .
0.05
"

- L GN=90- -
0.04- - - - - --- ,. ? ---
0.03 j >
0.02

0.01 t
6"i Y-
-4 32 33 34 35 36 37 38 39 40
3 5 6 7 8 9 10111213141 516171 a 19 20 21 22 23 24 25 26 27 28 29 30 31
Time (hours)
1-INCH STORM EVENT
090802_POST Type 11124-hr 9.0" Rainfall=1.00"
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC page 9
Summary for Subcatchment B2: ROOFTOP "B"
Runoff - 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1.0" Rainfall=1.00"
Area (sf) CN Description
9,706 98 Paved parking 8" roofs
9,706 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft} (ft/sec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
0.6 50 Total, Increased to minimum Te = 5.0 min
Subcatchment B2: ROOFTOP "B"
Hydrograph
0.23

O
22z
-------------------------- -
----------
-- --

I Runa€f
-
0 21 o.21 cr5
0.2-
Type 'lll-nr 1.0'f
0.19=
0:18.

---
_ Rainfall-1=.00
0.17-
.. Runoff Area- 9,706 sf .
0.14 Runoff Volume.0.015 af
W 0.13

v 0.12-
- --------------- --------
-----
-- Runoff .Depth•=G.79'? -
Flow Length=50'
?J?

G.08: _

----- ---- -- --------------------------
_ =slope=0.0200 s'.__
f - ---
0.07-

-
0.06' -

Tc=5.0 : min.
0.05
I
CN=98
0.04-
0.03 -- -- -- --- -- ------
0.02°
0.01-
i
0 1 2 3 4 5 6 7 8 9 101112131415161718192a21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802 POST Type 11124-hr 1.0" Rainfall=1.00-
Prepared by AWB Engineers Printed 11118/2010
HydroCAD0 9.00 stn 02300 @ 2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CE1,. ROOFTOP "C" AND "E"
Runoff - 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type Ili 24-hr 1.0" Rainfall=1,00"
Area (sf) CN Description
12,896 98
12,896 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90`°
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CEI a ROOFTOP "C" AND "E"
Hydrograph
17 Runoff
0.3 .
------ ------ ----
028 - 0.vds
,Type `NI 24 hr'1 0'"--
0.26-
--------- ---. . ----- ---
0.24- Rainfall=1.00'
O.ZZ° R1[noff Area 12,$9fi sf
0.2
- - -- Runoff-Volume=0 020 of
0A8_
0. 96° Runoff Depth 0.79"
0 0.14 i . Flow Length'=50'
ti
0.12
Slope= 0.0100 `I'
0.1
0.08 I } Tc-5.0 m in
0.06: t'
CN=9V:
0.04
0.02
1 -0,
3$ 39 40
00 1 2 3 4 5 6 7-8 1911101112131415961718192021122232425262728293031323334353637
Time (hours)
1-INCH STORM EVENT
090802_POST Type II124-hr 1.0° Rainfall=1,00-
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 s/n 02300 @2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment CE2. ROOFTOP "C" AND "E"
Runoff - 0.56 cfs @ 12.07 hrs, Volume= 0.040 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1.0" Rainfall=1.00"
Area (sf) CN Description
* 26,300 98
261300 100.00% Impervious Area
Tc. Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Te = 5.0 min
o Runoff
1-INCH STORM EVENT
090802 POST Type NI 24-hr -1.0- Rainfall=1:00"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment CE3. ROOFTOP "C" AND "E"
Runoff - 0.28 cfs @ 12.07 Iirs, Volume= 0.020 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1.0" Rainfall=1.00"
Area (sf) CN Description
13,404 98 Unconnected roofs, HSG B
13,404 100.00% Impervious Area
13,404 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftift) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8
50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE3- ROOFTOP "C" AND "E"
0.
w 0.18-
0.16-
ii 0.14-
0.12-
0.1= i
OOS. ..
0.06= "
- ------------
0:04
0.02
Hydrograph
-_i.. -__
N Runoff
0 1 2 3 4 5 6 7 8 9 101112131415161718 E9 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802_POST Type 11124-hr 9.0- Ralnfall 1,00"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD@ 9.00 stn 02300 @2009 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchrnent D: ROOFTOP "D"
Runoff = 0.22 cfs @ 12.07 hrs, Volume= 0.016 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1.0" Rainfall=1.00"
Area (sf) CN Description
* 10,552 98
10,552 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8
50 Total, Increased to minimum Tc = 5.0 min
Subcatchment D: ROOFTOP "D"
Hydrograph
0.
0.
0.21
0.19
0.18
0.17
0.16
0.15
0.14
v 0.13
3 0.12
0
,L 0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0 Runoff
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32,33 34 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802 POST Type/// 24-hr fX" Rainfall-1.00"
Prepared by AWB Engineers Printed 1111812010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAd Software Solutions LLC Page 14
Summary for Pond CB20: CB20
Inflow Area = 1.142 ac,100.00% Impervious, Inflow Depth= 0,79" for 1.0' event
Inflow 1.05 cfs @ 12.07 hrs, Volume= 0.075 of
Outflow = 1.05 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0,0 min
Primary - COS cfs @ 12.07 hrs, Volume= 0,075 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev 192-94'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1. Primary 192,43' 18.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=1.05 cfs @ 12,07 hrs HW=192,93' TW=192.03' (Dynamic Tailwater)
Z--1=Culvert (Outlet. Controls 1,05 cfs @u 3.00 fps)
Pond CB20: CB20
1-INCH STORM EVENT
090802_POST Type 11124-hr 7.0" Rainfall=7,00-
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 sln 02300 D 2009 HydroCAD Software Solutions LLC Page 15
Summary for Pond CB21: CB21
Inflow Area = 1.450 ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event
Inflow _ 1.34 cfs @ 12.07 hrs, Volume= 0.096 of
Outflow. = 1.34 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min
Primary = 1.34 cfs @ 12.07 hrs, Volume= 0.096 of
Routing by Dyn-Star Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 192.03'@ 12.07 hrs
Flood Elev= 195.00,
Device Routing Invert Outlet Devices
#1 Primary 191.47' 18.0" Round Culvert L= 66.0' CPP, -square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0.0071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=1.33 cfs @ 12.07 hrs HW=192.03° TW=190.44' (Dynamic Tallwater)
t-1=Culvert (Barrel Controls 1,33 cfs @ 3,28 fps)
Pond CB21: CB21
Hydragraph
E w
LEI Primary
1-INCH STORM EVENT
090802 POST Type 11124-hr'.0" Rainfall=1.00-
Prepared by AWB Engineers Printed 1111812010
HydroCAD@ 9.00 sin 02300 @2009 HydroCAD Software Solutions LLC Pa a 15
Summary for Pond CO: CO
Inflow Area = 0.538 ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event
Inflow = 0.50 cfs @ 12.07 hrs, Volume= 0.035 of
Outflow 0.50 cfs @ 12.07 hrs, Volume= 0.035 of, Atten= 0%, Lag= 0.0 min
Primary - 0.50 cfs @ 12.07 hrs, Volume= 0.035 of
Routing by Dyn-Stor-End method, Time Span= 0.00-40.06 hrs, dt= 0.01 hrs
Peak Elev= 193.39'@ 12.07 hrs
Flood Elev= 195.06'
Device Routing Invert Outlet Devices
#1 Primary 193.00' 15.0" Round Culvert L= 80.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 192.43' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=0.49 cfs @ 12.07 hrs HW=193.39' TW=192.93' (Dynamic Tailwater)
t1=Culvert (Outlet Controls 0.49 cfs @ 2.28 fps)
Pond CO: CO
Hydrograph

0
55
'-
-
-- --... --- --
-- 0 Inflow
0 Primary
. a5ocfs ,
0.50??
.? ac
Ar
a
0.538
1nf l®w
-
.-
-
e
0.45 Peak Efev 193.39"...
0.4-

?r
15.0
0.35 Round Culver
0.3 n=0.O13
2 0.25 -- -- - - L=80
0'
.
0.2
S-0.0071 7'
0.15 f?-
0.1-
:

0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 1718 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802_P0ST Type /if 24 hr 7.0'" Rainfall »-I.00"
Prepared by AWB Engineers Printed 11/181201.0
HydroCA130 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond E-CBS: E-CBS
Inflow Area = 0.634 ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event
Inflow 0.58 cfs @ 12.07 hrs, Volume= 0.042 of
Outflow 0.58 cfs @ 12.07 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min
Primary = 0.58 cfs @ 12.07 hrs, Volume= 0.042 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 195.00' @ 0.00 hrs Surf.Area= 27,622 sf . Storage= 0 cf
Flood Elev= 194.42' Surf.Area= 0 sf Storage= 0 c€
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass dot. time= 0.0 min (786.9 - 786.9 )
Volume Invert Avail.Storage Storage Description
#1 195.00' 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
.(feet) (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0 0
195.25 27,622 6,906 6,906
Device Routing Invert Outlet Devices
#1 Primary 193.28' 12.0" Round Culvert L= 140.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S= 0.0260T Cc= 0.900
n=0.013 Corrugated PE, smooth interior
#2 Device 1 194.42' 24.0" x 36.0" Horiz. OrificelGrate C= 0.600
Limited to weir flow at low heads
#3 Secondary 195.25' 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
PrimaryOutFlow Max=0.00 cfs @ 12.07 hrs HW=195.00' TW=190.44' (Dynamic Tailwater)
t-I=Culvert (Passes 0.00 cfs of 4.18 cfs potential flow)
t-2=0rificelGrate (Passes 0.00 cfs of 14.44 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=195.00' (Free Discharge)
t--3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)
i-INCH STORM EVENT
090802 PAST Tvpe 11124-hr 1.0`` Rainfall=f.00-
Prepared by AWB Engineers Printed 11/18/2010
HydroCADO 9.00 stn 02300 © 2009 HydroCAD Software Solutions LLC Pa a 18
Pond E-CBS: E-CB5
Hydrograph
Inflow
12? Outflow
[3 Primary
93 Secondary
i-INCH STORM EVENT
090802_POST Type /I/24-hr 1.0" Rainfall=1.00"
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD® 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 19
Summary for Pond E-MH6: E-MH6
Inflow Area = 2.084 ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0° event
Inflow - 1.92 cfs @ 12.07 hrs, Volume= 0.137 of
Outflow - 1.92 cfs @ 12.07 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min
Primary = 1.92 cfs @ 12.07 hrs, Volume= 0.137 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40,00 hrs, dt= 0.01 hrs
Peak Elev= 190.44'@ 12.08 hrs
Flood Elev= 195.14'
Device Routing Invert Outlet Devices
#1 Primary 189.64' 24.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.24' S= 0.0049T Cc= 0.900 n= 0.013
Primary AutFlow Max=1.90 cfs @ 12.07 hrs HW='190.44' TW=190.'[6' (Dynamic Tailwater)
?l--I=Culvert (Outlet Controls 1.90 cfs @ 2.39 fps)
Pond E-MH6: E-MH6
Hydrograph
N'
U
0 1
® hHow
0 Primary
•• i ? v.,. ,? ?? ? ,? ,?r?.r..?rrt.y+rvr?srn? 411
,
0 1 2 3 4 5 8 7 8 9 1 11"Y2-16'' 4 5 1617 18 192021 22232425 2627 28 2930 31323334 3536 37 383940
Time (hours)
I-INCH STORM EVENT
090802 POST Type 111224hr 980" Rainfall=1.00"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD@ 9.00 sln 02300 @2009 HydroCAD Software Solutions I-LC Pane 20
Summary for Pond MH20: MH20
Inflow Area = 2.299 ac,100.00% Im pervious, Inflow Depth = 0.79" for 1.0" event
Inflow = 2.12 cfs @ 12.07 hrs, Volume= 0.152 of
Outflow -- 2.12 cfs @ 12.07 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.0 min
Primary = 1.57 cfs @ 12.07 hrs, Volume= 0.145 of
Secondary = 0.55 cfs @ 12.07 hrs, Volume= 0.006 of
Routing by Dyn-Stor.lnd method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peale Elev= 190.16'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.24' 12.0" Round Culvert L= 23.5' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 'P Cc= 0.900 n= 0.013
#2 Secondary 189.80' 24.0". Round Culvert L= 148.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.07' S= 0.0049T Cc= 0.900 n= 0.013
Primary OutFlow Max=1.56 cfs @ 12.07 hrs HW=190.161 TW=189.92' (Dynamic Tailwater)
L1 =Culvert (Outlet Controls 1.56 cfs (b 2.69 fps)
Secondary Outflow Max=0.55 cfs @ 12.07 hrs HW=190.16' TW=189.49' (Dynamic Tailwater)
t°2=Culvert (Outlet Controls 0.55 cfs @ 2.15 fps)
Pond MH20: MH20
Hydrograph

w
U
O
o_ss ?f.
a
14 16 18 20 22 24 26 28 38 32 34 36 38 49
Time (hours)
Inflow
Outflow
® Primary
Secondary
1-INCH S'T'ORM EVENT
090802_POST Type I/124-hr ;1.011 Ralnfal1=7.00"
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond MH21: MH21
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 1.13" for 1.0" event
fnflow _ 0.76 cfs @ 12.07 hrs, Volume= 0.021 of
Outflow = 0.76 cfs @ 12.07 hrs, Volume= 0:021 af, Atten= 0%, Lag= 0.0 min
Primary = 0.76 cfs @ 12.07 hrs, Volume= 0,021 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peale Elev= 189.49° @ 12.07 hrs
Flood Elev= 191.72'
Device Routing Invert Outlet Devices
#1 Primary 189.07' 24.0" Round Culvert L= 152,0' CPP, square edge headwall, Ke= 0.500
Outlet Invert 188.33' S= 0.0049 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=0.75 cfs @ 12.07 hrs HW=189.49' TW=188.80' (Dynamic Tailwater)
t-1=Culvert (Outlet Controls 0.75 cfs @ 2.34 fps)
Pond MH21: MH21
Hydrograph
- ®Inflow
D.&= 0.76 cis 0 Primary
7611
0.75- -
Inflow-Area=0:223 ac
--- -------- ----- --
0.7_ Peak Elev=l89.49'
0.65=
o.s- 24.®".
- ----- ------ --- - ------- ------ - ----- -
0.5= ! F?oun.d Culvert..._.
N
0.45.
-
- n=0.013
L='152,0'
0.3-
------ ---- -------- ----
0.25-. U.o049 'T
'
0.2
0.15 f
I ?t
0.1-
0.05
0- - -
0 1 2 3 4 5 6 7 8 9 1fl 11 12 13 14 15 16 17 1ia 1920 2122 23 2425 26'2'7'2'B'
3031 3233 3 ? '' '
4 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802 POST Type I//24-hr 7.O"" Rainfall=1.00 "
Prepared by AWB Engineers Printed 11/18/2010
HydroCADO 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 22
Summary for Pond MH23: MH23
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 0.76" for 1.0" event
Inflow - 1.57 cfs @ 12.07 hrs, Volume 0.145 of
Outflow - 1.57 cfs @ 12.07 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min
Primary = 1.57 cfs cr 12.07 hrs, Volume= 0.145 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 189.92'@ 12.07 hrs
Flood Elev-_ 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.12' .12.0" Round Culvert L= 328.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' S= 0.0043 T Cc= 0.900 n= 0.013
Primary OutFlow Max=1.57 cfs @ 12.07 hrs HW=189.92' TW= 0.00" (Dynamic Tailwater)
t-1=Culvert (Barrel Controls 1.57 cfs @ 3.17 fps)
Pond MH23: MH23
Inflow
0 Primary
1-INCH STORM EVENT
090802_POST 7?rpe 11124-hr 9.0'° Rainfall=1.00-
Prepared by AWS Engineers Printed 11118/2040
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24: MH24
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 1.13" for 1.0" event
Inflow = 0.76 cfs @ 12.07 hrs, Volume= 0.021 of
Outflow 0.76 cfs @ 12.07 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min
Primary - 0.76 cfs r@ 12.07 hrs, Volume= 0.021 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 188.80'@ 12.07 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.0049'1 Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.30' 24.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.00' S= 0.0920T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary ButFlow Max=0.75 cfs @ 12.07 hrs HW=188.80' TW=188.02° (Dynamic Tailwater)
t-i=Culvert (Barrel Controls 0.75 cfs @ 2.66 fps)
Secondary.;OutFlow Max=0.00 cfs @ 0.00 hrs HW=188.33` {Free Discharge)
t-2=Culvert ( Controls 0.00 cfs)
Pond MH24: MH24
Hydrograph
0.7
0.
w F V. :
N
?S 0.45
0 0.4
L- 0.35=
0.3-
0.1
0.
Inflow
I=I Outflow
M Primary
® Secondary
1-INCH STORM EVENT
090802 POST Type ?ii24-iir 1.0" Rainfall='.00-
Prepared by AWB Engineers Printed 11/1812010
HydroCAD@ 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Pa a 24
Summary for Pond 0»3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72% Impervious, Inflow Depth= 0.15" for 1.0" event
Inflow = 0.76 cfs @ 12.07 hrs, Volume= 0.027 aff
Outflow - 0.36 cfs @ 12.15 hrs, Volume= 0.027 af, Atten= 52%, Lag= 4.6 min
Discarded = 0.36 cfs @ 12.15 hrs, Volume= 0.027 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 188.03' @ 12.15 hrs Surf.Area= 3,846 sf Storage= 124 of
Flood Elev= 190.50' Surf.Area= 7,706 sf Storage= 14,309 cf
Plug-Flow detention time= (not calculated, outflow precedes inflow)
Center-of-Mass det. tithe= 1.0 min ( 824.3 - 823.3 )
Volume Invert Avail.Storage Storage Description
#1 188.00' . 14,309 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area 1nc.Store Cum.Store
(feet) (sy-ft) (cubic-feet) (cubic-feet)
188.00 3,797 0 0
189.00 5,314 4,556 4,556
190.00 6,893 6,104 10,659
190.50 7,706 3,650 14,309
Device Routing Invert Outlet Devices
#1 Primary 189.50' 8.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Exfiitration over Surface area
Conductivity to Groundwater Elevation = 186.00'
Discarded OutFlow Max=0.36 cfs @ 12.15 hrs HW=188.03' (Free Discharge)
Z-2=Exfiltration ( Controls 0.36 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=188.00' (Free Discharge)
't-1=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
I-RICH STORM EVENT
090802_POST Type Ill' 24-hr 9.0" Rainfall=7.00-
Prepared by AWB Engineers Printed 11118120'10
HydroCAD® 9.00 sln 02300 @_2009 HydroCAD Software Solutions LLC Page 25
Inflow
nl Outflow
Discarded
93 Primary
Time (hours)
1-INCH STORM EVENT
090802 POST Type ff? 24-hr 'f-0- Rainfall=Y-00-
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Page 26
Summary for Link E-LS9: EXISTING LIFT STATION
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 0,76" for 1.0" event
Inflow = 1,57 cfs @ 12.07 hrs, Volume= 0.145 of
Primary - 1.57 cfs.@ 12.07 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
r ' ,- ca
[C L.°11 .--H2 gS
EXISTING LIFT M 3 STATION /PAVEMENT
LE-c2 •,
ca. ca. E-GB5
MI420 E-MH6?
I
I C& Ca. E\
B1 D
i
I
ROOFTOP "8" C 1 C 0 ROOFTOP "D"
7
ca.
H21
M?21 B2 CEII CF2 CE-1
ROOFTOP "B" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E" ROOFTOP "G" AND "E"
ca.
H2,_ A
MH24 INFILTRATION BASIN ROOFTOP "R'&
GRASSED ARFA
n
f Subcat1 lReaciJ. Z./Por7d'•, :Link,
2-INCH STORM EVENT
090802_POST
Prepared by AWS Engineers Printed 11/18/2010
HydroCAD® 9.00 sln 02300 O 2009 HydroCAD Software Solutions L.LC Page 2
Area Listing (all nodes)
Area
(acres) CH Description
(subcatchment-numbers)
1.097 61 X75% Grass cover, Good, HSG B (A)
1.142 98 (CE7, CE2, D)
0.438 98 Paved parking & roofs (B1, B2)
1.413 98 Paved parking, HSG B (83, A)
0.308 98 Unconnected roofs, HSG B (CE3)
4.398 TOTAL AREA
2-INCH STORM EVENT
090802 POST
Prepared by AWB Engineers Print ed 11118/2010,
HydroCADQ 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 3

Pipe Li sting (all nodes)
Line# Node In-Invert Cut-Invert Length Slope n DiamlWidth Height
Number (feet) (feet) (feet) (Rift) (inches) (inches)
1 CB20 192.43 191.47 135.0 0.0071 0.013 18.0 0.0
2 C821 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 CO 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E-CB5 193.28 189.64 140.0 0.0260 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
6 MH20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 MH20 189.80 189.07 148.0 0.0049 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
9 MH23 189.12 187.70 32&0 0.0043 0.013 12.0 0.0
10 MH24 188.33 187.67 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.30 187.00 25.0 0.0920 0.013 24.0 0.0
2-INCH STORM EVENT
090802 POST Type/// 24-hr 2.0" Rainfall =2. 00°
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 sln 02300 P2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 8S: PAVEMENT Runoff Area=27,626 sf 100.00% Impervious Runoff Depth=1,77°
Flow Length=175' Slope=0.0100 '1' Tc=5.0 min CN=98 Runoff=1.25 cfs 0.094 of
Subcatchment A: ROOFTOP "X'& GRASSED Runoff Area=81,726 sf 41.51% Impervious Runoff Depth=0.41'°
Flow Length=50' Slope=0.0200 '1' Tc=7.4 min CN=76 Runoff=0.71 cfs 0.065 of
Subcatchment 81: ROOFTOP "B" Runoff Area=9,371 sf 100.00% Impervious Runoff Depth=7.77".
Flow Length=50' Slope=0.0200 'C Tc=5.0 min CN=98 Runoff=0.42 cfs 0.032 of
Subcatchment 132: ROOFTOP "B" Runoff Area=9,706 sf 100.00% Impervious Runoff Depth=1.77-
Flow Length=50' Slope=0.0200 T Tc=5.0 min CN=98 Runoff=0.44 cfs 0.033 of
Subcatchment CE1: ROOFTOP "C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff Depth=1.77"
Flow Length=50' Slope=0.0100 'r Tc=5.0 min CN=98 Runoff=0.58 cfs 0.044 of
Subcatchment CE2: ROOFTOP "C" AND "E" Runoff Area=26,300 sf 100.00% Impervious Runoff Depth=1.77"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=1.19 cfs 0.089 of
Subcatchment CE3: ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth =1.77"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.61 cfs 0.045 of
Subcatchment D: ROOFTOP "D" Runoff Area=10,552 sf 100.00% Impervious Runoff Depth=7.77"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.48 cfs 0.036 of
Pond C820: CB20 Peak Elev=193.21' lnflow=2.26 cfs 0.169 of
18.0" Round Culvert n=0.013 L=135.0' S=0.0071 T outflow=2.26 cfs 0.169 at
Pond C1321: CB21 Peak Elev=192.33' Inflow=2.86 cfs 0.214 of
18.0" hound Culvert n=0.013 L=66.0' S=0.0071 T Outflow=2.86 cfs .0.214 of
Fond CO: CO Peak Elev=793.62' Inflow=1.06 cfs 0.080 of
15.0" Round Culvert n=0.013 L=80.0' S=0.0071 T Outflow=1.06 cfs 0.080 of
Pond E-CBS; E-CBS Peak Elev=195.00' Storage=0 cf Inflow=1.25 cfs 0.094 of
Primary=7.25 cfs 0.094 of Secondary=0.00 cfs 0.000 of Outflow=1.25 cfs 0.094 of
Pond E-MH6- E-MH6 Peak Elev=190.89' lnflow=4.12 cfs 0.308 at
24.0" Round Culvert n=0.013 L=81.0' S=0.0049 T Outflow=4.12 cfs 0.308 of
Pond MH20: MH20 Peak EIev=790.57' Inflow=4.54 cfs 0.340 of
Primary=2.31 cfs 0.300 of Secondary=2.24 cfs 0.040 of Outflow=4.54 cfs 0.340 of
Pond MH21: MH21 Peak Elev=189.93' Inflow=2.68 cfs 0.073 of
24.0" Round Culvert n=0.013 L=152.0' S=0.0049 '1' Outflowm2.68 cfs 0.073 of
Pond MH23:.MH23 Peak EIev=190.20' lnflow=2.31 cfs 0.300 of
12.0" Round Culvert n=0.013 L=328.0' S=0.0043 T Outflow=2.31 cfs 0.300 of
2-INCH STORM EVENT
090802_POST Type 11/24-6r2.0" Rainfall 2.00"
Prepared by AWS Engineers Printed 11/18/2010
.
HydroCADB 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Page 5
Pond MH24: MH24 Peals Elev=189.29" Inflow=2.68 cfs 0.073 of
Primary=2.64 cfs 0.073 of Secondary=0.00 cfs 0.000 of Outflow=2.68 cfs 0.073 of
Pond 0-3: INFILTRATION BASIN. Peak Elev=188.49' Storage=2,044 cf Inflow=3.26 cfs 0.137 of
Discarded=0.51 cfs 0.137 of Primary=0.00 cfs 0.000 of Outflow=0.51 cfs 0.137 of
Link E-LS1: EXISTING LIFT STATION Inflow=2.31 cfs 0,300 of
Primary=2.31 cfs 0.300 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.438 of Average Runoff Depth = 1.19"
24.95% Pervious = 1.097 ac 75.05% Impervious = 3.301 ac
2-INCH STORM EVENT
090802 POST Type 11124-hr2.0" Rainfall=2.00-
Prepared by AWS Engineers Printed 11/1812010
HydroCAO@ 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment SS: P"EMENT
Runoff - 1.25 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0'" Rainfall=2.00"
Area (sf) CN Description
27,626 98 Paved parking, HSO B
27,626 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) . (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
1.0 125 0.0100 2.03 Shallow Concentrated Flaw,
Paved . Kv= 20.3 fps -
1.8 175 Total, Increased to minimum Te = 5.0 min
Subcatchment 8S: P"EMENT
Hydrograph
0 Runoff
2-INCH STORM EVENT
090802_POST Type III 24-hr 2 0- Rainfall=2.00-
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 sln 02300 @..2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment A: ROOFTOP 'W& GRASSED AREA
Runoff . 0.71 cfs @ 12.13 hrs, Volume= 0.065 af, Depth= 0.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0" Rainfall=2.00"
Area (sf) CN Description
33,925 98 Paved parking, HSG B
47,801 61 X75% Grass cover, Good, HSG B
81;726 76 Weighted Average
47,801 58.49% Pervious Area.
33,925 41.51% Impervious Area
Tc Length Slope Velocity Capacity Description
(min' (feet) (ft/ft) (ft/sec) (cfs)
7.4 50 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.90°'
Subcatchment A- ROOFTOP "A" & GRASSED AREA
Hydrograph
0.75. Q Runnff
0.7 cfs

' Type III 24-h:r.2.0'
0.65
-
----- --
Rainfall=2:00"'
0.6
0.55=
Runoff Area 81,726 sf
Runoff Volume=0
065 of

u 0.45
F
0
4-
.
--
Runoff Depth-0.41
.
0.35
k' Flow Len9th=50'
.
0200
° p e=0
0.25= .

0.2- ---- ------ ----- ----- - ------ ------
.. .:_
1-c =7 4 min
r

0.15- -
--
>,^
CN =7f
0.1 : '
?
?

0.05 _
"
"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2'3
2'4 25 26 27 28 29 30 31 32'33 3'4.'3 536 373 8 394 0
Time (hours)
2-INCH STORM EVENT
090802 POST Type 11124-hr2.0- Rainfa11-2.00-
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD® 9.00 s!n 02300 @2009 HydroCAD Software Solutions LLC Pa 0e 8
Summary for Subcatchment 81: ROOFTOP "B"
Runoff - 0.42 cfs aQ 12.07 hrs, Volume= 0.032 af, Depth= 1.77'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0A0-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0" Rainfall=2.00"
Area (sf) CN description
9,371 98 Paved parking & roofs
9,371 100.00% Impervious Area
Tc Length Slope Velocity C2p2c°sty Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.6 50 0,0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment B'1: ROOFTOP "B"
Hydrograph
0.46 +------ -
----- - --------- ------ ---- --------- ---------- -------------
--! ---
0.44
0.42 ":. 0.4 25 Type 111 24-h
.r 2.0"

Q.4
0,38 --
--- ---Rainfall 2.00"
0.36
0.34 --
sf
Runoff Area=9,371
0.32-
0.3"
"
--- -- .
032 of
Runoff Volume=0.
w 0.28
U 0.26
Runoff Depth 1-:77
3 0.24 .

0 0.22:

u' 0.2-

-- -- _
i
4 {
Flow-Length=50'
0.18' - # dope=O-0200 l
0.16 -----
Q.14. { °Tc= 5.0-rain -
0.12
0.1 - - # -- - --
:
0.08
-----------------
- - ----------------
0.46 - -
0.04
0.02 - r?
37 38 39 40
00 1 2 3 4 5l6 7 8 9 1011121311415161718192021222324252627282930313233343536 .
Time (hours)
0 Runoff
2-INCH STORM EVENT
090802_POST Type III24-hr2.0" Rainfall=2.00-
Prepared by AWB Engineers Printed 11/113/2010
HydroCADV 9.00 sln 02300 © 2009 IHydroCAD Software Solutions LLC Page 9'
Summary for Subcatchment B2: ROOFTOP "B"
Runoff = . 0.44 cfs Q 12.07 hrs, Volume= 0.033 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 2.0" Rainfall=2.00"
Area (sf) CN Description
9,706 98 . Paved parking & roofs
9,706 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 'total, Increased to minimum Tc = 5.0 mm
2-INCH STORM EVENT
090802 POST Type III 24-hr 2.0- Rainfa/I »2.00"
Prepared by AWB Engineers Printed 11118/2010
HydroCADB 9.00 s/"02300 @ 2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CE1: ROOFTOP "C" AND "E"
Runoff = 0.58 cfs Q 12.07 hrs, Volume= 0.044 af, Depth= 1.77'
Runoff by SCS TR-20 method, UH=SCS9 Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 2.0" Rainfall=2.00"
Area (sf) CN Description
* 12,896 98
92,896 100.00% impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE1„ ROOFTOP "C" AND "E"
Hydrograph

0.65- ------- -

Q1 I Runoff

0.$ _..-----

Y!
9.58 cfs e i 1124 ! it
0.55
Rainfall ' 2.00"
-- - p
a-12
Run®ff /-ire s[?96-sf
0.45
af
Runoff Volume=0.044
0.4
0.35 ^
Runoff Depth=1.77"'
L Flow Length=50'
L
0.25: '
Slope=0.0100 '1'
TC=5.0 min'
1 ---- ---'--
CN-90 - -
--------- -------
1
0.05

9 1
37383940
2 3 4 5 6 7 8 9 1Q 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Time (hours)
2-INCH STORM EVENT
090802_POST Type I// 24-hr 2. 0 - Rainfafl 2. D0"
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD® 9.00 sIn 02300 © 2009 HydroCAD Software Solutions LLC Page 11
Summary for.Subcatchment CE2: ROOFTOP "C" AND "E""
Runoff - 1.19 cfs c@ 12.07 hrs, Volume= 0.089 af, Depth= 1.77"
Runoff by SCS TR-20 method, .UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-0" Rainfall=2.00"
Area (sf) CN Description
* 26,300 98
26,300 100.00% Impervious Area
. To Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
0.8 50 Total, Increased to minimum To = 5.0 min
Subcatchment CE2: ROOFTOP "C" AND "E"
Hydrograph
p Runoff
1.19 c(s.
.f
Type' 11124 hr 2.0
i
Rainfall=2.00"
1°
J Runoff.Area=28,300 Sf
{ Runoff Volume=0.089 of
v Runoff Depth=1.77
Flow Length=50'
s Slope=0.0100
f Tc=5.0 rein
CN=98'.
„r
o-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2'5"'2"6 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
2-INCH STORM EVENT
090802 POST Type 11124-hr2 f1" Rainfall 2.00"
Prepared by AWB Engineers Printed 1[11812010
HydroCAD@ 9.00 sin 02300 @ 2009 HydroCAV Software Solutions LLC page 12
Summary for Subcatchment CE3: ROOFTOP "C"° AND "E"
Runoff - 0.61 cis @ 12.07 hrs, Volume= 0.045 af, Depth= 9.77-
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0" Rainfall= 2.00°
Area (sf) CN Description
13,404 98 Unconnected roofs, HSG B
13,404 100.00% Impervious Area
13,404 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE3: ROOFTOP "C" AND "E"
Hydrograph
0.65- E] Runoff
0.61 rtc
Type_II 24 hr_2.0°°
-------------- - --------- -----
0.55. Rainfall=2.00".
0.5
Runoff-Area=1-3404 sf--
0.45 _
M5- Runoff Volume=0.045 of
0.4-
Runoff Depth=1'.77°
3
a: 0.3. Flow Length=50'
0.25r®p?=o o 00 9r
1 ---------------
a.2- Tc=5..a0p?mi?np
0.15: ' CN=98
I ?
0.1
0.05
0
00 1/2 3 4 5 6 7 8 9 M 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 9 40
Time (hours)
2-INCH STORM EVENT
090802_POST Type x24-hr2.o- Rainfali=2.00"
Prepared by AW6 Engineers Printed 1111812010
HydroCAD@ 9.00 sln 02300 © 2409 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment D: ROOFTOP ""D"
Runoff = 0.48 cfs @ 12,07 hrs, Volume= 0.036 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0'" Rainfall=2.00-
Area (sf) CN Description
} 10,552 98
10,552 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0,0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"°
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment D: ROOFTOP
Hydrograph
0.5 p Runoff
O.AB
LAS
- -
?]/pG;II1 24 hr 2.0"
0.45
- ------------
I Rainfall=2.00"
0.4-
------------ -Runoff Area-10,552 sf.--
0.35 C 1
Runoff Volume=0.036 of
03
Runoff Depth 1.771e
0.25= Flow Len th=50'
---------------- --------- - -
- ----------- ----------------- -
0.2- 510 'pe-0 0100 11"
0.15
0 min
T.c
-- j .
0.1= CN=98
0.05
T0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
2-INCH STORM EVENT"
090802 POST Type //124-hrZ.O" Rainfa11=2.00-
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions L1LC Page 14
Summary for Pond CB20. CB20
Inflow Area = 1.142 ac,100.00% Impervious, Inflow Depth = 1.77" for 2.0" event
Inflow = 2.26 cfs a+ 12.07. hrs, Volume= 0.169 of
Outflow = 2.26 cfs @ 12.07 hrs, Volume= 0.169 af, Atten= 0%, Lag= 0.0 min
Primary - 2.26 cfs @ 12.07 hrs, Volume= 0.169 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 193.21'@ 12.07 hrs
Flood Elev= 195.00°
Device Routing Invert Outlet Devices
#1 Primary 192.43' 18.0" Round Culvert LW 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47' S= 0.0071 '/' Cc= 0.900
on= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=2.25 cfs @ 12.07 hrs HW=193.21` TW=192.33' (Dynamic Tallwater)
'?-1=Culvert (Outlet Controls 2.25 cfs @ 3.51 fps)
Pond CB20: CB20
Hydrograph
? Enflow
aPrimary
2-INCH STORM EVENT
090802_POST Type N124-hr2.0- Rainfall=2,00"
Prepared by AWB Engineers Printed 1111812010
HydroCA1309.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 15
Summary for Pond CB21: CB21
Inflow Area = 1.450 ac,100.00% Impervious, Inflow Depth = 1.77" for 2.0" event
Inflow = 2.86 cfs @ 12.07 hrs, Volume= 0.214 of
Outflow = 2.86 cfs @ 12.07 hrs, Volume= 0.214 of, Atten= 0%, Lag= 0.0 min
Primary = 2.86 cfs a@ 12.07 hrs, Volume= 0.214 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 192.33'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 191.47` 18.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0X071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=2.86 cfs @ 12.07 hrs HW=192.33' TW=190.88' (Dynamic Tailwater)
t--1=Calvert (Barrel Controls 2.86 cfs @ 3.92 fps)
Pond CB21: CB21
Hydrograph
tlf
w
U
O
EL
1
6 i
2-INCH STORM EVENT
090802 POST Type //124-hr2.0- RainfaN=2.00"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD@ 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 16
Summary for Pond CO: CO
Inflow Area = 0.538 ac,100.00% lmpervious, Inflow Depth = 1.77" for 2.W' event
Inflow = 1.06 cfs @ 12.07 hrs, Volume= 0.080 of
Outflow 1.06 cfs @ 12.07 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min
Primary = 1.06 cfs @ 12.07 hrs, Volume= 0.080 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 tars, dt= 0.01 hrs
Peak Elev= 193.62' @ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 193.00' 15.0'° Round Culvert L= 80.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 192.43' S= 0.0071 '!' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFow Max=1.05 cfs @ 12.07 tars HW=193.62' TW=193.21' (Dynamic Tailwater)
t--1=Culvert (Outlet Controls 1.05 cfs @ 2.56 fps)
Pond CO: CO
Hydrograph
Inflow
E3 Primary
2-INCH STORM EVENT
090802_POST Type /1124-hr2.0- Rainfa11-2.00-
Prepared by AWB Engineers Printed 11118/2010
HydroCAD0 9.00 stn 02300 @ 2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond E-CB5: E-CB5
Inflow Area = 0.634 ac,100.00% Impervious, Inflow Depth = 1.77" for 2.0" event
Inflow = 1.25 cfs @ 12.07 hrs, Volume= 0.094 of
Outflow = 1.25 efs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min
Primary = 1.25 cfs @ 12.07 hrs, Volume= 0.094 of
Secondary = 0.00 cfs @ 0.00 hrs', Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 195.00'@ 0.00 hrs Surf.Area= 27,622 sf Storage= 0 cf
Flood Elev= 194.42' Surf.Area= 0 sf Storage= 0 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.0 min ( 766.5 - 766.5 )
Volume Invert Avail.Storage Storage Description
#1 195.00, 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0,..,...- 0
1.95.25 27,622 6,906 6,906
Device Routing Invert Outlet Devices
#1 Primary 193.28' 12.0" Round Culvert L= 140.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S= 0.0260T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 194.42' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 195.25' 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=195.00' TW=190.88' (Dynamic Tallwater)
t-1=Culvert (Passes 0.00 cfs of 4.18 cfs potential flow)
t--2=Orifice/Grate (Passes 0.00 cfs of 14.44 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=195.00' (Free Discharge)
t--3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
2-INCH STORM EVENT
090802 POST Type 1?? 24-hr Z D" Rainfall-2. 00"
Prepared by AWB Engineers Printed 11/1812010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 18
Pond E-CB5. E-CB5
Hydrograph
Inflow
Ul Outflow
® Primary
Secondary
2-INCH STORM EVENT .
090802_POST Type 1112¢hr2.0- Ralnfa11--2.00-
Prepared by AWB Engineers Printed 11/1812010
HydroCA00 9.00 stn 02300 @ 2009 HydroCAD Software Solutions LLC Page 19
Summary for Pond E-MH6: E-MH6
Inflow Area = 2.084 ac,100.00% Impervious, Inflow Depth = 1.77" . for 2.0" event
Inflow = 4.12 cfs @ 12.07 hrs, Volume= 0.308 of
Outflow - 4.12 cfs @ 12.07 hrs, Volume= 0.308 a€, Atten= 0%, Lag= 0.0 min
Primary = 4.12 cfs @ 12.07 hrs, Volume= 0.308 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.89'0 12.08 hrs
(Flood Elev= 195.14'
Device Routing Invert Outlet Devices
#1 Primary 189.64' 2x4.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.24' S= 0.0049 T Cc= 0.900 n= 0.013
Primary Outflow Max=4.04 cfs @ 12.07 hrs HW=190.88' TW=190.57' (Dynamic Tallwater)
t--I=Culvert (Outlet Controls 4.04 cfs @ 2.81 fps'
Pond E-MH6: E-MH6
Hydrograph
Inflow
0 Primary
2-INCH STORM EVENT
090802 POST Type IH24-hr2.0- Rainfall=2.00-
Prepared by AWB Engineers Printed 1111812010
HydroCAD@ 9.00 sln 02300 @ 2009 HydroCAU Software Solutions LLC Page 20
Summary for Pond MH20: MH20
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 1.77" for 2.0" event
Inflow - 4.54 cfs @ 12.07 hrs, Volume= 0.340 of
Outflow = 4.54 cfs @ 12.07 hrs, Volume= 0.340 af, Atten= 0%, Lag= 0.0 min
Primary = 2.31 cfs @ 12.07 hrs, Volume= 0.300 of
Secondary = 2.24 cfs @ 12.07 hrs, Volume= 0.040 of
Routing by Dyn-Stor Ind method, Time Span= 0,00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.57'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.24' 12,0° Round Culvert L= 23.55' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 T Cc= 0.900 n= 0.013
#2 Secondary 189.80' 24.0° Round Culvert L= 148.0° CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.07' S= 0.0049'1' Cc= 0,900 n= 0.013
Primary OutFlow Max=2.29 cfs @ 12,07 hrs HW=190.56" TW=190.20' (Dynamic Tailwater)
t--1=Culvert (inlet Controls 2.29 cfs @ 2.91 fps)
Secondary Outflow Max=2.21 cfs @ 12-07 Itrs HW=190.57" TW=189.93' (Dynamic Tallwater)
t--2=Culvert (Outlet Controls 2.21 cfs @ 2,96 fps)
Pond MH20: MH20
O
M
Hydrograph
93 Inflow
asacf Il oufflow
299 ac
Intl®w Area-2 El Primary
5 I . Secondary
Peak Elev=190"57"
4- '
--- - - ------_
--- - ----- --------------
3- - - ----- - - -----....
_ 237r
i
2.24 r -
----------- ------ --- ------ -- - ---------------------- -

1
r

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
2-INCH STORM EVENT
090802 POST Type it/ 24-hr 2.0- Rainfall =2. 00-
Prepared by AWB Engineers Printed 11118/2010
HydroCADO 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond MH21. MH21
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 3.91" for 2.0" event
Inflow - 2.68 cfs @ 12.07 hrs, Volume= 0.073 of
Outflow = 2.68 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min
Primary = 2.68 cfs @ 12.07 hrs, Volume= 0.073 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 189-93'@ 12.07 hrs
Flood Elev= 191.72'
Device Routing Invert Outlet Devices
#1 Primary 189.07' 24.0" Round Culvert L= 152.0' CPP, square edge headwall, Ke=.0.500
Outlet Invert= 188.33' S= 0.0049T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=2.65 cfs @ 12.07 hrs HW=189.93' TW=189.29' (Dynamic Tallwater)
L1 =Culvert (Outlet Controls 2.65 cfs @ 3.05 fps)
® tn€low
0 Primary
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
2-INCH STORM EVENT
090802 POST Type I// 24-hr 2.0" Rainfall=2.00"
Prepared by AWB Engineers Printed 11118/2010
HydroCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC Page 22
Summary for Pont) MH23: MH23
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 1.57 for 2.0" event
inflow = 2.31 cfs 0 12.07 hrs, Volume= 0.300 of
Outflow = 2.31 cfs @ 12.07 hrs, Volume= 0.300 af, Atten= 0%, Lag= 0.0 min
Primary - 2.31 cfs @ 12.07 hrs, Volume= 0.300 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peale Elev= 190.20'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.12' 12.0" Round Culvert L-- 328.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' S= 0-0043 '1' Cc= 0.900 n= 0.013
Primary OutFlow Max=2.31 cfs @'12.07 hrs HW=190.20' TW=0.00' (Dynamic Tailwater)
t-1=Culvert (Barrel Controls 2.31 cfs @ 3.40 fps)
Pond MH23: MH23
Hydrograph
® Inflow
0 Primary
2-INCH STORM EVENT
090802 POST Type 1/124-hr2.0- Rainfall=2.00-
Prepared by AWS Engineers Printed 11/1812010
HydroCAD® 9.00 s/n 02300 02009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24: MH24
Inflow Area = 0.223 ac,100.00% Im pervious, Inflow Depth = 3.91" for 2.0" event
Inflow = 2.68 cfs @ 12.07 his, Volume= 0.073 of
Outflow - 2.68 cfs @ . 12.07 his, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min
Primary - 2.68 cfs @ 12.07 hrs, Volume= 0.073 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 firs, dt= 0.01 hrs
Peak Elev= 189.29' @ 12.07 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0" Round Culvert L= 135.0' CRP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.0049T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.30' 24.0" Round Culvert L= 25.0' CPR, square edge headwall, Ke= 0.500
Outlet Invert= 187.00" S= 0.0920T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=2.67 cfs @ 12.07 hrs HW--189.29° TW=188.20' (Dynamic Tailwater)
?
'-'l=Culvert (Barrel Controls 2.677 cfs @ 3.66 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs sFlW=188.33" (Free Discharge)
t2=Culvert ( Controls 0.00 cfs)
Pond MH24: MH24
2-INCH STORM EVENT
090802_POST Type 1// 24-hr 2.0" Rainfall-2 00
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD0 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 24
Summary for Pond 0-3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72% Impervious, Inflow Depth = .0.78" for 2.0" event
Inflow - 3.26 cis @ 12.08 hrs, Volume= 0.137 of
Outflow = 0.59 cfs @ 12.44 hrs, Volume= 0.137 af, Atten= 84%, Lag= 22.1 min
Discarded = 0.51 cis @ 12.44 hrs, Volume= 0.137 of
Primary . 0.00 cis @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 188.49'0 92.44 hrs' Surf.Area= 4,541 at Storage= 2,044 cf
Flood Elev= 190.50' Surf.Area= 7,706 sf Storage= 14,309 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass dot. time= 27.7 min ( 840.7 - 813.0 )
Volume Invert Avail.Storage Storage Description
#1 988.00' 14,309 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area lnc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
188.00 3,797 0 0
189.00 5,314 4,556 4,556
990.00 6,893 6,104 90,659
190.50 7,706 3,650 94,309
Device . Routing Invert Outlet Devices
#1 Primary 989.50' 8.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 9.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 186.00'
Discarded OutFlow Max=0.51 cfs @ 12.44 hrs HW=188.49' (Free Discharge)
t-2=Exfutration ( Controls 0.51 cfs)
Primary OutFlow Max=0.00 cfs r@ 0.00 hrs HW=788.00' (Free Discharge)
Z--1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
2-INCH STORM EVENT
090802_POST Type 11124 -hr 2.0" Rainfall=2.00-
Prepared by AWB Engineers Printed 11/1812010
HydroCADB 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC Page 25
Pond 0-3: INFILTRATION BASIN
Hydrograph
Inflow
Outflow
Discarded
M Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
2-INCH STORM EVENT
090802 POST Type 1/124-hr 2 0- Rainfall=2.00"
Prepared by AWB Engineers printed 1717812090
HydroCAD@ 9.00 s!n 02300 @ 2009 HydroCAD Software Solutions LLC Page 26
Summary for Link E-LS1.- EXISTING LIFT STATION
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 7.57° for 2.0" event
Inflow = 2.31 cfs @ 12.07 hrs, Volume= 0.300 of
Primary 2.31 cfs @ 12.07 firs, Volume= 0.300 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.09 hrs
Link E-LS1: EXISTING LIFT STATION
Hydrograph
w
U
O
LL
91 Inflow
9 Primary
CB
,
E USt v ...?:
(8S)
EXISTING LIFT 3
STATION /PAVEMENT
Z _,CB
E-CB5
M1-?20 E-MH6?
-- A

ROOFTOP "B" C?1 C 6 ROOFTOP "D"
1121
. ..
M 21 • B2 CE3> CE2: CEI
ROOFTOP "B" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E"
ea,

MH24 INFILTRATION BASIN ROOFTOP "A" &
GRASSED AREA
Reach /pon?`.
!Suk?cat LInk-
10-YR RATIONAL METHOD
090802 POST
Prepared by AWB Engineers Printed 11/18/2010
HydroCADOD9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
1.097 0.15 a75% Grass cover, Good, HSG 8 (A)
1.413 0.95 Paved parking, HSG B (8S5 A)
1.142 1.00 (CE1, CE2, D)
0.438 1.00 Paved parking & roofs (131, B2)
0.308 1.00 Unconnected roots, HSG B (CE3)
4.398 TOTAL AREA

090802 POST
Prepared by AWB Engineers
HydroCA130 9.00 sIn 02300 © 2009 HydroCAD Software Solutions LLC 10-YR RATIONAL METHOD

Printed 11118/2010
Page 3
Pipe Listing (all nodes)
Line# Node In-invert Out-invert Length Slope n DiamlWidth Height
Number (feet) {feet) (feet) (ftlft) (inches) (inches)
1 CB20 192.43 191.47 135.0 0.0071 0.013 18.0 0.0
2 CB21 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 CO 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E-CBS 193.28 189.64 140.0 0.0260 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
6 MH20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 MH20 189.80 189.07 148.0 0.0049. 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
9 MH23 189.12 187.70 328.0 0.0043 0.013 12.0 0.0
10 MH24 188.33 187.67 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.30 187.00 25.0 0.0920 0.013 24.0 0.0
10-YR RATIONAL METHOD
090802 POST Lumberton,North Carolina jo--Year Duration=5 min, Inten=8.16 in/hr
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 sIn 02300 © 2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 Points
Runoff by Rational method, RlselFall=1.011.0 xTc
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment SS: PAVEMENT Runoff Area=27,626 sf 100.00% Impervious Runoff bepth=0.64"
Flow Length=175' Slope=0.0100 T Tc=5.0 min C=0.95 Runoff=4.78 cfs 0.034 of
Subcatchment A: ROOFTOP "X'& GRASSED Runoff Area=81,726 sf 41.51 % Impervious Runoff Depth=0.22"
Flow Length=50' Slope=0.0200 '1' Tc=7.4 min C=0.48 Runoff=4.83 cfs 0.034 of
Subcatchment B1: ROOFTOP "B" Runoff Area=9,371 sf 100.00% Impervious Runoff Depth=0.68".
Flow Length=50' Slope=0.0200 '1' Tc=5.0 min C=1.00 Runoff=1.71 cfs 0.012 of
Subcatchment B2: ROOFTOP "B" Runoff Area=9,706 sf 100.00%o Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0200 T Tc=5.0 min C=1.00 Runoff=1.77 cfs 0.013 of
Subcatchment CE1: ROOFTOP "C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0100 T Tc=5.0 min C=1.00 Runoff=2.35 cfs 0.017 of
Subcatchment CE2: ROOFTOP "C" AND .'E" Runoff Area=26,300 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0100 T Tc=5.0 min C=1.00 Runoff-4.79 cfs 0.034 of
Subcatchment CE3: ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min C=1.00 Runoff=2.44 cfs 0.017 of
Subcatchment D: ROOFTOP "D" Runoff Area=10,552 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0100 T Tc=5.0 min C=1.00 Runoff=1.92 cfs 0.014 of
Pond C620: CB20 Peak Elev=196.14' inflow=9.07 cfs 0.065 of -
18.0" Round Culvert n=0.013 L=135.0' S=0.0071 T Outflow=9.07 cfs 0.065 of
Pond C1321: CB21 Peak EIev=195.04' Inflow=11.51 cfs 0.082 of
18.0" Round Culvert n=0.013 L=66.0' S=0.0071 T 0utflow=11.51 cfs 0.082 of
Pond CO' CO Peak Elev=196.48' Inflow=4.27 cfs 0.030 of
15.0" Round Culvert n=0.013 L=80.0' S=0.0071 '1' Outflow=4.27 cfs 0.030 of
Pond E-0135, E-CB5 Peak Elev=195.00' Storage=104 cf lnflow=4.78 cfs 0.034 of
Primary=4.19 cfs 0.034 of Secondary=0.00 cfs 0.000 of Outflow=4.19 cfs 0.034 of
Pond E-MH6; E-MH6 Peak Elev=193.71' lnflow=15.57 cfs 0.116 of
24.0" Round Culvert n=0.013 L=81A' S=0.0049'1' Outflow=15.57 cfs 0.116 of
Pond MH20: MH20 Peak Elev=192.97' Inflow=17.27 cfs 0.129 of
Primary=6.31 cfs 0.032 of Secondary=16.02 cfs 0.096 of Outflow=17.27 cfs 0.129 of
Pond MH21: MH21 Peak Elev=192.14' Inflow=17.72 cfs 0.109 of
24.0" Round Culvert n=0.013 L=152.0' S=0.0049 '1' Outflow=17.72 cfs 0.109 of
Pond MH23• MH23 Peak Elev=200.52' Inflow=6.31 cfs 0.032 of
12.0" Round Culvert n=0.013 L=328.0' S=0.0043'1" Outflow=6.31 cfs 0.032 of
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 70-Fear Duration-5 min, fnten-8.78 in/hr
Prepared by AWB Engineers Printed 11118/2010
HydroCAD® 9.00 stn 02300 @2009 HydroCAD Software Solutions LLC Page 5
Pond MH24: MH24 Peak Elev=190.88' Inflow=17.72 cfs 0.109 of
Primary=6.39 cfs 0.057 of secondary=11.33 cfs 0.052 of Outflow=17.72 cfs 0.109 of
Pond 0-3: INFILTRATION BASIN Peak Elev=188.83' Storage=3,695 cf Inflow=11.08 cfs 0.091 of
Discarded=0,64 cfs 0.091 of Primary=0.00 cfs 0.000 of . Outflow=0.64 cfs 0.091 of
Link E-LS1: EXISTING LIFT STATION
lnflow=6.31 cfs 0.032 of
Primary=6.31 cfs 0.032 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.175 of Average Runoff Depth = 0.48
24.95% Pervious = 1.097 ac 75.05% Impervious = 3.301 ac
90-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina '0 Year Duration=5 min, Inten,=8.Y6 in/hr
Prepared by AWB Engineers Printed 11/1812010.
HydroCAa0 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Pa g2 6
Summary for 5ubcatchment 8S: PAVEMENT
Runoff -- 4.78 cfs Q 0.08 hrs, Volume= 0.034 af, Depth= 0.64°
Runoff by Rational method, Rise/Fall=1.011.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.16 in/hr
Area (sf) C Description
27,626 0.95 Pawed parking, HSG B
27,626 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
1.0 125 0.0100 2.03 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.8 175 Total, Increased to minimum Te = 55.0 min
Subcatchrnent SS: PAVEMENT
Hydrograph
5- 4.78 cfs-
j ------------------
4
--------------
w 3- "
0
i
z-
1 i ?.,II
i?
0
0
----- -------- - ------------- -
Lumberton,North Carolina 10-Year
Duration=5 min,
----- Inten=6.16-inllir-
Runoff Area=27,626 sf
Runoff Volume=0.034 of
Runoff Depth=0:64"-
Flow Length=175°
Slope=0.0100 T
Tc=5.0 min
C=0.95
2
Time (hours) 3
p Runoff
10-YR RATIONAL METHOD
090802_POST Lumberton, North Carolina 1O-Year. Duration=5 min, Inten=8.16 in/hr
Prepared by AWB Engineers Printed 7 119 8/201 0 -
HydroCAD® 9.00 s/n 02300 © 2009 H droCAD Software Solutions LLC Page 7
Summary for Subcatchment A: ROOFTOP "A" & GRASSED AREA
Runoff = 4.83 cfs @ 0.08 hrs, Volume= 0.034 af, Depth= 0.22"
Runoff by Rational method, RiselFall=1.011.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Dur2tion=5 rain, Inten=8.16 in/hr
Area (sf) C Description
33,925 0.95 Paved parking, HSG B
47,801 0.15 X75% Grass cover, Good, MSG B
81,726 0.48 Weighted Average
47,801 58.49% Pervious Area
33,925 41.51% Impervious Area
Te Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.4 50 0.0200 0.91 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.90"
Subcatchment A: ROOFTOP "'A" & GRASSED AREA
Hydrograph
a
- - .. ... .....- ----- -------------------
j 4153 ds
i
- -----
- - -
4-
-1
-------------------..-.... - -
----------------------------------------------
,_ a;
I l-' I
.F
--------------------------------------------------- - ---------
Lumberton,North Carolina 10-Year
Duration=5 min,
lnten=8:76-inlhr
Runoff Area=87,726 sf
Runoff Volume=0.034 of
-- ----- ------- ------Runoff Depth=0.22"--
Flow Length=50'
Slope=0.0200 T
---------------- ---- ---------- ------Tc=7.4 min--
C=0.48
EI Runoff
0 i 2 3
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina ft? year Duration=5 mih, Inten=8. a6 in/hr
Prepared by AWB Engineers . Printed 11/1812010
HydroCAD® 9.00 s1n 02300 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Sulbcatchment B1; ROOFTOP "B"
Runoff 1.71 cfs Q 0.08 hrs, Volume= 0.012 af, Depth= 0.68°
Runoff by Rational method, Rise/Fall=l..0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.16 in/hr
Area (sf) C Description
9,371 1.00 Paved parking & roofs
9,371 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ft/sec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment BI: ROOFTOP "B"
Hydrograph
1
O
i?

_ a I .
---------
r
[ JAI
i
-----------------------z
I
D 1
Lumberton,North Carolina 10-Year
Duration=5 min,
lnten=8.16 in/hr
Runoff Area=9,371 sf
Runoff Volume=0.012 of
Runoff Depth=0.68'
---------- ------- - - --- ---------.-
Flow Length=50"
Slope=0.0200 T
Tc=5.0 min.
C=1.00
2
Time (hours)
3
F Runoff
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.16 /n/hr
Prepared by AWB Engineers Printed 11118/2010
HydroCAD® 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 62: ROOFTOP °"B"
Runoff = 1.77 cfs Q 0.08 hrs, Volume= 0.013 af, Depth= 0.68"
Runoff by Rational method, Rise/Fall=1.011.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, Inten=8,16 in/hr
Area (sf) C Description
9,706 1.00 Paved parking $ roofs
. 9,706. 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90`°
0.6 50 . Total, Increased to minimum Tc = 5.0 min
Subcatchment B2: ROOFTOP "B"
Hydrograph
r
?J
0
LL
0
l;
Lumberton,North Carolina 10-Year
Duration=5 min,
Inten=8.15 in/hr
Runoff Area=9,706 sf
Runoff Volume=0.013 of
Runoff Depth=0.68"
- --- ---- ..... Flow Length=50°--
Slope=0.0200 T
Tc =5.0 min
C=1.00
2
Time (hours)
Y
3
i1 Runoff
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 90--fear Duration=5 min, Inten=8.96 in/hr
Prepared by AWB Engineers Printed 11118120'10
HydroCAD0 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CE1e ROOFTOP "C" AND "E"
Runoff = 2.35 cfs Q 0.08 hrs, Volume= 0.017 af, Depth= 0.68"
Runoff by Rational method, Rise/Pall=1.011.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.16 in/hr
Area (sf) C Description
12,896 1.00
. 1.2,896 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftift) (ft/sec) (cfs)
0.8 .50 0.0100 1100 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90-
0.8 50 Total, Increased to minimum Te = 5.0 min
Subcatchment CE'I: ROOFTOP "C" AND "E"
Hydrograph
3
0
.
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Time (hours)
Lumberton,North Carolina 10-Year
Duration=5 min,
lnten=8.75 in/hr.
Runoff Area=12,896 sf
Runoff Volume=0.017 of
Runoff Depth=0.68"
Flow Length=50'
Mope=0.0100 1'
.-... Tc=5.0 min-
C=1.00
2
:S
0 Runoff
10-YR RATIONAL METHOD
090802 POST Lumberton,North Carolina 1O--Year Duration=5 min, inten=8.76 in/hr
Prepared by AWD Engineers Printed 11/18/2010
HydroCAD® 9.00 s/n 02300 @2009 HydroCAD Software Solutions LLC Pane 11
Summary for Subcatchment CE2: ROOFTOP "C" AND "E"
Runoff - 4.79 cfs @ 0.08 hrs, Volume= 0.034 af, Depth= 0.68"
Runoff by Rational method, Rise/Fall=1.0/10 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton, North Carolina 10-Year Duration=5 min, lnten=8.16 in/hr
Area (sf) C Description
26,300 1,00
26,300 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE2: ROOFTOP "C" AND "E"
Hydrograph

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Lumberton,North Carolina 10-Year
Duration=5 min,
lnten=8.16 in/hr
Runoff Area=26,300 sf
Runoff Volume=0.034 of
Runoff Depth=0.68"
Flow Length=50'
Slope=0.0100 '/'
-. ----- - --------- - --- ..---..---. Tc=S»O min
C=1.00
- -------------
-- ------------ ----- -
E9 Runoff
3 2 3
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton,Nortir Carolina 70--Year Duration=5 min, Inten= 8.76 in/hr
Prepared by AWR Engineers Printed 11/18/2010
HydroCAD@ 9.00 s!n 02300 @ 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment CE3: ROOFTOP "C" AND "E"
Runoff 2.44 cfs @ 0.08 hrs, Volume= 0.017 at, Depth= 0.68"
Runoff by Rational method, RiselFall=1.011.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 rain, Inten=8.16 in/hr
Area (sf) C Description
13,404 1.00 Unconnected roofs, HSO B
13,404 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0,011 P2= 3.90-
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE3a ROOFTOP "C" AND "E"
Hydrograph
2
V
0

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0
0
Lumberton,North Carolina 10-Year
Duration=5 min,
lnten=8.16 in/hr
Runoff Area=13,404 sf
Runoff Volume=0.017 of
Runoff Depth=0.68"
Flow Length=50`
Slope=0.0100 T
Tc=5.0 min
C=1.00
y 2 3
Time (hours)
El Runoff
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 7D--Year Duration =5 min, Inten=8.96 in/hr `
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 s1n 02300 @ 2009 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment D: ROOFTOP "D"
Runoff _ 1.92 efs @ 0.08 hrs, Volume= 0.014 af, Depth= 0.68"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duratlon=5 min, lntenm8.18 inlhr
Area (sf) C Description
10,552 1.00
.10,552 100.00% Impervious Area
Tc Length Slope Velocity . Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment D: ROOFTOP "D"
Hydrograph
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0
Lumberton,North Carolina 10-Year
Duration=5 min,
lnten=8,18 in/hr
Runoff Area=10,552 sf
Runoff Volume=0.014 of
Runoff Depth=0.68"
Flow Length=50'
Slope=0.0100 7
TC=5A min
C=1.00
2
p Runoff
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton,NorthCarolina 10-year Duration=5 min, Inten=8.f6Whr
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions I.L,C Page 14
Summary for Pond CB20: C820
Inflow Area = 1.142 ac,100.00% Impervious, Inflow Depth = 0.68" for 10-Year event
Inflow = 9.07 cfs @ 0.08 hrs, Volume= 0.065 of
Outflow - 9.07 cfs @ 0.08 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min
Primary - 9.07 cfs @ 0.08 hrs, Volume= 0.065 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 196.14' @ 0.10 hrs
Flood Elev= 195.00"
Device Routing Invert Outlet Devices
#1 Primary 192.43' 18.0' Round Culvert L= 135.0" CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47° S= 0.0071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary 0utFlow Max=7.32 cfs @ 0.08 hrs HW=195.54' TW=194.48' (Dynamic Tallwater)
t--1=Culvert (Outlet Controls 7.32 cfs @ 4.14 fps)
Pond C820: CB20
Hydrograph
Inflow Area=.1,142 ac
Peak Elev-196.14' .
-------------
-
Round Culvert
n=®.013
---------- -------- -
L.=135.0'
2
3
FEB Iriflow
El Primary
10-YR RATIONAL METHOD
090802 POST Lumberton, North Carolina fO Year Duration=5 min, ?nten=8.16 in/hr.
Prepared by AWB Engineers Printed 1111812010
HydroCADV 8.00 sln 02300 @ 2009 HydroCAD Software-Solutions LLC Page 15
Summary for Pond CB21: CB21
Inflow Area = 1.450 ac,100.00% Impervious, Inflow Depth = . 0.68" for 10-Year event
Inflow _ 11.51 cfs @ 0.08 hrs, Volume= 0.082 of
Outflow = 11.51 cfs @ 0.08 hrs, Volume= 0.082 al", Atten= 0%, Lag= 0.0 min
Primary = 11.51 cfs @ 0.08 hrs, Volume= 0.082 of
Routing by. Dyn-Star-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 195.04'@ 0.09 hrs
Flood Elev= 195.00'
Device Routing .Invert Outlet Devices
#1 Primary 191.47' 18.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0.0071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=8.95 cfs @ 0.08 hrs HW=194.48' TW=193.37' (Dynamic Tallwater)
t-1=Culvert (Inlet Controls 8.95 cfs @ 5.07 fps)
Pond CB21: CB21
Hydrocgraph
0 Inflow
11.151 cfs E Primary
12 ,15=```' I
fl
A
=1
450
n
ow
rea
.
ac
Peak Elev=195.04'

9-. ------------ - --------- +? Q
-------
8. '
Round Culvert
- ----------------------
{ --
. n= 0.0'I 3
`
Q 6- l
LL :
__ . - -L=66.0'

E,
` 5=0.0071 T
3: '/1
1
2- t 9

1 2
Time (hours)
10-YR RATIONAL METHOD
090802 POST Lumberton,North Carolina 11? Year Duration=5 min, Inten=8 16 in/hr
Prepared by AWB Engineers Printed 11118/2010
HydroCAD® 9.00 sln 02300 @2009 HydroCAU Software Solutions LLC Page 16
Summary for Pond CO., CO
Inflow Area = 0.538 ac,100.00% Impervious, Inflow Depth = 0.68" for 10-Year event
Inflow = 4.27 cfs @ 0.08 hrs, Volume= 0.030 of
Outflow 4.27 cfs @ 0.08 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min
Primary = 4.27 cfs @ 0.08 hrs, Volume= 0.030 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Eiev= 196.48' @ 0.11 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 193.00' 15.0" Round Culvert L= 80.0` CPP, square edge headwall, Ke 0.500
Outlet Invert= 192.43' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=0.00 cfs @ 0.08 hrs HW=195.45' TW=195.54' (Dynamic Tailwater)
L1=Culvert (Controls 0.000s)
Pond CO: CO
Hydrograph
10-YR RATIONAL METHOD .
090802_POST Lumberton,North Carolina 1O-Year Duration=5 min, lnten=8.16 in/hr
Prepared by AWB Engineers Printed 1111812010
Hyd roCAD09.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond E-CB5: E-CB5
Inflow Area = 0.634 ac,100.00% Impervious, Inflow Depth = 0:64" for 10-Year event
Inflow = 4.78 cfs @ 0.08 hrs, Volume= 0.034 of
Outflow - 4.19 cfs @ 0.08hrs, Volume= 0.034 af, Atten= 12%, Lag= 0.0 min
Primary = 4.19 cfs @ 0.08 hrs, Volume= 0.034 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 195.00'@0.11 hrs Surf.Area= 27,622 sf Storage= 104 cf
Flood Elev= 194.42' Surf.Area= 0 sf Storage= 0 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.2 min ( 5.2 - 5.0 )
Volume Invert Avail.Storage Storage Description
#1 195.00' 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0 0
..195.25 27,622 6,906 6,906
Device Routing Invert Outlet Devices
#1 Primary 193.28' 12.0" Round Culvert L= 140.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S=0.0260'1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 194.42' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 195.25' 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.68 cfs @ 0.08 hrs HW=195.00' TW=192.99' (Dynamic Tailwater)
?mil=Culvert (Outlet Controls 3.68 cfs @ 4.69 fps)
t 2=Orlflce1Grate (Passes 3.68 cfs of 14.46 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=195.00' (Free Discharge)
t--3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 90-Year l]uration=5 min, Inten=8 16 in/hr
Prepared by AWB Engineers Printed 111'1812070
HydroCAD0 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 18
Pond E-CB5: E-CB5
Hydrograph

------------------ - ---------------
- -----------------
------------------..__

Inflow
4x.78 rr?
` Outflow
Fq P
i

634 ac
Inflow Area=0
.
r
mary
S
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ary

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4;g? -------------- -------------- -
Peak- Elev= 1 95.00®
4 79ds
i= Storage=104 cf
4-
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I
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0.c c
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0- _W..
0 t 2 3
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumherton,North Carolina 90-Year Durati017=5 min, 1'nten=8.16 in/hr
Prepared by AWB Engineers Printed 11118/2010
HydroCAD® 9.00 sln 02300 p 2009 HydroCAD Software Solutions LLC Page 19
Summary for Pond E-MH6: E-MH6
Inflow Area = 2.084 ac,100.00% Impervious, Inflow Depth = 0.67" for 10-Year event
Inflow - 15.57 cfs @ 0.08 hrs, Volume= 0.116 of
Outflow = 15.57 cfs @ 0.08 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min
Primary = 15.57 cfs @ 0.08 hrs, Volume= 0.116 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 193.71'@ 0.10 hrs
Flood Elegy= 195.14'
Device Routing Invert Outlet Devices
#1 Primary 189.64' 24.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.24' S= 0.0049 'P Cc= 0.900 n=0.013
Primary OutFlow Max=13.67 cfs @ 0.08 hrs HW=193.36' TW=192.54' (Dynamic Tailwater)
t-I=Culvert (Inlet Controls 13.57 cfs @ 4.35 fps)
® Inflow
® Primary
Time (hours)
10-YR RATIONAL METHOD
090802 POST Lumberton,North Carolina 1,0 Year Duration=5 min, Inten-8 16 in/hr
Prepared by AWB Engineers Printed 11/18/2010
HydroCA00 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond MH20: MH20
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth= 0.67" for 10-Year event
Inflow = 17.27 cfs @ 0.08 hrs, Volume= 0.129 of
Outflow = 17.27 cfs @ 0.08 hrs, Volume= 0.129 af, Atten= 0%, Lag= O.O min
Primary = 6.31 cfs @ 0.08 hrs, Volume= 0.032 of
Secondary = 16.02 cis @ 0.09 hrs, Volume= 0.096 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 192.97'@ 0.09 hrs
Flood Elev= 195.00'
Device Routing. Invert Outlet Devices
#1 Primary 189.24' 12.0" Round Culvert L= 23.5' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 '/' Cc= 0.900 n= 0.013
#2 Secondary 189.80' 24.0" Round Culvert L= 148.0' CPP, square. edge headwall, Ke= 0.500
Outlet Invert= 189.07' S= 0.0049/' Cc= 0.900 n= 0.013
Primary OutFlow Max=0.00 cfs @ 0.08 hrs HW=192.52' TW=200.52' (Dynamic Tailwater)
t--1=Culvert ( Controls 0.00 cfs)
Secondary OutFlow Max=12.70 cfs @ 0.09 hrs HW=192.92' TW=192.07' (Dynamic Tailwater)
t2=Culvert (Outlet Controls 12.70 cfs @ 4.04 fps)
Pond MH20- MH20
Hydrograph
- - -------------- - ----------------
Inflow
Ou[flow
I I
0 Primary
Secondary
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.161W1hr
Prepared by AWB Engineers Printed 1111812010
HydroCAD® 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond MH21: MH21
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 5.87" for 10-Year event
Inflow = . 17.72 cfs @ 0.09 hrs, Volume= 0.109 of
Outflow = 17.72 cfs @ 0.09 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min
Primary - 17.72 cfs @ 0.09 hrs, Volume= 0.109 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 192.14'@ 0.09 hrs
(Flood Elev= 191.72`
Device Routing Invert Outlet Devices
#1 Primary 189.07' 24.0" Round Culvert L= 152.0` CPP, square edge headwall, Ke= 0.500
Outlet Invert= 188.33' S= 0.0049T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=15.30 cfs @ 0.09 hrs HW=192.07' TW=190.82' (Dynamic Tallwater'
t--1=Culvert (Outlet Controls 15.30 cfs @ 4.87 fps)
Pond MH21: MH21
Hydrograph
? Inflow
F1 Primary
Time (hours)
10-YR RATIONAL METHOD
090802 POST Lumberton,Morth Carolina 70-Year Duration=5 min, Inten=8. yG in/hr
Prepared by AWS Engineers Printed 11/18/2010
HydroCAD® 9.00 stn 02300 @ 2009 Hydro CAD Software Solutions LLC Page 22
Summary for Pond MH23: MH23
Inflow Area 2.299 ac,100.00% Impervious, Inflow Depth = 0.17" for 10-Year event
Inflow = 6.31 cfs @ 0.08 hrs, Volume= 0.032 of
Outflow - . 6.31 cfs @ 0.08 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min
Primary - 6.31 cfs @ 0.08 hrs, Volume= 0.032 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 200-52'@ 0.08 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.12' 12.0" Round Culvert L= 328.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' S= 0.00437 Cc= 0.900 n= 0.013
Primary OutFlow Max=6.31 cfs @ 0.08 hrs HW=200.52' TW=0.00' (Dynamic Tallwater)
t--1=Culver! (Barrel Controls 6.31 cfs a 8.03 fps)
Pond MH23-. MH23
Hydrograph
7
yU
i
LL
2'.
li
0 Inflow
® Primary
10-YR RATIONAL METHOD
090802_POST Lumberion,North Carolina 10-Year Duration=5 min, ?'nten=8.1s in/hr
Prepared by AWB Engineers Printed 11/1812016
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24: MH24
Inflow Area 0.223 ac,100.00% Im pervious, Inflow Depth = 5.87" for 10-Year event
Inflow = 17.72 cfs c@ lr 0.09 hrs, Volume= 0.109 of
Outflow = 17.72 cfs @ 0.09 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min
Primary - 6.39 cfs 0 0.09 firs, Volume= 0.057 of
Secondary = 11.33 cfs @ 0.09 hrs, Volume= 0.052 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 his
Peak Elev= 190.88'@ 0.09 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.0049T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.30'. 24.0" Round Culvert L= 25,0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.00' S= 0-0920T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=6.28 cfs @ 0.09 hrs HW=190.81' TW=188.49' (Dynamic Tailwater)
t--?=Culvert (Barrel Controls 6.28 cfs @ 5.12 fps)
Inflow
Vol Outflow
0 Primary
[2 Secondary
10-YR RATIONAL METHOD
090802 POST Lumberton,North Carolina 10--Year Duration=5 min, I17ten=8. f6 in/hr
Prepared by AWS Engineers Printed 1111812010
HydroCAD& 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Pane 24
Summary for Pond 0-3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72% Impervious, Inflow Depth= 0.52" for 70-Year event
Inflow = 11.08 cfs @ 0.09 hrs, Volume= 0.091 of
Outflow -- 0.64 cts @ 0.16 hrs, Volume= 0.091 af, Atten= 94%, Lag= 4.6 min
Discarded = 0.64 cfs @ 0.16 hrs, Volume= 0.091 of
Primary. = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= .188.83' @ 0.16 hrs Surf.Area= 5,062 sf Storage= 3,695 cf
Flood Elev= 190.50' Surf.Area= 7,706 sf Storage= 140309 cf
Plug-Flow detention time= 57.7 min calculated for 0.091 of (100% of inflow)
Center-of-Mass det. time= 57.9 min ( 62.9 - 5.0 )
Volume Invert Avail.Storage Storage Description
#1 188.00' 14,309 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
188.00 3,797 0 0
189.00 5,314 4,556 4,556
190.00 6,893 6,104 10,659
190.50 7,706 3,650 14,309
Device Routing Invert Outlet Devices
#1 Primary 189.50' 8.0' long x 10.0` breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Extiltration over Surface area
Conductivity to Groundwater (Elevation = 186.00'
Discarded OutFlow Max=0.64.cfs @ 0.16 hrs HW=188.83' (Free Discharge)
t2=Exfiltration ( Controls 0.64 cfs)
Primary OutFlow M2X=0.00 cfs @ 0.00 hrs HW=188.00' (Free Discharge)
Z7-Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina YO Year Duration=5 min, Inten=8.96 in/hr
Prepared by AWB Engineers Printed 1111812010
HydroCAD0 9.00 stn 02300 @2009 HydroCAD Software Solutions LLC Page 25
Pond 0-3: INFILTRATION BASIN
Hydrograph
Inflow
Outflow _
Discarded
Ej Primary
Time (hours)
10-YR RATIONAL. METHOD
090802_POST Lumbe?ton,North Carolina 1O--Year Duration=5 min, Inten=8.16 in/hr
Prepared by AWB Engineers Printed 11/18/2010
HydroCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions I.LC Page 26
Summary for Link E-LS1: EXISTING LIFT STATION
Inflow Area = 2.299 ac,100.00% impervious, Inflow Depth = 0.17" for 10-Year event
Inflow 6.31 cfs @ 0.08 hrs, Volume= 0.032 of
Primary = 6.31 cfs @ 0.08 hrs, Volume= 0.032 af, Atten= 0%, L.ag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Link E-LS1- EXISTING LIFT STATION
Hydrograph
- ----------- ................... ----------- ------------ --------------
[nflow
6.3s ds El Primary
5.31 cFS --------------------------
---------------- Inflow Area-2.299 ac
5- ! < -
4
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u. 3
2-
o-
0 1 2 3
Time (hours)