20100684 Ver 1_Stormwater Info_20110118

71
McGiff
A S S O C I A T E S
January 14, 2011
Mr. Ian McMillan
North Carolina Department of
Environment and Natural Resources
Division of Water Quality
401 Oversight/Express Review Program
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
0 -
AV ? a
?011
H
RE: Stormwater Management Plan Resubmittal
Foothills Commerce Center - Phase One
DWQ No. 10-0684
Cleveland County, North Carolina
Dear Mr. McMillan:
We are in receipt of your January 3, 2011, letter requesting additional information for the
above referenced project. We have revised our Stormwater Plan to address your comments and
have enclosed two (2) copies of bound stormwater calculations for Wet Detention Basins #1, #2,
and #3 and Plan Sheets C-101, C-103, C-108, C-508, C-509, and C-701 for your continued
review. We have only enclosed plan sheets that were revised to reflect the proposed stormwater
measures to be constructed as part of Phase One of this project. Sheets C-101 and C-701 show
the stormwater measures that would be constructed in the future if the conceptual plan is fully
implemented. Specific revisions include the following, numbered in like manner to your review
letter:
1. The calculations and supporting documentation for Wet Detention Basins #l, #2,
and #3 are bound together and attached.
2a. The orifice size is now shown on the plans.
2b. Drawdown calculations for each basin indicate that the volume required for water
quality will drain in no less than two (2) days and that the provided volume will
drain in no more than five (5) days.
2c. Flow elongation baffles have been eliminated. The forebay weir for wet detention
basin #3 has been moved. Forebay weir reinforcement is shown on the plans and
calculations are provided.
E n g i n e e r i n g • P l a n n i n g • F i n a n c e
McGill Associates, P.A. • P.O. Box 2259, Asheville, NC 28802 • 55 Broad Street, Asheville, NC 28801
828-252-0575 • Fax: [phone]
Mr. Ian McMillan
January 14, 2011
Page 2 of 2
2d. Calculations now indicate that the volumes of the forebays fall in the range of 18-22
percent of the volumes of the entire ponds.
2e. Larger outlet pipes (18-inch and 24-inch) have been provided for maintenance.
2f. Calculations for the anti-flotation blocks are provided.
3. We understand that the planting plan has not yet been reviewed and may require
additional information upon review.
Please contact Becky Johnson, PE, Rhonda Honeycutt, PE, or me if you have any
questions or concerns.
Sincerely,
McGILL ASSOCIATES, P.A.
DALE E. PENNELL, PE, PLS
Senior Project Manager
Enclosures
cc: Mr. Rick Howell, City of Shelby (w/ enclosures)
Mr. Brad Cornwell, City of Shelby (w/ enclosures)
Mr. Alan Johnson, NCDWQ Mooresville Regional Office (w/ enclosures)
Mr. Joseph Gyamfi, PE, NCDWQ Central Office (w/ enclosures)
P:\2009\09.00116\Letters\im 14jan 1 l .docx
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'?01119
STORMWATER MANAGEMENT PLAN
FOOTHILLS COMMERCE CENTER, PHASE I
DWQ No. 10-0684
CITY OF SHELBY
CLEVELAND COUNTY, NORTH CAROLINA
DALE E. PENNELL, PE, PLS
McGill
A S S O C I A T E S
Engineering • Planning • Finance
Asheville, North Carolina
NOVEMBER 169 2010
Revised JANUARY 7, 2011

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WET DETENTION BASIN 1
WET DETENTION BASIN SUPPLEMENT -DESIGN SUMMARY
WET DETENTION BASIN SUPPLEMENT- REQUIRED ITEMS CHECKLIST
TABLE OF ELEVATIONS, AREAS, INCREMENTAL VOLUMES AND ACCUMULATED VOLUMES FOR POND AND FOREBAY
CALCULATIONS
• GENERAL
• DRAWDOWN TIMES
• HYDROCAD MODEL
• CHANNEL REINFORCEMENT
• ANTI-FLOTATION BLOCK
OPERATION AND MAINTENANCE AGREEMENT
REPORT OF GEOTECHNICAL EXPLORATION AND SOIL INFILTRATION
z
a
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' Permit No.
(to be provided by DWG

A
= = T=A
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
?pF W ATFR
p QG
y r

r Storage Volume: SA Waters

' 1.5" runoff volume
Pre-development 1-yr. 24-hr runoff
Post-development 1-yr, 24 hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr stone peak flow required?
' 1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
PrelPost 1-yr, 24-hr peak flow control
' Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. Pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout,.bottom elevation .
' Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
Form SW401-Wet Detention Basin-Rev.8-9117109
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Foothills Commerce Center -Phase One
Project name Brad Cornwell - City of Shelby - Public Utilities Director
Contact person
[phone]
Phone number

Date 7-Jan-11
Drainage area number 1
IL DESIGN INFORMATION
Site Characteristics
962,240 ftz
Drainage area 012 ftz
201
Impervious area, post-development ,
% impervious 20'89 %
Design rainfall depth 1.0 in
19,085 ft3 OK
33,809 ft3 OK, volume provided is equal to or in excess of volume required.
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
to
ft3
ft3
ft3
ft3
Y (Y or N)
3.1 in
0.30 (unitiess)
0.43 (unitiess)
0.13 inmr OK
0.86 ft3lsec
1.24 ft3lsec
0.38 ft3lsec
809.50 fmsl
807.50 fmsl
807.50 fmsl
808.00 fmsl
807.00 fmsl
802.90 fmsl
801.90 fmsl
1.00 ft
N (Y or N)
809.5 fmsl OK
Parts I. & II. Design Summary, Page 1 of 2

II DESIGN iNFORMATfON

' Surface Areas
Area, temporary pool
19'295 ftZ
Z
12,990 ft
Area REQUIRED, permanent pool 1.35 (unitless)
SAIDA ratio
Area PROVIDED, permanent pool, Apem,poa 13,430 e OK
072 f!
11
Area, bottom of 10ft vegetated shelf, Abd shell ,
ft`
Area, sediment cleanout, top elevation (bottom of pond), Ab,tp.d 6,560
V olumes
olume, temporary pool
33,809 ft3 OK
3
44,434 ft
olume, permanent pool, Vper„pcd
284 ft3
8
Volume, forebay (sum of forebays if more than one forebay) ,
Forebay % of permanent pool volume 18.6% % OK
' SAIDA Table Data 90 %
Design TSS removal
N (Y or N)
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 1.35 (unitless)
Average depth (used in SAIDA table):
N (Y or N)
Calculation option 1 used? (See Figure 10-2b) 434 ft'
44
' Volume, permanent pool, VPeR„p?d ,
430 f!
13
Area provided, permanent pool, A,er,,p.i ,
ft Need 3 ft min.
Average depth calculated ft
Average depth used in SAIDA, deV, (Round to nearest 0.5ft) N
Calculation option 2 used? (See Figure 10-2b) )
Y (Y or
430 ft`
13
Area provided, permanent pool, Apertnpool ,
072 ft`
11
Area, bottom of 10ft vegetated shelf, Abp ,heir ,
' Area, sediment cleanout, top elevation (bottom of pond), Ab,,tp.d
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, deV, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through biifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Cl))
Driving head (Ho)
Drawdown through weir?
' Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
' Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
' Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
' Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
6,560 ftZ
4.10 ft
3.61 ft OK
3.5 ft OK
Y (Y or N)
2.30 in
in2
0.60 (unitless)
1.05 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
0.86 ft3lsec
1.24 Wisec
0.73 ft3lsec
2.68 days
3 :1
10 :1
10.0 ft
3 :1
2.0 :1
Y (Y or N)
1.0 ft
N (Y or N)
Y (Y or N)
Y (Y or N)
Portable pump
Permit No.
(to be provided by DWQ)
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Parts I. & It. Design Summary, Page 2 of 2
' Form SW407-Wet Detention Basin-Rev.8-9117/09

I?' I
Permit
(to be provided by DWQ)
ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initi s Sheet No.
C-103
1. Plans 0" - 50' or larger) of the entire site showing:
C-701 - Design at ultimate build-out,
- Off-site drainage (if applicable),
- 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 (ROM,
- Overflow device, and
- Boundaries of drainage easement.
r the wet detention basin showing:
il
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d d
'
"
_ C-508. o
s
a
e
or larger) an
= 30
2. Partial plan (1
- Outlet structure with trash rack or similar,
- Maintenance access,
' - Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
nd
lf
h
i
, a
e
ng s
- Vegetation specification for plant
- Filter strip.
C-508 3. Section view of the wet detention basin (1" = 20' or larger) showing:
r - Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
?j NIA 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.

' Attached 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
UP C-509 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
U f Attached 7. The supporting calculations.
Attached 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
1
4?'1 t N/A 9. A copy of the deed restrictions (if required).
' 1`? ?C' Attached 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.

Form SW40 1 Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1

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Wet Basin 1
Eea Drainage Diagram for WetBasin1
uubcat Pon Link
Prepared by {enter your company name here}, Printed 1/7/2011
HydroCADO 8.50 s/n 004263 0 2007 HydroCAD Software Solutions LLC
WetBasin1 Type 1124-hr 1-Year Storm Rainfall=3.10"
Prepared by {enter your company name here} Printed 1/7/207/2011
2
H ydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Time span=0.00-160.00 hrs, dt=0.04 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA 1 Runoff Area=22.085 ac 20.87% Impervious Runoff Depth=1.26"
Tc=5.0 min CN=79 Runoff=51.15 cfs 2.323 of
Pond 2P: Wet Basin 1 Peak Elev=809.58' Storage=79,745 cf Inflow=51.15 cfs 2.323 of
Outflow=0.93 cfs 1.303 of
Total Runoff Area = 22.085 ac Runoff Volume = 2.323 of Average Runoff Depth =1.26"
79.13% Pervious= 17.475ac 20.87% Impervious = 4.610 ac

WetBasin1 Type 1124-hr 1-Year Storm Rainfall=3.10"
Prepared by {enter your company name here} Printed 1/7/207/2011
3
H ydroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Summary for Subcatchment IS: DA 1
' Runoff = 51.15 cfs @ 11.96 hrs, Volume= 2.323 af, Depth= 1.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs
' Type II 24-hr 1-Year Storm Rainfall=3.10"

r Area ac CN
610 98
4 Description
Paved parking & roofs
.
17.475 74 >75% Grass cover, Good, HSG C
085 79
22 Weighted Average
' .
17.475 Pervious Area
4.610 Impervious Area
Tc Length Slope Velocity Capacity Description
' min feet ft/ft ftfsec cfs
5.0 Direct Entry,
r Subcatchment IS: DA 1
Hydrograph
---- ------------------
FE 17R u 7n, j
55 '

' 51.15 cfs
_.__y --- --- ------ --- :-- -
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Time (hours)

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WetBasin1 Type 11 24-hr 1-Year Storm Rainfall=3.10"
Printed 1/7/2011
Prepared by {enter your company name here} Page 4
H ydroCAD®8 50 s/n 004263 0 2007 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 1S: DA 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
no 0.07 0.00 0.00
4.00 0.15 0.00 0.00
6.00 0.25 0.00 0.00
8.00 0.37 0.00 0.00
10.00 0.56 0.00 0.04
12.00 2.06 0.56 45.09
14.00 2.54 0.87 1.79
16.00 2.73 0.99 1.14
18.00 2.86 1.08 0.90
20.00 2.95 1.15 0.66
22.00 3.03 1.21 0.61
24.00 3.10 1.26 0.56
26.00 3.10 1.26 0.00
28.00 3.10 1.26 0.00
30.00 3.10 1.26 0.00
32.00 3.10 1.26 0.00
34.00 3.10 1.26 0.00
36.00 3.10 1.26 0.00
38.00 3.10 1.26 0.00
40.00 3.10 1.26 0.00
42.00 3.10 1.26 0.00
44.00 3.10 1.26 0.00
46.00 3.10 1.26 0.00
48.00 3.10 1.26 0.00
50.00 3.10 1.26 0.00
52.00 3.10 1.26 0.00
54.00 3.10 1.26 0.00
56.00 3.10 1.26 0.00
58.00 3.10 1.26 0.00
60.00 3.10 1.26 0.00
62.00 3.10 1.26 0.00
64.00 3.10 1.26 0.00
66.00 3.10 1.26 0.00
68.00 3.10 1.26 0.00
70.00 3.10 1.26 0.00
72.00 3.10 1.26 0.00
74.00 3.10 1.26 0.00
76.00 3.10 1.26 0.00
78.00 3.10 1.26 0.00
80.00 3.10 1.26 0.00
82.00 3.10 1.26 0.00
84.00 3.10 1.26 0.00
86.00 3.10 1.26 0.00
88.00 3.10 1.26 0.00
90.00 3.10 1.26 0.00
92.00 3.10 1.26 0.00
94.00 3.10 1.26 0.00
96.00 3.10 1.26 0.00
98.00 3.10 1.26 0.00
100.00 3.10 1.26 0.00
102.00 3.10 1.26 0.00
Time Precip. Excess Runoff
(hours) ( inches) ( inches) (cfs)
104.00 3.10 1.26 0.00
106.00 3.10 1.26 0.00
108.00 3.10 1.26 0.00
110.00 3.10 1.26 0.00
112.00 3.10 1.26 0.00
114.00 3.10 1.26 0.00
116.00 3.10 1.26 0.00
118.00 3.10 1.26 0.00
120.00 3.10 1.26 0.00
122.00 3.10 1.26 0.00
124.00 3.10 1.26 0.00
126.00 3.10 1.26 0.00
128.00 3.10 1.26 0.00
130.00 3.10 1.26 0.00
132.00 3.10 1.26 0.00
134.00 3.10 1.26 0.00
136.00 3.10 1.26 0.00
138.00 3.10 1.26 0.00
140.00 3.10 1.26 0.00
142.00 3.10 1.26 0.00
144.00 3.10 1.26 0.00
146.00 3.10 1.26 0.00
148.00 3.10 1.26 0.00
150.00 3.10 1.26 0.00
152.00 3.10 1.26 0.00
154.00 3.10 1.26 0.00
156.00 3.10 1.26 0.00
158.00 3.10 1.26 0.00
160.00 3.10 1.26 0.00

1
1

1
1

1

u

1
1

WetBasinl Type II 24-hr 1-Year Storm Rainfall=3.10"
Prepared by {enter your company name here} Printed 117/2011
5
H ydroCADO 8.50 s/n 004263 © 2007 HvdroCAD Software Solutions LLC
Summary for Pond 2P: Wet Basin 1
Inflow Area = 22.085 ac, 20.87% Impervious, Inflow Depth = 1.26" for 1-Year Storm event
Inflow = 51.15 cfs @ 11.96 hrs, Volume= 2.323 of
Outflow = 0.93 cfs @ 17.69 hrs, Volume= 1.303 af, Atten= 98%, Lag= 343.6 min
Primary = 0.93 cfs @ 17.69 hrs, Volume= 1.303 of
Routing by Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs / 7
Peak Elev= 809.58' @ 17.69 hrs Surf.Area= 19,482 sf, Storage= 79,745 cf
Plug-Flow detention time= 1,753.7 min calculated for 1.302 of (56% of inflow)
Center-of-Mass det. time= 1,629.5 min ( 2,472.9 - 843.4)
Volume Invert Avail.Stora e Storage Description
calc)
R
e
e Data (Prismatic) Listed below (
St
#1 799.90' 109,705 ag
cf Custom
Elevation Su rf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet
799.90 0 0 .0
10 10
800.00
00
801 202
362 282 292
.
90
801 539 405 698
.
00
802 560 55 753
.
50
802 668 307 1,060
.
90
802 6,559 1,445 2,505
.
00
803 6,660 661 3,166
.
00
804 7,670 7,165 10,331
.
00
805 8,736 8,203 18,534
.
00
806 9,871 9,304 27,837
.
00
807 11,072 10,472 38,309
.
50
807 13,430 6,126 44,434
.
00
808 15,980 7,353 51,787
.
50
809 19,295 26,456 78,243
.
810.50 21,714 20,505 98,748
811.00 22,117 10,958 109,705

Device Routing Invert Outlet Devices
#1 Device 3 806.00'
50'
807 24.0" Vert. Orifice/Grate C= 0.600
Orifice/Grate Limited to weir flow C= 0.600
3" Horiz
2
#2 Primary
#3 Primary .
809.50' .
.
36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Primary 809.90' 40.0' long x 20.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.86 cfs @ 17.69 hrs HW=809.58' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.20 cfs @ 6.94 fps)
3=Orifice/Grate (Weir Controls 0.66 cfs @ 0.91 fps)
t--1=Orifice/Grate (Passes 0.66 cfs of 4.21 cfs potential flow)
=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1
1
Type 1124-hr 1-Year Storm Rainfall=3.10"
WetBasinl Printe d 1/7/2011
1
Prepared by {enter your company name here}
C Page
8 004263 02007 HydroCAD Software Solutions LL
/
50
' HydroCAD0 n
s
Pond 2P: Wet Basin 1
' Hydrograph
-----------
plnflow
-
. -------- - ? Primary

55
, Inflow A ___ ---------------
51.15 cfs .
------- - _ - _ _ _ _-_ - - - -- rea=22.08 ac
---
Peak Elev=809.58
45 , - - -
745..cf _
9
Storage=7
40 " .,
.
___ _

--- --- --

30 E`, ------- --- -

0 25
ME: - r _-
-- 'i ------- --- - ----- ---'-------- --- -------- --- -
20 - ------- --- ---- -
- ---
---- - - - ---- --- --- - - ---

`5 .s '
i+a 0.93 cfs
0
0

0 100 1 12D 130 140 150
10 20 30 40 5D 60 ? 10160
Time (hours)
1
1
1

c
0
o
a
d
w
1
Pond 2P: Wet Basin 1
Stage-Discharge
811 - ---
. _ -'---
?tl-Grest?d Re?fan9?a(ar ?,r: ,
s
' 801
1
riIw Ufa -
---
- a----- ----
-------
-------
--

--- ---
-

OriiCelOra(e

- --- ----=---- - --

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

---------
----- --------- ----
-- --- ---?----'--- - --- ---- - ---- -
- ---- ---- ---- ---- ----
- ---- ---- ---- ---- ---- ---
.............
90 100

40
110 120 130 1
0 10 20 30 40 50 60 70 80
(cfs)
Discharge
? Primary
1

' Type 1124-hr 1-Year Storm Rainfall=3.10"
WetBasinl 1/7/2011
Printed
1
Prepared by {enter your company name here} Page
P
' HydroCAD D 8.50 s/n 004263 0 2007 HydroCAD Software Solutions L
Pond 2P: Wet Basin 1
Stage-Area-Storage
' Surface/HorizontaiNgetted Area (sq-ft)
000 16,000 18,000 20,000
000 14
OD0 12
OD0 10
8
22,OD0
? Surface
0 ,
,
,
,
2,000 4,000 6,000 Storage
_--------
811 ----- --
810
809 -- --- ---- , /.?
i
r
i
_
---- y
---

--
-
soy ------------
---
t ---- --- --

C
O _ - _ - _ _? _ _ _
_-______ _ _
805 -
> ---- -----
- ----- -----1----- ----------- --
"
---

W 804 - -----
- -

802 - - -`-- -----'--------- --------,
----
-
801- ---------- ; - ---

800'

p
, 100,000
20,000 40,000 60,000 80,000
Storage (cubic-feet)

1

0
WetBasinl Type II 24-hr 1-Year Storm Rainfall=3.10"
Printed 1/712011
Prepared by {enter your company name here} Page 8
H ydroCADG) 8.50 ;In 004263 0 2007 HydroCAD Software Solutions LLC
HYdrograph for Pond 2P: Wet Basin 1

1

Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-fee) 9 90 (

00
0
0.00 79 0.00
.
00
4 0.00 0 799.90 0.00
.
00
8 0.00 0 799.90 0.00
.
00
12 45.09 35,081 806.70 0.00
.
00
16 1.14 77,131 809.44 0.19
.
00
20 0.66 79,454 809.56 0.70
.
00
24 0.56 79,248 809.55 0.58
.
00
28 0.00 76,057 809.39 0.19
.
00
32 0.00 73,363 809.24 0.18
.
00
36 0.00 70,775 809.10 0.18
.
00
40 0.00 68,297 808.97 0.17
.
00
44 0.00 65,929 808.84 0.16
.
00
48 0.00 63,673 808.71 0.15
.
00
52 0.00 61,531 808.59 0.14
.
00
56 0.00 59,505 808.47 0.14
.
00
60 0.00 57,597 808.35 0.13
.
00
64 0.00 55,808 808.25 0.12
.
00
68 0.00 54,140 808.15 0.11
.
00
72 0.00 52,595 808.05 0.10
.
00
76 0.00 51,175 807.96 0.09
.
00
80 0.00 49,882 807.88 0.09
.
00
84 0.00 48,721 807.80 0.08
.
00
88 0.00 47,693 807.73 0.07
.
00
92 0.00 46,803 807.67 0.06
.
00
96 0.00 46,077 807.62 0.04
.
00
100 0.00 45,522 807.58 0.03
.
00
104 0.00 45,104 807.55 0.02
.
00
108 0.00 44,838 807.53 0.01
.
00
112 0.00 44,677 807.52 0.01
.
00
116 0.00 44,581 807.51 0.01
.
00
120 0.00 44,522 807.51 0.00
.
00
124 0.00 44,487 807.50 0.00
.
00
128 0.00 44,466 807.50 0.00
.
00
132 0.00 44,454 807.50 0.00
.
00
136 0.00 44,446 807.50 0.00
.
00
140 0.00 44,441 807.50 0.00
.
00
144 0.00 44,439 807.50 0.00
.
00
148 0.00 44,437 807.50 0.00
.
00
152 0.00 44,436 807.50 0.00
.
00
156 0.00 44,435 807.50 0.00
.
160.00 0.00 44,435 807.50 0.00

1

1

1

1

WetBasinl Type 1124-hr 1-Year Storm Rainfall=3.10"
Prepared by {enter your company name here} Printed 1/7/2011
Pa e 9
H ydroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Elevation Primary
(feet) (cfs)
799.90 0.00
799.96 0.00
800.02 0.00
800.08 0.00
800.14 0.00
800.20 0.00
800.26 0.00
800.32 0.00
800.38 0.00
800.44 0.00
800.50 0.00
800.56 0.00
800.62 0.00
800.68 0.00
800.74 0.00
800.80 0.00
800.86 0.00
800.92 0.00
800.98 0.00
801.04 0.00
801.10 0.00
801.16 0.00
801.22 . 0.00
801.28 0.00
801.34 0.00
801.40 0.00
801.46 0.00
801.52 0.00
801.58 0.00
801.64 0.00
801.70 0.00
801.76 0.00
801.82 0.00
801.88 0.00
801.94 0.00
802.00 0.00
802.06 0.00
802.12 0.00
802.18 0.00
802.24 0.00
802.30 0.00
802.36 0.00
802.42 0.00
802.48 0.00
802.54 0.00
802.60 0.00
802.66 0.00
802.72 0.00
802.78 0.00
802.84 0.00
802.90 0.00
802.96 0.00
Stage-Discharge for Pond 2P: Wet Basin 1
Elevation Primary
(feet) (cfs)
803.02 0.00
803.08 0.00
803.14 0.00
803.20 0.00
803.26 0.00
803.32 0.00
803.38 0.00
803.44 0.00
803.50 0.00
803.56 0.00
803.62 0.00
803.68 0.00
803.74 0.00
803.80 0.00
803.86 0.00
803.92 0.00
803.98 0.00
804.04 0.00
804.10 0.00
804.16 0.00
804.22 0.00
804.28 0.00
804.34 0.00
804.40 0.00
804.46 0.00
804.52 0.00
804.58 0.00
804.64 0.00
804.70 0.00
804.76 0.00
804.82 0.00
804.88 0.00
804.94 0.00
805.00 0.00
805.06 0.00
805.12 0.00
805.18 0.00
805.24 0.00
805.30 0.00
805.36 0.00
805.42 0.00
805.48 0.00
805.54 0.00
805.60 0.00
805.66 0.00
805.72 0.00
805.78 0.00
805.84 0.00
805.90 0.00
805.96 0.00
8b6.02 0.00
806.08 0.00
Elevation Primary
(feet) (cfs)
806.14 0.00
806.20 0.00
806.26 0.00
806.32 0.00
806.38 0.00
806.44 0.00
806.50 0.00
806.56 0.00
806.62 0.00
806.68 0.00
806.74 0.00
806.80 0.00
806.86 0.00
806.92 0.00
806.98 0.00
807.04 0.00
807.10 0.00
807.16 0.00
807.22 0.00
807.28 0.00
807.34 0.00
807.40 0.00
807.46 0.00
807.52 0.01
807.58 0.04
807.64 0.05
807.70 0.06
807.76 0.07
807.82 0.08
807.88 0.09
807.94 0.09
808.00 0.10
808.06 0.10
808.12 0.11
808.18 0.11
808.24 0.12
808.30 0.12
808.36 0.13
808.42 0.13
808.48 0.14
808.54 0.14
808.60 0.15
808.66 0.15
808.72 0.15
808.78 0.16
808.84 0.16
808.90 0.16
808.96 0.17
809.02 0.17
809.08 0.17
809.14 0.18
809.20 0.18
Elevation Primary
(feet) (cfs)
809.26 0.18
809.32 0.19
809.38 0.19
809.44 0.19
809.50 0.20
809.56 0.65
809.62 1.48
809.68 2.56
809.74 3.83
809.80 5.27
809.86 6.87
809.92 8.91
809.98 12.89
810.04 16.95
810.10 21.53
810.16 26.76
810.22 32.56
810.28 38.87
810.34 45.62
810.40 52.77
810.46 60.32
810.52 68.13
810.58 75.99
810.64 84.08
810.70 92.38
810.76 101.35
810.82 110.61
810.88 120.12
810.94 130.07
811.00 140.39

r

1

1

Fj

LI
1
WetBasinl Type 1124-hr 1-Year Storm Rainfall=3.10"
Prepared by {enter your company name here} Printed 1/7/2011
H ydroCADO 8.50 s/n 004263 0 2007 HydroCAD Software Solutions LLC Pane 10
Stage-Area-Storage for Pond 2P: Wet Basin 1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
799.90 0 0
800.05 210 20
800.20 234 54
800.35 258 91
800.50 282 131
800.65 306 175
800.80 330 223
800.95 354 274
801.10 382 329
801.25 411 389
801.40 441 453
801.55 470 521
801.70 500 594
801.85 529 671
802.00 560 753
802.15 592 839
802.30 625 930
802.45 657 1,026
802.60 2,141 1,200
802.75 4,350 1,687
802.90 6,559 2,505
803.05 6,710 3,500
803.20 6,862 4,518
803.35 7,014 5,559
803.50 7,165 6,622
803.65 7,316 7,708
803.80 7,468 8,817
803.95 7,619 9,949
804.10 7,777 11,103
804.25 7,937 12,282
804.40 8,096 13,484
804.55 8,256 14,711
804.70 8,416 15,961
804.85 8,576 17,235
805.00 8,736 18,534
805.15 8,906 19,857
805.30 9,076 21,206
805.45 9,247 22,580
805.60 9,417 23,980
805.75 9,587 25,405
805.90 9,757 26,856
806.05 9,931 28,332
806.20 10,111 29,836
806.35 10,291 31,366
806.50 10,472 32,923
806.65 10,652 34,507
806.80 10,832 36,118
806.95 11,012 37,757
807.10 11,544 39,440
807.25 12,251 41,224
807.40 12,958 43,115
807.55 13,685 45,112
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
807.70 14,450 47,222
807.85 15,215 49,447
808.00 15,980 51,787
808.15 16,311 54,209
808.30 16,643 56,680
808.45 16,974 59,202
808.60 17,306 61,773
808.75 171638 64,393
808.90 17,969 67,064
809.05 18,300 69,784
809.20 18,632 72,554
809.35 18,964 75,374
809.50 19,295 78,243
809.65 19,658 81,165
809.80 20,021 84,140
809.95 20,384 87,171
810.10 20,746 90,256
810.25 21,109 93,395
810.40 21,472 96,588
810.55 21,754 99,834
810.70 21,875 103,107
810.85 21,996 106,397
811.00 22,117 109,705

WetBasinl
Prepared by {enter your company name here}
t4vHmr.AD(@ 8.50 s/n 004263 © 2007 HydroCAD Soi
Type 1124-hr 10-Year Storm Rainfall=5.41 "
Printed 117/2011
lions LLC Page 11
Time span=0.00-160.00 hrs, dt=0.04 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA 1 Runoff Area=22.085 ac 20.87% Impervious Runoff Depth=3.16"
Tc=5.0 min CN=79 Runoff=125.89 cfs 5.812 of
Pond 2P: Wet Basin 1 Peak Elev=810.62' Storage=101,330 cf Outfl =181.23 cfs 4.792 of
Total Runoff Area = 22.085 ac Runoff Volume = 5.812 of Average Runoff Depth = 3.16"
79.13% Pervious =17.475 ac 20.87% Impervious = 4.610 ac

r WetBasin1 Type 1124-hr 10-Year Storm Rainfall=5.41"
Printed 11712011
Pa a 12
Prepared by {enter your company name here)
H droCADO 8.50 s/n 004263 © 20H QAD Software Solutions LLC
bcatchment IS: DA 1
Summary for Su
Runoff 125.89 cfs @ 11.96 hrs, Volume= 5.812 af, Depth= 3.16"
I _
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs
r Type II 24-hr 10-Year Storm Rainfall=5.41"
Area ac CN Description
' 4.610 98 Paved
HSG C
d
,
75 % Grrass cover, Goo
°
22.085 79 Weighted Average
17.475 Pervious Area.
4.610 Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ftlft ft/sec cfs
Direct Entry,
5.0
r Subcatchment IS: DA 1
Hydrograph

140 7
130 12589 cfs Storm
Type It2-4=hr 10=
120
---- --- Rairtfll=5:41
_, -
r 110
: -- -
----;---- ------- ---Runoff Area=22:085-ac-
-- ---,---- - -
100
-- Ru __...---'- noff V0 l ----- ume--- -----a-f---

-- ---;---- ------- --.._ --- ---- =5.812
1 go-
---- -------- - - epth'=3.16••
Runoff D --- --- --
- - - - - - - - 1 - -------
--- -1------- ---- Tc=5.0 min
' 70
-- ---.,--- ---- N=79
60
50 .' --------
r 40 I
_- I -
--------- ----- - -----°-- --

30 ---------____--
--- ..
- -----------
r 20
10 --

r p,.. „'.
0 10

100 110 120 130 140 150 16
20 30 40 50 60 70 80
(hours)
Time

n

1
' WetBasin1 Type// 24-hr 10-Year Storm Rainfall=5.41 "
Printed 1/7/2011
Prepared by {enter your company name here} Pa a 13
' H droCADO 8.50 s/n 004263 © 2007 H droCAD Software Solutions LLC
Hydrograph for Subcatchment 1 S: DA 1
F

1

1
1
1

1
1

Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.00 0.12 0.00 0.00
4.00 0.26 0.00 0.00
6.00 0.43 0.00 0.00
8.00 0.65 0.00 0.20
10.00 0.98 0.06 1.21
12.00 3.59 1.63 107.93
14.00 4.44 2.32 3.88
16.00 4.76 2.60 2.41
18.00 4.98 2.79 1.88
20.00 5.15 2.93 1.38
22.00 5.29 3.05 1.26
24.00 5.41 3.16 1.16
26.00 5.41 3.16 0.00
28.00 5.41 3.16 0.00
30.00 5.41 3.16 0.00
32.00 5.41 3.16 0.00
34.00 5.41 3.16 0.00
36.00 5.41 3.16 0.00
38.00 5.41 3.16 0.00
40.00 5.41 3.16 0.00
42.00 5.41 3.16 0.00
44.00 5.41 3.16 0.00
46.00 5.41 3.16 0.00
48.00 5.41 3.16 0.00
50.00 5.41 3.16 0.00
52.00 5.41 3.16 0.00
54.00 5.41 3.16 0.00
56.00 5.41 3.16 0.00
58.00 5.41 3.16 0.00
60.00 5.41 3.16 0.00
62.00 5.41 3.16 0.00
64.00 5.41 3.16 0.00
66.00 5.41 3.16 0.00.
68.00 5.41 3.16 0.00
70.00 5.41 3.16 0.00
72.00 5.41 3.16 0.00
74.00 5.41 3.16 0.00
76.00 5.41 3.16 0.00
78.00 5.41 3.16 0.00
80.00 5.41 3.16 0.00
82.00 5.41 3.16 0.00
84.00 5.41 3.16 0.00
86.00 5.41 3.16 0.00
88.00 5.41 3.16 0.00
90.00 5.41 3.16 0.00
92.00 5.41 3.16 0.00
94.00 5.41 3.16 0.00
96.00 5.41 3.16 0.00
98.00 5.41 3.16 0.00
100.00 5.41 3.16 0.00
102.00 5.41 3.16 0.00
Time Precip. Excess Runoff
(hours) (in ches) ( inches) (cfs)
104.00 5.41 3.16 0.00
106.00 5.41 3.16 0.00
108.00 5.41 3.16 0.00
110.00 5.41 3.16 0.00
112.00 5.41 3.16 0.00
114.00 5.41 3.16 0.00
116.00 5.41 3.16 0.00
118.00 5.41 3.16 0.00
120.00 5.41 3.16 0.00
122.00 5.41 3.16 0.00
124.00 5.41 3.16 0.00
126.00 5.41 3.16 0.00
128.00 5.41 3.16 0.00
130.00 5.41 3.16 0.00
132.00 5.41 3.16 0.00
134.00 5.41 3.16 0.00
136.00 5.41 3.16 0.00
138.00 5.41 3.16 0.00
140.00 5.41 3.16 0.00
142.00 5.41 3.16 0.00
144.00 5.41 3.16 0.00
146.00 5.41 3.16 0.00
148.00 5.41 3.16 0.00
150.00 5.41 3.16 0.00
152.00 5.41 3.16 0.00
154.00 5.41 3.16 0.00
156.00 5.41 3.16 0.00
158.00 5.41 3.16 0.00
160.00 5.41 3.16 0.00

t

1

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WetBasin1 Type 1124-hr 10-Year Storm Rainfall=5.41"
Printed 117/2011
Prepared by {enter your company name here} Page 14
Hwirr)CAD® 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Summary for Pond 2P: Wet Basin 1
Inflow Area = 22.085 ac, 20.87% Impervious, Inflow Depth = 3.16" for 10-Year Storm event
Inflow = 125.89 cfs @ 11.96 hrs, Volume= 5.812 of
Outflow = 81.23 cfs @ 12.03 hrs, Volume= 4.792 af, Atten= 35%, Lag= 4.3 min
Primary = 81.23 cfs @ 12.03 hrs, Volume= 4.792 of
Routing by Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs / 7
Peak Elev= 810.62' @ 12.03 hrs Surf-Area= 21,810 sf Storage= 101,330 cf
Plug-Flow detention time= 551.5 min calculated for 4.792 of (82% of inflow)
Center-of-Mass det. time= 474.9 min ( 1,291.9 - 817.0)
Volume Invert Avail.Stora a Storage Description
#1 799.90' 109,705 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sg-ft) ( cubic-feet) cubic-feet
799.90 0 0 0
10 10
800.00
00
801 202
362 282 292
.
801.90 539 405 698
753
802.00 560
668 55
307 1,060
802.50
90
802 6,559 1,445 2,505
.
803.00 6,660 661 3,166
165 10,331
7
804.00
00
805 7,670
8,736 ,
8,203 18,534
.
00
806 9,871 9,304 27,837
.
00
807 11,072 10,472 38,309
.
50
807 13,430 6,126 44,434
.
00
808 15,980 7,353 51,787
.
809.50 19,295 26,456 78,243
505 98,748
20
810.50
811.00 21,714
22,117 ,
10,958 109,705
Device Routing Invert Outlet Devices
#1 Device 3 806.00'
' 24.0" Vert. Orifice/Grate C= 0.600
Orifice/Grate Limited to weir flow C= 0.600
3" Horiz
2
#2 Primary
#3 Primary 807.50
809.50' .
.
36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
dth Broad-Crested Rectangular Weir
'
'
#4 Primary 809.90' brea
long x 20.0
40.0
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=78.94 cfs @ 12.03 hrs HW=810.60' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.24 cfs @ 8.48 fps)
L3=Or1fice1G r ate (Passes 15.88 cfs of 35.66 cfs potential flow)
-1=Orifice/Grate (Orifice Controls 15.88 cfs @ 5.05 fps)
=Broad-Crested Rectangular Weir (Weir Controls 62.81 cfs @ 2.24 fps)

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WetBasin1
Prepared by {enter your company name here)
WxArnCADn 8.50 s/n 004263 © 2007 HydroCAD Sol
Type II 24-hr 10-Year Storm Rainfall=5.41 "
Printed 1/7/2011
Solutions LLC Page 15
Pond 2P: Wet Basin 1
Hydrograph
.
I FE Inflow
------- ----------- ------- ..--- ----=--- 0 Primary
140
e

- --

I nfiowArea-22.08-64C-
130
- _ -- ----------. =__i_= - _-'---- ----
0
-81
l
120 .__
,
ev
__ Peak_E

110 ------

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

---- -- -
- ____

----- Stor-age=1-O4;330-cf-
-
100 --,-------- --- I
- -? -
81.23 tfs 4
w
o 80
-' --- -- - ------- ---' ---
------- --------
70 - - - ---
y., 60

40 --- - --- --- ---
-------
30 - - ---
- -------
20 iji? - -
10
Q , .. ,.. ,?,.. ..
40 50 60
70 BO 90 100 110 120 130 140 150 160
0 10 20 30 Time (hours)
Pond 2P: Wet Basin 1
Stage-Discharge
_ -
27-
? Primary
811 --------!----
- - Bra— rested RettaAgufar Weir
810 OrilidetGrate - - - - - - - + - - ... _
? I I

809 i
I
_
- - - ' - -
I I _ ---- ----
--- ---- ----r...
-------------- ----
-

808
807
- --- } ---- + ----
d - - - - -1 Orificet6rete - - - - - ? - - I
- - I
806 ---

0 805
--- ------- ' - ---
- --
_
'-- _
- ----'---------- ----
y _ _ _ _ --- _ _ _ _ _ _ _
-
w
804 - --- --`- -- ----
803 ---- ----

802 I

-------------- --
- - -
801 - - -- ---- --------- ---- ---
800
,
90 100
110 120 130 14C
0 0 30 40
10 2 50 6
cfs)
Discharge (

Type 1124-hr 10-Year Storm Rainfall=5.41 "
WetBasinl Printed 1/7/2011
1
Prepared by {enter your company name here}
4263 02007 H droCAD Software Solutions LLC Pa a 1
' H droCADG)8.50 s/n 00
Pond 2P: Wet Basin 1
Stage-AreaStorage
' Surface/HorizortalAtietted Area (sq-ft)
000 18,000 20,000
000 16
0 14
22,OD0 ? Surface
0 ,
,
2,000 4,000 6,000 8000 10,000 12,00 0 Storage

811 --
_. _ _ _ _ _ i. _ _ _ _ _ _I- -------
--- ---
"-- --

--
-
_ _ _ _ _ _. _ _ _
810 .__ ___. I I
----
--
'
809 ___ ----------
! 1
____ ? I
- ---- ---
808 -- -- ---
B07 -

a?
'
I
---- - ------ ----------- --------
---r----- ---- ---
?- 80 6
- - -
2 - " - -
- -
805- " -
- - _ - - - - - -
- - - -
'
w 604 I I
I

803 '

--

---
802 - - - ?
--------------

801 ;? - -----------...-----------
---- - -----
800

0
20,000 401'000' 60,000 80,000 100,000

et)
f
bi
.
e
c-
Storage (cu

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WetBasin1 Type 11 24-hr 10-Year Storm Rainfall=5.41"
1/7/2011
Prepared by {enter your company name here} Printed page 1
1
H ydroCAD®8 50 sln 004263 0 2007 HYdroCAD Software Solutions LLC
Hydrograph for Pond 2P: Wet Basin 1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
00
0 0.00 0 799.90 0.00
.
00
4 0.00 0 799.90 0.00
.
00
8 0.20 341 801.13 0.00
.
00
12 107.93 100,185 810.57 74.18
.
00
16 2.41 81,757 809.68 2.59
.
00
20 1.38 801426 809.61 1.47
.
00
24 1.16 80,063 809.59 1.18
.
00
28 0.00 76,247 809.40 0.19
.
00
32 0.00 73,546 809.25 0.18
.
00
36 0.00 70,951 809.11 0.18
.
00
40 0.00 68,465 808.98 0.17
.
00
44 0.00 66,089 808.85 0.16
.
00
48 0.00 63,825 808.72 0.15
.
00
52 0.00 61,675 808.59 0.15
.
00
56 0.00 59,641 808.48 0.14
.
00
60 0.00 57,725 808.36 0.13
.
00
64 0.00 55,928 808.25 0.12
.
00
68 0.00 54,252 808.15 0.11
.
00
72 0.00 52,698 808.06 0.10
.
00
76 0.00 51,269 807.97 0.09
.
00
80 0.00 49,968 807.88 0.09
.
00
84 0.00 48,797 807.81 0.08
.
00
88 0.00 47,760 807.74 0.07
.
00
92 0.00 46,861 807.67 0.06
.
00
96 0.00 46,122 807.62 0.04
.
00
100 0.00 45,556 807.58 0.03
.
00
104 0.00 45,128 807.55 0.02
.
00
108 0.00 44,852 807.53 0.01
.
00
112 0.00 44,686 807.52 0.01
.
00
116 0.00 44,586 807.51 0.01
.
00
120 0.00 44,526 807.51 0.00
.
124.00 0.00 44,489 807.50 0.00
00
128 0.00 44,467 807.50 0.00
.
00
132 0.00 44,454 807.50 0.00
.
00
136 0.00 44,446 807.50 0.00
.
00
140 0.00 44,442 807.50 0.00
.
00
144 0.00 44,439 807.50 0.00
.
00
148 0.00 44,437 807.50 0.00
.
152.00 0.00 44,436 807.50 0.00
00
156 0.00 44,435 807.50 0.00
.
160.00 0.00 44,435 807.50 0.00.
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WetBasin1 Type// 24-hr 10-Year Storm Rainfall=5.41 "
Printed 1/712011
Prepared by {enter your company name here} Page 18
Hvrirn(;AD® 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Elevation Primary
(feet) (cfs)
799.90 0.00
799.96 0.00
800.02 0.00
800.08 0.00
800.14 0.00
800.20 0.00
800.26 0.00
800.32 0.00
800.38 0.00
800.44 0.00
800.50 0.00
800.56 0.00
800.62 0.00
800.68 0.00
800.74 0.00
800.80 0.00
800.86 0.00
800.92 0.00
800.98 0.00
801.04 0.00
801.10 0.00
801.16 0.00
801.22 0.00
801.28 0.00
801.34 0.00
801.40 0.00
801.46 0.00
801.52 0.00
801.58 0.00
801.64 0.00
801.70 0.00
801.76 0.00
801.82 0.00
801.88 0.00
801.94 0.00
802.00 0.00
802.06 0.00
802.12 0.00
802.18 0.00
802.24 0.00
802.30 0.00
802.36 0.00
802.42 0.00
802.48 0.00
802.54 0.00
802.60 0.00
802.66 0.00
802.72 0.00
802.78 0.00
802.84 0.00
802.90 0.00
802.96 0.00
Stage-Discharge for Pond 2P: Wet Basin 1
Elevation Primary
(feet) (cfs)
803.02 0.00
803.08 0.00
803.14 0.00
803.20 0.00
803.26 0.00
803.32 0.00
803.38 0.00
803.44 0.00
803.50 0.00
803.56 0.00
803.62 0.00
803.68 0.00
803.74 0.00
803.80 0.00
803.86 0.00
803.92 0.00
803.98 0.00
804.04 0.00
804.10 0.00
804.16 0.00
804.22 0.00
804.28 0.00
804.34 0.00
804.40 0.00
804.46 0.00
804.52 0.00
804.58 0.00
804.64 0.00
804.70 0.00
804.76 0.00
804.82 0.00
804.88 0.00
804.94 0.00
805.00 0.00.
805.06 0.00
805.12 0.00
805.18 0.00
805.24 0.00
805.30 0.00
805.36 0.00
805.42 0.00
805.48 0.00
805.54 0.00
805.60 0.00
805.66 0.00
805.72 0.00
805.78 0.00
805.84 0.00
805.90 0.00
805.96 0.00
806.02 0.00
806.08 0.00
Elevation Primary
(feet) cfs)
806.14 0.00
806.20 0.00
806.26 0.00
806.32 0.00
806.38 0.00
806.44 0.00
806.50 0.00
806.56 0.00
806.62 0.00
806.68 0.00
806.74 0.00
806.80 0.00
806.86 0.00
806.92 0.00
806.98 0.00
807.04 0.00
807.10 0.00
807.16 0.00
807.22 0.00
807.28 0.00
807.34 0.00
807.40 0.00
807.46 0.00
807.52 0.01
807.58 0.04
807.64 0.05
807.70 0.06
807.76 0.07
807.82 0.08
807.88 0.09
807.94 0.09
808.00 0.10
808.06 0.10
808.12 0.11
808.18 0.11
808.24 0.12
808.30 0.12
808.36 0.13
808.42 0.13
808.48 0.14
808.54 0.14
808.60 0.15
808.66 0.15
808.72 0.15
808.78 0.16
808.84 0.16
808.90 0.16
808.96 0.17
809.02 0.17
809.08 0.17
809.14 0.18
809.20 0.18
Elevation Primary
(feet) cfs
809.26 0.18
809.32 0.19
809.38 0.19
809.44 0.19
809.50 0.20
809.56 0.65
809.62 1.48
809.68 2.56
809.74 3.83
809.80 5.27
809.86 6.87
809.92 8.91
809.98 12.89
810.04 16.95
810.10 21.53
810.16 26.76
810.22 32.56
810.28 38.87
810.34 45.62
810.40 52.77
810.46 60.32
810.52 68.13
810.58 75.99
810.64 84.08
810.70 92.38
810.76 101.35
810.82 110.61
810.88 120.12
810.94 130.07
811.00 140.39

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WetBasin1 Type 1124-hr 10-Year Storm Rainfall=5.41"
Printed 1/7/2011
Prepared by {enter your company name here} Page 19
HvdroCAD(D 8.50 s/n_004263 © 2007 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 2P: Wet Basin 1
Elevation Surface Storage Elevation Surface
(sq-ft) Storage
(cubic-feet)
(feet) s -ft)
(g (cubic-feet)
0 (feet)
70
807
14,450
47,222
799.90 0
210
20 .
807.85
15,215 49,447
800.05
234
54
808.00
15,980 51,787
800.20 258 91 808.15 161311 54,209
800.35 282 131 808.30 16,643 56,680
800.50 306 175 808.45 16,974 59,202
800.65
330
223
808.60
17,306 61,773
800.80
354
274
808.75
17,638 64,393
800.95 382 329 808.90 17,969 67,064
801.10 411 389 809.05 18,300 69,784
801.25
441 453 809.20 18,632 72,554
801.40
470
521
809.35
18,964 75,374
801.55 500 594 809.50 19,295 78,243
801.70 529 671 809.65 19,658 81,165
801.85 560 753 809.80 20,021 84,140
802.00 592
839
809.95
20,384
87,171
802.15
802.30 625 930 810.10
5 20,746
109
21 90,256
93,395
802.45 657
1 1,026
200
1 810.2
810.40 ,
21,472 96,588
802.60
5 2,14
350
4 ,
687
1 810.55 21,754 99,834
802.7
802.90 ,
6,559 ,
2,505 810.70 21,875
996
21 103,107
106,397
803.05 6,710
2 3,500
518
4 810.85
811.00 ,
22,117 109,705
803.20 6,86 ,
803.35 7,014 5,559
803.50 7,165 6,622
803.65 7,316 7,708
803.80 7,468 8,817
803.95 7,619 9,949
804.10 7,777 11,103
804.25 7,937 12,282
804.40 8,096 13,484
804.55 8,256 14,711
804.70 8,416 15,961
804.85 8,576 17,235
805.00 8,736 18,534
805.15 8,906" 19,857
805.30 9,076 21,206
805.45 9,247 22,580
805.60 9,417 23,980
805.75 9,587 25,405
805.90 9,757 26,856
806.05 9,931 28,332
806.20 10,111 29,836
806.35 10;291 31,366
806.50 10,472 32,923
806.65 10,652 34,507
806.80 10,832 36,118
806.95 11,012 37,757
807.10 11,544 39,440
807.25 12,251 41,224
807.40 12,958 43,115
807.55 13,685 45,112

WetBasinl Type 1124-hr 25-Year Storm Rainfall=6.46"
Printed 117!2011
Prepared by {enter your company name here} Paae 20
H ydroCAD®8 50 sin 004263 ©2007 HydroCAD Software Solutions LLC
Time span=0.00-160.00 hrs, dt=0.04 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA 1 Runoff Area=22.085 ac 20.87% Impervious Runoff Depth=4.09"
Tc=5.0 min CN=79 Runoff=161.37 cfs 7.533 of
Pond 2P: Wet Basin 1 Peak Elev=810.99' Storage=109,449 cf Inflow=161.37 cfs 7.533 of
Outflow=138.41 cfs 6.510 of
Total Runoff Area = 22.085 ac Runoff Volume = 7.533 of Average Runoff Depth = 4.09"
79.13% Pervious= 17.475ac 20.87% Impervious= 4.610 ac

' Wet6asinl Type 1124-hr 25-Year Storm Rainfall=6.46"
Printed 1/7/2011
Prepared by {enter your company name here} Pa a 21
H droCAD® 8.50 ;/n004263 02007 H droCAD Software Solutions LLC
Summary for Subcatchment 1 S: DA 1
'
7.533 af, Depth= 4.09"
Runoff 161.37 cfs @ 11.96 hrs, Volume=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-Year Storm Rainfall=6.46"
Area ac CN Description
1 610 98
4 Paved parking & roofs
.
17.475 74 >75% Grass cover, Good, HSG C
22.085 79 Weighted Average
' 17.475 Pervious Area
4.610 Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ftlft ft/sec (cfs
5.0 Direct Entry,
Subcatchment 1 S: DA 1
Hydrograph
--
?RUn01,
-- __ ---- -
?

180 -------
-
,--------- - -
- _
---- --
---
170
,6, 3, cf5
- _-
- - - - - - - - - - - - - 25-Yeax Storm
T e it 24-hr
? ?

,so "
--
"50 -
---- -
Rainfa11=6:46"_
- - - - -
-- -_
- ---- --

140 -
_

- --

--'- --------
------- --
_- --
-1---- --- -
22. -08__ac _
rea,
ff
Runo
130
,--- -
_
_
_ - -
-- --- ?,---- --- --- ;---- -------- --
513-af -
Rur?of?V?oiur>?e=7
120
,1D "?,. ,
;
-;---- -,---- --Runoff-Dep?h=A?:O?'f-
---------
y 100
- - - - - - - - 1 - - - --
c=5Qmin_
--- --
T
so

--
80 _
-------- _
--- ----'---- -------- ---
--- --- ---
---CN=7-
------ --- ---- -------- ---.
-
--- ---- --- r --------
--
7D --
-----
60- - - - - - - - - - - - - - - - - - - - - - - - - - - - -

--------
----'---- --- ----'---- ---- - --- ----
40 ---
30- -
_- -
1 20 - _-- --_ __ __- -' -_ -- - - - _-
/ /
10
f
r
0,,.".. ,, ,.
0 1 0 0 2D 30 40 50 60 70 100 110 120 130 140 150 160

1 Time (hours)
1

1

1

WetBasin1 Type 1124-hr 25-Year Storm Rainfall=6.46"
Printed 117/2011
Prepared by {enter your company name here} Page 22
HvdroCAD(D 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 1S: DA 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00
0.00
2.00 0.14 0.00 0.00
4.00 0.31 0.00 0.00
6.00 0.52 0.00 0.00
8.00 0.78 0.02 0.49
10.00 1.17 0.12 1.91
12.00 4.28 2.20 137.45
14.00 5.30 3.06 4.83
16.00 5.68 3.40 2.99
18.00 5.95 3.63 2.33
20.00 6.15 3.81 1.70
22.00 6.31 3.96 1.56
24.00 6.46 4.09 1.43
26.00 6.46 4.09 0.00
28.00 6.46 4.09 0.00
30.00 6.46 4.09 0.00
32.00 6.46 4.09 0.00
34.00 6.46 4.09 0.00
36.00 6.46 4.09 0.00
38.00 6.46 4.09 0.00
40.00 6.46 4.09 0.00
42.00 6.46 4.09 0.00
44.00 6.46 4.09 0.00
46.00 6.46 4.09 0.00
48.00 6.46 4.09 0.00
50.00 6.46 4.09 0.00
52.00 6.46 4.09 0.00
54.00 6.46 4.09 0.00
56.00 6.46 4.09 0.00
58.00 6.46 4.09 0.00
60.00 6.46 4.09 0.00
62.00 6.46 4.09 0.00
64.00 6.46 4.09 0.00
66.00 6.46 4.09 0.00
68.00 6.46 4.09 0.00
70.00 6.46 4.09 0.00
72.00 6.46 4.09 0.00
74.00 6.46 4.09 0.00
76.00 6.46 4.09 0.00
78.00 6.46 4.09 0.00
80.00 6.46 4.09 0.00
82.00 6.46 4.09 0.00
84.00 6.46 4.09 0.00
86.00 6.46 4.09 0.00
88.00 6.46 4.09 0.00
90.00 6.46 4.09 0.00
92.00 6.46 4.09 0.00
94.00 6.46 4.09 0.00
96.00 6.46 4.09 0.00
98.00 6.46 4.09 0.00
100.00 6.46 4.09 0.00
102.00 6.46 4.09 0.00
Time Precip. Excess Runoff
(hours) ( inches) (inches) cfs
104.00 6.46 4.09 0.00
106.00 6.46 4.09 0.00
108.00 6.46 4.09 0.00
110.00 6.46 4.09 0.00
112.00 6.46 4.09 0.00
114.00 6.46 4.09 0.00
116.00 6.46 4.09 0.00
118.00 6.46 4.09 0.00
120.00 6.46 4.09 0.00
122.00 6.46 4.09 0.00
124.00 6.46 4.09 0.00
126.00 6.46 4.09 0.00
128.00 6.46 4.09 0.00
130.00 6.46 4.09 0.00
132.00 6.46 4.09 0.00
134.00 6.46 4.09 0.00
136.00 6.46 4.09 0.00
138.00 6.46 4.09 0.00
140.00 6.46 4.09 0.00.
142.00 6.46 4.09 0.00
144.00 6.46 4.09 0.00
146.00 6.46 4.09 0.00
148.00 6.46 4.09 0.00
150.00 6.46 4.09 0.00
152.00 6.46 4.09 0.00
154.00 6.46 4.09 0.00
156.00 6.46 4.09 0.00
158.00 6.46 4.09 0.00
160.00 6.46 4.09 0.00
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WetBasin1 Type 1124-hr 25-Year Storm Rainfall=6.46"
Prepared by {enter your company name here} Printed 1/7/2011
H ydroCAD0 8 50 s/n 004263 @2007 HydroCAD Software Solutions LLC Page 23
Summary for Pond 213: Wet Basin 1
Inflow Area = 22.085 ac, 20.87% Impervious, Inflow Depth = 4.09" for 25-Year Storm event
Inflow = 161.37 cfs @ 11.96 hrs, Volume= 7.533 of
Outflow = 138.41 cfs @ 12.00 hrs, Volume= 6.510 af, Atten= 14%, Lag= 2.4 min
Primary = 138.41 cfs. @ 12.00 hrs, Volume= 6.510 of
Routing by Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs / 7
Peak Elev= 810.99' @ 12.00 hrs Surf.Area= 22,108 sf Storage= 109,449 cf
Plug-Flow detention time= 420.0 min calculated for 6.510 of (86% of inflow)
Center-of-Mass det. time= 355.9 min ( 1,165.5 - 809.6)
Volume Invert Avail.Stora a Storage Description
#1 799.90' 109,705 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Su rf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
799.90 0 0 0
800.00 202 10 10
801.00 362 282 292
801.90 539 405 698
802.00 560 55 753
802.50 668 307 1,060
802.90 6,559 1,445 2,505
803.00 6,660 661 3,166
804.00 7,670 7,165 10,331
805.00 8,736 8,203 18,534
806.00 9,871 9,304 27,837
807.00 11,072 10,472 38,309
807.50 13,430 6,126 44,434
808.00 15,980 7,353 51,787
809.50 19,295 26,456 78,243
810.50 21,714 20,505 98,748
811.00 22,117 10,958 109,705
Device Routing Invert Outlet Devices
#1 Device 3 806.00' 24.0" Vert. Orifice/Grate C= 0.600
#2 Primary 807.50' 2.3" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Primary 809.50' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Primary 809.90' 40.0' long x 20.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=137.68 cfs @ 12.00 hrs HW=810.98' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.26 cfs @ 8.99 fps)
3=Orifice/Grate (Passes 18.43 cfs of 41.47 cfs potential flow)
t1=Orifice/Grate (Orifice Controls 18.43 cfs @ 5.87 fps)
=Broad-Crested Rectangular Weir (Weir Controls 118.99 cfs @ 2.74 fps)
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WetBasinl Type 1124-hr 25-Year Storm Rainfall=6.46"
Prepared by {enter your company name here} Printed 1/7/2011
H ydroCAD0 8 50 s/n 004263 02007 HydroCAD Software Solutions LLC Page 24
Pond 2P: Wet Basin 1
Hydrograph
-- ---
---
--- -- Inflow
-------
I D Primary
180
170

: -

.
- -- ---- -- -

-
- - - -
- - - ----; --- -
--- ---- -------- -- ---
Intow Area=22.08-5 ac - -
160
,
--
--'---- --- --
------ ------- ------------ ---

15D :
.

140 :" 138.41 cis --r-

------- --

- --------I--- - - - - - -

e=1-OJ-449-cf-
- -Stora
30 g
I
120 --
_..------ -
110 _ • .___.______-_
_ ___ --------
I
v
90 - I
° 80
-- - --- -
:
70 " ----...-- -- - -
60 " . -- - --------'---- --- ----------- --- ---
50 --- - - - - - -
------ -------
30
_ -.
I - - -' -- -
20- I

f-
'7
1
?
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 16
Time (hours)
Pond 2P: Wet Basin 1
Stage-Discharge

811. I,- .-- -T-. _ G--- -- --__ ---
_ ' ? Primary
- - - BriYaf#?a$ d'ReEtat'g r Weir
810 ritice((XriaCe

809 I 1 I

808 Oriic?10rate
I I I

807 I
-- - - OnficeiGrate - - - - -
806

p ---r ---r- -- ---- - --
- - - -- 1" - - - - i
805
_ _ _ _ L _ _ _ _ _ _ _ _ L
w 804
I I '
_ ---- ---

803 I

---- ----
----
r
----- ---- ---- ---- ---- ----
--- ----
I
I I 1
802 i

??
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ -i----
-
---- ----- ---- --------
I

801
' ?

1
800 ,. ...,' ..
20 30 40 50 60 70 80 90 100 110 120 130 140
0 10
Discharge (cfs)

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WetBasin1 Type Il 24-hr 25-Year Storm Rainfall=6.46"
Printed 1/7/2011
Prepared by {enter your company name here} Page 25
HvriroCAD(D 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Pond 2P: Wet Basin 1
Stage-Area-Sto rage
Surface/HorizontalMletted Area (sq-ft)
OOD
ODO 16
00 14 Surface
18,000 20,000 22,000 ?
0 ,
,
2,000 4,000 6,000 8,000 10,000 12,0 D Storage
------- I ------ ------ ___-_1.______i
811 -- ---- - -----

810 - - - ----- --
- - - - - - - - -
- - - - - -- - - - - -- - - - - - - - -

- - ----
608 - - ---- -----------
807 -
-? - - -
i I I I

----- -
--- , -
-------------
M
..' 606 - - - - - - - - - - I
o ---- ----- -

-----
- - - - - - - - - - - ----- - --
- -
805 - - - ----
I ?
SR!
- ----- ------'----- '----- -
- - - -
1 - ----------
w 804 - " ---------
.
?
j
-
- - - - - - - - - - - - - -
803
802

?• - " " -
I

--- -" ------
.
801 - ---- ----- ; - -----------
? .tQm Stage data - "
800 ao,ooo
000 40,000 60,000
20 100,000
0 ,
Storage (cubic-feet)

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WetBasin1 Type IF 24-hr 25-Year Storm Rainfall=6.46"
Printed 1/7/2011
Prepared by {enter your company name here} Page 26
?-vHm('AD® 8.50 sin 004263 0 2007 HydroCAD Software Solutions LLC
Hydrograph for Pond 2P: Wet Basin 1
Time Inflow Storage Elevation Primary
c
(hours) (cfs) (cubic-feet) 7(f?e9) o
o
0.00
00
4 0.00
0.00
0
799.90
0.00
.
8.00 0.49 1,501
1 802.70 0.00
13
.
9
12.00
00
16 137.45
2.99 82,3 809.79 3
2
.
20.00 1.70 80,867 809.63 1.81
46
1
24.00 1.43 80,414
298
76 809.61
809.40 .
0.19
28.00
00
32 0.00
0.00 ,
73,595 809.26 0.18
.
36.00 0.00 70,998 809.12 0.18
17
0
40.00 0.00 68,510
132
66 808.98
808.85 .
0.16
44.00
00
48 0.00
0.00 ,
63,866 808.72 0.15
.
52.00 0.00 61,714 808.60 0.15
14
0
56.00 0.00 59,678
759
57 808.48
808.36 .
0.13
60.00
00
64 0.00
0.00 ,
55,960 808.26 0.12
.
00
68 0.00 54,282 808.15 0.11
.
72.00 0.00 52,726 808.06 0.10
09
0
76.00 0.00 51,295
990
49 807.97
807.89 .
0.09
80.00
00
84 0.00
0.00 ,
48,818 807.81 0.08
.
88.00 0.00 47,778 807.74 0.07
06
0
92.00 0.00
0 46,876
133
46 807.68
807.62 .
0.04
96.00
00
100 0.0
0.00 ,
45,565 807.58 0.03
.
104.00 0.00 45,135 807.55 0.02
01
0
108.00 0.00 44,856 807.53 .
01
0
112.00 0.00
0 44,688
587
44 807.52
807.51 .
0.01
116.00
00
120 0.0
0.00 ,
44,526 807.51 0.00
.
124.00 0.00 44,490 807.50 0.00
00
0
128.00 0.00 44,468
454
44 807.50
807.50 .
0.00
132.00
00
136 0.00
0.00 ,
44,446 807.50 0.00
.
140.00 0.00 44,442 807.50 0.00
00
0
144.00 0.00 44,439
437
44 807.50
807.50 .
0.00
148.00
00
152 0.00
0.00 ,
44,436 807.50 0.00
.
156.00 0.00 44,435 807.50 0.00
00
0
160.00 0.00 44,435 807.50 .
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WetBasin1 Type 1124-hr 25-Year Storm Rainfall=6.46"
Prepared by {enter your company name here} Printed Pa a 1/7/2011
11
H ydroCAD®8 8,50 s/n 004263 0•2007 HydroCAD Software Solutions LLC 9
Elevation Primary
(feet) (cfs)
799.90 0.00
799.96 0.00
800.02 0.00
800.08 0.00
800.14 0.00
800.20 0.00
800.26 0.00
800.32 0.00
800.38 0.00
800.44 0.00
800.50 0.00
800.56 0.00
800.62 0.00
800.68 0.00
800.74 0.00
800.80 0.00
800.86 0.00
800.92 0.00
800.98 0.00
801.04 0.00
801.10 0.00
801.16 0.00
801.22 0.00
801.28 0.00
801.34 0.00
801.40 0.00
801.46 0.00
801.52 0.00
801.58 0.00
801.64 0.00
801.70 0.00
801.76 0.00
801.82 0.00
801.88 0.00
801.94 0.00
802.00 0.00
802.06 0.00
802.12 0.00
802'.18 0.00
802.24 0.00
802.30 0.00
802.36 0.00
802.42 0.00
802.48 0.00
802.54 0.00
802.60 0.00
802.66 0.00
802.72 0.00
802.78 0.00
802.84 0.00
802.90 0.00
802.96 0.00
Stage-Discharge for Pond 2P: Wet Basin 1
Elevation Primary
(feet) (cfs)
803.02 0.00
803.08 0.00
803.14 0.00
803.20 0.00
803.26 0.00
803.32 0.00
803.38 0.00
803.44 0.00
803.50 0.00
803.56 0.00
803.62 0.00
803.68 0.00
803.74 0.00
803.80 0.00
803.86 0.00
803.92 0.00
803.98 0.00
804.04 0.00
804.10 0.00
804.16 0.00
804.22 0.00
804.28 0.00
804.34 0.00
804.40 0.00
804.46 0.00
804.52 0.00
804.58 0.00
804.64 0.00
804.70 0.00
804.76 0.00
804.82 0.00
804.88 0.00
804.94 0.00
805.00 0.00
805.06 0.00
805.12 0.00
805.18 0.00
805.24 0.00
805.30 0.00
805.36 0.00
805.42 0.00
805.48 0.00
805.54 0.00
805.60 0.00
805.66 0.00
805.72 0.00
805.78 0.00
805.84 0.00
805.90 0.00
805.96 0.00
806.02 0.00
806.08 0.00
Elevation Primary
(feet) (cfs)
806.14 0.00
806.20 0.00
806.26 0.00
806.32 0.00
806.38 0.00
806.44 0.00
806.50 0.00
806.56 0.00
806.62 0.00
806.68 0.00
806.74 0.00
806.80 0.00
806.86 0.00
806.92 0.00
806.98 0.00
807.04 0.00
807.10 0.00
807.16 0.00
807.22 0.00
807.28 0.00
807.34 0.00
807.40 0.00
807.46 0.00
807.52 0.01
807.58 0:04
807.64 0.05
807.70 0.06
807.76 0.07
807.82 0.08
807.88 0.09
807.94 0.09
808.00 0.10
808.06 0.10
808.12 0.11
808.18 0.11
808.24 0.12
808.30 0.12
808.36 0.13
808.42 0.13
808.48 0.14
808.54 0.14
808.60 0.15
808.66 0.15
808.72 0.15
808.78 0.16
808.84 0.16
808.90 0.16
808.96 0.17
809.02 0.17
809.08 0.17
809.14 0.18
809.20 0.18
Elevation Primary
(feet) (cfs)
809.26 0.18
809.32 0.19
809.38 0.19
809.44 0.19
809.50 0.20
809.56 0.65
809.62 1.48
809.68 2.56
809.74 3.83
809.80 5.27
809.86 6.87
809.92 8.91
809.98 12.89
810.04 16.95
810.10 21.53
810.16 26.76
810.22 32.56
810.28 38.87
810.34 45.62
810.40 52.77
810.46 60.32
810.52 68.13
810.58 75.99
810.64 84.08
810.70 92.38
810.76 101.35
810.82 110.61
810.88 120.12
810.94 130.07
811.00 140.39

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WetBasinl Type 1124-hr 25-Year Storm Rainfall=6.46"
Printed 1/7/2011
Prepared by {enter your company name here} Page 11
HvdroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 2P: Wet Basin 1
Elevation Surface Storage
(feet) (sq-ft) (cubic-fee

799.90
0 o
800.05 210 20
800.20 234 54
800.35 258 91
800.50 282 131
800.65 306 175
800.80 330 223
800.95 354 274
801.10 382 329
801.25 411 389
801.40 441 453
801.55 470 521
801.70 500 594
801.85 529 671
802.00 560 753
802.15 592 839
802.30 625 930
802.45 657 1,026
802.60 2,141 1,200
802.75 4,350 1,687
802.90 6,559 2,505
803.05 6,710 3,500
803.20 6,862 4,518
803.35 7,014 5,559
803.50 7,165 6,622
803.65 7,316 7,708
803.80 7,468 8,817
803.95 7,619 9,949
804.10 7,777 11,103
804.25 7,937 12,282
804.40 8,096 13,484
804.55 8,256 14,711
804.70 8,416 15,961
804.85 8,576 17,235
805.00 8,736 18,534
805.15 8,906 19,857
805.30 9,076 21,206
805.45 9,247 22,580
805.60 9,417 23,980
805.75 9,587 25,405
805.90 9,757 26,856
806.05 9,931 28,332
806.20 10,111 29,836
806.35 10,291 31,366
806.50 10,472 32,923
806.65 10,652 34,507
806.80 10,832 36,118
806.95 11,012 371757
807.10 11,544 39,440
807.25 12,251 41,224
807.40 12,958 43,115
807.55 13,685, 45,112
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
807.70 14,450 47,222
807.85 15,215 49,447
808.00 15,980 51,787
808.15 16,311 54,209
808.30 16,643 56,680
808.45 16,974 59,202
808.60 17,306 61,773
808.75 17,638 64,393
808.90 17,969 67,064
809.05 18,300 69,784
809.20 18,632 72,554
809.35 18,964 75,374
809.50 19,295 78,243
809.65 19,658 81,165
809.80 20,021 84,140
809.95 20,384 87,171
810.10 20,746 90,256
810.25 21,109 93,395
810.40 21,472 96,588
810.55 21,754 99,834
810.70 21,875 103,107
810.85. 21,996 106,397
811.00 22,117 109,705
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NmNMed:an Sinn CADS V. 4.3 i?1?92D10I PMfDAPUiED BY: RHH
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RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
t RTH AMERICAN GREEN CHANNEL PROTECTION ENGLLIS/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
OJECT NO.: 09.00116
ROJECT NAME: Foothills Commerce Center -
1119/2010
?OMPUTED BY: RHH DATE:
Forebay NE
FROM STATION/REACH: Basin 1 DESOGN _FREQUENCY' .1 Yeah Storm
?RA{NAGE AREA: 15.5 Acres
INPUT PARAMETERS
'Y X ? X XX ?. X X XX X X'.. X .'. XX* n X .'...y.-..'. X'. X .1. .'?. X.? X'.:: R ]ty. X.'. ): .'...'.'`. X X .'...'.. ?.'..-. 5:::.-. .. .y..?• .-.'.. ?.'..'r.
hannel Discharge : 35.9 cfs (1.02 m^3/s)
eak Flow Period : 0.5 hours
Channel Slope : 0.417 ft/ft (0.417 m/m)
hannel Bottom Width : 5.0 ft (1.52 m)
ElLeft Side Slope :3:1
Right Side Slope :3:1
,Channel Lining : P550 Staple E Mix 75-95%
Permi. Shear(Tp) :14.00 psf (670.3 Pa)
' Phase = 3
Class = C Vegetation
Soil =Fine Sand
Allowable Soil Shear(Ta):3.25 psf (155.61 Pa)
' -.t - .t.'.:...'.X.'i..'..f..i.tE.'t.C)..?*?.'C.ii:.'.'.*'?•i.?..•u.K?????'.i.'...'i..i...'u.?y.F.?1..'.'.j:'i.i: ?.'..'. .?. .a.?..'. .'.'..
CALCULATIONS
::??????????????????:XXXXXXXXXXXXXXXXXXX?X?XXXXXXXXXXXXX*???XXXXXXXXXXXXXXXXX
Initial Depth Estimate = 0.16 X (35.9 /(0.417"0.5))^0.375 = 0.72 ft (.22 m)
' Final Channel Depth (after 6 iterations) =.49 ft (0.15 m)
Flow Area = (5.0 X 0.5)+(0.5 X0.49"2 X (3.0+3.0)) = 3.2 sq.ft (0.3 m^2)
Wet Per. =5.0 +(0.5X(((3.0"2)+1)^.5 +((3.0^2)+1)".5)) = 8.1 ft (2.5 m)
Hydraulic Radius = (3.2 / 8.1) = 0.4 ft (0.1 m)
Channel Velocity =(1.486/0.046)(0.4^0.667)X(0.417^.5) = 11.2 fps (3.4 rn/s)
I Channel Effective Manning's Roughness = 0.046
Calculated Shear (Td) = 62.4 X 0.49 ° 0.417 = 12.88 psf (616.6 Pa)
Safety Factor = (Tp/Td) = (14.00 112.88) = 1.09
Effective Stress on B{anket(? - e) - - 12.9°(1 -0.75)X(10.046)^2 = 2.54 psf (121.6 Pa)
Safety Factor = (Ta/Te) = (3.25 /2.539) 1.28
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PORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
IROJECT NAME: Foothills Commerce Center - Ph.1 PROJECT NO.: 09.00116
OMPUTED BY: RHH DATE: 11119/2010
ROM STATION/REACH: Basin 1 TO STATION/REACH: Forebay S
RAINAGE AREA: 4.1 Acres DESIGN FREQUENCY: 1-Year Storm
INPUT PARAMETERS
khannel Discharge : 9.5 cfs (.27 MA 31s)
Flow Period 0.5 hours
feak
hannel Slope : 0.227 ft/ft (0.227 m/m)
Channel Bottom Width : 5.0 ft (1.52 m)
Left Side,Slope :31
'Right Side Slope : 3:1
Lining : P550 Staple E Mix 75-95%
,Channel
Permi. Shear(Tp) :14.00 psf (670.3 Pa)
Phase = 3
Class= C Vegetation
' Soil =Fine Sand
Allowable Soil Shear(Ta):3.25 psf (155.61 Pa)
CALCULATIONS
Initial Depth Estimate = 0.16 * 9.5 1(0.227 A0 .5))Ao .375 = 0.49 ft (.15 m)
Final Channel Depth (after 8 iterations) =.36 ft (0.11 m)
' Flow Area = (5.0 * 0.4)+(0.5 *0.36"2 * (3.0+3.0)) = 2.2 sq.ft (0.2 m^2)
Wet Per. =5.0 +(0.4*(((3.0^2)+1)^.5 +((3.0^2)+1)^.5)) = 7.3 ft (2.2 m)
Hydraulic Radius = (2.217.3) = 0.3 ft (0.1 m)
' Channel Velocity =(1.486/0.074)*(0.3"0.667)*(0.227^.5) = 4.3 fps (1.3 m/s)
Channel Effective Manning's Roughness = 0.074
' Calculated Shear (Td) = 62.4 * 0.36 * 0.227 = 5.12 psf (245.2 Pa)
Safety Factor = (Tp/ c d) = (14.0015.12) = 2.73
' Effective Stress on Blanket(Te) = 5.1*(1-0.75)*(10.074)^2 = 0.39 psf (18.9 Pa)
Safety Factor = (Ta/Te) = (3.25 /0.395) = 8.23

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if****************************************************************************
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
J RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
*****************************************************************************
PROJECT NAME: Foothills Commerce Center
MPUTED BY: RHH
OM STATION/REACH: Wet Detention Basin
INAGE AREA: 19.6 Acres
- Ph .1 PROJECT NO.: 09.00116
DATE: 1/11/2011
1 - Forebay Weir
DESIGN FREQUENCY:
TO STATION/REACH:
1-Year Storm
***************************************************************************
INPUT PARAMETERS
*****************************************************************************
annel Discharge
l ak Flow Period
annel Slope
annel Bottom Width
ft Side Slope
Right Side Slope
45.4 cfs (1
0.5 hours
0.005 ft/ft
35.0 ft (10.
25:1
35:1
28 m^3/s)
(0.005 m/m)
67 m)
Riprap 3in
psf (47.9 Pa)
0
Wannel Lining : Rock
Permi. Shear(Tp) :1.00
Phase =
CALCULATIONS
***************************************************************************
Initial Depth Estimate = 0.16 * (45.4 /(0.005A0.5))A0.375 = 1.81 ft (.55 m)
'final Channel Depth (after 11 iterations) _ .71 ft (0.22 m)
low Area = (35.0 * 0.7)+(0.5 *0.71A2 * (25.0+35.0)) = 40.3 sq.ft (3.7 MA2)
Wet Per. =35.0 + (0 . 7* (((25 . 0A2) +1) A .5 + ((35. 0A2) +1) A . 5) ) = 77.9 ft (23.7 m)
fh draulic Radius = (40.3 / 77.9) = 0.5 ft (0.2 m)
annel Velocity =(1.486/0.060)*(0.5A0.667)*(0.005A.5) = 1.1 fps (0.3 m/s)
Channel Effective Manning's Roughness = 0.060
alculated Shear (Td) = 62.4 * 0.71 * 0.005 = 0.22 psf (10.7 Pa)
?afety Factor = (Tp/Td) _ (1.00 /0.22) = 4.49
1
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11

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4 cG&
A.S S-0 C l A T E. S.
Engineering • Planning • Finance
wi_aa7 A....,,.'-f.o PA PO- Box 2259. Asheville, NC 28802

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1

PROJECT: ?oTH IIJ?S ?UMME t IZ?T 'r
PROJECT NO.: MPP. 1i0
N?-?
DESCRIPTION:
CALCULATED BY CHECKED BY:
n ATC• 1,1,11 SHEET NO. L OF?

' Permit Number.
(to be provided by DW0)
' Drainage Area.Number:
Wet Detention Base Operation and Maintenance Agreement
I will. keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BN4P elements noted in the inspection will be
' corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
' The wet detention basin system is defined as the vet detention basin,
pretreatment includu1g forebays and the vegetated filter if one is provided.
' This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (clieck one):
? does ® does not incorporate pretreatment other than a forebay.
' Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
' - No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practicaL
- Office a year, a dam safety expert should inspect the embankment.
' After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.

1

BMP element:
The entire BAP Potential roblem:
Trash debris is resent. How I will remediate the problem:
Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regra le the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
rVegettVegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
' Form S\71401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

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Permit Number:
(to be provided by DKO)
Drainage Area Number:
BMP element: Potential problem:
d Plow I will remediate the problem:
Unclog the pipe. Dispose of the
The inlet device: pipe or .
The pipe is clogge sediment off-site.
Swale TI-Le pipe is cracked or Replace the pipe.
otherwise dams ed.
Erosion is occurring in the Regrade the Swale if necessary to
swale smooth it over and provide erosion
. control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
diment and remedy the problem if
a depth greater than the
original design depth for se
possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion roblems.
Weeds are present. Remove the weeds, preferably by
hand.. If pesticide is used, wipe it on
the plants rather than --tring.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necess
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the lants rather than s ra '
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over nsult a professional to remove
50% of the area. d control the a owth.
+rRemove
Cattails, phragmites or oththe plants by wiping them
invasive plants cover 50 a th pesticide (do not spray).
the basin surface.
Page 2 of 4
Form SW401-Wet Detention Basin O&M-Rev.4
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1
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The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4L6 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.0. feet in the £orebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Pennanent Pool Elevation 807.5
Sediment Removal 803.5 Pe- nanen Pool
_ _ _ _ _ _ _ _ _ _ _ _ _ _ __ Volume Sediment Removal Elevation 802.9 Volmne
---------------------------
BottomElevatio 802.5 -ft Min. Bottom Elevation 801.9 1-ft
Sediment Sedunei
Storage
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
Page 3 of 4
Permit Number:
(to be provided by DlfjO)
Drainage Area Number:

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Permit Number:
(to be provided by D1f7Q)
I acknowledge and agree by my signature below that I am responsible for the of any
performance of the maintenance procedures listed above. I agree to notify DWQ problems with the system or prior to any changes to the system or responsible party.
Project naMe:Foothills Commerce Center
BMP drainage area number:
print nanie:Brad Cornwell
Title:Public Utilities Director - .. ?, r? T cm
Address:
Phone
Signatur
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
, a Notary Public for the State of
?Y'OII k , County of do hereby certify that
b personally appeared before me this 1 2
day of Wm m Y- , Al 10, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
KAREN DILLEMUTH WILKINS
Notary Public, North Carolina
Cleveland County
My Commission Expires.
September 21, 201 3
SEAL
Je tai fr aI ' XIb
My commission expires
Page 4 of 4
' Form SW40I-Wet Detention Basin o&M-ltev.4

19LIBINC.
November 16, 2010 BUNNELL-LAMMONS ENGINEERING, INC.
' GcDTEaimahL, ENV RwaGAL AND C0h5T!a1G70N M&' =MA's CM'SULTAWrS
' McGill Associates, P.A.
55 Broad Street
Asheville, Noah Carolina 28801 .
' Attention: Mr. Dale Pennell, P.E., P.L.S.
Senior Project Manager
' Subject: Report of Geotechnieal Exploration and
Soil Inf oration Testing
Foothills Commerce Center
' Phase I Wet Detention Basins
Shelby, North Carolina
BLE Project No: S10-6667-02

Dear Mr. Pennell:
Bunnell-Lammons Engineering, Incorporated (BLE) is pleased to present the geotechnical exploration
and infiltration test results for the proposed Phase I Wet Detention Basins for the Foothills Commerce
Center project. The - geotechnical exploration and infiltration testing.. was performed generally as
described in BLE Proposal No. P10-0672 dated October 21, 2010. The exploration was authorized by
your signing our Proposal Acceptance Sheet on November 5, 2010.
SITE AND PROJECT DESCRIPTION
' We previously prepared a Report of Preliminary Geotechnical Exploration (BLE Project No. 109-
6667-01) dated September 24, 2009. The preliminary report should be read in conjunction with this
report. We have been provided with a drawing titled "Overall Plan," by McGill Associates, P.A. dated
July, 2010 showing the planned development, location of wet detention basins and the existing
' topographic contours: The site consists of a 145-acre tract of land generally located within the
southeast quadrant of the intersection of Artee and Plato Lee Roads on the west side of Shelby, North
Carolina (reference Figure 1). We understand that the property is planned to be an industrial business
park. The geotechnical exploration. and infiltration testing for this report are specific to the Phase I
Wet Detention Basins, which consists of three basin locations. The basins range' in plan size from
11,926 to 35,625 square feet with maximum depths of 8 to 11 feet.
A north-south trending creek divides the property with approximately % of the property located east of
the creek. The property east of the creek is used as farmland. The remaining 1/4 of the site located
west of the creek was formerly a pine forest that was cleared some time ago and has since become
overgrown with brush. The site topography slopes down from the north/northeast to the
south/southwest to Little Beaver Dam Creek and then slopes up to the west to Plato Lee Road. The
ground surface elevations range from about 800 to 000 feet.
1

Report of Geotechnical Exploration and Soil Infiltration Testing November 16,201 0
B? Project No. November
Foothills Commerce Center-Phase I Wet Detention Basins
Shelby, North Carolina
SB-BSIRFACE EXPLORATION
Ten soil test borings (B-1 to B-10) were previously performed as part of the Report of Preliminary
Geotechnical Exploration dated September 24, 2009 (reference Figure 1). Three soil test borings (B-
11 to B-13) were performed specific to the Phase I Wet Detention Basins (reference Figure 2) with a
Soil Sentry track-mounted drill rig with 21/4-inch inside diameter hollow stem augers for the proposed
project. One test boring was drilled near the center of each proposed wet detention basin to depths of
17 to 20 feet. The test boring depth was extended to a minimum of four feet below the proposed
bottom at each wet detention basin. >n addition, fourteen infiltration test borings (reference Figure 2).
' were drilled within the footprint of the wet detention basins. Three infiltration test borings (I-1 to I-3)
were performed in Basin No. 1, three infiltration test borings (I-4 to I-6) were performed in Basin No.
2 and eight infiltration test borings (I-7 to I-14) were performed in Basin No. 3.
Wet Detention Basin No.1
' Soil Conditions (B-11) - The surface consisted of approximately 5 inches of silty fine sand topsoil.
The subsurface soils generally consisted of loose to firm, moist to wet, slightly micaceous silty fine to
medium sand to a depth of about 4 feet. The loose to firm sand appeared to be alluvial (water
' deposited) soils. A chemical odor was noted in the soil sample obtained from 41/Z to 6 feet. Beneath
the alluvial sand, boring B-11 encountered residual soils that consisted of firm to dense, moist, slightly
micaceous silty fine to medium sand to auger refusal at IS feet. Residual soils are soils weathered in-
place from the parent rock. Auger refusal likely occurred on partially weathered rock (PWR).
Groundwater Conditions - Groundwater was not encountered during the drilling operations.
' Groundwater was encountered at a depth of about 5 feet after 4 days. Based on sample coloration, soil
moisture content and observed water levels, the hydrostatic water table was estimated to be at a depth
of approximately 5 feet during the observation period.
Wet Detention Basin No. 2
' Sail Conditions (B-12) - The surface consisted of approximately 5 inches of slightly clayey, silty
sandy topsoil. The subsurface soils generally consisted of loose to firm, moist, slightly clayey sandy
silt to moist, silty fine to medium sand to the boring termination depth of 20 feet. This silty fine to
medium sand is residual soil. Residual soils are soils weathered in-place from the parent rock.
Groundwater Condition - Groundwater was not encountered during the drilling operations or 4
' days after the drilling operations. Based on sample coloration, soil moisture content and lack of water,
the hydrostatic water table was estimated to be below the test boring depth of 20 feet.
Wet Detention Basin No. 3
Soil Conditions (B-13) - The surface consisted of approximately 5 inches of slightly clayey, silty
' sand topsoil. The subsurface soils generally consisted of loose to firm, moist, slightly micaceous,
slightly clayey, silty fine sand to a depth of about 14 feet. These soils are residual soils which are
weathered in place from the parent rock. Partially weathered rock or boulders were encountered from
14 to 17 feet. Auger refusal material was encountered at 17 feet.

ARLIM.
November 16, 2©10
Report of Geotechnical Exploration and soil Infiltration Tesdng BLE project No. it 0-6667-02
' Foothills Commerce Center-Phase I Wet Detention Basins
,Shelby, North Carolina
Groundwater Conditions - Groundwater was encountered at a depth of S feet during the drilling
of moisture
' operations and at a depth of 6 `/? feet after 4 days. B was amestimated to be at coloration, soil
feet during
and observed water levels, the hydrostatic water table
the observation period.
Groundater Considerations
Groundwater levels may fluctuate several feet with seasonal eando? rainfall veanoccur in d changes
late winter
water level in adjacent drainage features. Formally, water table ate wi tis
and spring and the lowest levels occur in late summer and fall. The seasonal high
estimated to exist at a depth of 5 feet in thevicinity of Wet Detention Basins No. 1 and 3 and below a
depth of 20 feet in Wd Detention Basin No.
1. LABORATORY TESTING
xT_*-__A Moivhire Content
cc, with L
The natural moisture content of select soil samples was expressed determined a n e accordan
the we fight of? term a
The moisture content of the soil is the ratio, P
oven mass of soil to the weight of the soil particles. The results are shown on the table below.
Percent Piner than 1`e Q. 200 Sieve fines A percent finer than a No. 200 Sieve test was performed ormed on was Washed amover yl a U.S. t dine he ? 00
content of these materials. After initial drying, sample sieve to remove the fines (particles finer than a No. 200 mesh sieve). This testwas performed in a
manner similar to that described by ASTM D1140.' The results are shown on table 1 below.
TABLE 1- LABORATORY TEST RESULTS
Test Depth Natural Moisture Percent Finer than Pdo. 200 C ASS S Soil
Sieve (%}
Boring No. (feet) Content (%}
24 SM
' B-11 13.5-15.0 12.5
26.7 37 SM
B-12 13.5-15.0
38.7
B-13 8.5-10.0 24 SM
FILTRATION TEST PROCEDURE AND RESULTS
A borehole was drilled and converted to a monitoring well utilizing solid 2-inch diameter PVC casing
to a depth of 2 feet below the proposed pond bottom. The infiltration testing was performed in
general accordance with Appendix C - Testing Requirements for Subsoils for Infiltration, which is a
Volume 2, Vegetative Biofilters
part of the Stormwater Best Management Practice. Design Guide,
dated September 2004 prepared by the U.S. Environmental Protection Agency.
' Upon completion of the infiltration (monitoring) well, and in accordance with the above referenced
testing requirements, the well was then filled with clean water to a depth of 24 inches and allowed to pre-
soak for 24 hours.
3
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?? LIS1NG
November I6, 2010
Report of Geotechnical £zploration and Soillnfiltration Testing BLE Project No. J10-6667-02
Foothills Commerce Center-Phase I Wet Detention Basins
Shelby, North Carolina
Upon 24 hours later, the casing was refilled with clean water to the top of the casing and the water level
was monitored (measured) from the top of the casino for 1 hour. This test procedure was repeated 3
additional times for a total of four times. The PVC pipe was left in place for additional testing if
required.. BLE can remove the PVC pipe and baclill the borehole with soil if no additi onal testing is
required. The average infiltration rate far each wet detention basin is presented in the following tables.
CONCLUSIONS AND ALTERNATE LINER REC0>E2YM-' ND'ATIONS
The average infiltration test results of 0.55 and 0.46 inch per hour for proposed Basins No. 1 and 3,
respectively are in the range of expected values for firm silty sand residual soil encountered by the test
borings. The infiltration test result of nearly 60 inches per hour for Basin No. 2 is typical for loose sands.
If these infiltration rates are higher than allowable for the basins, a low permeability liner would be
' required. Based on the sandy soils encountered by the test borings, a bentonite clay amended liner is
recommended.
4

1 IIL wm November 16, 2010
Report of Geotechnicai Exploraton and Soil Infiltraton Testing BLE project No. JIO-6667-02
1 Foothills Commerce Center - Phase I Wet Detention Basins
Shelby, North Carolina
iner should be free-flowing, powdered, high-sweIlmg, sodium
The bentonite for a low permeability l
montmorillonite clay that is free of additives. The bentonite amendment should likely be in the range of
1 3 to 6 Percent by dry weight. The soil used with the bentonrte should be. a silty sand with 100 percent
posing the NO. 4 sieve and a maximum of 3 5 percent (preferably 25 percent) passing the Na. 200 sieve.
1 The bentonite should be thoroughly mixed with the native soil using a tiller before adding sufficient
water to promote compaction. All f ill used for replacement of material that is undercut or liner should be
uniformly compacted in 6-inch lifts to at least 95 percent of the standard Proctor maximum dry density
1 (ASTM D 698) at 2 to 5 percent above the optimum moisture content of the bentonite soil mixture. We
recommend laboratory tests be performed with samples of the bentonitelsoil mixture to confirm the
required bentonite to achieve the required permeability. At the start of construction, a test pad should be
1 performed at the proposed finished grade within the basin.. The test pad should be performed using the
same equipment and construction methods as the actual liner. 'We recommend that the lift thickness be 8
to 10 inches, loose measure before compaction. Infiltration tests should be performed on the test pad to
1 verify acceptable permeability rates.
All existing topsoil, vegetation, disturbed soils, and soils containing organic matter or other deleterious
1 materials should be stripped from within the proposed basins. After stripping and rough excavation
grading, we recommend that areas to provide support for the liner be carefully inspected for soft surficial
soils and proofrolled with a 25-ton, four-wheeled, rubber-tired roller or similar approved equipment. We
recommend a visual inspection rather than proofrolling basin areas that are within 2 feet of the
1 groundwater level. The proofroller should make at least four passes over each location, with the last two
passes perpendicular to the first two. Any areas which wave, rut, or deflect excessively and continue to
do so after several passes of the proofroller should be excavated to firmer soils. The excavated areas
' should be backfilled in thin lifts with suitable compacted fill materials. The proofrolling and excavating
operations should be carefully monitored by an experienced engineering technician working under the
1 direct supervision of the geotechnical engineer.
We appreciate the opportunity to provide our professional services on this project. If you have any
questions regarding this report, please contact us at [phone].
1
1 Sincerely,
BUNNF,LL-L mmONS ENGINEERING, CAI I fr/`,/
E/,?, rte`
1 -_ SAt _
07 a d _
William T. Gentry III, Gary L. Weekley, P.E.
0330 -
P.E. ;F :zz
Senior Geotechnical Engineer
1 Senior Engineer ?? ? •. ? ?,? e? `
NC Registration No. 33927 NC Registration No. 8251
NG 1 +'l
7,H C) NS
1 Attachments: Figure 1-Boring Location Plan for Preliminary Geotechnical Exploration
Figure 2 - Boring and Infiltration Location Plan for Phase I Wet Detention Basins
1 Field Exploration Procedures
Soil Test Boring Logs (3)
Key to Soil Classifications and Consistency Descriptions
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Field Exploration Procedures
' Soil Test Borings
The borings were made by mechanically twisting a continuous flight steel auger into the soil. Soil
sampling and penetration testing were performed in general accordance with ASTIM D 1586. At
' assigned intervals, soil samples were obtained with a standard 1.4-inch I. D., 2-inch O. D., split-tube
sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer
' blows required to drive the sampler the final 12 inches was recorded and is designated the "standard
penetration resistance:' The penetration resistance, when properly evaluated, is an index to the
strength of the soil and foundation supporting capability.
Representative portions of the soil samples, thus obtained, were placed in glass jars and transported
'
engineer to verify
to the laboratory. In the laboratory, o f ?elthe ler. samples Test were examined
Boring ?ced, hg the soil
are aita
' the field classifications
descriptions and penetration resistance.
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UL,IBINc.
MMEL
ENMEEitElG, IMCo
uev c
COkSFiLTikR'fs
ELEVATIDW
DEPTH (FT)
SOIL TEST BORING NO. R-11
PROJECT: FDOthiils Commerce Center Phase I Viet Detentlan Basins PROJECT No.: J10-6567-02
CLIENT: McGill Associates DATESTART: i0-22-iD END: 10-22-10
ELEVATION: B12.5
LOCATION: Shelby, Worth Carolina
DRILLER: Fdretro LOGGED BY: W. Gent-
Drill, fnc., R. Frye
DRILLING METHOD- Soil Sentry Truck mount; 2-114 inch ID holloW stem auger
DEPTH To -WATER> INITIAL, ? dry AFT ER 4 DAYS: ? 5 CAV114G>
SOIL DESCRIP 110H
w STANDARD PERE iRAT10N RESULTS
SOIL ?
TYPE BLO14'SIFOOT
2 5 10 20 30 40 50 70 9D
4
7 i
3
9 .,
s
s .,_...._....:..:...:..:..:.:..
11 _.......:._..
16 _
32 _.._...:..:..:._..
SOIL TEST ECR114GNO. S-1i
Sheet i of i
54riches of tan and gray, silty 5Ai U -ktops
Laase, moist, silty, rlne tD medium SAND -
Bi0
Firm, brown, tan, gray and tuhite, vet, slightly m
silty, fine to medium SAND - (alluvium)
5 Chemical odor noted in sample
Fto 805 , tan and White, moist, slightly micaceous,
um SAND - (residuum)
se, black, brown and tan, moist, siightly
y, fine to medium SAND - (residuum)
silt
10
Boo
15
Boring terminated at 18 feet due to auger refusal. No
groundwater encountered attune of drilling, butwas
encountered at 5 feet after 4 days.
7B5
30
0
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= 780,

1
1
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J
ELIHINC.
MMEL"AMMS
f.'4F.'.4tlLTkEtTS
ELEVATION!
DEPTH (Fi)
SOIL TEST BORING NO. B42
PROJECT: Foothills Commerce Center Phase 1 Wet Detention Basins PROJECT ND: J14-6667-02
CLIENT: McGill Assoclates DATE START: 10-2240 END: 10-22-10
LOCATION: Shelby, North Carolina ELENIA-11ON: 86610
DRILLER: Metro Drill, inc., R. Frye LOGGED BY: W. GentrY
DRILLING METHOD: Soil Sentry Truck mount; 2-114 inch ID hollow stem auger
DEPTH TO -WATERS INITIAL: dry AFTER 4 DAYS: dry CAVING?
SOIL DESCRIPTION

SOIL
TYPE
yey, silty SAND -
ayey, fine to medium
STANDARD PENETRATION RESULTS
BLOW ISIFOOT
2 5 10 2D 30 4D 50 70 90
......:........._
5 .................
$.
5
7 ...
10 :..: ............:..:..:..
:..............:..
................ ...... .... ....
5
e
z................................
a
3 :.....:...:..:..._.
4 :...:.. ®..:..:.
:..:.._....:.....:...:..:..:._..
5 ............
4
7
7, 7,
7 7 7 7
SOIL TEST BORING NO. B-12
Sheet I of 1
sandy SILT - (residuum)
5
Firm to loose; reddish-brown and tan, moist, slignuy clayey,
fine to (medium sandy SILT (residuum)
a
s55 Loose to firm, tan and white, moist, s
SAND -(residuum)
15
B50
2D
Boring terminated at 20 feet. No groundwater encountered
at time of drilling.
25
640
30
B35

N
35
N 630
i
J
u
?
Z?
0
uj
?
1 SOIL TEST BOFUNG NO. B-13 ?L11INC.
NO.: J10?6B7'03
PROJECT: Foothilks Conmerca Center Phase l14'et Detention Basins PROJECT
' L4AMONS CLIENT: R4cGill Associates DATE START: 10-22.10 END: 10-22-10
gMMEL ELEVATION[: 907.0
Gnaaw?EEMC% 01C LOCAL ION: Shelby, Morin inc., . i LOGGED BY- W. Gentry
-
' . DRILLER: Metro Drill, ., R. Frrye
DRILLING METHOD: Soil Sentry Truck mount; 2-114 finch ID ho[{ow stem auger
I;DMLTEKTS 6.5 CAVINU>
DEPTH TO - VdATER> Ihn1AL: ? B AFTER 4 DAYS:
m
SOIL" a' SLDVdS7rO0T
ELEVATION! SOIL DESCRtFT I014 STANDARD PayETRRTIDNI RESULTS
T
DEITi Fi ( (FT) E vi 2 5 i D 2D 30 40 50 70 90
: : : : :
;. :
5-inches of reddish-brown, slightly clayey, silty SAID - :...:......._.._.... ;...._
3 -
905 Loose to firm, reddish-brown, moist, slightly clayey, silty, 3
fine to medium SAID 5
4 .
5 2 .. - • - -
Loose to fl'rrl, reddish-brown and black, moist, micaceous, ? .....:.... ... -
' 900 j silty, fine BAND
_ 6 :.....:..:..:.:..
7 ..
' 1 D Trace rock fragments at 10 feet -
795
' .or .
72
..
• 5015" •
FART[ALLY WEATHERED ROCK which sampled as wet rack
15 fragments with silty sand `:...'.....................................
790
Boring terminated at V feet due to auger refusal.
............
Groundwater encountered at 8 feet at time of drilling and at
............ _ ......:..:..:..:..
6.5 feet after 4 days. ...............
ZD :: ..:...:..:..:.:..
' 785 •
790 .... ... .................
30 ... -
j 775
o .
r
0 T70i ......
:.....'.. .
..............
F
J
SOIL TEST BORING 140. B-13
0
F, Sheet 1 of 1
0
w
1
ECEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
' BUNNELL-LAfdMONS ENGINEERING, INC.
ASHEVILLE, NORTH CAROLINA
Penetration Resistance* Relative Particle Size Identmcatlon
Biotic per Foot Density aould_r. Greater than h 3D0 min
SANDS Cobb)a: 75 to 300 mm
' Very Loose GraveC
4 Coarse - IS to 75 mm
D to
5 #010 Loose Firm Fine - 4.75 to 19 mm
51 to 20 Firm
21 to 3D Very Firm Sand:
Coarse - 2 to 4.75 mm
31 50 Dense Medium - 0.425 to 2 mn
' avaer r SD Vary Dense Fine - 0.075 to 0,425 mm
Slit $ Clay: Less than 0.075 mm
Penetration Resistance Consistency
Blowsper Foot
SILTS d CLAYS
0 to 2 Very SO;t 12 t?uml-r of blows in fist 5 lochs soft 3 to 4 15 Hunber of blows in second 6-inches
5 to a F Fr>rm 16 S0 Number of blows in third 6 fiches
9 to 15 1S6 to to 30 very Hard ff
31 to SD
over 50 Very Hard
°ASTbh D i5B6
Gr=b Sample
Groundwater Table at Time of Dnll'mg
_
® Split Spoon Sample
' GroundwaterTable 24 Hour after Completionaf Drilling
® Undlenurbed Sample
KEY TO SOIL CLASSIFICATIONS
° Low Plasticity Clay C1Hyey Silt Silty Sand
. SM
Well graded Gravel CL M
- ® ? GW
p 1' -
a Q? Poorly-graded Gravel C Sandy Clay MLS Sandy Silt Topsoil
TOPSOIL
O o GP
Partially Weathera:d Rock Silky Clay Sand Bedrock
13Lb12CBBL CL-ML SW BEDROCK
J T L:
High Plasticity Clay Silt Clayey Sand r <? Concrete
CH 5C 1` L A5
ML : < ,

WET DETENTION BASIN 2
WET DETENTION BASIN SUPPLEMENT- DESIGN SUMMARY
WET DETENTION BASIN SUPPLEMENT -REQUIRED ITEMS CHECKLIST
TABLE OF ELEVATIONS, AREAS, INCREMENTAL VOLUMES AND ACCUMULATED VOLUMES FOR POND AND FOREBAY
CALCULATIONS
• GENERAL
• DRAWDOWN TIMES
• HYDROCAD MODEL
• CHANNEL REINFORCEMENT
• ANTI-FLOTATION BLOCK
OPERATION AND MAINTENANCE AGREEMENT
REPORT OF GEOTECHNICAL EXPLORATION AND SOIL INFILTRATION
Permit No.
(to be provided by DWQ)
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part fit) must be printed, filled out and submitted along with all of the required information.
O?O? W ATF9QG
y
p _ t
11. PROJECT INFORMATION _ °.
Project name Foothills Commerce Center - Phase One
Contact person Brad Cornwell - City of Shelby - Public Utilities Director
Phone number [phone]
Date 7-Jan-11
Drainage area number 2
II: DESIGN INFORMATION .:
Site Characteristics
Drainage area 330,165 ft
Impervious area, post-development 146,700 ftz
% impervious 44.43 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 12,378 ff3 OK
Volume provided 30,348 .ff3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ff3
Post-development 1-yr, 24-hr runoff it3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 3.1 in
Rational C. pre-development 0.30 (unitless)
Rational C, post-development 0.57 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.13 in/hr OK
Pre-development 1-yr, 24-hr peak flow 0.30 ff3/sec
Post-development 1-yr, 24-hr peak flow 0.56 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 0.26 ft3/sec
Elevations
Temporary pool elevation 865.50 fmsl
Permanent pool elevation 863.50 fmsl
SHWT elevation (approx. at the perm. Pool elevation) fmsl
Top of 1 Oft vegetated shelf elevation 864.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 863.00 fmsl
Sediment cleanout, top elevation (bottom of pond) 858.10 fmsl
Sediment cleanout, bottom elevation 857.10 fmsl
Sediment storage provided 1.001
Is there additional volume stored above the state-required temp. pool? N (Y or N)
Elevation of the top of the additional volume fmsl
' Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts 1.8 II. Design Summary, Page 1 of 2
' Permit No.
(to be provided by DWr)

'?
1f DESIGN 1NFORMA77ON
Surface Areas
f
Z
Area, temporary pool t
17,318
264 e
7
' Area REQUIRED, permanent pool ,
SAIDA ratio 2.20 (unitless)
Area PROVIDED, permanent pool, Apenjool 11,926 ft` OK
Area, bottom of 10ft vegetated shelf, Abd Shelf 9,669 ftc
Area, sediment cleanout, top elevation (bottom of pond), Abotyo,a 3,539 e
Volumes
Volume, temporary pool 30,348 ft3 OK
Volume, permanent pool, Vpeomyod 37,145 ft3
Volume, forebay (sum of forebays if more than one forebay) 7,124 ft3
Forebay % of permanent pool volume 19.2% % OK
' SAIDA Table Data
90 %
Design TSS removal
Coastal SAIDA Table Used? N (Y or N)
MountainlPiedmont SAIDA Table Used?
SAIDA ratio Y (Y or N)
2.20 (unitiess)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vperm_pool 37,145 e
' Area provided, permanent pool, A,,,,,od 11,926 ft`
Average depth calculated ft Need 3 ft min.
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
' Area provided, permanent pool, Aperm-Pod 11,926 fti
Area, bottom of 1 Oft vegetated shelf, Abot-SheB 9,669 ft
Area, sediment cleanout, top elevation (bottom of pond), Abot pmd 3,539 ft2
' "Depth" (distance blw bottom of 1Oft shelf and top of sediment) 4.90 It
Average depth calculated 3.80 ft OK
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
N
Drawdown through orifice? )
Y (Y or
Diameter of orifice (if circular) 2.00 in
Area of orifice (if-non-circular) in2
' Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 0.74 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
' Coefficient of discharge (CW) (unitless)
Length of weir (L) ft
Driving head (H) ft
' Pre-development 1-yr, 24-hr peak flow 0.30 ft3lsec
Post-development 1-yr, 24-hr peak flow 0.56 ft3lsec
Storage volume discharge rate (through discharge orifice or weir) 0.09 ft3lsec
Storage volume drawdown time 2.74 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
' Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 2.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: Portable pump

Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts 1.8 II. Design Summary, Page 2 of 2

Permit No
(to be provided by DWQ)

III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
1 Pagel Plan
Ini 'als Sheet No.
C-108 1. Plans (1" - 50' or larger) of the entire site showing:
C-701 - Design at ultimate build-out,
- Off-site drainage (if applicable),
- 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.
' C-508 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
t - Filter strip.
C-508 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
' NIA 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
p Attached A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
5
.
to verify volume provided.
C-509 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the

' entire drainage area is stabilized.
Attached 7. The supporting calculations.

' Attached 8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
NIA 9. A copy of the deed restrictions (if required):
' Attached 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.

' Form SW401-Wet Detention B asin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1

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A S S O C I A T E S
Engineering • Planning • Finance
McGill Associates. PA. P.O. Box 2259, Asheville, NC 28802
PROJECT: FOCSC! us Gowme
PROJECT NO.: MICAUD
DESCRIPTION
CALCULATED BY: CHECKED BY:
",
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Wet Basin 2
Subcaf. Reach Pon Link I Drainage Diagram for WetBasin2
Prepared by tenter your company name here}, Printed 1/7/2011
HydroCAD® 8.50 s/n 004263 0 2007 HydroCAD Software Solutions LLC
' WetBasW Type 1124-hr 1-Year Storm Rainfall=3.10"
- -
-Prepared--by {enter your company name here} -Printed - 1/7/207/2011
2
H)IdroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC pArip
' Time span=0.00-160.00 hrs, dt=0.04 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment lS: DA 2 Runoff Area=7.580 ac 44.43% Impervious Runoff Depth=1.67"
'
Tc=5.0 min CN=85 Runoff=23.06 cfs 1.057 of
' Pond 2P: Wet Basin 2 Peak Elev=864.17' Storage=43,758 cf Inflow=23.06 cfs 1.057 of
Outflow 0.09 cfs 0.259 of
Total Runoff Area = 7.580 ac Runoff Volume =1.057 of Average Runoff Depth =1.67"
55.57% Pervious = 4.212 ac 44.43% Impervious = 3.368 ac

1
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r WetBasin2 Type 1124-hr 1-Year Storm Rainfall=3.10"
-Prepared-by {enter your-company name here} - ----- - -- - -Printed--117/2011
HydroCADS 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 3
for Subcatchment IS: DA 2
Summary
' Runoff = 23.06 cfs @ 11.96 hrs, Volume= 1.057 af, Depth= 1.67"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs
' Type II 24-hr 1-Year Storm Rainfall=3.10"
Area (ac) CN Description
' 3.368 98 Paved parking & roofs
4.212 74 >75% Grass cover, Good, HSG C
7.580 85 Weighted Average
4.212 Pervious Area
3.368 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment IS: DA 2
Hydrograph
---=- --'---- ---- --- ---- ---.----,..--------
--- T ---
24 - ? 23.06 cfs
23 --' --- ---, - - _ ---- --- -'-- --- , _e If24hr 1er,Stormr
--
22 --- - - - ---- ----------- - Y-p-------------------
? ?-+ ---
21 --- --- - -- ---- --- --- -- - -
-- --_Rain_fa11 *J0"--
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__,_ _ __ _ unoff ?oi:urrie
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16
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,5 ----------------' 67' -
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T6 5..0_. ffilft
0 12
- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
10
9 -- -- - - - - - - - - - - - - - - - - -------- r---,---- -------- - - - - - - - - --------
5 -- - -- --...-- - -i
4 -- --- ---=,---- -
3 J
-- --- --- -- --- --
0 .... ............... .. ,....,.....,..,...,,...,,.
0 10 20 30 40 S0 60 70 80 90 100 110 120 130 140 150 160
Time (hours)
1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
WetBasin2 Type 1124-hr 1-Year Storm Rainfall=3.10"
Prepared- by-{enter your company name here} - - -Printed 1/7/2411
HydroCAD(D8 50 s/n 004263 02007 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: DA 2
Time Precip. Excess Runoff
(hours) ( inches) ( inches) (cfs)
0.00 0.00 0.00 0.00
2.00 0.07 0.00 0.00
4.00 0.15 0.00 0.00
6.00 0.25 0.00 0.00
8.00 0.37 0.00 0.01
10.00 0.56 0.02 0.18
12.00 2.06 0.84 19.89
14.00 2.54 1.21 0.73
16.00 2.73 1.36 0.46
18.00 2.86 1.47 0.36
20.00 2.95 1.55 0.26
22.00 3.03 1.61 0.24
24.00 3.10 1.67 0.22
26.00 3.10 1.67 0.00
28.00 3.10 1.67 0.00
30.00 3.10 1.67 0.00
32.00 3.10 1.67 0.00
34.00 3.10 1.67 0.00
36.00 3.10 1.67 0.00
38.00 3.10 1.67 0.00
40.00 3.10 1.67 0.00
42.00 3.10 1.67 0.00
44.00 3.10 1.67 0.00
46.00 300 1.67 0.00
48.00 3.10 1.67 0.00
50.00 3.10 1.67 0.00
52.00 3.10 1.67 0.00
54.00 3.10 1.67 0.00
56.00 3.10 1.67 0.00
58.00 3.10 1.67 0.00
60.00 3.10 1.67 0.00
62.00 3.10 1.67 0.00
64.00 3.10 1.67 0.00
66.00 3.10 1.67 0.00
68.00 3.10 1.67 0.00
70.00 3.10 1.67 0.00
72.00 3.10 1.67 0.00
74.00 3.10 1.67 0.00
76.00 3.10 1.67 0.00
78.00 3.10 1.67 0.00
80.00 3.10 1.67 0.00
82.00 3.10 1.67 0.00
84.00 3.10 1.67 0.00
86.00 3.10 1.67 0.00
88.00 3.10 1.67 0.00
90.00 3.10 1.67 0.00
92.00 3.10 1.67 0.00
94.00 3.10 1.67 0.00
96.00 3.10 1.67 0.00
98.00 3.10 1.67 0.00
100.00 3.10 1.67 0.00
102.00 3.10 1.67 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
104.00 3.10 1.67 0.00
106.00 3.10 1.67 0.00
108.00 3.10 1.67 0.00
110.00 3.10 1.67 0.00
112.00 3.10 1.67 0.00
114.00 3.10 1.67 0.00
116.00 3.10 1.67 0.00
118.00 3.10 1.67 0.00
120.00 3.10 1.67 0.00
122.00 3.10 1.67 0.00
124.00 3.10 1.67 0.00
126.00 110 1.67 0.00
128.00 3.10 1.67 0.00
130.00 3.10 1.67 0.00
132.00 3.10 1.67 0.00
134.00 3.10 1.67 0.00
136.00 3.10 1.67 0.00
138.00 3.10 1.67 0.00
140.00 3.10 1.67 0.00
142.00 3.10 1.67 0.00
144.00 3.10 1.67 0.00
146.00 3.10 1.67 0.00
148.00 3.10 1.67 0.00
150.00 3.10 1.67 0.00
152.00 3.10 1.67 0.00
154.00 3.10 1.67 0.00
156.00 3.10 1.67 0.00
158.00 3.10 1.67 0.00
160.00 3.10 1.67 0.00
1
1

1

1

7
11

1

WetBasin2 Type 1124-hr 1-Year Storm Rainfall=3.90"
Prepared- by {enter your company name here} - - - - - ---Printed -117/2011
HydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 5
Summary for Pond 2P: Wet Basin 2
Inflow Area = 7.580 ac, 44.43% Impervious, Inflow Depth = 1.67" for 1-Year Storm event
Inflow = 23.06 cfs @ 11.96 hrs, Volume= 1.057 of
Outflow = 0.09 cfs @ 24.09 hrs, Volume= 0.259 af, Atten= 100%, Lag= 727.6 min
Primary = 0.09 cfs @ 24.09 hrs, Volume= 0.259 of
Routing by Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs / 3
Peak Elev= 864.17' @ 24.09 hrs Surf.Area= 14,708 sf Storage= 43,758 cf
Plug-Flow detention time= 1,658.4 min calculated for 0.259 of (25% of inflow)
Center-of-Mass det. time= 1,525.9 min ( 2,349.4 - 823.5)
Volume Invert Avail Storage Storage Description
#1 858.10' 83,792 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
858.10 0 0 0
858.50 3,753 751 751
859.10 4,098 2,355 3,106
860.10 4,689 4,394 7,499 _
860.50 6,076 2,153 9,652
863.00 9,669 19,681 29,334
863.50 11,926 5,399 34,732
864.00 14,378 6,576 41,308
865.50 17,318 23,772 65,080
866.50 20,106 18,712 83,792
Device Routing Invert Outlet Devices
#1 Device 3 862.00' 24.0" Vert. Orifice/Grate. C= 0.600
#2 Primary 863.50' 2.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Primary 865.50' 36.0" Vert. Orifice/Grate C= 0.600
#4 Primary 865.60' 10.0' 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
Primary OutFlow Max=0.09 cfs @ 24.09 hrs HW=864.17' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.09 cfs @ 3.94 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
t-1=Orifice/Grate ( Controls 0.00 cfs)
=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

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WetBasin2 Type II 24-hr 1-Year Storm Rainfall=3.10"
Prepared by-{enter your company name here} - -- _-Printed- 1/71201-1
HydroCADO 8.50 sln 004263 © 2007 HydroCAD Software Solutions LLC Page 6
Pond 2P: Wet Basin 2
Hydrograph
nflow
- - - - - - . --- - El Primary " " 23.00 cf5 -
24 -- ------- - -- - -- ---- Inft_ow
Area=7:580_ac _
22 -------- --- --------
Peak Elev_=864.17'_ _
- - - - - - - - - - Storage=43;758 -Ef -
18 ----
--- --- ---- -------
14 -- ----------------.---- --- -------- - --------- -- ------------
----------- ---
-- --
0 12--
U.
------ - --- ------- ---
10 _..-- --- --
-------------- -------- ---- ------------
8 -- ------- --- -- -
---
-------- ---
q
0 10 20 30 40 50 60 70 8D 90 100 110 120 130 140 150 160
Time (hours)
Pond 2P: Wet Basin 2
Stage-Discharge
m
c
0
.m
m
W
? Primary
0 20 40 60 80 l uu -i zu i l+u
Discharge (cfs)

' WetBasin2 Type 1124-hr 1-Year Storm Rainfall=3.10"
- "- Prepared "by {enter your company name here} - -- - -" -- Printed--1/7/2011
HydroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 7
1

l-,
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1
E
Pond 2P: Wet Basin 2
Stage -Area-Sto rage
Surface/HorizontalMetted Area (sq-ft)
0 2,000 4,9DD 6, DOD 8,000 10,000 12,000 14,000 16,000 18,000 20,000 ? Surface
D Storage
! -' ---- ----- ' - -------------- - ---
868 - - - -
867 _- __- .,______________, -__-__-
866 ------i-------,-.....
- - - - - - - - - ------
865 ? ------ .- - - - --- ?-- ------>-- i -r -
w 864 ----- ------ --- '.- -fir` ---- - ---- -- - --- -
-------------- : ----
c ---
? 863
W u 862 - - - - - - -------------- ---- --
.._- -- ---'-- __ ? ?
860 -- -- ---- _.-------?--•----- ------ r------ i- ----
859
...... ... ,
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000
Storage (cubic-feet)

I
1

u

1

1

WetBasin2 Type 1124-hr 1-Year Storm Rainfall=3.10"
Prepared-by {enter your company name here} - - - - - --Printed--1/7/2011
HydroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 2P: Wet Basin 2
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 858.10 0.00
4.00 0.00 0 858.10 0.00
8.00 0.01 3 858.11 0.00
12.00 19.89 18,881 861.81 0.00
16.00 0.46 37,224 863.70 0.05
20.00 0.26 41,440 864.01 0.07
24.00 0.22 43,735 864.17 0.09
28.00 0.00 42,597 864.09 0.08
32.00 0.00 41,477 864.01 0.08
36.00 0.00 40,435 863.94 0.07
40.00 0.00 39,476 863.87 0.06
44.00 0.00 38,600 863.80 0.06
48.00 0.00 37,811 863.75 0.05
52.00 0.00 37,107 863.69 0.05
56.00 0.00 36,498 863.64 0.04
60.00 0.00 35,976 863.60 0.03
64.00 0.00 35,595 863.57 0.02
68.00 0.00 35,335 863.55 0.01
72.00 0.00 35,159 863.54 0.01
76.00 0.00 35,039 863.53 0.01
80.00 0.00 34,957 863.52 0.00
84.00 0.00 34,901 863.51 0.00
88.00 0.00 34,863 863.51 0.00
92.00 0.00 34,837 863.51 0.00
96.00 0.00 34,819 863.51 0.00
100.00 0.00 34,805 863.51 0.00
104.00 0.00 34,792 863.51 0.00
108.00 0.00 34,782 863.50 0.00
112.00 0.00 34,774 863.50 0.00
116.00 0.00 34,767 863.50 0.00
120.00 0.00 34,761 863.50 0.00
124.00 0.00 34,756 863.50 0.00
128.00 0.00 34,752 863.50 0.00
132.00 0.00 34,749 863.50 0.00
136.00 0.00 34,746 863.50 0.00
140.00 0.00 34,744 863.50 0.00
144.00 0.00 34,742 863.50 0.00
148.00 0.00 34,740 863.50 0.00
152.00 0.00 34,739 863.50 0.00
156.00 0.00 34,738 863.50 0.00
160.00 0.00 34,737 863.50 0.00
?J

I?
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1?

u
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1

WetBasin2 Type 1124-hr 1-Year Storm Rainfall=3.10"
-- - - -- - - -- -Printed--1/712011
Prepared by {enter your company name here}
HvdroCAD88 50 s/n 004263 02007 HydroCAD Software Solutions LLC Page 9
Elevation Primary
(feet) (cfs)
858.10 0.00
858.16 0.00
858.22 0.00
858.28 0.00
858.34 0.00
858.40 0.00
858.46 0.00
858.52 0.00
858.58 0.00
858.64 0.00
858.70 0.00
858.76 0.00
858.82 0.00
858.88 0.00
858.94 0.00
859.00 0.00
859.06 0.00
859.12 0.00
859.18 0.00
859.24 0.00
859.30 0.00
859.36 0.00
859.42 0.00
859.48 0.00
859.54 0.00
859.60 0.00
859.66 0.00
859.72 0.00
859.78 0.00
859.84 0.00
859.90 0.00
859.96 0.00
860.02 0.00
860.08 0.00
860.14 0.00
860.20 0.00
860.26 0.00
860.32 0.00
860.38 0.00
860.44 0.00
860.50 0.00
860.56 0.00
860.62 0.00
860.68 0.00
860.74 0.00
860.80 0.00
860.86 0.00
860.92 0.00
860.98 0.00
861.04 0.00
861.10 0.00
861.16 0.00
Stage-Discharge for Pond 2P: Wet Basin 2
Elevation Primary
(feet) (cfs)
861.22 0.00
861.28 0.00
861.34 0.00
861.40 0.00
861.46 0.00
861.52 0.00
861.58 0.00
861.64 0.00
861.70 0.00
861.76 0.00
861.82 0.00
861.88 0.00
861.94 0.00
862.00 0.00
862.06 0.00
862.12 0.00
862.18 0.00
862.24 0.00
862.30 0.00
862.36 0.00
862.42 0.00
862.48 0.00
862.54 0.00
862.60 0.00
862.66 0.00
862.72 0.00
862.78 0.00
862.84 0.00
862.90 0:00
862.96 0.00
863.02 0.00
863.08 0.00
863.14 0.00
863.20 0.00
863.26 0.00
863.32 0.00
863.38 0.00
863.44 0.00
863.50 0.00
863.56 0.03
863.62 0.04
863.68 0.04
863.74 0.05
863.80 0.06
863.86 0.06
863.92 0.07
863.98 0.07
864.04 0.08
864.10 0.08
864.16 0.09
864.22 0.09
864.28 0.09
Elevation Primary
(feet) (cfs)
864.34 0.10
864.40 0.10
864.46 0.10
864.52 0.11
864.58 0.11
864.64 0.11
864.70 0.12
864.76 0.12
864.82 0.12
864.88 0.12
864.94 0.13
865.00 0.13
865.06 0.13
865.12 0.13
865.18 0.14
865.24 0.14
865.30 0.14
865.36 0.14
865.42 0.15
865.48 0.15
865.54 0.16
865.60 0.23
865.66 0.72
865.72 1.56
865.78 2.66
865.84 3.98
865.90 5.52
865.96 7.25
866.02 9.18
866.08 11.35
866.14 13.72
866.20 16.29
866.26 18.81
866.32 21.46
866.38 24.24
866.44 27.13
866.50 30.13
866.56 33.24
866.62 36.48
866.68 39.86
866.74 43.35
866.80 46.95
866.86 50.52
866.92 54.17
866.98 57.90
867.04 61.67
867.10 65.49
867.16 69.36
867.22 73.36
867.28 77.54
867.34 81.32
867.40 84.81
Elevation Primary
(feet) (cfs)
867.46 88.36
867.52 91.95
867.58 95.58
867.64 99.26
867.70 102.99
867.76 106.77
867.82 110.58
867.88 114.44
867.94 118.35
868.00 122.30
868.06 126.29
868.12 130.32
868.18 134.39
868.24 138.51
868.30 142.67
868.36 146.86
868.42 151.10
868.48 155.38
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1

I

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1

WetBasin2 Type ll 24-hr 1-Year Storm Rainfall=3.10"
-Prepared-by {enter your company name here} - - - Printed-117/2011
HvdroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 10
Stage-Area-Storage for Pond 2P: Wet Basin 2
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
858.10 0 0
858.25 1,407 106
858.40 2,815 422
858.55 3,782 939
858.70 3,868 1,513
858.85 3,954 2,099
859.00 4,040 2,699
859.15 4,128 3,312
859.30 4,216 3,937
859.45 4,305 4,576
859.60 4,394 5,229
859.75 4,482 5,894
859.90 4,571 6,573
860.05 4,659 7,266
860.20 5,036 7,986
860.35 5,556 8,780
860.50 6,076 9,652
860.65 6,292 10,580
860.80 6,507 11,540
860.95 6,723 12,532
861.10 6,938 13,557
861.25 7,154 14,614
861.40 7,369 15,703
861.55 7,585 16,824
861.70 7,801 17,978
861.85 8,016 19,165
862.00 8,232 20,383
862.15 8,447 21,634
862.30 8,663 22,917
862.45 8,879 24,233
862.60 9,094 25,581
862.75 9,310 26,961
862.90 9,525 28,374
863.05 9,895 29,823
863.20 10,572 31,358
863.35 11,249 32,994
863.50 11,926 34,732
863.65 12,662 36,576
863.80 13,397 38,531
863.95 14,133 40,596
864.10 14,574 42,756
864.25 14,868 44,964
864.40 15,162 47,216
864.55 15,456 49,513
864.70 15,750 51,853
864.85 16,044 54,238
865.00 16,338 56,666
865.15 16,632 59,139
865.30 16,926 61,656
865.45 17,220 64,217
865.60 17,597 66,826
865.75 18,015 69,497
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
865.90 18,433 72,231
866.05 18,851 75,027
866.20 19,270 77,886
866.35 19,688 80,808
866.50 20,106 83,792
866.65 20,106 83,792
866.80 20,106 83,792
866.95 20,106 83,792
867.10 20,106 83,792
867.25 20,106 83,792
867.40 20,106 83,792
867.55 20,106 83,792
867.70 20,106 83,792
867.85 20,106 83,792
868.00 20,106 83,792
868.15 20,106 83,792
868.30 20,106 83,792
868.45 20,106 83,792

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WetBasin2
Prep-ared-by {enter your- company- name-here}
Hvrirr)CADO 8.50 s/n 004263 © 2007 HydroCAD Sof
Type// 24-hr 10-Year Storm Rainfall=5.41 "
- -Printed -1/7/201-1
dons LLC Page 11
Time span=0.00-160.00 hr s, dt=0.04 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA 2 Runoff Area=7.580 ac 44.43% Impervious Runoff Depth=3.75"
Tc=5.0 min CN=85 Runoff=49.87 cfs 2.368 of
Pond 2P: Wet Basin 2 Peak Elev=865.75' Storage=69,419 cf Inflow=49.87 cfs 2.368 of
Outflow=2.09 cfs 1.569 of
Total Runoff Area = 7.580 ac Runoff Volume = 2.368 of Average Runoff Depth 3.75"
55.57% Pervious = 4.212 ac 44.43% Impervious = 3.368 ac
1
WetBasin2 Type // 24-hr 10-Year Storm Rainfall=5.41"
-P-repared-by {enter your company name here} - - -- -- - - ----Printed-1/7/201-1
H ydroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1 S: DA 2
' Runoff = 49.87 cfs @ 11.96 hrs, Volume= 2.368 af, Depth= 3.75"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs
' Type II 24-hr 10-Year Storm Rainfall=5.41"
Area ac CN Description
3.368 98 Paved parking & roofs
4.212 74 >75% Grass cover, Good, HSG C
7.580 85 Weighted Average
' 4.212 Pervious Area
3.368 Impervious Area
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
' Subcatchment IS: DA 2
Hydrograph
' 55 ? Runoff
- 49.E7
So Type II 24-hr 10-Year Storm
45 Rainfall=5.41"
Runoff Area=7.58 ac
40
' 35
--- ---;-- -------- --------;----;---- -Runoff-D-epth=3.75"
N
30-
- -- ----- - ---- - --- -- c=5:0-mirt-
--- -
0 25
-,
20
15 ----
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
' Time (hours)

r

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F
1
WetBasin2 Type 1124-hr 10-Year Storm Rainfall=5.41"
117/2011
Prepared-by-[enter your company name here} Printed- Pa a 13
H ydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC 9
Hydrograph for Subcatchment 1S: DA 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.00 0.12 0.00 0.00
4.00 0.26 0.00 0.00
6.00 0.43 0.00 0.06
8.00 0.65 0.04 0.24
10.00 0.98 0.16 0.72
12.00 3.59 2.09 42.18
14.00 4.44 2.85 1.45
16.00 4.76 3.15 0.89
18.00 4.98 3.35 0.69
20.00 5.15 3.51 0.51
22.00 5.29 3.63 0.46
24.00 5.41 3.75 0.43
26.00 5.41 3.75 0.00
28.00 5.41 3.75 0.00
30.00 5.41 3.75 0.00
32.00 5.41 3.75 0.00
34.00 5.41 3.75 0.00
36.00 5.41 3.75 0.00
38.00 5.41 3.75 0.00
40.00 5.41 3.75 0.00
42.00. 5.41 3.75 0.00
44.00 5.41 3.75 0.00
46.00 5.41 3.75 0.00
48.00 5.41 3.75 0.00
50.00 5.41 3.75 0.00
52.00 5.41 3.75 0.00
54.00 5.41 3.75 0.00
56.00 5.41 3.75 0.00
58.00 5.41 3.75 0.00
60.00 5.41 3.75 0.00
62.00 5.41 3.75 0.00
64.00 5.41 3.75 0.00
66.00 5.41 3.75 0.00
68.00 5.41 3.75 0.00
70.00 5.41 3.75 0.00
72.00 5.41 3.75 0.00
74.00 5.41 3.75 0.00
76.00 5.41 3.75 0.00
78.00 5.41 3.75 0.00
80.00 5.41 3.75 0.00
82.00 5.41 3.75 0.00
84.00 5.41 3.75 0.00
86.00 5.41 3.75 0.00
88.00 5.41 3.75 0.00
90.00 5.41 3.75 0.00
92.00 5.41 3.75 0.00
94.00 5.41 3.75 0.00
96.00 5.41 3.75 0.00
98.00 5.41 3.75 0.00
100.00 5.41 3.75 0.00
102.00 5.41 .3.75 0.00
Time Precip. Excess Runoff
(hours) ( inches) ( inches) (cfs)
104.00 5.41 3.75 0.00
106.00 5.41 3.75 0.00
108.00 5.41 3.75 0.00
110.00 5.41 3.75 0.00
112.00 5.41 3.75 0.00
114.00 5.41 3.75 0.00
116.00 5.41 3.75 0.00
118.00 5.41 3.75 0.00
120.00 5.41 3.75 0.00
122.00 5.41 3.75 0.00
124.00 5.41 3.75 0.00
126.00 5.41 3.75 0.00
128.00 5.41 3.75 0.00
130.00 5.41 3.75 0.00
132.00 5.41 3.75 0.00
134.00 5.41 3.75 0.00
136.00 5.41 3.75 0.00
138.00 5.41 3.75 0.00
140.00 5.41 3.75 0.00
142.00 5.41 3.75 0.00
144.00 5.41 3.75 0.00
146.00 5.41 3.75 0.00
148.00 5.41 3.75 0.00
150.00 5.41 3.75 0.00
152.00 5.41 3.75 0.00
154.00 5.41 3.75 0.00
156.00 5.41 3.75 0.00
158.00 5.41 3.75 0.00
160.00 5.41 3.75 0.00

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WetBasin2 Type 1124-hr 10-Year Storm Rainfall=5.41 "
Prepared by-{enter-your company name here} -= - ---- - -- ---Printed-117/201-1
HydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Paae 14
Summary for Pond 2P: Wet Basin 2
Inflow Area = 7.580 ac, 44.43% Impervious, Inflow Depth = 3.75" for 10-Year Storm event
Inflow = 49.87 cfs @ 11.96 hrs, Volume= 2.368 of
Outflow = 2.09 cfs @ 13.26 hrs, Volume= 1.569 af, Atten= 96%, Lag= 77.9 min
Primary = 2.09 cfs @ 13.26 hrs, Volume= 1.569 of
Routing by Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs / 3
Peak Elev= 865.75' @ 13.26 hrs Surf.Area= 18,003 sf Storage= 69,419 cf
Plug-Flow detention time= 1,570.3 min calculated for 1.569 of (66% of inflow)
Center-of-Mass det. time= 1,470.4 min (2,270.9 - 800.5)
Volume Invert Avail.Stora a Storage Description
#1 858.10' 83,792 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
858.10 0 0 0
858.50 3,753 751 751
859.10 4,098 2,355 3,106
860.10 4,689 4,394 7,499
860.50 6,076 2,153 9,652
863.00 9,669 19,681 29,334
863.50 11,926 5,399 34,732
864.00 14,378 6,576 41,308
865.50 17,318 23,772 65,080
866.50 20,106 18,712 83,792
Device Routing Invert Outlet Devices
#1 Device 3 862.00' 24.0" Vert. Orifice/Grate C= 0.600
#2 Primary 863.50' 2.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Primary 865.50' 36.0" Vert. Orifice/Grate C= 0.600
#4 Primary 865.60' 10.0' 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
Primary OutFlow Max=2.00 cfs @ 13.26 hrs HW=865.75' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.22 fps)
3=Orifice/Grate (Orifice Controls 0.46 cfs @ 1.69 fps)
't-1=Orifice/Grate (Passes 0.46 cfs of 7.50 cfs potential flow)
=Broad-Crested Rectangular Weir (Weir Controls 1.38 cfs @ 0.95 fps)

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WetBasin2 Type 1124-hr 10-Year Storm Rainfall=5.41 "
Prepared-by {enter your company name here} - -Printed-1 /7/2011
--- Paae 15
H ydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Pond 2P: Wet Basin 2
Hydro9raPh
®inflow
-- -- --- - - - - - _ - - _ Primary
,. - 49.87 cis -
W_Ar_ea-'7.580_aC _
_In o
50 --- . ---------------- -- -----
45 P-ea-k Elev,865.7a'--
- - - - - - - - Storage=69,--419-e#-
-- --,---- --- ---
35 - - - - -- _
t 30- N _ _ --------
3 - - - - - - - - ---
25-'
15
10 - ------- ------- -- -----...__...._--------- --- ._ ------- -
5 2.09 cfs
0 100 110 120 130 140 150 160
0 0 10 20 30 40 50 60 i6 ?O (hours)
Time d
d
c
0
m
w
0 20
80 100
Discharge (cfs)
? Primary
Pond 2P: Wet Basin 2
Stage-Discharge

' Type// 24-hr 10-Year Storm Rainfall=5.41"
WetBasin2 ---Printed- 1/7/201-1
1
Prepared by- -- -
{enter your company name here} Page 1
H ydroCAD®8 50 sin 004263 © 2007 HydroCAD Software Solutions LLC

Pond 2P: Wet Basin 2
Stage-Area-Storage
Surface/Horizontalffetted Area (sq-ft)
ODD 14,000 16,000 18,000
000 12
DDO 10
20,OD0 ? Surface
D ,
,
2,9D0 4,000 6,000 8, ? Storage
= ------------------- '- ---------------
- -- -
--
868 ----?---------
867

866
---
------' ------------ ?--- ?-
------ -----?--

865
;
-------
------ -----?--=---?----'-- ------ --
--
864 ---I'
- - - - -- -

863 - -----.------ r--------?------
------ ------ -- ---,-
>
w 862.

------- ..-------
I_- ?--- - --
861 --! - ----,---,
----- --------------- ---

8599
. . . .

' 0 10,000 20,000 30,ODO 40,000 50,000 60,000 70,000 80,000
bic-feet)
Storage (cu

0

r

WetBasin2 Type // 24-hr 10-Year Storm Rainfall=5.41"
-Prepared-by-{enter your company name-here} - - - ---- - - - Printed-1/7/201-1---
H ydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 17
for Pond 2P: Wet Basin 2
Hydrograph
' Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 858.10 0.00
4.00 0.00 0 858.10 0.00
8.00 0.24 1,106 858.59 0.00
12.00 42.18 48,881 864.51 0.11
00
16 0.89 68,230 865.68 1.01
.
20.00 0.51 67,409 865.63
62 0.55
44
0
24.00 0.43 67,196 865. .
28.00 0.00 64,575 865.47 0.15
32.00 0.00 62,485. 865.35 0.14
36.00 0.00 60,462 865.23 0.14
40.00 0.00 58,507 865.11 0.13
44.00 0.00 56,621 865.00 0.13
48.00 0.00 54,806 864.89 0.12
52.00 0.00 53,062 864.78 0.12
56.00 0.00 51,389 864.67 0.11
00
60 0.00 49,789 864.57 0.11
.
64.00 0.00 48,264 864.47 0.10
10
0
68.00 0.00 46,813 864.37 .
72.00 0.00 45,438 864.28 0.09
76.00 0.00 44,139 864.19 0.09
' 80.00 0.00 42,919 864.11 0.08
84.00 0.00 41,776 864.03 0.08
88.00 0.00 40,713 863.96 0.07
92.00 0.00 39,731 863.89 0.07
1 96.00 0.00 38,832 863.82 0.06
100.00 0.00 38,019 863.76 0.05
104.00
108.00 0.00
0.00 37,291
36,656 863.71
863.66 0.05
0.04
112.00 0.00 36,109 863.61 0.04
116.00 0.00 35,685 863.58 0.02
120.00 0.00 35,397 863.55 0.02
124.00 0.00 35,201 863.54 0.01
128.00 0.00 35,067 863.53 0.01
132.00 0.00 34,976 863.52 0.01
136.00 0.00 34,914 863.52 0.00
' 140.00 0.00 34,872 863.51 0.00
144.00 0.00 34,843 863.51 0.00
148.00 0.00 34,824 863.51 0.00
152.00 0.00 34,808 863.51 0.00
156.00 0.00 34,795 863.51 0.00
160.00 0.00 34,785 863.50 0.00

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WetBasin2 Type 1124-hr 10-Year Storm Rainfall=5.41 "
--P-r-epared-by{enter-your-company-name here} -- - - --- - - - - - _Rrinted-11-7/2011
HvdroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 18
Elevation Primary
(feet) (cfs)
858.10 0.00
858.16 0.00
858.22 0.00
858.28 0.00
858.34 0.00
858.40 0.00
858.46 0.00
858.52 0.00
858.58 0.00
858.64 0.00
858.70 0.00
858.76 0.00
858.82 0.00
858.88 0.00
858.94 0.00
859.00 0.00
859.06 0.00
859.12 0.00
859.18 0.00
859.24 0.00.
859.30 0.00
859.36 0.00
859.42 0.00
859.48 0.00
859.54 0.00
859.60 0.00
859.66 0.00
859.72 0.00
859.78 0.00
859.84 0.00
859.90 0.00
859.96 0.00
860.02 0.00
860.08 0.00
860.14 0.00
860.20 0.00
860.26 0.00
860.32 0.00
860.38 0.00
860.44 0.00
860.50 0.00
860.56 0.00
860.62 0.00
860.68 0.00
860.74 0.00
860.80 0.00
860.86 0.00
860.92 0.00
860.98 0.00
861.04 0.00
861.10 0.00
861.16 0.00
Stage-Discharge for Pond 2P: Wet Basin 2
Elevation Primary
(feet) (cfs)
861.22 0.00
861.28 0.00
861.34 0.00
861.40 0.00
861.46. 0.00
861.52 0.00
861.58 0.00
861.64 0.00
861.70 0.00
861.76 0.00
861.82 0.00
861.88 0.00
861.94 0.00
862.00 0.00
862.06 0.00
862.12 0.00
862.18 0.00
862.24 0.00
862.30 0.00
862.36 0.00
862.42 0.00
862.48 0.00
862.54 0.00
862.60 0.00
862.66 0.00
862.72 0.00
862.78 0.00
862.84 0.00
862.90 0.00
862.96 0.00
863.02 0.00
863.08 0.00
863.14 0.00
863.20 0.00
863.26 0.00
863.32 0.00
863.38 0.00
863.44 0.00
863.50 0.00
863.56 0.03
863.62 0.04
863.68 0.04
863.74 0.05
863.80 0.06
863.86 0.06
863.92 0.07
863.98 0.07
864.04 0.08
864.10 0.08
864.16 0.09
864.22 0.09
864.28 0.09
Elevation Primary
(feet) (cfs)
864.34 0.10
864.40 0.10
864.46 0.10
864.52 0.11
864.58 0.11
864.64 0.11
864.70 0.12
864.76 0.12
864.82 0.12
864.88 0.12
864.94 0.13
865.00 0.13
865.06 0.13
865.12 0.13
865.18 0.14
865.24 0.14
865.30 0.14
865.36 0.14
865.42 0.15
865.48 0.15
865.54 0.16
865.60 0.23
865.66 0.72
865.72 1.56
865.78 2.66
865.84 3.98
865.90 5.52
865.96 7.25
866.02 9.18
866.08 11.35
866.14 13.72
866.20 16.29
866.26 18.81
866.32 21.46
866.38 24.24
866.44 27.13
866.50 30.13
866.56 33.24
866.62 36.48
866.68 39.86
866.74 43.35
866.80 46.95
866.86 50.52
866.92 54.17
866.98 57.90
867.04 61.67
867.10 65.49
867.16 69.36
867.22 73.36
867.28 77.54
867.34 81.32
867.40 84.81
Elevation Primary
(feet) (cfs)
867.46 88.36
867.52 91.95
867.58 95.58
867.64 99.26
867.70 102.99
867.76 106.77
867.82 110.58
867.88 114.44
867.94 118.35
868.00 122.30
868.06 126.29
868.12 130.32
868.18 134.39
868.24 138.51
868.30 142.67
868.36 146.86
868.42 151.10
868.48 155.38

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WetBasin2 Type II 24-hr 10-Year Storm Rainfall=5.41"
-Prepared by {enter your company name here} - ------ -- ---Printed-1/7/2011---
HydroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 19
Stage-Area-Storage for Pond 2P: Wet Basin 2
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
858.10 0 0
858.25 1,407 106
858.40 2,815 422
858.55 3,782 939
858.70 3,868 1,513
858.85 3,954 2,099
859.00 4,040 2,699
859.15 4,128 3,312
859.30 4,216 3,937
859.45 4,305 4,576
859.60 4,394 5,229
859.75 4,482 5,894
859.90 4,571 6,573
860.05 4,659 7,266
860.20 5,036 7,986
860.35 5,556 8,780
860.50 6,076 9,652
860.65 6,292 10,580
860.80 6,507 11,540
860.95 6,723 12,532.
861.10 6,938 13,557
861.25 7,154 14,614
861.40 7,369 15,703
861.55 7,585 16,824
861.70 7,801 17,978
861.85 8,016 19,165
862.00 8,232 20,383
862.15 8,447 21,634
862.30 8,663 22,917
862.45 8,879 24,233
862.60 9,094 25,581
862.75 9,310 26,961
862.90 9,525 28,374
863.05 9,895 29,823
863.20 10,572 31,358
863.35 11,249 32,994
863.50 11,926 34,732
863.65 12,662 36,576
863.80 13,397 38,531
863.95 14,133 40,596
864.10 14,574 42,756
864.25 14,868 44,964
864.40 15,162 47,216
864.55 15,456 49,513
864.70 15,750 51,853
864.85 16,044 54,238
865.00 16,338 56,666
865.15 16,632 59,139
865.30 16,926 61,656
865.45 17,220 64,217
865.60 17,597 66,826
865.75 18,015 69,497
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
865.90 18,433 72,231
866.05 18,851 75,027
866.20 19,270 77,886
866.35 19,688 80,808
866.50 20,106 83,792
866.65 20,106 83,792
866.80 20,106 83,792
866.95 20,106 83,792
867.10 20,106 83,792
867.25 20,106 83,792
867.40 20,106 83,792
867.55 20,106 83,792
867.70 20,106 83,792
867.85 20,106 83,792
868.00 20,106 83,792
868.15 20,106 83,792
868.30 20,106 83,792
868.45 20,106 83,792
WetBasin2 Type II 24-hr 25-Year Storm Rainfall=6.46"
- Prepared-by-{e-nter- your company name here} - -Printed-117/2011
HydroCADG) 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 20
Time span=0.00-160.00 hrs, dt=0.04 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA 2 Runoff Area=7.580 ac 44.43% Impervious Runoff Depth=4.74"
Tc=5.0 min CN=85 Runoff=62.15 cfs 2.993 of
' Pond 2P: Wet Basin 2 Peak Elev=866.00' Storage=74,009 cf Inflow=62.15 cfs 2.993 of
Outflow=8.39 cfs 2.195 of
Total Runoff Area = 7.580 ac Runoff Volume = 2.993 of Average Runoff Depth = 4.74"
55.57% Pervious = 4.212 ac 44.43% Impervious = 3.368 ac

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11

WetBasin2 Type 1124-hr 25-Year Storm Ralnfall=6.46"
- --- -- - - -- - - - ----
-Prepared-by {enter your company name-here} Printed- 1/712011
pace 21
HydroCAD®8 50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: DA 2
Runoff = 62.15 cfs @ 11.96 hrs, Volume= 2.993 af, Depth= 4.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-160.00 hrs; dt= 0.04 hrs
' Type II 24-hr 25-Year Storm Rainfall=6.46"
Area ac CN Description
' 3.368 98 Paved parking & roofs
4.212 74 >75% Grass cover, Good, HSG C

7.580 85 Weighted Average
4.212 Pervious Area
3.368 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
' Subcatchment 1S: DA 2
Hydrograph
- - -
65 62.15 cf5 -

25l
-- -- - -
T'___11_24--hr =Year form
pe

60
---- ---- --- ----
. --- ----
--- - - ---- --- ---- ------------
y
- - Rainfall=6.46"
55

Runoff Area=7.580 'ac
I I
- - - - -
50 I
- -------
45
Runoff Volume-2.,9931 of
I
74-
-4
Depth
nOff
R

40 _
.
_
u_
l
-- --- ---- --- - --.._
., 35 - - i=9,0-minI
---- ---
--- -
-- ----
3
o
30
il: :'
- --- ------ ------------ -6-N =8 5- -
,
I
--- --- --- -
I
, I I
25
-- - - - - - - - - - - - - - -
--- -- ---
-
20
15 ----
10

5 ..._...-
? I
'
.
.
0 0 110 120 130 140 150 160
,
10 20 30 40 50 60 7 0 100 „
Time (hours)
1

1

WetBasin2 Type 1124-hr 25-Year Storm Rainfall=6.46" -
--P-r-inted 1-/7/2011
Prepared-by-{enter your company-name-here} - - ----- --- page 22
H ydroCAD®8 50 s/n 004263 @2007 HydroCAD Software Solutions LLC

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Hydrograph for Subcatchment 1S: DA 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.00 0.14 0.00 0.00
4.00 0.31 0.00 0.00
6.00 0.52 0.01 0.14
8.00 0.78 0.08 0.37
10.00 1.17 0.26 1.01
12.00 4.28 2.71 52.33
14.00 5.30 3.64 1.77
16.00 5.68 4.01 1.09
18.00 5.95 4.26 0.85
20.00 6.15 4.44 0.62
22.00 6.31 4.60 0.56
24.00 6.46 4.74 0.52
26.00 6.46. 4.74 0.00
28.00 6.46 4.74 0.00
30.00 6.46 4.74 0.00
32.00 6.46 4.74 0.00
34.00 6.46 4.74 0.00
36.00 6.46 4.74 0.00
38.00 6.46 4.74 0.00
40.00 6.46 4.74 0.00
42.00 6.46 4.74 0.00
44.00 6.46 4.74 0.00
46.00 6.46 4.74 0.00
48.00 6.46 4.74 0.00
50.00 6.46 4.74 0.00
52.00 6.46 4.74 0.00
54.00 6.46 4.74 0.00
56.00 6.46 4.74 0.00
58.00 6.46 4.74 0.00
60.00 6.46 4.74 0.00
62.00 6.46 4.74 0.00
64.00 6.46 4.74 0.00
66.00 6.46 4.74 0.00
68.00 6.46 4.74 0.00
70.00 6.46 4.74 0.00
72.00 6.46 4.74 0.00
74.00 6.46 4.74 0.00
76.00 6.46 4.74 0.00
78.00 6.46 4.74 0.00
80.00 6.46 4.74 0.00
82.00. 6.46 4.74 0.00
84.00 6.46 4.74 0.00
86.00 6.46 4.74 0.00
88.00 6.46 4.74 0.00
90.00 6.46 4.74 0.00
92.00 6.46 4.74 0.00
94.00 6.46 4.74 0.00
96.00 6.46 4.74 0.00
98.00 6.46 4.74 0.00
100.00 6.46 4.74 0.00
102.00 6.46 4.74 0.00
Time Precip. Excess Runoff
(hours) ( inches) ( inches) (cfs)
104.00 6.46 4.74 0.00
106.00 6.46 4.74 0.00
108.00 6.46 4.74 0.00
110.00 6.46 4.74 0.00
112.00 6.46 4.74 0.00
114.00 6.46 4.74 0.00
116.00 6.46 4.74 0.00
118.00 6.46 4.74 0.00
120.00 6.46 4.74 0.00
122.00 6.46 4.74 0.00
124.00 6.46 4.74 0.00
126.00 6.46 4.74 0.00
128.00 6.46 4.74 0.00
130.00 6.46 4.74 0.00
132.00 6.46 4.74 0.00
134.00 6.46 4.74 0.00
136.00 6.46 4.74 0.00
138.00 6.46 4.74 0.00
140.00 6.46 4.74 0.00
142.00 6.46 4.74 0.00
144.00 6.46 4.74 0.00
146.00 6.46 4.74 0.00
148.00 6.46 4.74 0.00.
150.00 6.46 4.74 0.00
152.00 6.46 4.74 0.00
154.00 6.46 4.74 0.00
156.00 6.46 4.74 0.00
158.00 6.46 4.74 0.00
160.00 6.46 4.74 0.00
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WetBasin2 Type 1124-hr 25-Year Storm Rainfall=6.46"
117/201 1-
------ - --- -
----Prepared-by-{enter your-company name here} -Printed-Pa a 23
H ydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Summary for Pond 2P: Wet Basin 2
Inflow Area = 7.580 ac, 44.43% Impervious, Inflow Depth = 4.74" for 25-Year Storm event
Inflow = 62.15 cfs @ 11.96 hrs; Volume= 2.993 of
Outflow = 8.39 cfs @ 12.18 hrs, Volume= 2.195 af, Atten= 86%, Lag= 13.5 min
Primary = 8.39 cfs @ 12.18 hrs, Volume= 2.195 of
Routing by Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.04 hrs / 3
Peak Elev= 866.00' @ 12.18 hrs Surf.Area= 18,700 sf Storage= 74,009 cf
Plug-Flow detention time= 1,157.6 min calculated for 2.194 of (73% of inflow)
Center-of-Mass det. time= 1,067.0 min ( 1,860.9 - 793.9 )
Volume Invert Avail.Stora a Storage Description
#1 858.10' 83,792 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (s .-ft) (cubic-feet) (cubic-feet)
858.10 0 0 0
858.50 3,753 751 751
859.10 4,098 2,355 3,106
860.10 4,689 4,394 7,499
860.50 6,076 2,153 9,652
863.00 9,669 19,681 29,334
863.50 11,926 5,399 34,732
864.00 14,378 6,576 41,308
865.50 17,318 23,772 65,080
866.50 20,106 18,712 83,792
Device Routing Invert Outlet Devices
#1 Device 3 862.00' 24.0" Vert. Orifice/Grate C= 0.600
#2 Primary 863.50' 2.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Primary 865.50' 36.0" Vert. Orifice/Grate C= 0.600
#4 Primary 865.60' 10.0' 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
Primary OutFlow Max=8.35 cfs @ 12.18 hrs HW=866.00' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.61 fps)
Orifice/Grate (Orifice Controls 1.83 cfs @ 2.40 fps)
1=Orifice/Grate (Passes 1.83 cfs of 10.64 cfs potential flow)
=Broad-Crested Rectangular Weir (Weir Controls 6.35 cfs @ 1.61 fps)
1
1
1
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1
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1
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WetBasin2 Type 1124-hr 25-Year Storm. Rainfall=6.46"
Prepared-by-{enter your company name here} - - - -- - - - -- - ----Printed-11-7/2011_
HydroCADS 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 24
Pond 2P: Wet Basin 2
Hydrograph
_ -' --- ---
5c _______ _ ____ ____
62.1 owry
fs 10 Prima
65 -- -
Inflow Area 7.58
----- ------
-Peak Elev=866.OQ' -
- -
55
50Stdrage=74,009 _c# _
45
--- ---- --- ----- ------
y 40
-- ---
--- -------- ----------
35 ,•
o ---- --- - ---
u. 3C)--'
---- --- ----,--
25 20 - - -
---------------
-- - ----
15
1D 8.39 tfs ___ ___. ____ __ __ ._. ____.____ ____ _ _ ___. _ __ _ _
.-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 6
Time (hours)
a
c
0
w
60 s0 100
Discharge (cfs)
1
? Primary
Pond 2P: Wet Basin 2
Stage-Discharge

Type 1124-hr 25-Year Storm Rainfall=6.46"
WetBasin2 -- - - - -- P
1/71201? -
rinted-
--- -
--Prepared-by {enter your company name here)- Pa a 25
H ydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC 9
Pond 2P. Wet Basin 2
Stage-Area-Storage
' Surface/HorizontallNetted Area (sq-ft)
000 14,ODD 16,000 18,000
000 12
000 10
OD0 8
6
20,DDD
? Surface
0 ,
,
,
,
2,000 4,000 Storage

--

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--'- --------------- --------
----- ------ ------
I i ? -- I
---- -------------- -------
- - -
---------------

1
868 ? I
867

_' ------'------------------- --
_ _ _ -
I I I
I I I I '

_ 865 --------- ---?-- ------ -- -,.
I
-

864
864
I---
-----------
0

863 - -' --- ----

---- -
------
----- ---- i--,- ---,--- ----------- --

-
to 862 I_ --------

__ _ ---1-- ?--------
- -
- - - I I
' '
.
--
'
861 I I
--- --- ---
' I
------
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I I I I
---
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?t'?14Qt Sta9a ?& .
0 10,000 20,000 30,000 40,000 50,00060,000 709000 80,000
Storage (cubic-feet)
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WetBasin2 Type II 24-hr 25-Year Storm Rainfall=6.46"
P-repared-by-{enter- your--company, name here}- - --- - - --- -Printed 1%7/-201-1 -
HydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC Page 26
Hydrograph for Pond 2P: Wet Basin 2
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 858.10 0.00
4.00 0.00 0 858.10 0.00
8.00 0.37 2,140 858.86 0.00
12.00 52.33 63,842 865.43 0.15
16.00 1.09 68,503 865.69 1.18
20.00 0.62 67,626 865.65 0.67
24.00 0.52 67,365 865.63 0.53
28.00 0.00 64,626 865.47 0.15
32.00 0.00 62,535 865.35 0.14
36.00 0.00 60,510 865.23 0.14
40.00 0.00 58,554 865.11 0.13
44.00 0.00 56,667 865.00 0.13
48.00 0.00 54,850 864.89 0.12
52.00 0.00 53,103 864.78 0.12
56.00 0.00 51,429 864.67 0.11
60.00 0.00 49,828 864.57 0.11
64.00 0.00 48,300 864.47 0.10
68.00 0.00 46,848 864.38 0.10
72.00 0.00 45,471 864.28 0.09
76.00 0.00 44,170 864.20 0.09
80.00 0.00 42,947 864.11 0.08
84.00 0.00 41,803 864.03 0.08
88.00 0.00 40,738 863.96 0.07
92.00 0.00 39,754 863.89 0.07
96.00 0.00 38,853 863.82 0.06
100.00 0.00 38,037 863.76 0.05
104.00 0.00 37,308 863.71 0.05
108.00 0.00 36,670 863.66 0.04
112.00 0.00 36,121 863.61 0.04
116.00 0.00 35,694 863.58 0.02
120.00 0.00 35,403 863.56 0.02
124.00 0.00 35,205 863.54 0.01
128.00 0.00 35,070 863.53 0.01
132.00 0.00 34,978 863.52 0.01
136.00 0.00 34,915 863.52 0.00
140.00 0.00 34,873 863.51 0.00
144.00 0.00 34,844 863.51 0.00
148.00 0.00 34,824 863.51 0.00
152.00 0.00 34,809 863.51 0.00
156.00 0.00 34,796 863.51 0.00
160.00 0.00 34,785 863.50 0.00

WetBasin2 Type 11 24-hr 25-Year Storm Rainfall=6.46"
- --- Prepared-by {enter-your company name here} --- -Printed- 1-17/201-1
Pa e 27
HydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC 9
I
1

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Elevation Primary
(feet) (cfs)
858.10 0.00
858.16 0.00
858.22 0.00
858.28 0.00
858.34 0.00
858.40 0.00
858.46 0.00
858.52 0.00
858.58 0.00
858.64 0.00
858.70 .0.00
858.76 0.00
858.82 0.00
858.88 0.00
858.94 0.00
859.00 0.00
859.06 0.00
859.12 0.00
859.18 0.00
859.24 0.00
859.30 0.00
859.36 0.00
859.42 0.00
859.48 0.00
859.54 0.00
859.60 0.00
859.66 0.00
859.72 0.00
859.78 0.00
859.84 0.00
859.90 0.00
859.96 0.00
860.02 0.00
860.08 0.00
860.14 0.00
860.20 0.00
860.26 0.00
860.32 0.00
860.38 0.00
860.44 0.00
860.50 0.00
860.56 0.00
860.62 0.00
860.68 0.00
860.74 0.00
860.80 0.00
860.86 0.00
860.92 0.00
860.98 0.00
861.04 0.00
861.10 0.00
861.16 0.00
Stage-Discharge for Pond 2P: Wet Basin 2
Elevation Primary
(feet) (cfs)
861.22 0.00
861.28 0.00
861.34 0.00
861.40 0.00
861.46 0.00
861.52 0.00
861.58 0.00
861.64 0.00
861.70 0.00
861.76 0.00
861.82 0.00
861.88 0.00
861.94 0.00
862.00 0.00
862.06 0.00
862.12 0.00
862.18 0.00
862.24 0.00
862.30 0.00
862.36 0.00
862:42 0.00
862.48 0.00
862.54 0.00
862.60 0.00
862.66 0.00
862.72 0.00
862.78 0.00
862.84 0.00
862.90 0.00
862.96 0.00
863.02 0.00
863.08 0.00
863.14 0.00
863.20 0.00
863.26 0.00
863.32 0.00
863.38 0.00
863.44 0.00
863.50 0.00
863.56 0.03
863.62 0.04
863.68 0.04
863.74 0.05
863.80 0.06
863.86 0.06
863.92 0.07
863.98 0.07
864.04 0.08
864.10 0.08
864.16 0.09
864.22 0.09
864.28 0.09
Elevation Primary
(feet) (cfs)
864.34 0.10
864.40 0.10
864.46 0.10
864.52 0.11
864.58 0.11
864.64 0.11
864.70 0.12
864.76 0.12
864.82 0.12
864.88 0.12
864,94 0.13
865.00 0.13
865.06 0.13
865.12 0.13
865.18 0.14
865.24 0.14
865.30 0.14
865.36 0.14
865.42 0.15
865.48 0.15
865.54 0.16
865.60 0.23
865.66 0.72
865.72 1.56
865.78 2.66
865.84 3.98
865.90 5.52
865.96 7.25
866.02 9.18
866.08 11.35
866.14 13.72
866.20 16.29
866.26 18.81
866.32 21.46
866.38 24.24
866.44 27.13
866.50 30.13
866.56 33.24
866.62 36.48
866.68 39.86
866.74 43.35
866.80 46.95
866.86 50.52
866.92 54.17
866.98 57.90
867.04 61.67
867.10 65.49
867.16 69.36
867.22 73.36
867.28 77.54
867.34 81.32
867.40 84.81
Elevation Primary
(feet) (cfs)
867.46 88.36
867.52 91.95
867.58 95.58
867.64 99.26
867.70 102.99
867.76 106.77
867.82 110.58
867.88 114.44
867.94 118.35
868.00 122.30
868.06 126.29
868.12 130.32
868.18 134.39
868.24 138.51
868.30 142.67
868.36 146.86
868.42 151.10
868.48 155.38

1

1

1

WetBasin2 Type 11 24-hr 25-Year Storm Rainfall=6.46"
-P-repared-by-{enter your company-name-here} _ - - --r-inted---1/712011
- - - Page 28
H ydroCADO 8.50 s/n 004263 © 2007 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 2P: Wet Basin 2
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
858.10 0 0
858.25 1,407 106
858.40 2,815 422
858.55 3,782 939
858.70 3,868 1,513
858.85 3,954 2,099
859.00 4,040 2,699
859.15 4,128 3,312
859.30 4,216 3,937
859.45 4,305 4,576
859.60 4,394 5,229
859.75 4,482 5,894
859.90 4,571 6,573
860.05 4,659 7,266
860.20 5,036 7,986
860.35 5,556 8,780
860.50 6,076 9,652
860.65 6,292 10,580
860.80 6,507 11,540
860.95 6,723 12,532
861.10 6,938 13,557
861.25 7,154 14,614
861.40 7,369 15,703
861.55 7,585 16,824
861.70 7,801 17,978
861.85 8,016 19,165
862.00 8,232 20,383
862.15 8,447 21,634
862.30 8,663 22,917
862.45 8,879 24,233
862.60 9,094 25,581
862.75 9,310 26,961
862.90 9,525 28,374
863.05 9,895 29,823
863.20 10,572 31,358
863.35 11,249 32,994
863.50 11,926 34,732
863.65 12,662 36,576
863.80 13,397 38,531
863.95 14,133 40,596
864.10 14,574 42,756
864.25 14,868 44,964
864.40 15,162 47,216
864.55 15,456 49,513
864.70 15,750 51,853
864.85 16,044 54,238
865.00 16,338 56,666
865.15 16,632 59,139
865.30 16,926 61,656
865.45 17,220 64,217
865.60 17,597 66,826
865.75 18,015 69,497
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
865.90 18,433 72,231
866.05 18,851 75,027
866.20 19,270 77,886
866.35 1908 80,808
866.50 20,106 83,792
866.65 20,106 83,792
866.80 20,106 83,792
866.95 20,106 83,792
867.10 20,106 83,792
867.25 20,106 83,792
867.40 20,106 83,792
867.55 20,106 83,792
867.70 20,106 83,792
867.85 20,106 83,792
868.00 20,106 83,792
868.15 201106 83,792
868.30 20,106 83,792
868.45 20,106 83,792
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NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
R T H AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
nn*******************?n?nnn?nnnnnnnnnn n***n?nnnnnnnnnnnnnnnnnnn***..nnn
I
PROJECT NAME: Foothills Commerce Center - Ph.1 PROJECT NO.: 09.00116
C MPUTED BY: RHH DATE: 11/19/2010
OM STATION/REACH: Basin 2 TO IONIREAC / Yeabay Sm
DRAINAGE AREA: 1.3 Acres DESIGN FREQUENCY:
**..nnn?n-n nnnnnnn*****n inn ?? nn*******?***..*r.*-nnnnnnnnnnn***nn nn?..nnn***n
INPUT PARAMETERS
-.-.non noon.-.n..nnnnnn nn nn nn non n*?Cn.-.noon nnnn?. n..nnnn-. n..: nn:.. :nn.. n.. n..n.. .•.. n.'?. *.'?.n?n
n
Channel Discharge : 3.9 cfs (.11 m^3/s)
eak Flow Period : 0.5 hours
?hannel Slope : 0.385 ft/ft (0.385 m/m)
Channel Bottom Width : 5.0 ft (1.52 m)
eft Side Slope :3:1
right Side Slope : 3:1
hannel Lining : P550 Staple E Mix 75-95%
ermi. Shear(T p) :14.00 psf (670.3 Pa)
Phase = 3
Class = C Vegetation
Soil = Fine Sand
Allowable Soil Shear(Ta):3.25 psf (155.61 Pa)
CALCULATIONS
,n
Initial Depth Estimate = 0.16'" (3,9!(0.385^0.5))^0.375 = 0.32 ft (. 10 m)
Final Channel Depth (after 7 iterations) =.23 ft (0.07 m)
,Flow Area = (5.0 * 0.2)+(0.5 *0.23^2 * (3.0+3.0)) = 1.3 sq.ft (0.1 m^2)
Wet Per. =5.0 +(0.2*(((3.0^2)+1)^.5 +((3.0^2)+1)^.5)) = 6.4 ft (2.0 m)
Hydraulic Radius = (1.3 / 6.4) = 0.2 ft (0.1 m)
'Channel. Velocity =(1.48610.104)*(0.2^0.667)*(0.385^.5) = 3.0 fps (0.9 m/s)
Channel Effective Manning's Roughness = 0.104
Calculated Shear (Td) = 62.4 * 0.23 0.385 = 5.44 psf (260.6 Pa)
Safety Factor = (Tp/T d) _ (14.00 15.44) = 2.57
Effective Stress on Blanket(Te) = 5.4*(1-0.75)*(10.104)^2 = 0.21 psf (10.1 Pa)
I Safety Factor = (Ta/Te) _ (3.25 /0.211) = 15.38
Nalha -G -ED1DSV., 4.3
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^ ^ _ t*RT H AMERICAN GREEN EROSION CONTROL MAT ERIALS DESIGN SOFTWARE VERSION 4.3
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTA T IONS
IROJECT NAME: Foothills Commerce Center - Ph.1 PROJECT NO.: 09.00116
OMPUTED BY: RHH DAT E: 11/19/2010
ROM STATION/REACH: Basin 2 STATIONIREACH:
1-Year hStorNm
RAINAGE AREA: 5.0 Acres
INPUT PARAMETERS
_ -------------- --
hannel Discharge : 15.3 cfs (.43 m13/s)
Oak Flow Period : 0.5 hours
hannel Slope : 0.333 ft/ft (0.333 m/m)
hannel Bottom Width : 5.0 ft (1.52 m)
fi ft S ide Slope : 3:1
ght Side Slope :3:1
hannel Lining : P550 Staple E Mix 75-95%
ermi. Shear(Tp) :14.00 psf (670.3 Pa)
Phase = 3
Class = C Vegetation
Soil = Fine Sand
Allowable Soil Shear(Ta):3.25 psf (155.61 Pa)
CALCULATIONS
y
Initial Depth Estimate - - 0.16 ° (15.3 /(0.333 ^0.5))^0.375 = 0.55 ft (.17 m) Final Channel Depth (after 10 iterations) =38 ft (0.12 m)
' Flow Area = (5.0 * 0.4)+(0.5 *0.38^2 * (3.0+3.0)) = 2.3 sq.ft (0.2 m"2)
Wet Per. -5.0 +(0.4(((3.0^2)+1)^.5 +((3.0^2)+1)^.5)) = 7.4 ft (2.3 m)
Hydraulic Radius = (2.3 / 7.4) = 0.3 ft (0.1 m)
' Channel Velocity =(1.486/0.061)'(0.3^0.667)'(0.333^.5) = 6.6 fps (2.0 m/s)
Channel Effective Manning's Roughness = 0.061
' Calculated Shear (Td) = 62.4 * 0.38 = 0.333 = 7.90 psf (378.2 Pa)
Safety Factor = (Tpf-I d) = (14.00 17.90) = 1.77
Effective Stress on Blanket(T e) = 7.9=(1-0.75)(/0.061)^2 = 0.90 psf (43.3 Pa)
Safety Factor = (Ta/Te) = (3.25 10.904) = 3.59
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1
10RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
10JECT NAME: Foothills Commerce Center
E0 O MPUTED BY: RHH
M STATION/REACH: Wet Detention Basin
INAGE AREA: 6.3 Acres
- Ph 1 PROJECT NO.: 09.00116
DATE: 1/11/2011
2 - Forebay Weir
DESIGN FREQUENCY:
TO STATION/REACH:
1-Year Storm
***************************************************************************
INPUT PARAMETERS
*****************************************************************************
annel Discharge
ak Flow Period
Channel Slope
annel Bottom Width
tft, Side Slope
Right Side Slope
19.2 cfs (.54 m"3/s)
0.5 hours
0.005 ft/ft (0.005 m/m)
50.0 ft (15.24 m)
80:1
. 30:1
I annel Lining : Rock Riprap 3in
Permi. Shear(Tp) :1.00 psf (47.9 Pa)
Phase = 0
CALCULATIONS
Initial Depth Estimate = 0.16 * (19.2 /(0.005A0.5))A0.375 = 1.31 ft (.40 m)
inal Channel Depth (after 9 iterations) _ .42 ft (0.13 m)
low Area = (50.0 * 0.4)+(0.5 *0.42A2 * (80.0+30.0)) = 30.4 sq.ft (2.8 mA2)
et Per. =50.0 +(0.4* (((80.0A2) +1) A.5 +((30.OA2)+1) ~.5) ) = 95.9 ft (29.2 m)
Hydraulic Radius = (30.4 / 95.9) = 0.3 ft (0.1 m)
I hannel Velocity =(1.486/0.077)*(0.3A0.667)*(0.005~.5) = 0.6 fps (0.2 m/s)
Channel Effective Manning's Roughness = 0.077
t alculated Shear (Td) = 62.4 * 0.42 * 0.005 = 0.13 psf (6.2 Pa)
afety Factor = (Tp/Td) = (1.00 /0.13) = 7.69
i
McGift
O C _
ineering Planning • Finance
Eng
McGill Associates, PA.P.O. Box 2259, Asheville, NC 28802
,
PROJECT: FODTH-LLLS
PROJECT NO.: M xxm(O
DESCRIPTION: r?TI- C`?- V??Tst??Z
CALCULATED BY: -? CHECKED BY:
DATE: 1' 711 SHEET NO. L OF

{to be prop lded by DWO)
Drainage Area Number-
Wet Detention Basin operation and Maintenance Agreement
' t in a
ke
ill b
d
p
e
w
I will keep a maintenance record on this Me. This maintenance recor
log in a lazown set location. Any deficient BMP elements noted in the inspection will be
' corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basil system is defined as the wet detention basil,
retreatment including forebays and the vegetated filter if one is provided.
p
This system, (check one):
does ® does not incorporate a vegetated filter at the outlet.
i This system (check one):
[? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
' - Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established., it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
' location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
' be repaired immediately.

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BMP element:
The entire BUT Potential roblem:
Trash/ debris is resent. Haw I will remediate the roblem:
Remove the trash debris.
The perimeter of the wet Areas of bare soil and/ or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Mai n{3. vegetation at aheight of
lon . approximately six inches..
1 Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
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-P-emit-Number:--- ----
- (to be proWded by DW-Q)
Drainage Area Number:
lement:
BMP Potential problem: How I will remediate the roblems:
e
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion.
The forebay Sediment has accumulated to Search for the source of the
diment and remedy the problem if
a depth greater than the se
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra nt .
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. b
Remove the weeds, prefera
hand. If pesticide is used,
the lants rather than s ra
q
The main treatment area Sediment has accumulated to Search for the source of th
a depth greater than the sediment and remedy the
original design sediment possible. Remove the sedi
storage depth. dispose of it in a location
will not cause impacts to s
the BMP.
Algal growth covers over Consult a professional to rertzove
50% of the area. and control the al owth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% o f with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&1,4-Rev.4 Page 2 of 4
------ - -- --Permit Number-:---
(to be provided by DTd1Q)
Drainage Area Number.
BMP element: Potential roblem: How I will remediate the roblevr:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present consult a professional to remove
beavers.
A tree has started to grow on Consult a darn safety specialist to
the embankment. remove the free.
An manual inspection by an Make a1I needed repairs.
appropriate professional
shows that the embankment
needs re air. (if a licable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is dama ed Re air or repLace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
n-Le measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads ?j.4 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.4 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fIIl in the blanks)
V Permanent Pool Elevation 863.5
Sediment Removal .960.1 Pe nanen Pool
Volume Sediment Removal Elevation 958.1 Volutne
-------------------------- ------
-------------
Bottom Elevario 859.1 -ft Min. -----
Sediment Bottom Elevation 857.1 1-ft
Storage Sedimer
Storage
FOREBAY 14AYN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
1
-- --P-ennitN-runber_:-- --- - - - -----
- - (to be proi? ded by D3?Q)
I aclmowledge and agree by my signature below that I am responsible for the
'
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project naineToothills Commerce Center
' Bh2P draiizage area nuinber:2
I Print name:Bra.d Comwell
Title:Public Utilities Director
Address:P O Box 207 824 West Grover Street Shelby. North Carolina 28151(28150)

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Si
U
VIYA bdi .?,j1?? k aNotary Public for the State of
I, r 'J
?O(, u, _ , County of Cl? V(Aa 41 k , do hereby certify that
V--. OcT o w t U personally appeared before me this 1
day of L1'9 o b-cr and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
KAREN DILLEMUTH WILKINS
Notary Public, North Carolina
Cleveland County
My Commission Expires
September 21 , 2013
SEAL 1? j
1v1y canlnlission expire s? {f? M01 n I
Form SW40I-wet Detention Basin O&M-Rev.4
Page 4of4
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1

I November 16, 2010
19LE114c,
BUNKELL-LAMMONS ENGINEERING, INC.
Gor?wcw, &1V1ioNMVrALAND COkSii MI ON MA71RALS CONSL TAWS
McGill Associates, P.A.
55 Broad Street
Asheville, Noy tli Carolina 28801.
r Attention: Mr. Dale Pennell, P.E., P.L.S.
Senior Project Manager
Subject: Report of CeotechnicA Exploration and
Sail Iuffitration Testing
Foothills Commerce Center
' Phase I Wet Detention Basins
Shelby, North Carolina
BLE Project No: SIO-6667-02
i
Dear Mr. Pennell:
Bunnell-Lammons Engineering, Incorporated (BLE) is pleased to present the ge-otechnical exploration
and infiltration test results for the proposed Phase I Wet Detention Basins for the Foothills Commerce
Center project. The •geotechnical exploration and infiltration testing, was performed generally as
' described in BLE Proposal No. P10-0672 dated October 21, 2010. The exploration was authorized by
your signing our Proposal Acceptance Sheet on November 5, 2010.
. SITE AND PROJECT DESCRIPTION
We previously prepared a Report of Preliminary Geotechnical Exploration (BLE Project No. J09-
6667-01) dated September 24, 2009. The preliminary report should be read in conjunction with this
report. We have been provided with a drawing titled "Overall Plan" by McGill Associates, P.A. dated
July, 2010 showing the planned development, location of wet detention basins and the existing
topographic contours: The site consists of a 145-acre tract of land generally located within the
southeast quadrant of the intersection of Artee and Plato Lee Roads on the west side of Shelby, North
Carolina (reference Figure 1). We understand that the property is planned to be an industrial business
park. The geotechnical exploration and infiltration testing for this report are specific to the Phase I
Wet Detention Basins, which consists of three basin locations. The basins range' is plan size from
11,926 to 35,628 square feet with maximum depths of 8 to 11 feet.
A north-south trending'creek divides the property with approximately % of the property located east of
the creek. The property east of the. creek is used as farmland. The remaining 1/4 of the sits located
' west of the creek was formerly a pine forest that was cleared some time ago and has since become
overgrown with brash. The site topography slopes down from the north/northeast to the
south/southwest to Little Beaver Dam Creek and then slopes up to the.west to Plato Lee Road. The
ground surface elevations range from about 800 to 8800 feet.

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?ILEG ,
November 16, ?010
Report of Geoted=ical Fxploration and Soil Irgiliration Testing B> E project No. JI D-6667-0?
Foothills Commerce Center-Phase I Fret Detention Basins
Shelby, North Carolina
STi-RS1iiWA.CE ExTEGRATION
of the Report of Preliminary
Ten soil test borings (B-1 to B-10) were previously performed as part
Co- ochnical Exploration dated September 24, 2009 (reference Figure 1). Three soil test boring (B-
11 to B-13) were performed specific to the Phase I Wet Detention Basins (reference Figure 2) with a
Soil Sentry truck-mounted drill rig with 21/4-inch inside diameter hollow stem augers for the proposed
project. One test boring was drilled near the center of each proposed wet detention basin to depths of
17 to 20 feet. The test boring depth was extended to a minimum of four feet below the proposed
bottom at each wet detention basin. In addition, fourteen infiltration test borings (reference Figure 2) .
infiltration test borings J-1 to I-3)
were drilled within the footprint of the wet detention basins. Three
were performed in Basin No. 1, three infiltration test borings (I-4 to I-6) were performed in Basin No.
2 and eight infiltration test borings (I-7 to I-14) were performed in Basin No. 3,
Wet Detention Basin No.1
Soil Conditions (13-11) - The surface consisted of approximately 5 inches of silty fine sand topsoil.
The subsurface soils generally consisted of loose to firm, moist to wet, slightly micaceous silty fine to
medium sand to a depth of about 4 feet. The loose to firm sand appeared to be alluvial (water
deposited) soils. A chemical odor was noted in the soil sample obtained from 4'/z to 6 feet. Beneath
the alluvial sand, boring B-11 encountered residual soils that consisted of firm to dense, moist, slightly
micaceous silty fine to medium sand to auger ref sal at la feet. Residual soils are soils weathered in-
place from the parent rock. Auger refusal likely occurred on partially weathered rock (PWR).
Groundwater Conditions - Groundwater was not encountered during the drilling operations.
Groundwater was encountered at a depth of about 5 feet after 4 days. Based on sample coloration, soil
moisture content and observed water levels, the hydrostatic water table was estimated to be at a depth
of approximately 5 feet during the observation period.
met Retention Basin -No. 2
Soil Conditions (B-12) - The surface consisted of approximately 5 inches of slightly clayey, silty
sandy topsoil. The subsurface soils generally consisted of loose to firm, moist, slightly clayey sandy
silt to moist, silty fine to medium sand to the boring termination depth of 20 feet. This silty fine to
medium sand is residual soil. Residual soils are soils weathered in-place from the parent rock.
Groandwater Conditions - Groundwater 'vas not encountered during the drilling operations or 4
days after the drilling operations. Based on sample coloration, soil moisture content and lack of water,
the hydrostatic water table was estimated to be below the test boring depth of 20 feet.
Wet Detention Basin Igo- 3
Soil Conditions (B-13) - The surface consisted of approximately 5 inches of slightly clayey, silty
sand topsoil, The subsurface soils generally consisted of loose to firm, moist, slightly micaceous,
slightly clayey, silty fine sand to a depth of about 14 feet. These soils are residual soils which are
weathered in place from the parent rock. Partially weathered rock or boulders were encountered from
' 14 to 17 feet. Auger refusal material was encountered at 17 feet.

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Nol?em.ber 16, 2010
Report of Geotechnical Exploration and Soil Injzl -ation Testing BTE Project No. JIO-6667-02
Foothills Commerce Center -phase I Wet Detention Basins
Shelby, North Carolina
?
ed at a depth of 8 feet during the nrilhnQ
Groundwater Conditions - Crroundwater was encounter le coloration, soil moisture content
operations and at a depth of 6 1/-, feet a$er 4 days. Based on ramp
and observed water levels, the hydrostatic water table was estimated to be at a depth of 61/z feet during
the observation period.
Oroundater Considerations anog Groundwater levels may fluctuate several feet with seasonal and ground- all var at zls and chn lie F' t r
water level in adjacent drainage featoxes. Formally, the hide
and spring and the lowest levels occur in late summer and fall. etiseasonal on Basins No. land 31 and bel wla
estimated to exsst at a depth of 5 feet in the vicinity of Jet eten
depth of 20 feet in Wet Detention Basin No. 2.
LABORATORY TESTING
I'Za ral moisture Content WithA 'RA D2216. orance 11-S
The natural moisture content of select soil samples was da erminndemta e of the weight of water in a
The moisture content of the soil is the ratio, expressed P
given mass of soil to the weight of the soil particles. The results are shown on the table below.
percent .Liiner than 1'?0.200 Sieve
A percent finer than a No. 200 Sieve test was performed on u three asSoil hed oerl85U S. Standard No 200
content of these materials. After initial drying, the camp
sieve to remove the fines (particles finer than a No. 2Q0 mlh? shown onstatest,was b e 1 below owed in a
manner similar to that described by ASTM D1140. Th

t
' Depth No. 200
t
e Percent Tie
Natural IM?oistnr
c ss fication
Cla
S
Tes
Boring No. .
(feet) / )
(
ve
Sie
Content (%) .
,
24 SM
B-11 13.5-15.0 12.5
SM
B-12 13.5-15.0 26.7 37 SM
B-13 8.5-10.0
38.7 24
,NyffiTgAT1OF TEST PROCEDURE, AND RESULTS
A borehole was drilled and converted to a monitoring mwell T?mfiltration testing diameter
performed in
to a depth of 2 feet below the proposed pond botto whi general accordance with Appendix C - Testing Requirements GuideubYolumer2,liYeratioi;e Biofilters
part of the Stormwater Best Management Practice. Design
dated September 2004 prepared by the U.S. Environmental Protection Agency.
well, and in accordance with iiie above referenced
Upon completion of the infiltration (monitoring)
testing, requirements, the well was then filled with clean water to a depth of 24 inches and allowed to pre-
soak for 24 hours.
t
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November. l6, 2010
Report of GeotechnicaI F plora;ion and Soil Injfltration Testing BL:i,: Project No. J10-6667-02
Foothills Commerce Center-Phase I t1'etDetention Easins
Shelby, North Carolina
Upon 24 hours later, the casing was refilled with clean water to the top of the casing and the water level
was monitored (measured) from the top of the casing for 1 hour. This test procedure was repeated 3
additional times for a total of four times. The PVC p borehole with soil if no additional testing is
required. BLE can remove the PVC pipe and bacl?ll the ?
required. The average infiltration rate for each wet detention basin is presented in the following tables.
FABLE 3 -WET AE'TEIdMON BASIN i O
Inmtration No
I-4
I-5
1-6'
Average of I4 to I-6
i ij LTRA`IT0 lES`p RESULTS
iVe ge Inft'atroa Rate Cinches per hour
61.73
86.56
30.34
59.54
CONCLUSIONS A10 ALTERNATE LMR P?ECOMM NDATIONS
The average infiltration test results of 0.55 and 0.96 inch per hour for proposed Basins No. 1 and 3,
respectively are in the range of expected values for firm silty sand residual soil encountered by the test
borings. The infiltration test result of nearly 60 inches per hour for Basin No. 2 is typical for.loose sands.
If these infiltration rates are higher than allowable for the basins, a low permeability liner would be
required. Based on the sandy soils encountered by the test borings, a bentonite clay amended liner is
recommended.
4

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November 16, 2010
Report of GeotechnicaI Exploration and Soil I?INZ'dion Testing BLEProjectNo. J10-6667-02
Foothills Commerce Center -.Phase I Wet Detention.Basins.
ShzIby, North Carolina r c uing, sodium
The bentonite far a low permeablity liner, should be free-flowing, powdered, hid_swe
montmorillonite clay that is free of additives. The bentonite am should be a silty s dbwith 00 pert at
3 to 6 percent by dry weight. I'he soil used with the bentontt erc enting the No. 2DQ siet?e
passing the No. 4 sieve and a maximum of 3 5 percent (preferably _ 5 p ) P ass the bentanite should be thoroughly
or a
mixed with the native soil using a tiller before adding sufficient
mater to promote compaction All fill used for replacement o of material that is unck rcat I d Proctor maximum dry density
uniformly compacted in 6-inch Iii to at least 95 percent _
(AST T) 690) at 2 to 5 percent above the optimum mo zee ??ntGf rt the soil bentmionite soil
o confirm the
recommend laboratory tests be performed with samples? construction, a test pad should be
required bentonite to achieve the required permeability. At the start or
performed at the proposed finished grade within the. basin- The We test pad should b therf o th d us s nigt e recommend that lift rkne be same equipment and construction methods as the actual X21•
to 10 inches, loose measure before compaction. Infiltration tests should be performed on the test pad to
verify acceptable permeability rates.
All existing topsoil, vegetation, disturbed soils, and soils containing organic matter or other deleterious
? . in and ro ?h excavation
to within
materials should be stripped from
support for the liner be careful y inspected for soft surficial
grading, «?e recommend that areas
soils and proofrolled with a 25 ton, four-wheeled, rubber tired roller or similar ep approve equipment.
feet of over
the within recommend a visual inspection rather than proofrollmg basin areas that
each groundwater level. The proofrollEr should make at least ?a ePruteoT deflect e.lcesstvely and continue
passes perpendicular to the first two. Any areas w
do so after several passes of the proofroller should be excavated to firmer soils. The excavated areas
should be backfilled in thin lifts with suitable compacted fill materials. Th ephm fronllingo aide under the
operations should be. carefully monitored by an experienced engineering
direct supervision, of the geotmhnical engineer.
We appreciate the opportunity to provide our professional services on this project. If you have any questions regarding this report, please contact us at ($28)277-0100.
.
Sincerely,
BMiNE L,LA3fMGNS ENGINEERRiG,I I ?I11ff
I?AR(?Z?firr?
30 7 Gary L. Weekley, PR
William T. Gentry III, P.E.?6 0
14,1 3 ?? Senior Geotechnical Engineer
Senior Engineer
NC
NC Registration No. 339_7 Registration No. 0251
iC)MN?
Attachments. Figure 1- Boring Location Plan for Preliminary Geotechnical Exploration
Figure 2 - Boring and Infiltration Location Plan for Phase I Wet Detention Basins
Field Exploration Procedures
Soil Test Boring Logs (3)
Key to Soil Classifications and Consistency Descriptions
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Held Exploration Procedures
S011 Test Sorings
flight S=i eel auger into the soil. Soil
The borinD were made by mechanically twisting a continuous 6
were erformed in general accordance vrith ASpM D 150. At
sampling and penetration testinb P tu5
assigned intervals, soil samples were obtained with a standard 1.4-inch 1. D., ?? ? men d?? n ban
sampler. The sampler, was first seated 6 inches penetrate any 0 inch The number of hammer
additional 12 inches with blows of a 1. 0-pound hammer falling
blows required to drive the sampler the final 12 inches was recorded and is designated the "standard
' tion resistance, vrhen properly evaluated., is an index to the
penetration resistance:' The penetration
strength of the soil and foundation supporting capability.
' of the soil samples, thus obtained, were placed in glass jars and transported
Representativa Portions m?n_ed by a geotechnical engineer to verify
to the laboratory. In the laboratory, the samples ? ere exa
the field classifications of the driller.- Test Boring Records are attached, showing the soil
dcriptions and penetration resistance.
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SOIL T BORING NO. B-1i
PROJECT-. Foothills Commerce Center Phase I Wet Detentian Basins PROJECT NO.' JiDSo-
'
BUMELL4JMMS DATTE 5TART: 10-2240 EldlZ: 9-22-1D.
CLIENT: McG I A&sDdatPS 81215
NC4N LOCATION[: Shelby, Borth Cara{Ena ELEMTIDN: R LOGGED W. G_ e_ ntry
° ` `?? tic. DRILLER: Metro Drill, Enc., R- Frye
DRILLING METHOD: Soil Sentry Trunk mount: 2-114 inch ED hoi{aw stem, e 5 e GA1?ti?C>
DEPTH To. 1R?ATER> EE11T1AL: dry AF TER 4 DAYS: rr, 7SE
1 J
SAIL STANDARD PEWF RATI DN RESULTS DFPTIi BLA1h?5r-QDT
FPT T (Mr SDIL DESCRiPTiDN E e
H 2 5 10 20 30 40.50 TO DD
i 1
S-irlclreS os tan and gray, slaty SAND -(topsoli) 4 :.
?.
Pi`1D - (atluvlum) s ..
Loose, moist, silty, tins to medium,
s
B(0 '
slightly micaceous, _.
and white, vet,
Firm, brown, tan, gray T : ? .................... _
silty, fine to medium SAND - (alluvium)
5 Chemical odor noted in sample
3 ..
6 ?. .......:..
.....:
Firm lxaw tan and white, moist, slightly micaceous, silty,
. t '
:,? ...:. .............. ..._.._...........
fine to medium SAND - (residuum) ..
605 :.•
' s
Firm to dense, i3facic, Q['-, .. and tan, moist, slightly g
micaceous, silty, fine to medium SAND - (residuum) ;. a
?o
' 600 11
1s ... .
32
1 'S
795 _
Boring terminated at IS feet due to auger refusal.as
groundwater encountered attire of drilling,
zD
encountered at b feet aver 4 days.
790
25 ,
765 .
' 30 .
0
r
r 7BO
i _ :_
35 -
}
4
F 775 : -
o Z11 SOILTSSTBORR-4Li NO. B-11
Sheet I of I
0
1
SOIL TEST BORING NO. B42
PROJECT: Foathi[is Gemreserce Center Phase { Wet Detertti°n DABasins TE START: CID-ZZ-i DJ END
®®asGLIENT: f?icGillAssoc[ates ELEVAiDDf': 865.0
??? ? LDGA i1DR: Shelby, North Car°iina LOGGED BY: W GDntrY
INC. DRILLER: ivietro Drill, Inc., R. Frye
E?e®FMVr?«m,y
DRILLING METHOD: S0711 Sentry Truck mount; 2-914 inch ID hatiovr?ern a?? CA?'ING?
C.a??vztTS -
DEPTH TO -Y?ATER> INITIAL: ? dry AFTER 4 DAYS:
0
SDIL I STANDARD PENETRATION RESULTS
ELEVATIDNI SDiL DESCRIFrIDN il?E M. BL0NN'vFDDI
DEPTH i? u? 2 0 90 2D 36 46 50 70 9D
silty SAND -
5-inches of reddish-Enron, slightly olayey, s
655 (topsoil) .........:................
Firm, reddish-brDV?ri, moist, slightly clayey, Tlne to medium s
sandy SILT - (residuum)
s
7
90
66D Firm to loose, reddish-broom and tan, moist, slightly clayey, 7 :.......:. g.:-
s
:..,.:.:.._...._...........
... ;
fine to medium sandy SILT (residuum)
6
94
655 Loose to ttrm, tan and white, moist, silty, fine to medium •;:.,;.::.. .:...:....:..:..:... ?-
SAND - (residuum)
3 -
S ® - -
55 -
B50-
4 -
7
20
Bas Boring terminated at 20 feet. Pao groundwater encountered
at tame of drilling.
25
840 :...:....:.. •..............
. '
30
B35 -
a
35
N ................-.. _.... _....: ..
630 '
SOILTEST BORING NO. B-12
z? Sheet i of 1
0
D

EST BORING NO. B-13
-BOIL ??ltdG.
Fo°thitfs Conmerce Genter Phase [ Wet Detention Basins J
PROJECT: END: iD-22-10
CLIENT: Mc!,3111 Associates ELEVA11OH: 90T.0
SUMMED LOCATION: Shelby, North Garolina LOGGED BY: NY. Gentry
MEEMG5 INC. DRILLER: 1,4etro Dn'€1, Inc., R- Frye
E a f? l?s?P -a 'T661.
DRILLING METHOD: S°it Sentry Truck mount; 2-414 tech ID ftott°w stem auger
6.5 CAVING>
fCpMs41ISlXTS C7 g AFTER 4 DAYS:
DEPTH TO - vdATER> 114 MIL: _-
Sall STAt lA Pr7S=TRkTlah' RESUL TS
iYi'E ? SLOVt'a+FOaT
ELEVATIC)w SOIL DESCRIFTi )DN
DEPTH (FTC vii ? 5 50 29 30 40 50 70 90
A •
Silty Sfl?[D - 3
5_[nches of reddish-brQn, 5[ightty clayey, - -
' (topsoil) 4 ....:....:..._.........._.
;.:
say Loose to firm, reddish-brawn, moist, slightly clayey, silty, 3
fine to medium SAND $
4 ` _ .
5 -
2
:•_
_ Loose to frM, reddish-brovin and black, moist, micaceous, ?....._...._... -
s
smo j silty, fine SAD
V7 6
10 Trace rock fragments at '10 feet - -
785 72 ;Pc
:.:• •
5015" -
... _..:....:..:.'..
.... ...:....:..:........
PARTIAL LY y1(EATHERED RdCl4 which sampled as wet rack .
15 fragments with silty sand : • • -
790 ...
Baring terminated at 17 feet due to auger refusal.
' Groundwater encountered at 8 feet at time of drilling and at
............ ...... ...........
6.5 feet after 4 days.
20 •'
785 • •
25 -
-
30 ............................
775 -
1
35 .. -
r __
0 770 ,
SOIL TEST BORING NO. B-13
o
Z Sheet 1 cf '[
®???INC
ICY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
BfJNWELL-LAMMO0 S ENGINEERING, INC.
ASHWLLE, ROM H CAROUNA
Fanetration Resistance Relarne Pai?tii,-la Size Identli-15
Blows per Foot DanSity Bouldac Gr-pier ftn 300 nn
SF,NDS Cobble: 75 to 3D0 mm
0 to 4- Very L oDra Gn_vet:
Coarse - IS to 75 mm
5 to 10 I Firie Fine. 4.T5 to i g mn
11 to 2D Sand:
31 to 3D I? se Coarse - 2 b 4.75 mn
31 to so Dense Wedium - 0.425 to 2 mn
over W Very Dansz Fine - 0.075 to 0.425 mm
Silt $ Clay. Less than 0.9-15 mm
Penetration Resistance= Consistency
Blots per Foot
SR: 78 aid CLRYS
0 to 2 Very SOS 12 Number of blows in first E lnrJis
soft 3 to 4 Fam ;5 Hunter of blows in second Vhches
5 to B MY 18 Number of blows in third a-tnches
9 t 15 Vary Stiff
's1 16 t to to 30 50 ard
over 50 Vey Hard
'As-lu D 1585
KEY To njuiL ua off/ Y ml aLs .
® Grab Simple _
C-roundwater Table Ed Tme of Dulling
® split Spoon Sample
GrcundwaterT=hle 24 Hour of ere Ccmpl?Son at Drilling
® Undlerarbed Sample
KEY TO SOIL CLASSIFICATIONS
Sand
Silt
Wall-graded Gavel Low Plasticity Clay Clayey MH 5?
• GVJ . GL
ref ?? ,• , I,•..i
a ?? Poorly-graded Grave! C S y Clay Sandy MLS Silt Topsoil
GP TOPSOIL
? o
Partially Weathered Rack Silty Clay Sand Bedrock
SIM BLbRG88L CL-1.3L SW BEDROCK
J 1` L:
High Plasticity Clay Silt Clayey Sand r Zv Concrete
CH Sc As
WET DETENTION BASIN 3
WET DETENTION BASIN SUPPLEMENT -DESIGN SUMMARY
WET DETENTION BASIN SUPPLEMENT- REQUIRED ITEMS CHECKLIST
TABLE OF ELEVATIONS, AREAS, INCREMENTAL VOLUMES AND ACCUMULATED VOLUMES FOR POND AND FOREBAY
CALCULATIONS
• GENERAL
• DRAWDOWN TIMES
• HYDROCAD MODEL
• CHANNEL REINFORCEMENT
• ANTI-FLOTATION BLOCK
OPERATION AND MAINTENANCE AGREEMENT
REPORT OF GEOTECHNICAL EXPLORATION AND SOIL INFILTRATION
Permit No.
(to be provided by DWQ)
' F W A TF
9
?O
?G

ATA y
~
T
O
WNW ST ORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.

11.' PROJECT; INFORMATIONS Foothills Commerce Center -Phase One
Project name Brad Cornwell - City of Shelby - Public utilities Director
person
Contact
.
Phone number
[phone]
' Date 7-Jan-11
Drainage area number 3
ll.? DESIGN INFORMATION:.,. ° . ,
Site Characteristics
1,447,499 ftz
Drainage area 866 f?
654
' Impervious area, post-development
% impervious ,
45.24 %
1
0 i
Design rainfall depth .
n
Storage Volume: Non-SA Waters 146 ft3 OK
55
Minimum volume required ,
' Volume provided 84,735 ft3 OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
,
1.5" runoff volume -ft
ft?
Pre-development 1-yr, 24-hr runoff 3
ft
Post-development 1-yr, 24-hr runoff 3
Minimum volume required ft
' Volume provided ft3
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr storm peak flow
required? Y (Y or N)
' 1-yr, 24-hr rainfall depth 3.1 in
0.30 (unitless)
Rational C, pre-development 0.57 (unitless)
Rational C, post-development 13 inthr OK
0
' Rainfall intensity: )-yr, 24-hr stone .
1.30 ft3lsec
Pre-development 1-yr, 24-hr peak flow 2.46 ft3lsec
Post-development 1-yr, 24-hr peak flow 1
16 ft3lsec
Pre/Post 1-yr, 24-hr peak flow control .
Elevations
50 fmsl
805
Temporary pool elevation .
50 fmsl
803
.
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation) 800.50 fmsl
Top of 1Oft vegetated shelf elevation 804.00 fmsl
Bottom of 10ft vegetated shelf elevation 803.00 fmsl
Sediment cleanout, top elevation (bottom of pond) 798.10 fmsl
Sediment cleanout, bottom elevation 797.10 fmsl
' Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? N (Y or N)
Elevation of the top of the additional volume fmsl

Parts I. & H. Design Summary, Page 1 of 2
Form SW401-Wet Detention Basin-Rev.8-9/17109
1

1

1

1

1
1

1

Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Apermpoo
Area, bottom of 10ft vegetated shelf, Aboi SheK
Area, sediment cleanout, top elevation (bottom of pond), Abotp,nd
46,421 ft2
30,397 ft'
2.10 (unitless)
35,817 ft` OK
30,628 fte
14,677 ft
Volumes 84,735 ft3
Volume, temporary pool
Volume, permanent pool, Vpe,mp? 137'983 fts
Volume, forebay (sum of forebays if more than one forebay) 25,702 ft
Forebay % of permanent pool volume 18.6% %
SAIDA Table Data
Design TSS removal
coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpermpo0l
Area provided, permanent pool. Apes pool
Average depth calculated
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apermpool
Area, bottom of 1 Oft vegetated shelf, Ab,,sha
Area, sediment cleanout, top elevation (bottom of pond), Abotpond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, dav, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Cc)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
90 %
N (Y or N)
Y (Y or N)
2.10 (unitless)
N (Y or N)
137,983 ft°
35,617
ft
ft
y (Y or N)
35,617 ft`
30,628 ft`
14,877 f?
4.90 ft
4.27 ft
4.5 ft
OK
OK
Need 3 ft min.
OK
OK
Y (Y or N)
4.50 in
in2
0.60 (unitless)
1.05 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
1.30 ft3lsec
2.46 ft3lsec
0.37 ft3/sec
2.03 days
OK, draws down in 2-5 days.
Additional Information 3 :1 OK
Vegetated side slopes 10 :1 OK
Vegetated shelf slope 10.0 ft OK
Vegetated shelf width
5 :1
OK
Length of flowpath to width ratio 5.0 :1 OK
Length to width ratio Y (Y or N) OK
Trash rack for overflow & orifice? 1.0 ft OK
Freeboard provided N (Y or N) OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is: Portable pump
Parts I. & II. Design summary, Page 2 of 2
Form SW401-Wet Detention Basin-Rev.8-9/17/09
Permit No.
(to be provided by DWQ)
1

-III. - -
-REQUIRED

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Permit No.
(to be provided by DWQ)
CHECKLIST.
umentation
in the space package
provided toill
Please indicate the page or plan sheet numbers where the supporting d review and approval of the project incomplete
result in a request for additional information. This will delay final
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.
C-106
1. Plans (1" - 50' or larger) of the entire site showing:
_ C-108 - Design at ultimate build-out,
C-701 - Off-site drainage (if applicable),
- 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 (R01N),
- Overflow device, and
- Boundaries of drainage easement.
C-509 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
-Vegetation specification for planting shelf, and
- Filter strip.
l1111, C-509 3. Section view of the wet detention basin (V = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
clean out of the basin is specified
truction
N/A ,
4. If the basin is used for sediment and erosion control during cons
on the plans prior to use as a wet detention basin.
Attached 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
A construction sequence that shows how the wet detention basin will be protected from sediment until the
6
C-509 .
entire drainage area is stabilized.
X71 ?? Attached 7. The supporting calculations.
Attached 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
y? NIA 9. A copy of the deed restrictions (if required).
Attached 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
. soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09
Part III. Required Items Checklist, Page 1 of 1

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NC 28802
heville
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Df? 3
Wet Basin 3
Reach'' Pon Link
Subcat,'
Drainage Diagram for WetBasin3
Prepared by (enter your company name here}, Printed 1/7/2011
HydroCAD® 8.50 sin 004263 © 2007 HydroCAD Software Solutions LLC
1
Type 11 24-hr 1-Year Storm Rainfall=3.10"
WetBasin3 -rimed 1-17/2011-
P-repa-r-ed-by-{enter-you-r-cernpa-n-y-n-ame-here} Pa e 2
H droCADO 8.50 sin 004263 0 2007 Hydro AD Software Solutions LLC
Time span=0.00-180.00 hrs, dt=0.04 hrs, 4501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA 3 Runoff Area=33.230 ac 45.24% Impervious Runoff Depth=1.67"
Tc=5.0 min CN=85 Runoff=101.10 cfs 4.632 of
Pond 2P: Wet Basin 3 Peak Elev=804.79' Storage=190,612 cf Inflow=101.10
Outflow=0.37 cfs 1.464 of
Total Runoff Area = 33.230 ac Runoff Volume = 4.632 of Average Runoff Depth =1.67'
54.76% Pervious= 18196ac 45.24% Impervious= 15.034ac

' Type 11 24-hr 1-Year Storm Rainfall=3.10"
ri-• n?-1 /7126'f 1--
WetBasin3
Prepared by {enter your company name here} Page 3
H dro'AD® 8.50 s/n 004263 ©2007 H droCAD Software Solutions U
Summary for Subcatchment 1S: DA 3
'
Runoff = 101.10 cfs @ 11.96 hrs, Volume= 4.632 af, Depth= 1.67"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-180.00 hrs, dt= 0.04 hrs
Type II 24-hr 1-Year Storm Rainfall=3.10
1 Area ac CN Descri tion
15.034 98 Paved ass cover, Good, & roofs
HSG C
18.196 74 0
' 33.230 85 Weighted Average
18.196 Pervious Area
15.034 Impervious Area
cfs Description
Tc Length Slope Velocity Capacity
min feet ft/ft ft/s
5 Direct Entry,
' .0
Subcatchment iS: DA 3
Hydrograph
' ----- - -- -- -r--- Runoff
-------------
F07 _ r
110 ._ - --
105 101.10 Os
- - -- - - '_---------Type ii 24-hr 1 Year Storm -
100 _ ---' -- -
95 ? , --?-----------?.-
_ -- ----- -- -
of#.r_e=j3,23._ac-
---Run A
8 - --- - - - - - - - - - a
0
99
75 -J-------------=Runoff=volume=4?63.2`af-
85 -- -- ---- - - ------------
70
- - :67" _
y 65 -- --- --- ---i-------- - - 0nvff De?th-1
--- - - - - - - - - - - - - - - - - ----- - - _ - -
55 Tc-5
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30 -- --- 1-- -' -
' ----------- -
25 - - --- - - - - - - - - - - - - - - - - - --- -- + -
: - - -
15 1 .- -------- -- - - -
-------- -. ----
- - -
10
s
0 20 30 40 5,0 60 70 80 9C) 0 11D 120 130 140 150 160 170 180
0 1 Time (hours)
0
1

1

WetBWO
P r-epa r-e d-by-{enter-your-co m pa n
-Prepared
H droCADO 8.50 s/n 004263 ©200 i

J

1
H

1

L
L

Type 11 24-hr 1-Year Storm Rainfall=3.10"
A"le) n14
Hydrograph for Subcatchment 1S: DA 3
Time Precip.. Excess Runoff Time Precip. Excess
ches) (inches)
(i Runoff
(hours) (inches) (inches) (cfs) (
00
0 n
hours)
00 3.10 1.67
104 0 00
0.00 0.00 0.00
00
0 .
00
0 .
106.00
3.10
1.67 0.00
2.00
00
4 0.07
15
0 .
0.00 .
0.00 108.00 3.10 1.67

67
1 00.00
00
.
6.00 .
0.25 0.00 0.00 110.00
00
112 3.10
10
3 .
1.67 .
0.00
8.00 0.37 0.00 0.04
77
0 .
00
114 .
3.10
1.67 0.00
10.00 0.56 0.02
84
0 .
87.21 .
116.00
3.10
1.67 0.00
12.00
00
14 2.06
2.54 .
1.21 3.20 118.00 3.10 1.67
67
1 0.00
00
0
.
16.00 2.73 1.36 2.00 120.00
00
122 3.10
10
3 .
1.67 .
0.00
18.00 2.86 1.47 1.57
15
1 .
00
124 .
3.10 1.67 0.00
20.00 2.95 1.55
61
1 .
05
1 .
126.00 3.10 1.67 0.00
22.00
00
24 3.03
3.10 .
1.67 .
0.97
128.00
3.10
1.67
67
1 0.00
00
0
.
26.00 .
3.10 1.67 0.00 130.00
00
132 3.10
10
3 .
1.67 .
0.00
28.00 3.10 1.67
67
1 0.00
00
0 .
134.00 .
3.10
1.67 0.00
30.00
00
32 3.10
3.10 .
1.67 .
0.00
136.00
3.10
1.67
67
1 0.00
0 00
.
34.00 3.10 1.67 0.00 138.00
00
140 3.10
10
3 .
1.67 0.00
36.00 3.10 1.67
67
1 0.00
00
0 .
142.00 .
3.10
1.67 0.00
38.00
00
40 3.10
3.10 .
1.67 .
0.00
144.00
3.10
1.67
67
1 0.00
00
0
.
42.00 3.10 1.67 0.00 146.00
00
148 3.10
10
3 .
1.67 .
0.00
44.00 3.10 1.67
67
1 0.00
00
0 .
150.00 .
3.10
1.67 0.00
46.00
00
48 3.10
3.10 .
1.67 .
0.00
152.00
3.10
1.67
67
1 0.00
0
00
.
50.00 3.10 1.67 0.00
00
0 154.00
00
156 3.10
3.10 .
1.67 .
0.00
52.00
00
54 3.10
10
3 1.67
1.67 .
0.00 .
158.00
3.10
1.67 0.00

0
00
.
56.00 .
3.10 1.67 0.00 160.00 3.10
10
3 1.67
67
1 .
.00
0
58.00 3.10 1.67 0.00
00
0 162.00
00
164 .
3.10 .
1.67 0.00
60.00
00
62 3.10
3.10 1.67
1.67 .
0.00 .
166.00 3.10 1.67
67
1 0.00
00
0
.
64.00 3.10 1.67 0.00 168.00
00
170 3.10
10
3 .
1.67 .
0.00
66.00 3.10 1.67
67
1 0.00
00
0 .
172.00 .
3.10
1.67 .00
0
68.00
00
70 3.10
3.10 .
1.67 .
0.00 174.00 3.10 1.67

67
1 00.00
00
.
72.00 3.10 1.67 0.00 176.00
178:00 310
10
3 .
1.67 .
0.00
74.00 3.10 1.67
67
1 0.00
00
0 180.00 .
3.10 1.67 0.00
76.00 3.10 . .
78.00 3.10 1.67 0.00
80.00 3.10 1.67 0.00
82.00 3.10 1.67 0.00
84.00 3.10 1.67 0.00
86.00 3.10 1.67 0.00
88.00 3.10 1.67 0.00
90.00 3.10 1.67 0.00
92.00 3.10 1.67 0.00
94.00 3.10 1.67 0.00
96.00 3.10 1.67 0.00
98.00 3.10 1.67 0.00
100.00 3.10 1.67 0.00
102.00 3.10 1.67 0.00
1
' Type II 24-hr 1-Year Storm Rainfall=3.10"
WetBasin3 Pnnte ??1---
Prepared by {enter your company name here} Pa e 5
H droCAD? 8.50 s/n 004263 ©2007 H droCAD Software es LLC
Summary for Pond 2P: Wet Basin 3
Inflow Area 33.230 ac 45.24% Impervious, Inflow Depth = 1.67" for 1-Year Storm event
' -
-
Inflow = 101.10 cfs @ 11.96 hrs, Volume= 4.632 of
1.464 af, Atten= 100%, Lag= 727.7 min
' Outflow = 0.37 cfs @ 24.09 hrs, Volume=
Primary = 0.37 cfs @ 24.09 hrs, Volume= 1.464 of
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.04 hrs / 4
t Peak Elev= 804.79' @ 24.09 hrs Surf.Area= 43,858 sf Storage= 190,612 cf
Plug-Flow detention time= 2,017.1 min calculated for 1.464 of (32% of inflow)
' Center-of-Mass det. time= 1,888.6 min ( 2,712.0 - 823.5 )
Volume Invert Avail.Stora e Stora a Descri tion
' #1 797.10' 270,550 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq ft) (cubic-feet) (cubic-feet
797.10 0 0 0
798.00 15,410 6,934 6,934
798.50 16,857 8,067 15,001
799.00 18,334 8,798 23,799
799.50 19,813 9,537 33,336 800.00 21,321 10,284 43,619
'
800.50 22,829 11,038 54,657
801.00 24,367 11,799 66,456
802.00 27,469 25,918. 92,374
803.00 30,628 29,049 121,422
' 803.50 35,617 16,561 137,983
804.00 41,015 19,158 157,141
805.50 46,421 65,577 222,718
806.50 49,243 47,832 270,550
Device Routin Invert Outlet Devices
' #1 Device 3 802.50' 18.0" Vert. Orifice/Grate C= 0.600
#2 Primary 803.50' 3.5" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Primary 805.50' 36.0" Vert. Orifice/Grate C= 0.600
#4 Primary 805.70' 52.0' long x 5.0' breadth Broad-Crested Rectangular Weir
' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
' 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.37 cfs @ 24.09 hrs HW=804.79' (Free Discharge)
' 2=Orifice/Grate (Orifice Controls 0.37 cfs @ 5.47 fps)
L_33=0 rifice/Grate ( Controls 0.00 cfs)
1=Orifice/Grate ( Controls 0.00 cfs)
Broad-Crested Rectangular Weir (Controls 0.00 cfs)

WetBasin3
t-P-repared-by
HydroCADO 8
1
11
1C
1

v
O
7
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2
2
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Type II 24-hr 1-Year Storm Rainfall=3.10"
P-r-inted 1./7/2011 -
Pond 2P: Wet Basin 3
H dro ra h
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ea=33:230 ac_-
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:
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I
? '- - - - - - -
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_ ___._ I -----
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--------------- ------- --
_ _ ___
I L
• -- l -- - - -.. - --I- - -. _. _ 1
0.37 cfs ? '

80 90 100
70 180

110 120 130 140 150 160 170
10 20 30 40 50 60
0 Time (hours)
® Inflow
Q Primary
' Pond 2P: Wet Basin 3
Stage-Discharge

___--
----------- ,

-- - ?Primary
808

-
- - - - -
- - - - - - - - - - - - - -
-
- - _ -' -----'-----I_..
- - - - - - -- -
807 :. 7

..
---- - T---- ?-----II_

- - - - - - -

:.
806 rg?
44e0Aemanutor Weir
- v1ffi4

- ' - ---1-- '-- I

805

I
- - - - I I I
---- , -----I -----II

I I
----I-'
I
I
804 6&k$
! - - -
-
------
I
803
0
-

r
----
0
L 602
---- ---"
LLJ --- ------' -- ---- I 1
801
800 ----+----=------

I
-----II-..
- - - - - - - - - - - - - - -

799

798

_ _ - _ I ?
____1_____I_____ _
_ _ _ _
150 200 250 300 350 400 450 500 550 600 650
0 50 100
Discharge (cfs)
1

1
1
1
1
1
1
1
1
1
1
1
1
WetBasin3
Type 1124-hr 1-Year Storm Rainfall=3.10"
r1-1157*14
Prepared by {enter your company name here) Pa e
H droCAD® 8.50 s/n 004263 © 2007 H droCAD Software Solutions LLC
Pond 2P: Wet Basin 3
Stage-Area-Storage
Surface/HorizontalMetted Area (sq-ft)
p 5,000 10,000 15,000 201000 25,000 30,000 35,000 40,000 45,000 ©S{prage
--------------
i
----- ----,
----------------
_
808 - -
808
-----------
807 ------
---
----- ----- ------
606 --
------- - -
805 ------ ------------
804
804 -- - ------ ----
°' --- ---- - ------ ----
c 803 - -
802 '
----- -------...------. - -
-- - - - -
801 ? - ----?.----
800 -------
- - -
798 Guetn St?A9 Rata
50,000 100,000 150,000 200,000 250,000
'
p ?
Storage (cubic-feet)
1
WetBasin3
,-P-repa-red-by-{-ente
HydroCAD® 8.50 s/?
Type 1124-hr 1-Year Storm Rainfall=3.10"
__,._A d 1-7Mn11
'I IItj G..j ........- ----
© 2007 HydroCAD Software Solutions LLC
Hydrograph for Pond 2P: Wet Basin 3
Time Inflow Storage Elevation Primary cfs
(hours) (cfs) (cubic feet)
0 (feet
10
797
0.00
' 0.00
00
4 0.00
0.00 0 .
797.10 0.00
.
8.00 0.04 13 797.11 0.00
00
0
12.00 87.21 82,773
143
162 801.64
804.12 .
0.25
16.00
00
20 2.00
1.15 ,
180,367 804.55 0.33
.
24.00 0.97 190,504 804.79 0.36
35
0
28.00
32.00 0.00
0.00 185,631
180,736 804.67
804.56 .
0.33
31
0
00
36 0.00 176,090 804.45 .
.
40.00 0.00 171,695 804.35 0.30
28
0
44.00 0.00 167,554
670
163 804.25
804.16 .
0.26
' 48.00
00
52 0.00
0.00 ,
160,045 804.07 0.24
.
56.00 0.00 156,677 803.99 0.22
21
0
' 60.00 0.00 153,573
742
150 803.91
803.84 .
0.19
64.00
00
68 0.00
0.00 ,
148,184 803.77 0.17
.
72.00 0.00 145,905 803.72 0.15
12
0
76.00 0.00 143,941
317
142 803.66
62
803 .
0.10
80.00 0.00 ,
996
140 .
803.58 0.08
84.00
00
88 0.00
0.00 ,
140,056 803.56 0.05
' .
92.00 0.00 139,410 803.54 0.04
03
0
96.00 0.00 138,965
659
138 803.53
803.52 .
0.02
100.00
00
104 0.00
0.00 ,
138,448 803.51 0.01
.
108.00 0.00 138,304 803.51 0.01
01
0
112.00 0.00 138,204
135
138 803.51
803.50 .
0.00
' 116.00
120.00 0.00
0.00 ,
138,088
55 803.50
50
803 0.00
0.00
124.00 0.00 138,0 . 00
0
128,00 0.00 138,033
017
138 803.50
803.50 .
0.00
' 132.00
00
136 0.00
0.00 ,
138,007 803.50 0.00
.
140.00 0.00 138,000 803.50 0.00
00
0
144.00 0.00 137,995
991
137 803.50
803.50 .
0.00
' 148.00
00
152 0.00
0.00 ,
137,989 803.50 0.00
.
156.00 0.00 137,987 803.50 0.00
00
0
' 160.00
164.00 0.00
0.00 137,986
137,985 803.50
803.50 .
0.00
00
0
00
168 0.00 137,985 803.50 .
.
172.00 0.00 137,984 803.50 0.00
00
0
176.00 0.00
0 137,984
984
137 803.50
803.50 .
0.00
' 180.00 0.0 ,
1
1
WetBasiO
1

H
is

1

1

1
Type II 24-hr 1-Year Storm Rainfall=3.10"
n n??I?-'r?7T7 ??
enter your company name here
,n c/n 004263 0 2007 HydroCAD Sc
Elevation Primary
(feet) (cfs)
797.10 0.00
797.16 0.00
797.22 0.00
797.28 0.00
797.34 0.00
797.40 0.00
797.46 0.00
797.52 0.00
797.58 0.00
797.64 0.00
797.70 0.00
797.76 0.00
797.82 0.00
797.88 0.00
797.94 0.00
798.00 0.00
798.06 0.00
798.12 0.00
798.18 0.00
798.24 0.00
798.30 0.00
798.36 0.00
798.42 0.00
798.48 0.00
798.54 0.00
798.60 0.00
798.66 0.00
798.72 0.00
798.78 0.00
798.84 0.00
798.90 0.00
798.96 0.00
799.02 0.00
799.08 0.00
799.14 0.00
799.20 0.00
799.26 0.00
799.32 0.00
799.38 0.00
799.44 0.00
799.50 0.00
799-56 0.00
799.62 0.00
799.68 0.0
799.74 0.0
799.80 0.0
799.86 0.0
799.92 0.0
799.98 0.0
800.04 0.0
800.10 0.0
800.16 0.0
Stage-Discharge for Pond 2P: Wet Basin 3
Elevation Primary
(feet) (cfs)
800.22 0.00
800.28 0.00
800.34 0.00
800.40 0.00
800.46 0.00
800.52 0.00
800.58 0.00
800.64 0.00
800.70 0.00
800.76 0.00
800.82 0.00
800.88 0.00
800.94 0.00
801.00 0.00
801.06 0.00
801.12 0.00
801.18 0.00
801.24 0.00
801.30 0.00
801.36 0.00
801.42 0.00
801.48 0.00
801.54 0.00
801.60 0.00
801.66 0.00
801.72 0.00
801.78 0.00
801.84 0.00
801.90 0.00
801.96 0.00
802.02 0.00
802.08 0.00
802.14 0.00
802.20 0.00
802.26 0.00
802.32 0.00
802.38 0.00
802.44 0.00
802.50 0.00
802.56 0.00
802.62 0.0
802.68 0.0
802.74 0.0
802.80 0.0
802.86 0.0
0 802.92 0.0
0 802.98 0.0
0 803.04 0.0
0 803.10 0.0
0 803.16 0.0
0 803.22 0.0
0 803.28 0
p
0
0
p
0.0
Elevation Primary
(feet) (cfs)
803.34 0.00
803.40 0.00
803.46 0.00
803.52 0.01
803.58 0.07
803.64 0.12
803.70 0.14
803.76 0.16
803.82 0.18
803.88 0.20
803.94 0.21
804.00 0.23
804.06 0.24
804.12 0.25
804.18 0.27
804.24 0.28
804.30 0.29
804.36 0.30
804.42 0.31
804.48 0.32
804.54 0.33
804.60 0.34
804.66 0.35
804.72 0.36
804.78 0.36
804.84 0.37
804.90 0.38
804.96 0.39
805.02 0.40
805.08 0.40
805.14 0.41
805.20 0.42
805.26 0.43
805.32 0.43
805.38 0.44
805.44 0.45
805.50 0.45
805.56 0.49
805.62 0.58
805.68 0.73
805.74 1.90
805.80 5.02
805.86 9.26
805.92 14.47
805.98 20.75
p 806.04 27.96
0 806.10 36.06
0 806.16 45.25
0 806.22 55.39
0 806.28 66.49
0 806.34 77.38
n 806.40 p
p
0
0
0
88.23
elevation Primary
(feet) (cfs)
806.46 99.53
806.52 111.33
806.58 123.71
806.64 136.54
806.70 149.26
806.76 161.88
806.82 174.81
806.88 188.02
806.94 201.66
807.00 215.66
807.06 229.95
807.12 244.62
807.18 259.75
807.24 275.19
807.30 290.93
807.36 306.96
807.42 323.27
807.48 339.86
807.54 356.73
807.60 373.88
807.66 391.28
807.72 409.08
807.78 427.39
807.84 445.99
807.90 464.87
807.96 484.04
808.02 503.49
808.08 523.22
808.14 543.22
808.20 563.49
808.26 583.27
808.32 603.26
808.38 623.47
808.44 643.88
808.50 664.50

' WetBasin3 Type II 24-hr 1-Year Storm Rainfall=3.10"
-r-inted 1-/712011
P-repared-by-{enter-your-cor-npany-name-here Page 10
?H droCAD® 8.50 sln 004263 © 2007 H droCAD Software Solutions LLC
Stage-Area-Storage for Pond 2P: Wet Basin 3
'
Elevation
Surface
Storage
Elevation
Surface
(
Storage
(cub
(feet) (sq-ft) (cubic-feet)
0 (feet)
804.90 259 95 515
797.10
797.25 0
2,568 193 805.05 44,799
340
45 202,194
208,954
797.40 5,137 770
734
1 805.20
805.35 ,
45,880 215,796
797.55
797.70 7,705
10,273 ,
3,082
805.50 46,421

844
46 222,718

229,713
' 797.85 12,842 4,816
934
6 805.65
805.80 ,
47,268 236,772
.00
798
.15
798 15,410

15,844

5
,
9,279

805.95

47,691

114
48

243,894

251,079
798.30 ,278
1 11,688
162
14 806.10
806.25 ,
48,538 258,328
798.45
798.60 16,712
17,152 ,
16,702
806.40 48,961
49243 265,640
270,550
798.75 17,596
9 19,308
980
21 806.55
806.70 49,243 270,550
798.90
799.05 18,03
18,482 ,
24,719
806.85
49,243
243
49
270,550
270,55
799.20 18,926
369 27,525
397
30 807.00
807.15 ,
49,243
270,550
' 799.35
799.50 19,
19,813 ,
33,336 807.30 49,243
243
49 270,550
270,550
799.65 20,265 36,342
415
39 807.45
807.60 ,
49,243 270,550
799.80
799.95 20,718
21,170 ,
42,557 807.75 49,243
243
49 270,550
270,550
800.10 21,623 45,766
044
49 807.90
808.05 ,
49,243 270,550
800.25
800.40 22,075
22,527 ,
52,389 808.20 49,243 270,550
270,550
' 800.55 22,983
4 55,802
284
59 808.35
808.50 49243 270,550
800.70 23,44 ,
800.85 23,906 62,835
801.00 24,367 66,456
801.15 24,832 70,146
801.30 25,298 73,905
801.45
801.60 25,763
26,228 77,735
81,634
801.75 26,694 85,603
801.90 27,159 89,642
802.05 27,627 93,751
' 802.20 28,101 97,931
802.35 28,575 102,181
802.50 29,049 106,503
802.65 29,522 110,896
802.80 29,996 115,360
802.95 30,470 119,895
803.10
25
803 31,626
33,123 124,535
129,391
.
803.40 34,619 134,472
803.55 36,157 139,778
803.70 37,776 145,323
803.85 39,396 151,111
804.00 41,015 157,141
804.15 41,556 163,334
804.30 42,096 169,608
' 804.45 42,637 175,963
804.60 43,177 182,399
804.75 43,718 188,916
U
11
1
1
1
1
1

1
1
WetBasW
Prepared by {enter your company name ere'
HvrirnCADO 8.50 s/n 004263 © 2007 H dy roCAD Sc
Type// 24-hr 10-Year Storm Rainfall=5.41 "
ri-nTari 17T/2011
L
Time span=0.00-180.00 hrs, dt=0.04 hrs, 4501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method noff Subcatchment 1S: DA 3 Runoff Area=3 Tc35.0 min5 CN=85 pRunoff=218.63 cffse10.381 of
Pond 2P: Wet Basin 3 Peak Elev=806.08' Storage=249,902 cf I Outflow132 97 cfs17.2812 of
Total Runoff Area = 33.230 ac Runoff Volume = 10.381 18196 acaf 45Average Runoff Depth = 3.75"
.24% Impervious =15.034 ac
54.76 /o Pervious =

' Type// 24-hr 10-Year Storm Rainfall=5.41 "
• WetBasin3 -rinted117/2011
P-repsred-by-{e-rater-your-company-name here} Pa a 12
?H droCAD® 8.50 s/n 004263 ©2007 H droCAD Software Solutions LLC
Summary for Subcatchment 1 S: DA 3
Runoff 218.63 cfs @ 11.96 hrs, Volume= 10.381 af, Depth= 3.75"
' -
-
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-180.00 hrs, dt= 0.04 hrs
Type II 24-hr 10-Year Storm Rainfall=5.41"
Area ac CN Description
t 15.034 98 Pas parking &
coverooGood,HSG C
>751/o
16.196 74
33.230 85 Weighted Average
18.196 Pervious Area
15.034 Impervious Area
' Tc Length Slope Velocity Capacity Description
min feet ft/ft ft/sec cfs Direct Entry,
5.0
' Subcatchment IS: DA 3
Hydrograph
__- '----- _------ ?Runoff
240 ---'- -- ---, _. .------------?-
230 218.63cfs- -- - _ _ - - - - - - - - - - TX Pe 11= _24=fir=107Year=Storm.
210 -
' 22D - --- - -- ----- - -- ---- --; -- --Rainf--
200 - - -
• ;. , ea?33'230 1.-
- ac
190 - - - - - Runoff Ar -
------- - ---' --
160 - -- -- - - - - - - - - - ----,
170 , ----------- ---- -
". - - ,_ _ -- " - ---- Runoff Volume 10:381 a "-
160 '.. --
150 ---.. -------" -- - ---
- - - - - - -
140 off' Dep#h=3:75'- -
--- - - - - --
rn - ------?--- - R"un
- -
--
-------,----;--- ---- Td=__5.0 -min-
0
120 - - ---
_ , - - _
° ---- -?--- -
' 13 -- -- - --------------
-- -- -- --- i - _-----
LL 110
100 - --- --- --- ------------ ? --_?----
90 -- --- --_-- -------------------------------- -
70
5 - - - ----- r-
0
50 -- -- -- ---- -
40 __ --- --- --
30
20 1 - -- ---- - - - T-- --- ---
-----
10 "
0 0 10 20 30 40 50 60 70 80 90 0 110 120 130.140 150 160 170 18
Time (hours)

1

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1
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WetBasW
Prepared by {e
your company name here
nn4263 © 2007 HydroCAD Sc
Type// 24-hr 10-Year Storm Rainfall=5.41 "
nrrfe? Tr-rr?n11-
Hydrograph for Subcatchment 1S: DA 3
Time Precip. Excess Runoff Time Precip. Excess
ches) (inches)
(i Runoff
(hours) (inches) (inches) n
(cfs) (hours)
00 5.41 3.75
00 104
0 0 00
0.00 0.00 0.00
00
0 .
00
0 .
106.00
5.41
3.75 0.00
2.00
00
4 0.12
0.26 .
0.00 .
0.00
108.00
5.41
3.75
75
3 0.00
0
00
.
6.00 0.43 0.00 0.25 110.00
00
112 5.41
41
5 .
3.75 .
0.00
8.00 0.65 0.04 1.03
15
3 .
00
114 .
5.41
3.75 0.00
10.00
00
12 0.98
3.59. 0.16
2.09 .
184.92 .
116.00
5.41
3.75
75
3 0.00

00
0
.
14.00 4.44 2.85 6.35
92
3 118.00
00
120 5.41
5.41 .
3.75 .
0.00
16.00 4.76 3.15
35
3 .
05
3 .
122.00
5.41
3.75 0.00
18.00
00
20 4.98
5.15 .
3.51 .
2.22
124.00
5.41
3.75
75
3 0.00

00
0
.
22.00 5.29 3.63 2.03
87
1 126.00
00
128 5.41
5.41 .
3.75 .
0.00
24.00 5.41 3.75
75
3 .
00
0 .
130.00 5.41 3.75 0.00
26.00
00
28 5.41
5.41 .
3.75 .
0.00
132.00
5.41
3.75
75
3 .00
0
00
0
.
30.00 5.41 3.75 0.00 134.00
00
136 5.41
41
5 .
3.75 .
0.00
32.00 5.41 3.75
75
3 0.00
00
0 .
138.00 .
5.41 3.75 0.00
34.00
00
36 5.41
5.41 .
3.75 .
0.00 140.00 -5.41 3.75

75
3 00.00
00
.
38.00 5.41 3.75 0.00
00
0 142.00
00
144 5.41
5.41 .
3.75 .
0.00
40.00
00
42 5.41
41
5 3.75
3.75 .
0.00 .
146.00 5.41 3.75 0.00
00
0
.
.00
44 .
5.41 3.75 0.00 148.00
00
150 5.41
41
5 3.75
3.75 .
0.00
46.00 5.41 3.75
75
3 0.00
00
0 .
152.00 .
5.41 3.75 0.00
48.00
00
50 5.41
5.41 .
3.75 .
0.00 154.00 5.41 3.75

75
3 0.00
0
00
.
52.00 5.41 3.75 0.00
00
0 156.00
00
158 5.41
5.41 .
3.75 .
'0.00
54.00
00
56 5.41
41
5 3.75
3.75 .
0.00 .
160.00 5.41 3.75 0.00
00
0
.
58.00 .
5.41 3.75 0.00 162.00
00
164 5.41
41
5 3.75
3.75 .
0.00
60.00 5.41
41
5 3.75
75
3 0.00
0.00 .
166.00 .
5.41 3.75 0.00
62.00
64.00 .
5.41 .
3.75 0.00 168.00 5.41

41
5 3.75

75
3 00.00
.00
66.00 5.41 3.75 0.00
00
0 170.00
00
172 .
5.41 .
3.75 0.00
68.00 5.41
41
5 3.75
75
3 .
0.00 .
174.00 5.41 3.75 0.00
70.00
72.00 .
5.41 .
3.75 0.00 176.00 5.41
41
5 3.75
75
3 0.00
0.00
74.00 5.41 3.75 0.00
00
0 178.00
00
180 .
5.41 .
3.75 0.00
76.00 5.41 3.75 . .
78.00 . 5.41 3.75 0.00
80.00 5.41 3.75 0.00
82.00 5.41 3.75 0.00
84.00 5.41 3.75 0.00
86.00 5.41 3.75 0.00
88.00 5.41 3.75 0.00 .
90.00 5.41 3.75 0.00
92.00 5.41 3.75 0.00
94.00 5.41 3.75 0.00
96.00 5.41 3.75 0.00
98.00 5.41 3.75 0.00
100.00 5.41 3.75 0.00
102.00 5.41 3.75 0.00
1
WetBasin3 Type I/ 24-hr 10-Year Storm Rainfall=5.41 "
P-rint?d 11712-Oaa
?--------r-epared-by €enter-your-companyname-here} Pa a 14
H droCADO 8.50 s/n 004263 © Mt H droCAD Software Solutions LLC
Summary for Pond 2P: Wet Basin 3

0
1
Inflow Area = 33.230 ac, 45.24% Impervious, Inflow Depth = 3.75" for 10-Year Storm event
Inflow = 218.63 cfs @ 11.96 hrs, Volume= 10.381 af
af, Atten= 85%, Lag= 12.3 min
Outflow = 32.97 cfs @ 12.16 hrs, Volume= 7 212 of
Primary = 32.97 cfs @ 12.16 hrs, Volume=
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.04 hrs / 4
Peak Elev= 806.08'@ 12.16 hrs Surf.Area= 48,045 sf Storage= 249,902 cf
Plug-Flow detention time= 1,015.0 min calculated for 7.210 of (69% of inflow)
Center-of-Mass det. time= 918.4 min ( 1,718.9 - 800.5 )
Volume Invert Avai ,550 cf Cus)rage Description
tom Stage Data (Prismatic) Listed below (Recalc)
#1 797.10' 2700,55
Elevation Surf.Area Inc.Store Cum.Store
ubic-feet
(
(feet) (sq ft) ( c
cubic-feet)
797.10
00
798 0
15,410 0 0
6,934 6,934
.
798.50 16,857 8,067 15,001
799
23
799.00 18,334
813
19 ,
8,798
9,537 33,336
799.50
00
800 ,
21,321 10,284 43,619
.
800.50 22,829 11,038 54,657
456
66
801.00 24,367
469
27 ,
11,799
25,918 92,374
802.00
00
803 ,
30,628 29,049 121,422
.
50
803 35,617 16,561 137,983
.
00
804 41,015 19,158 157,141
.
50
805 46,421 65,577 222,718
.
806.50 49,243 47,832 270,550
Device Routing Invert outlet Devices
#1 Device 3 802.50'
' 18.0" Vert. Orifice/Grate C= 0.600
Orifice/Grate Limited to weir flow C= 0.600
5" Horiz
3
#2 Primary
#3 Primary 803.50
805.50' .
.
36.0" Vert. Orifice/Grate C= 0.600
dth Broad-Crested Rectangular Weir
'
'
#4 Primary 805.70' brea
long x 5.0
52.0
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary Out Flow Max=32.62 cfs @ 12.16 hrs HW=806.08' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.52 cfs @ 7.73 fps)
L3=0 rifice/Grate (Orifice Controls 2.45 cfs @ 2.58 fps)
-1=Orifice/Grate (Passes 2.45 cfs of 6.45 cfs potential flow)
=Broad-Crested Rectangular Weir (Weir Controls 29.66 cfs @ 1.52 fps)

7
WetBasin3
Prepared by {e
1
1
1
1
1
1
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1
1
1
1
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Type 1124-hr 10-Year Storm Rainfall=5.41 "
ri Fa-r T/7/011
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004263 © 2007 HydroCAD Software Sol
Pond 2P: Wet Basin 3
Hydrograph
--
--'
,
- '------------ -------
-
_ - -
-------
p Pnmary
. --- ---
240 "
• ` •, . 218.63 cis _ ._ _ _ _. ,
--
?
6w_A:ea=33?.23D=a :=
==1iif
.
23D -
-- --- .
______=___:.
220
0
=
806
El
'
210 ?;- -- -
:
,
egy
---
-
---- -
200

190 '---
--
______;----
--- - -
--- ___ ------- --- - - --Storage=249.902 cf
,
180 -" _ r
__ - - -I
170 -- --- ---'-- ,
160 - -----------
150 '",
. ', -- ------ r
------ -- -------
140 =
130 ___ ------- -
'----
7 --- - ------ --- - ---
-- ---
------
° 110 -- ---- ----------
------ ---
---
LL
100
--- ,---
------
,. ?
---
---- - -, --
---
I

60
50
--------
_

40
32.97 cts -
------ 1- ---
---?---- `---` _- ----
-- -- -- _ --
30 _,
20
10 '

0
80

1
110 120 130 140 150 160 170
80 ?0- 160.
60 70

0 10 20 30 40 5D
ime (hours)
T
Pond 2P: Wet Basin 3
Stage-Discharge
-

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

----
- - - - - - - - --- ? Primary
- -

I
808 /J
- I
---- ----°---- - - - - - -
----
807
-
---- ---- ---- - -'

806 -----
ieO;Rectanpulsr weir
Cria --=---
-- ---- --- i- ---'- --
805

----- ------'..-

--------- ---- ----
---------
d 804 QrittiCefal84e --- --- --------- ---- -- -
a 803

d 802
- - - -
--- - -- -
- - - - -
W ---- ----------- ---- - -- --
801 / -------- ----------------
800

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

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

-_--

--- ----- -- ----'------ ---'-
798 ;
600 650
..,,..,.,...
150 200
400 450 500 550
250 30
5
0 50 100
Dharge
(cfs)
o

WetBasin3
pre p a r-e d-b y- {e m e-r-you r-C o
?HydroL_& 8.50 _sin 004263
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Type// 24-hr 10-Year Storm Rainfall=5.41 "
P-rinted 1/-712011-
LLC
Pond 2P: Wet Basin 3
' Stage-Area-Storage
Surface/HorizontaINkletted Area (sq-ft)
00
Surface
000 45,000 p
000 40
35
p 5,000 10,000 15,000 20,000 25,000 30,0 ,
,
torage
S
------... -----
-
--------
-- ---

I ,
' I
..
'
----------
"" ----- --
--- - - - - - - - '
-------
BOB
= --
I
-
- -, -
807 I I ---
'
-----

" ;
806
------ -- I

I

805 --------
d aoa
w
------ --- -----
---- I-----------
e 803 - ------ I

> 802 _. -----?- ---
I I ._ --- - --?----- --
'
-- ---
I I•
U
801 . .----- I I
1 ---.
-----____-_._____- I. _ __ --
Boo - - - - -

1
----1.:----

799
- ---- f ' I

' 798
.Ot919I9!?ENo Vs

000
150

200,000 250,000
000
50
,
100,000
0 , Storage (cubic-feet)
1
1
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Type// 24-hr 10-Year Storm Rainfall=5.41 "
Prepared by {enter your company name ere
uvrlrnr.AD(R) 8.50 sln 004263 © 2007 H droCAD Software Solutions LLC

1

H

1

I

1

1
Hydrograph for Pond 2P: Wet Basin 3
Time Inflow Storage Elevation Primary cfs
(hours) (cfs) (cubic feet)
0 (feet
797.10
0 00
0.00 0.00.
00
0 0 797.10 0.00
4.00
00
8 .
1.03 4,847 797.85 0.00
.
00
2
1 184.92 214,274 805.32 0.43

14
4
.
.00
16 3.92 235,877
234
234 805.78
805.75 .
2.38
20.00
00
24 2.22
1.87 ,
233,581
805.73
1.90
.
28.00
0.00
224,393
805.54 0.47

44
0
32.00 0.00 217,881
621
211 805.40
805.26 .
0.43
36.00
00
40 0.00
0.00 ,
205,597 805.13 0.41
.
44.00 0.00 199,810 805.00 0.39
38
0
48.00 0.00 194,264
962
188 804.87
804.75 .
0.36
52.00
00
56 0.00
0.00 ,
183,904
804.63
0.34
.
60.00 0.00 179,095 804.52 0.33
31
0
64.00. 0.00 174,536
230
170 804.42
804.31 .
0.29
68.00
00
72 0.00
0.00 ,
166,178 804.22 0.27
.
76.00 0.00 162,383 804.13 0.25
24
0
80.00 0.00 158,846
569
155 804.04
803.96 .
0.22
84.00
00
88 0.00
0.00 ,
152,560 803.89 0.20
.
92.00 0.00 149,821 803.82 0.18
16
0
96.00 0.00 147,363
181
145 803.75
803.70 .
0.14
100.00
00
104 0.00
0.00 ,
143,342 803.65 0.12
.
108.00 0.00 141,822 803.61 0.10
07
0
112.00 0.00 140,629
804
139 803.57
803.55 .
0.05
116.00
00
120 0.00
0.00 ,
139,237 803.53 0.03
.
124.00 0.00 138,846 803.52 0.02
02
0
128.00 0.00 138,577
392
138 803.52
803.51 .
0.01
132.00
00
136 0.00
0.00 ,
138,265 803.51 0.01
.
140.00 0.00 138,177 803.51 0.01
00
0
144.00 0.00 138,117
075
138 803.50
803.50 .
0.00
148.00
00
152 0.00
0.00 ,
138,047 803.50 0.00
.
156.00 0.00 138,027 803.50 0.00
00
0
160.00 0.00 138,013
004
138 803.50
803.50 .
0.00
164.00
00
168 0.00
0.00 ,
137,998 803.50 0.00
.
172.00 0.00 137,993 803.50 0.00
00
0
176.00 0.00 137,990
988
137 803.50
803.50 .
0.00
180.00 0.00 ,

WetBasin3
P re p a-r-e d-b y-{e n to r-you-r-e 0
I-HydroCAD® 8.50 s/n 004263

1
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1
0
1

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1

Elevation Primary
(feet) cfs
797.10 0.00
797.16 0.00
797.22 0.00
797.28 0.00
797.34 0.00
797.40 0.00
797.46 0.00
797.52 0.00
797.58 0.00
797.64 0.00
797.70 0.00
797.76 0.00
797.82 0.00
797.88 0.00
797.94 0.00
798.00 0.00
798.06 0.00
798.12 0.00
798.18 0.00
798.24 0.00
798.30 0.00
798.36 0.00
798.42 0.00
798.48 0.00
798.54 0.00
798.60 0.00
798.66 0.00
798.72 0.00
798.78 0.00
798.84 0.00
798.90 0.00
798.96 0.00
799.02 0.00
799.08 0.00
799.14 0.00
799.20 0.00
799.26 0.00
799.32 0.00
799.38 0.00
799.44 0.00
799.50 0.00
799.56 0.00
799.62 0.00
799.68 0.00
799.74 0.0
799.80 0.0
799.86 0.0
799.92 0.0
799.98 0.0
800.04 0.0
800.10 0.0
800.16 0.0?
Type 11 24-hr 10-Year Storm Rainfall=5.41"
.-e_a- J a 17Mf)I I
uti
Stage-Discharge for Pond 2P: Wet Basin 3
Elevation Primary
(feet) cfs
800.22 0.00
800.28 0.00
800.34 0.00
800.40 0.00
800.46 0.00
800.52 0.00
800.58 0.00
800.64 0.00
800.70 0.00
8.00.76 0.00
800.82 0.00
800.88 0.00
800.94 0.00
801.00 0.00
801.06 0.00
801.12 0.00
801.18 0.00
801.24 0.00
801.30 0.00
801.36 0.00
801.42 0.00
801.48 0.00
801.54 0.00
801.60 0.00
801.66 0.00
801.72 0.00
801.78 0.00
801.84 0.00
801.90 0.00
801.96 0.00
802.02 0.00
802.08 0.00
802.14 0.00
802.20 0.00
802.26 0.00
802.32 0.00
802.38 0.00
802.44 0.00
802.50 0.00
802.56 0.00
802.62 0.00
802.68 0.00
802.74 0.00
802.80 0.00
802.86 0.0
802.92 0.0
802.98 0.0
803.04 0.0
803.10 0.0
0 803.16 0.0
0 803.22 0.0
803.28 0
0
p
0
p
0.0?
Elevation Primary
(feet) (cfs)
803.34 0.00
803.40 0.00
803.46 0.00
803.52 0.01
803.58 0.07
803.64 0.12
803.70 0.14
803.76 0.16
803.82 0.18
803.88 0.20
803.94 0.21
804.00 0.23
804.06 0.24
804.12 0.25
804.18 0.27
804.24 0.28
804.30 0.29
804.36 0.30
804.42 0.31
804.48 0.32
804.54 0.33
804.60 0.34
804.66 0.35
804.72 0.36
804.78 0.36
804.84 0.37
804.90 0.38
804.96 0.39
805.02 0.40
805.08 0.40
805.14 0.41
805.20 0.42
805.26 0.43
805.32 0.43
805.38 0.44
805.44 0.45
805.50 0.45
805.56 0.49
805.62 0.58
805.68 0.73
805.74 1.90
805.80 5.02
805.86 9.26
805.92 14.47
805.98 20.75
806.04 27.96
806.10 36.06
806.16 45.25
806.22 55.39
806.28 66.49
0 806.34 77.38
806.40 0
0
0
p
0
0
88.23
Elevation Primary
(feet) (cfs
806.46 99.53
806.52 111.33
806.58 123.71
806.64 136.54
806.70 149.26
806.76 16138
806.82 174.81
806.88 188.02
806.94 201.66
807.00 215.66
807.06 229.95
807.12 244.62
807.18 259.75
807.24 275.19
807.30 290.93
807.36 306.96
807.42 323.27
807.48 339.86
807.54 356.73
807.60 373.88
807.66 391.28
807.72 409.08
807.78 427.39
807.84 445.99
807.90 464.87
807.96 484.04
808.02 503.49
808.08 523.22
808.14 543.22
808.20 563.49
808.26 583.27
808.32 603.26
808.38 623.47
808.44 643.88
808.50 664.50
1

1
1
1

0
1
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1

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WetBas!O
Prepared by {enter your company name he
Hwirr)CAD® 8.50 s/n 004263 ©2007 HydroCAD
Type II 24-hr 10-Year Storm Rainfall=5.41 "
a?UVITY- T
re
of
Stage-Area-Storage for Pond 2P: Wet Basin 3
Elevation
Surface
Storage
Elevation
(feet)
Surface
(sq-ft)
Storage
(cub9
(feet) (sq-ft) (cubic-feet)
0
804.90
44,259 6;515
797.10
797.25 0
2,568 193 805.05 44,799
340
45 202,194
208,954
797.40 5,137
5 770
734
1 805.20
805.35 ,
45,880 215,796
797.55
797.70 7,70
10,273 ,
3,082 805.50 46,421
844
46 222,718
229,713
797.85 12,842 4,816
934
6 805.65
805.80 ,
47,268 236,772
798.00
798.15 15,410
15,844 ,
9,279 805.95 47,691
114
48 243,894
251,079
798.30 16,278 11,688
162
14 806.10
806.25 ,
48,538 258,328
798.45
798.60 16,712
17,152 ,
16,702
806.40
48,961
243
49
265,64
270,560
798.75 17,596
9 19,308
980
21 806.55
806.70 ,
49,243 0,550
27
798.90
799.05 18,03
18,482 ,
24,719 806.85 49,243
243
49 270,550
270,550
799.20 18,926
9 27,525
397
30 807.00
807.15 ,
49,243 270,550
799.35
799.50 19,36
19,813 ,
33336
807.30 9,243
4
243
49 270,550

270,550
799.65 20,265
8 36,342
415
39 807.45
807.60 ,
49,243 270,550
799.80
799.95 20,71
21,170 ,
42,557 807.75 49,243
243
49 270,550
270,550
800.10 21,623
5 45,766
044
49 807.90
808.05 ,
49,243 270,550
800.25
800.40 22,07
22,527 ,
52,389 808.20
5 49,243
243
49 270,550
270,550
800.55 22,983 55,802
284
59 808.3
808.50 ,
49,243 270,550
800.70 23,444 ,
800.85 23,906 62,835
801.00 24,367 66,456
801.15 24,832 70,146
801.30 25,298 73,905
801.45 25,763 77,735
801.60 26,228 81,634
801.75 26,694 85,603
801.90 27,159 89,642
802.05 27,627 93,751
802.20 28,101 97,931
802.35 28,575 102,181
802.50 29,049 106,503
802.65 29,522 110,896
802.80 29,996 115,360
802.95 30,470 119,895
803.10 31,626 124,535
803.25 33,123 129,391
803.40 34,619 134,472
803.55 36,157 139,778
803.70 37,776 145,323
803.85 39,396 151,111
804.00 41,015 157,141
804.15 41,556 163,334
804.30 42,096 169,608
804.45 42,637 175,963
804.60 43,177 182,399
804.75 43,718 188,916

Type 11 24-hr 25-Year Storm Rainfall=6.46"
WetBasin3 P-tinted 1-/7/2011-
P-repar-ed-by-{enter-your-company-name-here} Pa a 20
?H droCAD® 8.50 s/n 004263 © 2007 H droCAD Software Solutions LLC
Time span=0.00-180.00 hrs, dt=0.04 hrs, 4501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA 3 Runoff Area=33.230 ac 45.24% Impervious Runoff Depth=4.74"
Tc=5.0 min CN=85 Runoff=272.44 cfs 13.120 of
Pond 2P: Wet Basin 3 Peak Elev=806.50' Storage=270,437 cf OInflow=272.44 cfs utflow=106.85 cfs19.666 of
Total Runoff Area = 33.230 ac Runoff Volume =13.120 of Average Runoff Depth = 4.74"
54.76% Pervious =18.196 ac 45.24% Impervious =15.034 ac
1
1
1
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1
i
1
1
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' Type 1124-hr 25-Year Storm Rainfall=6.46"
WetBasin3 f?rinted-1/T12011
Prepared by {enter your company name here} Pa a 21
Solutions LLC
H droCAD® 8.50 s/n 004263 © 2007 H droCAD Software
Summary for Subcatchment IS: DA 3
'
Runoff = 272.44 cfs @ 11.96 hrs, Volume= 13.120 af, Depth= 4.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-180.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-Year Storm Rainfall=6.46"
Area ac CN Descri tion
15.034 98 >75 /o Paved parking
cover, HSG C
18.196 74 0
' 33.230 85 Weighted Average
18.196 Pervious Area
15.034 Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ft/ft ft/sec cfs DirectEntry,
5.0
Subcatchment 1 S: DA 3
Hydrograph
p Runoff
I '
300 ---.......__...,-
280 - 272.44 cfs -- - __ Tyq it i4=hr-26;-Y6aT- Storm-
I
---;--Rainfal1=6:46'"-
260
1
--- ?--- ---+---?--- --------
240 - - I I I
I
220 - - - - - - - - - - - -'- Runoff Area=33.230 ac
---------------I--------- -- - -13 120 af_
," ? - I Runoff Volume __ .- __
zoo - ------ -- - - --
180 Runoff-Depth=4J4" -
-- ;----_TC miin-
160
w -- - -
0 140 ____---
- - -' ---------
'
120 - ------------- - - - - - - - - - - - I -
F - - _ - - - -
? ? I-._... _------- ,----
100
- - - - - -
ao -- - - - - - - - .------------------ -- ,
- -------1-------- -- + --- ---
60--- -- -
- - I I I
40 -- --- - -I-------- ---.--
20 T
......................
0,.,.," ....... ........ ....
0. 10 20 30 40 50 60 70 0 110 120 130 140 150 160 170 18
Time (hours)

WetBasW Type 1124-hr 25-Year Storm Rainfall=6.46"
P-r-inted 1-17/-2011-
Rr-epar-ed-by-{enter-your-compa-ny-name-here} Pa a 22
H droCAD®. 8.50 sln 004263 © 2007 H droCAD Software Solutions LLC
Hydrograph for Subcatchment 1S: DA 3

1

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1
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Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.00 0.14 0.00 0.00
4.00 0.31 0.00 0.00
6.00 0.52 0.01 0.60
8.00 0.78 0.08 1.62
10.00 1.17 0.26 4.41
12.00 4.28 2.71 229.41
14.00 5.30 3.64 7.76
16.00 5.68 4.01 4.78
18.00 5.95 4.26 3.71
20.00 6.15 4.44 2.70
22.00 6.31 4.60 2.47
24.00 6.46 4.74 2.27
26.00 6.46 4.74 0.00
28.00 6.46 4.74 0.00
30.00 6.46 4.74 0.00
32.00 6.46 4.74 0.00
34.00 6.46 4.74 0.00
36.00 6.46 4.74 0.00
38.00 6.46 4.74 0.00
40.00 6.46 4.74 0.00
42.00 6.46 4.74 0.00
44.00 6.46 4.74 0.00
46.00 6.46 4.74 0.00
48.00 6.46 4.74 0.00
50.00 6.46 4.74 0.00
52.00 6.46 4.74 0.00
54.00 6.46 4.74 0.00
56.00 6.46 4.74 0.00
58.00 6.46 4.74 0.00
60.00 6.46 4.74 0.00
62.00 6.46 4.74 0.00
64.00 6.46 4.74 0.00
66.00 6.46 4.74 0.00
68.00 6.46 4.74 0.00
70.00 6.46 4.74 0.00
72.00 6.46 4.74 0.00
74.00 6.46 4.74 0.00
76.00 6.46 4.74 0.00
78.00 6.46 4.74 0.00
80.00 6.46 4.74 0.00
82.00 6.46 4.74 0.00
84.00 6.46 4.74 0.00
86.00 6.46 4.74 0.00
88.00 6.46 4.74 0.00
90.00 6.46 4.74 0.00
92.00 6.46 4.74 0.00
94.00 6.46 4.74 0.00
96.00 6.46 4.74 0.00
98.00 6.46 4.74 0.00
100.00 6.46 4.74 0.00
102.00 6.46 4.74 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
104.00 6.46 4.74 0.00
106.00 6.46 4.74 0.00
108.00 6.46 4.74 0.00
110.00 6.46 4.74 0.00
112.00 6.46 4.74 0.00
114.00 6.46 4.74 0.00
116.00 6.46 4.74 0.00
118.00 6.46 4.74 0.00
120.00 6.46 4.74 0.00
122.00 6.46 4.74 0.00
124.00 6.46 4.74 0.00
126.00 6.46 4.74 0.00
128.00 6.46 4.74 0.00
130.00 6.46 4.74 0.00
132.00 6.46 4.74 0.00
134.00 6.46 4.74 0.00
136.00 6.46 4.74 0.00
138.00 6.46 4.74 0.00
140.00 6.46 4.74 0.00
142.00 6.46 4.74 0.00
144.00 6.46 4.74 0.00
146.00 6.46 4.74 0.00
148.00 6.46 4.74 0.00
150.00 6.46 4.74 0.00
152.00 6.46 4.74 0.00
154.00 6.46 4.74 0.00
156.00 6.46 4.74 0.00
158.00 6.46 4.74 0.00
160.00 6.46 4.74 0.00
162.00 6.46 4.74 0.00
164.00 6.46 4.74 0.00
166.00 6.46 4.74 0.00
168.00 6.46 4.74 0.00
170.00 6.46 4.74 0.00
172.00 6.46 4.74 0.00
174.00 6.46 4.74 0.00
176.00 6.46 4.74 0.00
178.00 6.46 4.74 0.00
180.00 6.46 4.74 0.00
1

t WetBasin3 Type II 24-hr 25-Year Storm Rainfall=6.46"
anted 1/712011
Prepared by {enter your company name here} Page 23
HydroCADO 8.50 s/1004233 © 2007 H droCAD Software Solutions LLC
Summary for Pond 2P: Wet Basin 3
Inflow Area 33.230 ac 45.24% Impervious, Inflow Depth = 4.74" for 25-Year Storm event
' -
-
Inflow = 272.44 cfs @ 11.96 hrs, Volume= .13.120 of
3.666 af, Atten= 61%, Lag= 2.6 min
' Outflow = 106.85 cfs @ 12.00 hrs, Volume= 3.666 of
Primary = 106.85 cfs @ 12.00 hrs, Volume=
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.04 hrs 14
' Peak Elev= 806.50' @ 12.00 hrs Surf.Area= 49,236 sf Storage= 270,437 cf
Plug-Flow detention time= 789.1 min calculated for 9.666 of (74% of inflow)
Center-of-Mass det. time= 697.1 min ( 1,490.9 - 793.9)
Volume Invert Avail.Stora a Stora a Descri tion
' #1 797.10' 270,550 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq ft) (cubic-feet) (cubic-feet)
0
797.10 0 0
6,934 6,934
798.00 15,410 15,001
' 798.50 16,857 8,067
799.00 18,334 8,798 23,799 799.50 19,813 9,537 33,336
43,619
800.00 21,321 10,284
'
800.50 22,829 11,038 54,657 801.00 24,367 11,799 66,456
62,374
802.00 27,469 25,918
' 803.00 30,628 29,049 121,422
803.50 35,617 16,561 137,983
804.00 41,015 19,158 157,141
805.50 46,421 65,577 222,718
806.50 49,243 47,832 270,550
Device Routin Invert Outlet Devices
' #1 Device 3 802.50' 18.0" Vert. Orifice/Grate C=0.600
#2 Primary 803.50' 3.5" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Primary 805.50' 36.0" Vert. Orifice/Grate C= 0.600
#4 Primary 805.70' 52.0' long x 5.0' breadth Broad-Crested Rectangular Weir
' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
' 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=106.84 cfs @ 12.00 hrs HW=806.50' (Free Discharge)
' 2=Orifice/Grate (Orifice Controls 0.56 cfs @ 8.34 fps)
3=Orifice/Grate (Orifice Controls 6.99 cfs @ 3.40 fps)
t--1=Orifice/Grate (Passes 6.99 cfs of 8.50 cfs potential flow)
L=Broad-Crested Rectangular Weir (Weir Controls 99.29 cfs @ 2.39 fps)

Type it 24-hr 25-Year Storm Rainfall=6.46"
ln3 nted 1-/71-2-011-
-r-e a
Prepa-red-by-{enter-yoer-company name-here} -r-17/2
Pa a 24
?H droCAD? 8.50 s/n 004263 ©2007 H droCAD Software Solutions LLC
Pond 2P: Wet Basin 3
' Hydrograph
I
------ ---------
300 2?z.4a cts 0 Primary
1 nfl-o_ w area 33-.230 -ac -
280 :" ---------? 1
- --- ------- Peak- Etev806.5---
260 - ---I--- ---
240 " Stora e=270;437- >cf -
220 Zj- I
_ --- --- --
200 ----------- L ----------
? I
,.., 18.0
160 --------- --- ---'. --- --- -' -
--
LL ------
O 140 -- ---`-------------- --r-
------J -- --- ---r---II---_.,- - --_.._--_.--_. ... _. _.- ---
120 106.85 c(s I ? , __I_ II - ------
100 --- --
-------------
81
f__ -...---- ----- _-._ ... _ ---'-- -- --- _ -
60 _ - - - I I I I
}
40
20
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
Pond 2P: Wet Basin 3
Stage-Discharge
---- ----, ---- ---- ---------- --- --------- ?Primary
808 '? 1-----I-----I-.
---------- ----I
807 --- ----- ----;----;-----I
-----
c Moir
606
----------------------- ---------- ---- ---------- ---- ----
I I
' 805 ---------- --------- -- --r
- I I
804 ---I-
v
c 803
' BOZ '
Uwj 801 - ---- ---I-
1 - - - - - - - - - -- - - - - - - '- - - - '- + - - - - - - -
- -----'-
800 ---- I, --- I
---------- ----
---------- --- ---- ---------- ----
799 - -
---- ----------- ----_----=--------
I
79B
0 50 100 150 200 250 300 350 400 450 500 550 600 650
Discharge (cfs)
1
WetBasin3
Prepared by
1

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Type 1124-hr 25-Year Storm Rainfall=6.46"
PnntPr] '177/201T
{enter your company name here}
50 s/n 004263 © 2007 H droCAD Software Solutions LLC
Pond 2P: Wet Basin 3
Stage-Area-Storage
Surface/HorizontaiMfctted Area (scq-ft)
0
000 40,000 45,000 0 Surface
35

p
5,000 10,000
15,000 20,000 25,000 30,00
--
,
„ ? Storage
-- 1'-- ---- ----
---- ----------- --- iii
808 ,. , '

- -------
- - ?-------',-------,,- -

-
807 -- - '----
---- - - - - 1-1 ---- --- _ - ? ----
--- --
806 ---
---- ,-i
------

------ -, ---,-

--

805 - - - - - -
___
-
----

/ ---------- ----

d
804 - - - - - - - - - - - - - - - - - -
- -
c

O 803 -
----------

..., .. .----..
i
m 802 ? ? ? -.._._ -- ----'------ '
801
800 -
-
-- -'- --- - ----- ' ----

799 - ---- --------- --- --- -
%

798
GusSO?! Stfi9 R.a1a ,

000 .150,000
100 250,000
200,000
0 50,000 ,
Storage (cubic-feet)

1
WetBasin3
P-r-epa-r-red-by--{enter-you-r-corr
?HydroCAD? 8.50 s/n 004263
Type 1124-hr 25-Year Storm Rainfall=6.46"
Hydrograph for Pond 2P: Wet Basin 3
' Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfsl
0.00 0.00 0
0 797.10
10
797 0.00
0.00
' 4.00
00
8 0.00
1.62 9,380 .
798.16 0.00
.
12.00 229.41 270,437 806.50 106.85
05
5
16.00 4.78 236,514 805.79 .
86
2
' 20.00 2.70 234,894 805.76 .
31
2
24.00 2.27 234,141 805.74 .
47
0
' 28.00
32.00 0.00
0.00 224,519
218,000 805.54
805.40 .
0.44
43
0
00
36 0.00 211,735 805.26 .
.
40.00 0.00 205,706 805.13 0.41.
39
0
44.00 0.00 199,915
365
194 805.00
804.87 .
0.38
r 48.00
00
52 0.00
0.00 ,
189,058 804.75 0.36
.
00
56 0.00 183,996 804.64 0.34
.
60.00 0.00 179,182 804.53 0.33
31
0
' 64.00 0.00
0 174,618
307
170 804.42
804.32 .
0.29
68.00
00
72 0.0
0.00 ,
166,250 804.22 0.27
.
76.00 0.00 162,451 804.13
04
804 0.25
24
0
80.00 0.00 158,910 . .
22
0
84.00 0.00 155,628
613
152 803.96
803.89 .
0.20
' 88.00
00
92 0.00
0.00 ,
149,869 803.82 0.18
.
96.00 0.00 147,406 803.75 0.16
14
0
100.00 0.00 145,219 803.70 .
12
0
' 104.00 0.00
0 143,373
848
141 803.65
803.61 .
0.10
108.00
00
112 0.0
0.00 ,
140,648 803.57 0.07
.
116.00 0.00 139,817 803.55 0.05
03
0
' 120.00 0.00 139,245
852
8
1 803.53
52
803 .
0.02
124.00 0.00
00
0 ,
3
581
138 .
803.52 0.02
128.00
00
132 .
0.00 ,
138,395 803.51 0.01
' .
136.00 0.00 138,267 803.51 0.01
01
0
140.00 0.00 138,178
118
138 803.51
803.50 .
0.00
144.00
00
148 0.00
0.00 ,
138,076 803.50 0.00
' .
152.00 0.00 138,047 803.50 0.00
00
0
156.00 0.00
00
0 138,027
014
138 803.50
803.50 .
0.00
' 160.00
164.00 .
0.00 ,
138,004
98 803.50
50
803 0.00
0.00
168.00 0.00 137,9 . 00
0
172.00 0.00 137,993 803.50 .
00
0
176.00 0.00
0 137,990
988
137 803.50
803.50 .
0.00
' 180.00 0.0 ,
1

WetBasin3
Prepared by {
q%irImCAD(R) 8.5
1
1
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your company name
004263 © 2007 HydroC
Elevation Primary
(feet) (cfs)
797.10 0.00
797.16 0.00
797.22 0.00
797.28 0.00
797.34 0.00
797.40 0.00
797.46 0.00
797.52 0.00
797.58 0.00
797.64 0.00
797.70 0.00
797.76 0.00
797.82 0.00
797.88 0.00
797.94 0.00
798.00 0.00
798.06 0.00
798.12 0.00
798.18 0.00
798.24 0.00
798.30 0.00
798.36 0.00
798.42 0.00
798.48 0.00
798.54 0.00
798.60 0.00
798.66 0.00
798.72 0.00
798.78 0.00
798.84 0.00
798.90 0.00
798.96 0.00
799.02 0.00
799.08 0.00
799.14 0.00
799.20 0.00
799.26 0.00
799.32 0.00
799.38 0.00
799.44 0.00
799.50 0.00
799-56 0.00
799.62 0.00
799.68 0.00
799.74 0.0(
799.80 0.0
799.86 0.0
799.92 0.0
799.98 0.0
800.04 0.0
800.10 0.0
800.16 0.0
Type II 24-hr 25-Year Storm Rainfall=6.46"
Stage-Discharge for Pond 2P: Wet Basin 3
Elevation Primary
(feet) {cfs
800.22 0.00
800.28 0.00
800.34 0.00
800.40 0.00
800.46 0.00
800.52 0.00
800.58 0.00
800.64 0.00
800.70 0.00
800.76 0.00
800.82 0.00
800.88 0.00
800.94 0.00
801.00 0.00
801.06 0.00
801.12 0.00
801.18 0.00
801.24 0.00
801.30 0.00
801.36 0.00
801.42 0.00
801.48 0.00
801.54 0.00
801.60 0.00
801.66 0.00
801.72 0.00
801.78 0.00
801.84 0.00
801.90 0.00
801.96 0.00
802.02 0.00
802.08 0.00
802.14 0.00
802.20 0.00
802.26 0.00
802.32 0.00
802.38 0.00
802.44 0.00
802.50 0.00
802.56 0.00
802.62 0.0
802.68 0.0
802.74 0.0
802.80 0.0
802.86 0.0
0 802.92 0.0
0 802.98 0.0
0 803.04 0.0
0 803.10 0.0
0 803.16 0.0
0 803.22 0.0
n 803.28 0
p
p
0
0
0.0
Elevation Primary
(feet) (cfs)
803.34 0.00
803.40 0.00
803.46 0.00
803.52 0.01
803.58 0.07
803.64 0.12
803.70 0.14
803.76 0.16
803.82 0.18
803.88 0.20
803.94 0.21
804.00 0.23
804.06 0.24
804.12 0.25
804.18 0.27
804.24 0.28
804.30 0.29
804.36 0.30
804.42 0.31
804.48 0.32
804.54 0.33
804.60 0.34
804.66 0.35
804.72 0.36
804.78 0.36
804.84 0.37
804.90 0.38
804.96 0.39
805.02 0.40
805.08 0.40
805.14 0.41
805.20 0.42
805.26 0:43
805.32 0.43
805.38 0.44
805.44 0.45
805.50 0.45
805.56 0.49
805.62 0.58
805.68 0.73
805.74 1.90
805.80 5.02
805.86 9.26
805.92 14.47
805.98 20.75
p 806.04 27.96
0 806.10 36.06
0 806.16 45.25
0 806.22 55.39
0 806.28 66.49
0 806.34 77.38
n 806.40 0
0
0
0
0
88.23
elevation Primary
feet _cfs
806.46 99.53
806.52 111.33
806.58 123.71
806.64 136.54
806.70 149.26
806.76 161.88
806.82 174.81
806.88 188.02
806.94 201.66
807.00 215.66
807.06 229.95
807.12 244.62
807.18 259.75
807.24 275.19
807.30 290.93
807.36 306.96
807.42 323.27
807.48 339.86
807.54 356.73
807.60 373.88
807.66 391.28
807.72 409.08
807.78 427.39
807.84 445.99
807.90 464.87
807.96 484.04
808.02 503.49
808.08 523.22
808.14 543.22
808.20 563.49
808.26 583.27
808.32 603.26
808.38 623.47
808.44 643.88
808.50 664.50

' , 3 Type 1124-hr 25-Year Storm Rainfall=6.46"
WetBasln -r-inted 1171--2011
P-r-epa-r-ed-by-{enter-your-co- m{?a-ny name-here- Pa a 28
?H droCADO 8.50 sin 004263 © 2007 H droCAD Software Solutions LLC
Stage-Area-Storage for Pond 2P: Wet Basin 3
Elevation Surface Storage Elevation

(feet) Surface
s ft Storage
cubic-feet
(
(feet) (sq-ft) (cubic-feet
0
804.90 44,259 195,515

' 797.10
25
797 0
2,568
193
805.05 44,799
340
45 202,194
.208,954
.
797.40 5,137 770
734
1 805.20
805.35 ,
45,880
215,796
.55
797
70
797 7,705

10,273 ,
3,082
805.50
46,421
844
46
222,718
229,713
.
797.85 12,842 4,816
934
6 805.65
805.80 ,
47,268 236,772
798.00
15
798 15,410
15,844 ,
8,279 805.95 47,691

48
114
114 243,894
251,079
.
798.30 16,278
712 11,688
162
14 806.10
806.25 48,, 258,328
40
798.45
60
798 16,
17,152 ,
16,702 806.40 48,961
243
49 265,6
270,550
.
798.75 17,596 19,308
980
21 806.55
806.70 ,
49,243 270,550
' 798.90
05
799 18,039
18,482 ,
24,719
806.85 49,243
243
49 270,550
270,550
.
799.20 18,926 27,525
397
30 807.00
807.15 ,
49,243 270,550
' 799.35
50
799 19,369
19,813 ,
33,336
807.30 49,243
49 243 270,550
270,550
.
799.65 20,265 36,342
415
39 807.45
807.60 49,243 270,550

' 799.80

.95 20,718

21,170 ,
42,557
766
45 807.75

90
807 49,243

49,243
270,550
270,550
800.10
800 21,623 ,
044
49 .
808.05
49,243
270,550
800.25
40
800 22,075
22,527 ,
52,389 808.20 49,243
243
49 270,550
270,550
' .
800.55
22,983
55,802
284
59
808.35
808.50
,
49,243
270,550
800.70
85
800 23,444
23,906 ,
62,835
.
801.00 24,367 66,456
' 801.15 24,832 70,146
30
801 25,298 73,905
.
801.45
801.60 25,763
26,228 77,735
81,634
801.75 26,694 85,603
801.90 27,159 89,642
802.05 27,627
101
28 93,751
97,931
802.20
802.35 ,
28,575 102,181
802.50 29,049 106,503
802.65 29,522 110,896
802.80 29,996 115,360
802.95 30,470 119,895
803.10
803.25 31,626
33,123 124,535
129,391
803.40 34,619 134,472
803.55 36,157 139,778
803.70 37,776 145,323
' 803.85 39,396 151,111
804.00 41,015 157,141
804.15 41,556 163,334
804.30 42,096 169,608
' 804.45 42,637 175,963
804.60 43,177 182,399
75
804 43,718 188,916
i .

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tR. OSI ON CONTROL MATERIAL O/DEs ?GN
R T H AMERICAN GREEN ER
TH AMERICAN GREEN CHANNEL PROTECTION - ENGLI
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
r
SOFTWARE VERSION 4.3
ROJEC T NAME: Foothills Commerce Center - Ph.2PROJECT NO.: 09.00116
IOMPUTED BY: RHH DATE: 11/19/010
TO STATION/REACH: Fore bay N
FROM STATION/REACH: Basin 3
RAINAGE AREA: 2.8 Acres DESIGN FREQUENCY: 1-Year Storm
INPUT PARAMETERS
'??..r.r.:.......r.r.n-nF..r.'..*n?F:"•.i,?1Z..i. .'r. i.?T'?. ?. .i.'..'.. ma'r'. .. r. :r. r. .. :. .. .. .. r. ..nr. ..
hannel Discharge : 7.5 cfs (.21 MA 31s)
eak Flow Period
t : 0.5 hours 455 mlm)
455 ft/ft 0.
0
Channel Slope
l Bottom W .
idth : 5.0 ft (1.52 m)
hanne
Left Side Slope :31
Right Side Slope :3:1
'Channel Lining : P550Staple E 0Mi Pa)95%
Permi. Shear(Tp) :14.00 p 6
Phase = 3
' Class = C Vegetation
Soil =Fine Sand
Allowable Soil Shear(Ta):3.25 psf (155.61 Pa)
CALCULATIONS
' .. .. .. .. ..n ....r r. nr.r..-.. ..-.... . f'+r. ?. .. ?n ?j:'i.nr.T*ry.r.r.r?.r.....r.'..X'.b.r'..'r. . rs. r'r. ::Sw.: r'.. n.. r'.. a.
Initial Depth Estimate = 0.16 * (7.5!(0.455"0.5))^0_375 ft (0.39 ft 0 08 m) 2 m)
' Final Channel Depth (after 8 iterations) .27 Flow Area = (5.0 * 0.3)+(0.5 '-0.27"2 ' (3.0+3.0)) = 1.6 sq.ft (0.1 m^2)
Wet Per. =5.0 +(0.3(((3.0^2)+1)^.5 +((3.0^2)+1)".5)) = 6.7 ft (2.0 m)
'
Hydraulic Radius = (1.6 / 6.7) = 0.2 ft (0.1 m)
Channel Velocity =(1.48610.079)*(0.2^0.667)*(0.455".5) = 4.8 fps (1.5 m/s)
' - =
Channel Effective Manning's Roughness 0.079
.3 Pa
Calculated Shear (Td) = 62.4 * 0.27 * 0.455 ®187.461 psf (364 )
Safety Factor= (I pTd) _ (14.00 /7.61)
Effective Stress on Blanket(Te) = 7.6'(1-0.75)' (/0.079)^2 s 0.52 psf (24.8 Pa)
'
Safety Factor = Tame) _ (325 /0.518) = 6.27
1
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DESIGN SOFT WARE VERSION 4.3
RTH AMERICAN GREEN EROSION CONTROL MATERIALS TE ENGLISH. L D S.I.
?R I H AMERICAN GREEN CHAN EBPP,CK-UP ICOMPUTATIONS
USER SPECIFIED CHANNEL LINING ^-^^ -_^^__-^
r
ROJECT NAME: Foothills Commerce Center - Ph.1 p PROJECT NO.: 09.00116
1OMP.UTED BY: RHH DATE: 111
TO STATION/REACH: Fore bay S
FROM STATION/REACH: Basin 3
RAINAGE AREA: 26.2 Acres DESIGN FREQUENCY: 1-Year Storm
INPUT PARAMETERS ll.*************************************-,-=***************-'-********************
hannel Discharge : 69.7 cfs (1.97 m^3/s)
eak Flow Period : 0.5 hours
Channel Slope 0.385 ft/ft (0.385 m/m)
lChannel Bottom Width : 8.0 ft (2.44 m)
¦Left Side Slope : 3:1
Right Side Slope : 3:1
(Channel Lining : P550 Staple E Mix 75-95%
Permi. Shear(Tp) :14.00 psf (670.3 Pa)
' Phase = 3
Class = C Vegetation
Soil, =Fine Sand
Allowable Soil Shear(Ta):3.25 psf (155.61 Pa)
^^ -^ CALCULATIONS
Initial Depth Estimate = 0.16' (69.7 /(0.385^0.5))^0.35 (0.9 7 t (29 m)
' Final Channel Depth (after 8 iterations) .55 0.5 m"2)
Flow Area = (8.0 ' 0.6)+(0.5 '0.55"2 ' (3.0+3.0)) = 5.3 sq.ft
Wet Per. =8.0 +(0.6%(3.012)+1)A.5 +((30^2)+1)^.5)) = 11.5 ft (3.5 m)
'
Hydraulic Radius = (5.3 / 11.5) = 0.5 ft (0.1 m)
Channel Velocity =(1.48610.042)(0.5^0.667)'(0.385^.5) = 13.1 fps (4.0 m/s)
Channel Effective Manning's Roughness 0.042
= 3.23 sf 633.2 Pa)
Calculated Shear (T d) = 62.4' 0.55' 0.385 1
= 113. p
Safety Factor _ (Tp[T d) _ (14.00 /13.23)
t
Effective Stress on Blank( et T e) = 13.2'(1-0.75)'(!0.042)^2 _ 3.00 psf (143.7 Pa)
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?I
TH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGI SOFTWARE VERSION 4.3
TH AMERICAN GREEN CHANNEL PROTECTION
R SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Foothills Commerce Center DATE:11/RO ECT NO.: 09.00116 /2011
OM ST BY: RHH
OM STATION/REACH: Wet Detention Basin Forebay Weir
DRAINAGE AREA: 29.0 Acres
***************************************************************************
INPUT PARAMETERS
*****************************************************************************
Cannel Discharge 77.2 cfs (2.18 mA3/s)
Peak Flow Period 0.5 hours
annel Slope 0.005 ft/ft (0.005 m/m)
annel Bottom Width 40.0 ft (12.19 m)
eft Side Slope 175:1
ight Side Slope 165:1
ihannel Lining : Rock Riprap Sin
Permi. Shear(Tp) :1.00 psf (47.9 Pa)
' Phase = 0
*****************************************************************************
CALCULATIONS
****************************************************************************
Initial Depth Estimate = 0.16 * (77.2 /(0.005A0.5))A0.375-= 5.21 f(0(207m))
inal Channel Depth (after 11 iterations) = 965 ft .
sq.ft (9.2 m~2)
Clow Area = (40.0 * 0.7)+(0.5 *0. 65A2 * (175.0+165.0) )
Wet Per. =40.0 + (0 . 7* (( (175.0"2) +1) A .5 +((165 . 0A2) +1) A . 5) ) O 246 f.0 (fOt1 (m) 9 m)
ydraulic Radius = (98.6 / 262.0)
1* = 0.8 fps (0.2 m/s)
hannel Velocity =(1.486/0.070)*(0.40.667) (0.005 .5)
Channel Effective Manning's Roughness
'Calculated Shear (Td) = 62.4 * 0.65 * 0.005
Safety Factor = (Tp/Td) _ (1.00 /0.20)
1
1
1
= 0.070
= 0.20 psf
= 4.91
(9.8 Pa)
1

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_A S S O C I A T E S
Engineering • Planning Finance
. , . _ D A Pn Rnr ?259- Asheville. NC 28802
PROJECT:
PROJECT NO.'
DESCRIPTION. CALCULATED BY: F-T [" CHECKED BY:
n ATC• M ? • ?? SHEET NO. OF_-

pPn?,-iL??Tumber•
(to be provided by DWQ)
' Drainage Area Number:
Wei: Detention Basin OPerafiO aid Isla nten ?e green-Lent
i
n a
I willkeep a maintenance record on this BMP. This maintenance record will be kept
ient BW elements noted in the inspection will be
d
fi
c
e
log in a ki Lown set location. Any
repaired or replaced immediately. These deficiencies can affect the integrity
corrected
/
,
1P.
of structures, safety of the public, and the removal efficiency of fine Bh
The wet detention basin system is def -Led as the wet detention basin,
rovided
ne is
if
l
f
.
p
o
ter
i
retreatment including forebays and tlne vegetated
p
This system (check one):
orate a vegetated filter at the outlet.
i
ncorp
does ® does not
This system. (check one):
treatment other than a forebay.
® does ® does not incorporate pre
' Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
become established (commonly six weeks).
t
l
s
an
needed, until the p
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
ed in the drainage area to reduce the
i
t
i
' n
a
n
- Stable groundcover should be ma
sediment load to the wet detention basin.
ency or to perform ma -ttenance, the
emer
d f
' g
or an
- If the bash-, must be draine
flushing of sediment through the emergency drain should be minimized to the
maximum extent practicaL
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
rm event greater than 1.0 inches (or 15 incites if in a
t
o
within 24 hours after every s
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.

' Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.

' BMP element: Potential roblem: I-low I will remediate the roblem:
Remove the trash/debris.
the entire BMP Trash debris is resent.
erimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
The
t
l
p
a
an
detention basin erosive gullies have formed. remove the gully, and then p
ground cover and vafter until it is
established. Provide Lime and a
one-time fertilizer application.
Vegetation is too short or too Maintun vegetation at a height of
six inches
t
l
dm
.
e
,
a-
long. a rT
' 4
Form S)hr40t-\?'et Detection Basin O&M-F•ev.4 Page 1 of
1
Pernii N ?ttll?er.
(to be provided by D K'Q)
' Drainage Area Nmnber:
BMP element:
The inlet device: pipe or
syaale

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1
1
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1
r

potential problem:
rise pipe is clogged.
The pipe is cracked or
otherwise da-maged.
Erosion is occurring in the
sivale.
forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
'Ti'ne vegetated shelf
The main treatment area
Erosion has occurred.
Needs are present.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Weeds are present.
l Eos? l s?+ill remediate the problem:
Unclog the pipe. Dispose of Ilse
sediment off-site-
Replace the pipe.
Rea ade the Swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
s/=ill not eau-',e impacts to streams or
the BNT
Provide additional erosion
protection such as reinforced turf
matting or rip-rap if needed to
revent future erosion problems.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the lants rather than s ra
Prune according to best professional
practices
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil fis'i,-1 dicates
it is necessary.
-
Remove the weeds, preferably by
hand. if pesticide is used, vApe it on
the Lams rather than s erapsu .
Search for the source of the
sediment and remedy the problem. if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Consult a professional to remove
and control tine algal ovath.
Remove the plants by wiping them
with pesticide (do not spray).
Seth- enthas accumulated to
a depth greater than the
original design sediment
storage depth.
Algal growth covers over
50% of the area. '
Cattails, phrab sites or other
invasive plants cover 50 % of
the basin surface.
' Page 2 of 4
Fornm SVd401-Viet Betendon Basin O&M-Rev.4

p?2z,?ithuinber•
(to be provided by DTVO)
' Drainage Area plumber:
BW element:
The embankment

The outlet device
kTh-erece-i-v-Es water

Potential problem;
Shrubs have started to grout'
on the embankment
Evidence of muskrat or
beaver activity is present.
A tree has st-aarted to grow on
the errbanla ent
An annual inspection by an
appropriate professional
shows that the eli-tibanka-Lent
needs repair. (if applicable)
Clogging has occurred.
The outlet device is damaged
Erosion or other signs of
damage have occurred at the
ousel.
Haw I will rentediate the problem:
Remove shrugs immediately.
Use traps to remove muslaats and
consult a professional to remove
beavers.
Consult a dam safety specialist to
remove the tree.
1\I&ke all needed repairs.
Clean out the outlet device. Dispose
of the sediment off-site.
Repair or replace the outlet device.
Contact the local NC Division of
Water Quality Regional Office, or
the 401 oversight Unit at 919-733-
1786.
The measurh-L device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.

when the peranent pool depth reads 5.4 feet in the main pond, the sediment
m
r shall be removed.
When the permanent pool depth reads 5.4 feet in the forebay, the sedunent

' shall be removed.
BASIN DIAGRAM
(fll in the blanks)
Permanent Pool Elevation 803.5
' v
Sediment Removal . 798.1 Pe. ianen Pool
-------- Volume Sediment Removal Elevation 798.1 ----------
---------
---------
Bottom Elevatio 797A -ft Min.
Sediment Bottom Elevation 797.1
Storage
1L OREBAV 1IId 110ld13
I
Volum
1-ft
Storage
' Page 3 of 4
Form SVJ401-Wet Basin O'11?f-Rev?-

(to be provided by DRT)
I acknosjedge and agee by my siglature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
1

1
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1

piroJea 77a777e:Footlulls Conunerce Center
BW dra.hjage area nu7nber-3
Print name:Brad Cornvrell
Title:Public Utilities Director
Address:P.O. Box 207, 824 West Grover Street, Shelby, North Carolina 28151(28150)
I, J ?Yk krVN-,3 , a Notary Public for the State of
j'?t91 (?? ??lU??c? , County of do hereby certify that
6l'l1d ? (n,m1rC.M -personally appeared before nee this J-7
day of NW vn alC) , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
H WILKINS
LKAREN
rth Carolina
ounty
n Expires
1 , 2013
SEAS.
lgiy COMM-iSSiOn expireS
1
Form SW401-Wet F? etention Basin ©Q:M-Rev.4 Page 4 of4
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdi-vision has been named the president.

November 16, 2010
11LIHINC,
gUNNELL-LAMMONS ENGINEERING, INC.
G c?wck4 ENVIRD*X=VTAL AM C0N5MMi ON MUEMAI5 CONSULTW3
McGill Associates, P.A.
55 Broad Street
Asheville, North Carolina 28801
Attention: Mr. Dale Pennell, P.E., P.L.S.
Senior Project Manager

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Subject: Report of Oeotechnieal Exploration and
Soil IuMtratfoa Testing
Foothills Commerce Center
Phase I Wet Detention Basins
Shelby, North Carolina
BLE Project No: 310°6667-02
Dear Mr. Pennelh
Bunnell-Lammons Engineering, Incorporated (BLE) is pleased to present the geotechnical exploration
and infiltration test results for the proposed Phase I Wet Detention Basins for the Foothills Commerce
Center project. The - geotechnical exploration and infiltration testing.. was performed generally as
described in BLE Proposal No. P10-0672 dated October 21, 2010. The exploration was authorized by
your signing our Proposal Acceptance Sheet on November 5, 2010.
SITE AND PROJECT DESCRIPTION
We previously prepared a Report of Preliminary Geotechnical Exploration (BLE Project No. J09-
6667-01) dated September 24, 2009. The preliminary report should be read in conjunction with this
deport. We have been provided with a drawing titled "Overall Plan"' by McGill Associates, P.A. dated
July, 2010 showing the planned development, location of wet detention basins and the existing
topographic contours: The site consists of a 145-acre tract of land generally located within the
southeast quadrant of the intersection of Artee and Plato Lee Roads on the west side of Shelby, North
Carolina (reference Figure 1). We understand that the property is planned to be an industrial business
park. The geotechnical exploration. and infiltration testing for this report are specific to the Phase I
Wet Detention Basins, which consists of three basin locations. The basins range' in plan size from
11,926 to 35,6280 square feet with maximum depths of 8 to 11 feet.
A north-south trending creek divides the property with approximately % of the property located east of
the creek. The property east of the creek is used as farmland. The remaining 1/4 of the site located
west of the creek was formerly a pine forest that was cleared some time ago and has since become
overgrown with brash. The site topography slopes down from the north/northeast to the
south/southwest to Little Beaver Dam Creek and then slopes up to the west to Plato Lee Road. The
ground surface elevations range from about 000 to 000 feet.
1

MILK. November 16, ?010
P.eport of Geoteclzrcical Exploration and Soil 'Iry-iltration Testing BLE project yo, JIO-6667-03
Foothills Commerce Center-Phase I p7'etl3eter:tionBasins
Shelby, North Carolina
SuS ACE RXpL4IFtATIGI
' Ten soil test borings (B-1 to B-10) were previously performed as part of the Report of Preliminary -s P
iuro
Geotechnical Exploration dated September 24, 2009 (refgetention aslins (ree znce rigure 2) with a
11 to B-13) were Performed specific to the Phase I Wet aug
Soil sentry tmck mounted drill rig -with 21/4-inch inside diameter h ll wet dm ratiogers for the n basin to props osed
project. One test boring was drilled near the center of each proposed de Of
17 to 20 feet The test boring depth was extended toa minimum of four feDt below the proposed
test borings (ref Enc e Figure 2).
bottom at each wet detention basin. In addition, fourteen n test were drilled within the footprint of the we detention basins. s Three infiltratooe performed borings Basin No.
were performed in Basin No. 1, three infiltration test bor g (1-4 to 1-6) wer
r 2 and eight infiltration testborings (I-7 to I-14) were performed in Basin No. 3.
'Wet Detenfd°n Basin Igo. l
Soil Conditions (B-11) - The surface consisted of approximately 5 inches of silty fine sand topsoil. silty fine to
The subsurface soils generally consisted of loose ti fo irm,to f ist to and aP eared to bell vial (watt
medium sand to a depth of about z feet. The ned deposited) soils. A chemical odor was noted in the soil tsample
hat cons ted of firm to dense, moist, slightly
the alluvial sand, boring B-11 encountered residual soils
micaceous silty fine to medium sand to auger refusal feet. so is are soils weathered in-
place from the parent rock. Auger refusal likely occurred on weathered r .
Groundwater Conditions - Groundwater was not encountered during the drilling operations. d on
Dol soil
Groundwater was encountered at a depth of about 5 ftaft ?? er tabBava esfm?ated to be at depth
moisture content and observed water levels, the hydrostatic
of approximately 5 feet during the observation period.
Wet Detention Basin No. 2
1 Soil Conditions (13 -12) - The surface consisted of approximately 5 inches of slightly clayey, silty
sandy topsoil. The subsurface soils generally consisted pi ° Lion depth of 20 feet slightly silty fine to
silt to moist, silty fine to medium sand to the b
medium sand is residual soil. Residual soils are soils weathered in-place from the parent rock.
Groundwater Conditions - Groundwater vras not encountered dm
ture content and lack of water,
days after the drilling operations. Based on sample coloration, soil is"
the hydrostatic water table was estimated to be below the test boring depth of 20 feet.
Wet Detention Basin I'd°. 3
it Conditions (8-13) - The surface consisted of approximately 5 u-ichesolftslslghtl 1 clayey, ccaceousSilty
So Y
sand topsoil. The subsurface soils generally bsu?il4d °? 1o??5e°soi>'ae residual soils which are
slightly clayey, silty fine sand to a depth
weathered in place from the parent rock. P tially encountered weathered.rock ck or boulders were encountered from
I feet. Auger refusal material was en 17 feet.
14 to 17 0
1.

???,w? No>>ember 16, 2010
Report of Geotechnical Exploration and Soil Irjl ltradon Testing PLE project ATo. J10-6667-02
1 Foothills Commerce Center-Phase I Y' et Detention Basins
?
Shelby, North Carolina depth -5d at a O feet g the d11ZnQ
Groundwater Conditions -',/Oundwater was encore to sarQple coloration, soil moisture content
d
Bas
' rations and at a depth of 61/? feet a tI- A ei z days.
ope
and observed water levels,;he hydrostatic mater table was estimated to be at a depth of 6'/z feet during
the observation period.
Oroundater Oonslderations
ter levels may tiuctuate several feet with seasonal and o awater leT els occurhn late winter
Groundwa features. Formally, the hi?e..t gr 1 is
water level in adjacent drainage fall. seasonal big?i water table (SHW )
and spring and the lowest levels occur in late S mer of ?ntion Basin's No. 1 and 3 and below a
estimated to exist at a depth of 5 feet in the vicinity
depth of 20 feet in duet Detention Basin No. 2.
LABORATORY TESTING
'
WithA D2216.
Natural Moisture Content
moisture content of select soil samples was determined inn e oo?? Wei& owater in a ASUA
The natural m ercen o
of the soil is the ratio, expressed as a p
the weight of the soil particles. The results are shown on the table below.
The mass o moisture Of soil content
given
percent F aner than hTQ. 200 Sieve s to cent finer than a No. 200 Sieve test was performed on ,
r soil
A per ashed oovverl a U.S. Stan ward No. 00
w
content of these materials. After initial drying, the sample w
o?? in a
are shown This ttest
e to remove the fines (Particles finer than a No. 200 mesh
ma e 1 'below.
manner similar to that described by AST'M D1140. The results
'FABLE 1- LABORATOR TTEST pESV?TS
Test CS Soil
' Depth Natural Moisture Percent Finer than No. 200 USClssCS Scion
(° )
Boring No. (feet) Content (%) Sieve °
24 SM
B-11 13.5-15.0 12.5 SM
B-12 13.5-15.0 26.7 37 ?4 SM
B-13 85-10.0 38.7
1tESTJL'FS
?i,TpATION TEST PROCEDURE' AND
solid 2-inch diameter PVC casing
rehole was drilled and converted to a monitoring well utilizing Performed 'n -stin- was to abo depth of 2 feet below the proposed pondBbemmen h foiubsoils for IItratio, which is a
general accordance with Appe71dix C . Testin d quire etative Bto Iters
part of the Stormwater Best Mariagenze7it Practice. Desi gr0 ion Agency.2? Yep ue, Volume dated September 2004 prepared by the U.S. Environmental
g) well, and in accordance with the above referenced
upon completion of the infiltration (monitorinb
testing requirements, the well was then filled with clean water to a depth of 24 inches and allowed to pre-
' soak for 24 hours.

ABL E,- November. 16, ?010
Report o GeotechrdcaI Exploraron and Soil Infiltration Tesiing HE Project No. J10-6667-02
Foothills Commerce Center-Phase 1 Wet Detention Basins
Shelby, North Carolina
, an the Weter level
Upon 24 hours later, the casing was refilled with clean water to hour. the top This test crow dure was repeated 3 was monitored (measured) from the top of the casing for e was left in place, for additional testing if
additional times for a total of four times. The PVC Pip
required. BLE can remove the PVC pipe and bacluf 1.1 than basin l? yr e nted in the llow tables.
is Soil "no p, iditional testing ' required. The average ln$ltration rate for each wet detest! P
ET-R=?ATIQN TEST fl1tr Lion i"at ?? ese r hour}
TABLE : DETENTION BASIN No.1 Il?
?tration No. Average In'
I-1 ? 0.31
1 ?0
' I-2 0.15
I-3 035
Averaca of 1_1 to 1-3
1

1

1

1
1

1

1
CONCLUSIONS AND ALTERNATE LINER, p-E COAUvM-4 NDATIOIdS
proposed
1 en Basins No. t andtest 3,
The average infiltration test results of 0.55 and 0.96 inch per for
respectively are in the range of-expected values for silty sand residual l typical for loose sands.
borings. The infiltration test result of haul ll web allowable for basins, a ow permeability liner would be
If these infiltration rates are higher
required. Based on the sandy soils encountered by the test borings, a bentonite clay amended liner is
recommended.
4
1
November 16, 2010
B T E Proj ect No. J10-6667-02
Report of Geoterhn'cal Exploration and Soil Inflir anon Testing
Foothills Commerce Center - pFwse 1 Wet Detention.Bazins .
Shelby, North Carolina sodium
liner should be wee-mowing, likely ? Qe of
The bentonite for a low permeabi-? a powdere high-swelling,
'
eld be a silty s d be nitth e 100 pranergcent
ntmorillonite clay that is free of additives. The bentoni?e h a
mo
3 to 6 percent by dry weight The soil used with the en 25 ercent) passing the No. 200 siege.
passingtheNo. 4 sieve and amaimum of 35 percent (preferably p
' 'v ith the native soil using a tiller belora adding g suffi
The benton r sufficient
ita should be thorn ? 6 y m.L?ed w
water to promote camPaction. All fill used for replacement of material that ?uno e? cT should be
'
uniformly compacted in 6-inch lily to at least 95 percent of the standard ASS T) 698) at,_? to 5 percent above the optimum m z?e den o??soil tmixture soil r0Lx"u0- We
recommend laboratory tests be performed with samples
tonite to achieve the required permeability. A t the start of constr?? ctio?, a =Lest pad should be
perf ade within. the basin. The test pad should be performed using the
' required hen
thi
lift
performed at the proposed finished grade end
e-ss same equipment and construction methods as the actual liner.
tests should ba performed on thectmest pad to
to 10 inches, loose measure before compaction. Tnultratlon verify acceptable permeability rates.
bed soils, and soils containing organic matter or other deleterious
' All existing topsoil, vegetation, fi?stUr d basins. After stripping and r
mater ough excavation
materials should be stripped from v, =thin the proposed ected for so$ surficial liner b grading, «'e recommend that areas to provide
eeledprubber--tr ed roller or?imilar approved equipment. due
a visual with a 25 ton, four uhan proo&ohling basin areas that are within 2 feet of the
' soils and proofrolled
recommend a visual inspection r s than asses over each location, with the last two
groundwater level. The proofrollEr should make wav Pt, or deflect e ?cess. ely and continue to
excavate areas
passes perpendicular to the first two. Any
so after several passes of the proofroller should be e fi?vmated ateritozls. firmer The proosoils.fTrolliheng and e
do acted Q xcavating
under the
should be baclilled in thin lifts with suitable P erienced engineering technician working
operations should be carefully monitored by P
direct supervision of the geotechnical engineer.
the o ortunity to provide our professional services on this project. if you have any
' We appreciate PP
questions regarding this report, please contact us at [phone].

1
1
1

Sincerely,
BUNNRvI,LAT'TM0 NS E Grn ERRING9 ? II /J;f/j fE R OZ
3gg?7
:BEE
William T. Gentry III, P.E. .?.?'
Senior Engineer s i ;? k-
NC RegistrationNo. 33927
0"e'/ ?. vu6vp" 5e,
Gary L. Weekley, P.E.
Senior Geotechnical Engineer
NC Registration No. 8251
rrrii?l??
Location Plan for Preliminary G' "technical Exploration
Attachments: Figure 1-Boring
Figure 2 -Boring and Infiltration Location Plan for Phase I Wet Detention Basins
Field Exploration Procedures
Soil Test Boring Logs (3)
Key. to Soil Classifications and Consistency Descriptions
5
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Field Exploretian Procedures
Sol] Test Sorings
Q a continuous flight steel auger into the soil. Soil
The borings were made by mechanically twistir? accordance v+'ithSTI?i D 15 06. At
' sampling and.penetratiou testing were performed in general lit-tube
assigned intervals, soil samples were obtained with a standard 1.A inch I. D , 6m an then driven an
sampler. The sampler was first seated 6 inches to penetrate any IW ? The number of hammer
additional 12 inches with blows of a 1410-pound hammer falling
' blows required to drive the sampler the fmal 12 inches wasrerorde d ediuat???? index odard
penetration resistance." The penetration resistance, when P P Y the
strength of the soil and foundation supporting capability.
' ass ars and transported
Representativa portions of the soil samples, thus obtained, were placed
ical engineer to verify
to the laboratory. In the laboratory, the samples were examined by a g n
' the field classifications of the driller. Test Boring Records are attached, showing the soil
descriptions and penetration resistance.
1
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11

SOIL TEST O NO. B-1 i
PROJECT: Foothills Commerce Center Phas I Viet Detention Resins PROJECT No : J1DS6? 2
DATE START: 10-22-10 END: ID-22-9.
?????pp?? CLIENT: h4cGill Associates 2.5
WMHELLPLA M LOCATION: Shelby, North Carolina ELEVATION: LOGGED 612.5 1 W. Gentry
ENOWERM090C. DRILLER: idietro Drill, Inc„ R. Frye
-r
DRILLIElG METHOD. Soil Sentry Truck r,oun? 2-'l14 Inch ID heliow? auger GA\RNC>
sI?I.Tt??s V AFT ER 4 DAYS:
- DEPTH TO - lhrA T ER> [hli'CIAI: - d
N
SOIL nJ STAUDARD PEh1Fi2Ai70N RESULT ??
.?,E SL0WSr-0DT
ELE1? 4TIp}31 SOIL DESCRIF110H N 2 5 10 20 30 40 50 TO 90
DEPTH (F7
5 1
::•.::.
5-incites of tan and gray, silty SAND (a luvium
:
m SAMD ) ..:...:...?.:...................
Loose, moist, silty, Tine to mediu s
s
caceous, z
61D _
Firm, brown, tan, gray and tWhlte wet, silghtly mi .
at 7
um SAID - ( )
silty, fine to medi luvium
5 Chemical odor noted in sample 3 _ • -
9 :. ?._....'....:.
Firm, brown, an andrhite, moist, slightly micaceous, silty, 6
•: •• .:.:. . _......: .
SAND uum)
fine to medium SP.N - (resid
:................. ....:...:..:...:..:..:.:..
805
Firm to dense, black, brown and tan, moist, slightly $
;. B
micaceous, s, j, fine to medium SAND - (residuum) -
10 ...
BOO 11 -
16
32
15 .
' 745 -
Boring terminated at is feet due to auger refus?tlv?as
but
groundwater encountered at time of drilling,
20 . ....:..... :...;
encountered at S feet aver 4 days. ..
790 25 -
785 .
30
-
0
N 78D
N -
U
}
0
F 775
a SAIL TEST BC)Pjl4D NO. B-11
Z Sheet of I
r
1
1
1
1
1
1
MURINC.
SUMMELL4"MONS
EG1 INC.
Ca?.?It?T?4•rs
ELEVATIONI
DE'c TH (F-1)
B
SOIL TEST BORING NO. S-i2
PROJECT: Foothills Gommeroe Center Phase I Vtirat Detention Basins PROJECT 140- J1 DS667-D?
GLIENT: MoG7111 Asseaiates DATE START: 10-22-JO END: 10-22-10
ELEVATlOK- MID
LOCATION: Shelby, North Caraiina LOGGED BY: W. Gantry
DRILLER: hrietro Drill, Inc, R. Frye
DRILLING it MOD: Soil Gentry Truck moan ; 2-114 inch ID hallovt stem anger
DEPTH TO - WATER> 11411= AFTER 4 DAYS: V dry CAVING>
SDIL DE.SCRFnDW
sandy SILT - (residuum)

1
1
1
1
1
1
1
1
1
1
Firm to loose, reddishi-brown and tan, n
fine to medium sandy SILT -(residuum)
1D
855 LDDSa to TIrrI•I, tan an
f5AI?D - (residuum)
15
B50
M
r, slily 7ANU -
y, Tine to medium
Dist, B igghtly clayey,
fine to medium
SDIL a STANDARD F>M4ETRAi1DW R=SU':"S
TYPE M BLOW& FDO i
H 2 5 10 2D 3D 4D 5D 71) DD

...

s .
7
10

8 ..?...............

s
3 - -
®
5' ..
-
4 -
7 .®'
SOIL TEST BORING NO. B-12
Sheet I of 1
Boring tei-Minated at 20 feet. No groundwater encountered
at time of drilling.
25
540
30
835
a
a
r7
N
ti 35
m 630
a
v

1
SOIL TEST 13ORING NO. B43 woz AD-6557-02
???ietda.
['RD lECT: Footlv[Es Conmerce Center Phase I Wet Deenfton D TE START* I 22.10 END: lo-ZI-11
CLIENT: McGill Associates
? ? ??, ELEVA11014: B07.0
EMMEL LOCATION: Shelby, NDTth Garol•Ina LDGGED BY: 1q-
' DRILLER 14stro Dnil, Inc„ R- Frye
Tc?vcdr?rFTtS.
RRILL[NG VIE:T!'DD: Soil 5ers Truck mount; 2-114 Inch ID ho[fovd?em 26 5 r CAVING
REP T N TO - Yc'ATER> FI?EI T [AL: R 4 DAYS' -
- M
' SO1L J 5Tkl lD RD pa4=-TRATID[2 EZS:SI}LTS
'W- BLOY+'6rrODT
VAnp SDILDESCRIF IDN
ELE
DEPTrI t1 T) vii 2 5 1D 20 3D 40 5D 70 90
i '
..:: ....?. -
ht GEa e , silty SAND - 3
_
5-inches of reddish-brown, g Il' y y
3
Bas leaose to srrrE, reddish-brot?n, malst, sdightty clayey, silty, •• _ .....:......?..?......_.
ilneto medium SAND :•: ;:.`• 5
4
5 2
!-ease to firm, reddish-brown and btact4, moist, micaceous, 2 :?....._.... .... .....
'
- '' = ?- •'• 5 •
Boa silty, fine SAND
6
10 -
T' ce roDk fragments at'I0 feet
795 sa?•
72
sDtS°
PARTIAL L`f 1f?l -ATHERED ROCl4 which sampled as Wet rock
15 fragments with silty sand _
790
Boring terminated at •f7 feet due to auger refusal. _
' Groundwater encountered at 3 feet at time of drilling and at -
6.5 feet after' days.
.:_
795
25
780
30
775
--
IL
IL
35
N
D 770
BOIL TEST BORING NO. B-13
z Sheet I of 't

KEY TO SOIL CLASSIFICATIONS AND Goms[STENCY Emse-P.tMONS
BUNKIELL-LAMMONS ENGINEERtNC, IN'C-
ASHEMLE, NORTH CAROUNA
penetration Resistance= ales,
-
Blows per Foot t`y
Sfi1IBs
D to 4- V. ry Loose
5 to 10 Loose
Firm
11 io 20
21 to 30 Very Fm
31 to 50 Dense
Very Dense
over 50
penetration Resistance= CansistencY
Biome per Foot
SILT B and C1A's S
0 to 2 Very SDn
3 to 4 Soft
Firm
5 to B
9 to 15 _
Sir
15 to 30 Very stiff
Hard
31 to so
over 50 V_ty Hard
particle Sim Id'aniina-ation
Boulder. Gr-..ater than 300 Mn
Cnbbi_. 75 to 3DD MM
Gravel:
Coara -IS to 75 mm
Fine - 475 to 19 Min
Sandi:
Curse - 2 b 4.T5 mm
Madiun - 0.425 b 2 Mn, D.425 M7,11
Fine - eSS t to W U TS mm
Slt € Clay: L
12 Number of blov,3 in Itrst 64nd)eS
15 liumbN of Mans in saoond B-inches
Is h umber of biov s in third S-inohes
-ASTu D15BS
f?5f1? Grab swnple
® spld spoon sample
undislrirbed Sample
KEY T® EmI! LING M Y ees301.3
0 GroundwahxTable atTimeofDn11ring
Groundv atarTable 24 }iDl1'a after C-om*-b.0nor Drilling
JqEY TO SOIL CLASSIFICATIONS
w ..
Wall-graded Gravel
r? . GW
0
Q Poorly-graded Gravel
O c GP
f IHyay Sift Silly sand
Low PIErticity Glay SM
CL
Sandy Clzy
CLS
Parazlly VhIaathered RaCIC Silly Clay
AMA
BLDRGBBL GL-)?iL
Sandy Silt
MLS
Sand
5W
• ,'- '-' Topsoil
TDPSDIL
Bedrock
BEDROCK
J 1` L:
Silt Clayey Sand r Zw Concrete
High Pizsiia y City Sc i` 2
CH NL I. <,