20080697 Ver 1_More Info Received_20080612

0
Town of Garner
Post Office Box 446 • Garner, North Carolina 27529
Phone [phone] • FAX [phone]
November 26, 2007
George Finch
George Finch/ Boney and Associates
309 North Boylan Avenue
Raleigh, North Carolina 27603
RE: Smith Elementary School, CUP-SP-07-29
Dear Mr. Finch:
0
- ' I Z-(Q b - (0) (o I D7
At its meeting on November 20, 2007, the Garner Board of Aldermen
approved the above-referenced site plan application with the conditions
listed on the attached permit. This permit is valid for two years from
the approval date.
If you have any questions, please feel free to call the Planning
Department at the Town Hall (772-4688).
Sincerely,
Judy Bass
Town Clerk
CC: Brad Bass
Jenny Saldi
Sandy Teal
Debby Connelly-Jones
Frank Powell
Jennifer Sjaardema, Wake County
Tim Wilkins, BellSouth Communications
Enclosure JUN 1 2 2008
anl?, h1 5(?itirv MA'? -%2,
ANCH
0
TOWN OF GARNER
CUP-SP-07-29
CONDITIONAL USE PERMIT
0
APPLICANT George, Finch & Boney Associates, P.A.
309 North Boylan Avenue
Raleigh, NC 27603
LOCATION 1101 Maxwell Road
USE Smith Elementary School
DATE ISSUED November S, 2007
I. COMPLETENESS OF APPLICATION
The application is complete.
H. COMPLIANCE WITH ORDINANCE REQUIREMENTS
The application complies with all applicable requirements of the Unified
Development Ordinance.
M. GRANTING THE APPLICATION
The application is granted, subject to the following conditions:
1) The applicant shall complete the development strictly in accordance with
the plans submitted to and approved by this Board, a copy of which is
filed in the Town Hall. Any deviations from or changes in these plans
must be pointed out specifically to the administrator in writing and
specific written approval obtained as provided in the Unified
Development Ordinance.
2) If any of the conditions affixed hereto or any part thereof shall be held
invalid or void, then this permit shall be void and of no effect.
3) All applicable permit approvals shall be obtained by the applicant.
IV. SPECIFIC TO THE PROJECT
1. Location of roof mounted mechanical units shall be identified and
information provided to insure the 100% screening requirement is met
prior to issuance of a building permit.
2. A landscape plan addressing supplemental plant material for the
required perimeter buffers shall be submitted to the Planning
Department for approval prior to issuance of a building permit.
3. The utility plan shall receive approval from the City of Raleigh prior to
issuance of a building permit.
4. The Wake County Public School System shall adhere to their policy in
regards to F&R numbers (F & R lunches as a basis for school
assignment) and that it (F & R student assignment to Smith Elementary
School) not exceed their policy.
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Copyright (C) 1998, Maptech, Inc.
OF W A rF Michael F. Easley, Governor
Q Nilliam G. Ross Jr., Secretary
0 9 North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
0 Division of Water Quality
Soil & Environmental Consultants
Attn: Luke Tuschak
11010 Raven Ridge Road
Raleigh, NC 27614
May 9, 2007
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N=Sc?' E Emr.7,??;,?t ?,?;.n Crrrci?!tas?ts i?$
Wake County
BASIN:
Neuse River X Tar-Pamlico
(15A NCAC 2B .0233) (15A NCAC 2B .0259)
Complaint NOV Buffer Determination X
Incident # Appeal Call
Project Name: Smith.Elementary School
Location/Directions: located south of the intersection of HM 70 and Hwy 401 just south of SR 2797
Subject Stream: UT to Little Swift Creek
Date of Determination: 5/9/07
Feature(s) Not Subject Subject Start @ Stop@ Stream
Form Pts. Soil
Survey USGS
Topo
A X not contested X X
B X Fla B X
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a stream. There may be
other streams located on your property that do not show up on the maps referenced above but, still may be
considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality.
This on-site determination shall expire five (5) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWQ or Delegated Local Authority that a surface water
exists and that it is subject to the buffer rule may request a determination by the Director. A request for a
determination by the Director shall be referred to the Director in writing c/o Cyndi Karoly , DWQ
Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, NC 276042260. Individuals that dispute a determination
by the DWQ or Delegated Local Authority that "exempts" a surface water from the buffer rule may ask for
an ad judicatory hearing. You must act within 60 days of the date that you receive this letter. Applicants are
hereby notified that the 60-day statutory appeal time does not start until the affected party (including
downstream and adjacent landowners) is notified of this decision. DWQ recommends that the applicant
conduct this notification in order to be certain that third party appeals are made in a timely manner. To ask 1, f??;;a
o°°
for a hearing, send a written petition, which conforms to Chapter 150B of the North Carolina General V1lCar'?
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Internet: h2oamstateac.us 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone].623-6748
An Equal OpporAmity/Affirmative Action Employer - 50% Recycled110% Post Cmmwner Paper
Smith Elementary School
Wake County
5/9/07
Page 2 of 2
Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This
determination is final and binding unless you ask for a hearing within 60 days.
The (owner/future owners) should notify the Division of Water Quality (including any other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property
(stated above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries
should be directed to the Division of Water Quality (Central Office) at (919)-733-1786, and the US Army
Corp of Engineers (Raleigh Regulatory Field Office) at (919)-87641441.
Respectfully,
Lauren K Cobb
Environmental Senior Specialist
CC: Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
RRO/SWP File Copy
Central Files
ta=;
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Intemet h2o enrstatemcus 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone]
An Equal OppoAunilylAlfinneft Action Employer- 50% Recycle&10% Post Consumer Paper
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Project: S UW Elelntnl-§ehool SIB I
Date arch la. 2007 1
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Project No.
10642.W1
Project Mgr.:
Chris Flowers
Scale:
1"=150'

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Legend
_ =wErtANDs
_.i fineel be oxWmaa by the USACEf
! . ; , , • MARGINAL WETLANDS
[MUSI be "Y(Mbd by the USACE]
ee . i a s . s ' WATERS OF THE US; POTENTIALLY SUBJECT
TO THE NEUSE RIVER BUFFERS.
0.9. Penal d-1; met be cm1kneed by Ibe
USACE and NC-DWO[ '
`t , s .. s ..... - WATERS OF THE US; POTENTIALLY SUBJECT
.1 TO THE NEUSE RIVER BUFFERS.
B.S. ImtImNl9nt enannel; meet he earMmed try the \
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Figure 3:
Wetland Sketch Map
Smith Elementry School
Finch & Boney Assoc.
Wake County, NC
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Soil & Environmental Consultants, PA
11010 Raven Ridge Rd. IS Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com
Prepared by:
LT
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Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
George Finch & Boney and Associates
Attn: George Finch
309 North Boylan Avenue
Raleigh, NC 27603
Re: United States Army Corp of Engineers Site Meeting
Smith Elementary School Site
Wake County, NC
Mr. Finch:
On March 16, 2007, S&EC personnel conducted a site meeting with the USACE at the Smith Elementary
School Site. At this meeting the USACF, determined that man made retention feature was not
jurisdictional. However they did determine that the small previously identified marginal wetland was
jurisdictional. This area was flagged in the field on the day of the site meeting with flags number 06-12.
The attached updated wetland sketch map identifies these changes as well.
The next in the wetland approval process is to survey our wetland delineation flags and streams for the
production of a wetland sign off plat. This plat will be sent to the USACE for their sign of approval
which is the final step in the wetland and stream approval process. Once this map is signed the
delineation will be valid for 5 years. However the USACE is currently not signing maps at this time due
to a legal matter but we feel it is in your best interest to produce and submit a map so it can eventually be
signed. I have attached a copy of our standard plat requirements which outlines the necessary information
that should be included on the plat.
Sincerely,
Luke Tuschak
Wetland Scientist
Attachments:
1) Wetland Delineation Report
2) Standard Plat Requirements
Chris Flowers
Wetland Scientist/Project Manager
arlotte Office.
5 LePhillip Court, Suite C Greenshorn Office:
ncord, NC 28025 3817-E Lawndale Drive
Greensboro, NC 27455
xie: [phone]
[phone] Phone: [phone]
c
Fax: [phone]
May 18, 2007
S&EC Project No.: 10642.W2
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ris Flowers
ile:
= 1S0i
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N
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Figure 3:
Wetland Sketch Map
Smith Elementry School
Finch & Boney Assoc.
Wake County, NC
Prepared by:
LT
Legend
` WETLANDS
1-*Wm by ft USACE)
• • -WATERS OF THE US. SUBJECT
TO THE NEUSE RIVER BUFFERS
)IA. PWWV" Cunnel;mnhmeG by
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TO THE NEUSE RIVER BUFFERS
(1.8. YEMr11N18r11 &-W.. CVNFm80:y V.
USACE vM NC-0WO)
C. . Chw w TT. TN To
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SaMEC.com
/Boner and Associates. PA

Town of Garner Engineering Department
9007 1h ave.
Garner, NC 27529
Attn. Frank Powell
Ref. Fred A. Smith Elementary School: CUP-SP-07-29
Mr. Powell
Please see the following for responses to comments of the referenced project.
1) Please see attached form.
2) Maintenance plan is under development.
3) Noted.
:n_in :r;•,_
4) This project includes expanding an existing school with buildings, trailers and parking. The site has an existing retention
pond located to the south of the exiting building. The proposed conditions will be of the same function. Improvements will be
made to the existing retention pond and installing a new bio-retention pond to reduce and treat stormwater. Below is a summary
of the pre, post and controlled stormwater outflows. Pre-construction flows given represent undeveloped land, not current
conditions or condition as of 1990. All flows are given in cubic feet per second (cfs).
Flow summary
Flow
Storm Pre-construction Post-construction With Detention
1-year 28.87 40.09 28.5
10-year 88.31 103.76 86.18
25-yr 114.68 130.75 107.32
5) The existing impervious surface, prior to 3/9/01, is 3.70 ac. Our proposed conditions have 5.39 ac of impervious surface
(increase of 1.69 ac.). To meet the requirements the retention pond will treat 2.95 ac and the bio-retention pond will treat .78 ac
(impervious surface). Total impervious area treated = 3.73 ac.
6) See below for necessary calculations of the bio-retention pond. The filtration rate will be giving in the construction
specifications. The depth of the filtration medium will be 3 ft.
7) The number of students will increase from 553 students to 810 students.
8) See below for calculations showing the area required for treatment. See attachments showing stormwater reduction and
discharge.
Retention Pond:
Drainage area = 4.86 ac (211,701sf)
Pond depth = 3 ft
For 60% Impervious and 3 ft depth, pond ratio = 2.40
Required permanent pool surface area = Drainage area * Ratio
= 211,701 sf * .0240
= 5,080 sf
Provided Area = 5,934 sf
Bio-Retention Pond:
Drainage area = 1.23 ac (53,488 sf)
Impervious area = 34,147 sf (CN = 98)
Maintained grassed area = 19,341 sf (CN = 74)
Weighted CN = 89.3
Soil Storage (S) = 1000 -10 = 1.20
CN
Precipitation (P) = 1 in
Runoff Depth (Q*) = (P - 0.2*S)^2 = 0.295 in
P + 0.8*S
Required Volume:
Q* x Area = 53,488 sf * 0.295 in * 1 ft/12in = 1,315 cf
Pool Depth:
Provided area = 2,326 sf
Required Pool Depth = Volume = 6.78 in
Area
Provided pool depth = 9 in
Soil Infiltration Rate:
Maximum Infiltration time = 12 hr
Minimum Infiltration Rate = Poth = 0.75 in/hr
Time
Sincerely,

George Finch/Roney and Associates, PA
Daniel Woods, PE
C A R
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0326167
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Nitrogen Control Plan - September 2007
4etbod 2: Commercial/industrial/Residential Sites with Known Impervious Area
'rojectName: Free( A. Sin i P1 61eme»fnry •sccI Date:
kpplicant: 6 Fb A In 44r e go-f- W,7 4e. 4hce Telephone:
,art L Riparian Buffers
)oes site contain riparian buffers? [ ] No
Fart II. Nitrogen Calculation
-o? 1 -07
9 - 33 - l
K Yes (show buffers on plan) [ ] Exempt (show basis for exemption)
Item Proposed Site Information Area acres
1 Total PTj ect acreage 17. CC
2 Total impervious area • 3 61
3 Exis#pg impervious area (prior to 3/9/01 3 • O
4 New im 'ous area Item 2 - Item 3 1•
S Permanently undisturbed open
3 1
6 Permanent) protected managed open s"ce
Pre-Develo mea t Loadin
Type of Land Cover Area TN export coefficient TN export from use
scree bs/a r
Existing forest land 1.7
4 IL-72
y 8
Existing 6.7o .4 .
Existing residential 7.5
Existing land
Existing commercial./industrial
3. e 13.6
13
TOTAL 17.00 fT ?. D
Nitrogen Loading Rate s r
' Nitrogen Loading Rue (kslaelyr) - Total TN export from use (lbstyr) + Total Area (acres)
Post-Development Loadin before BM[Ps and/or Offset Payments
Type of Land Cover Area TN export coefficient TN export from
acres a use
Permanently protected undisturbed open space (forest, 3 0.6 Z01
unmown meadow, wetlands, buffers (Item 5 .
Permanently protected managed open space ] 2 1.2 9.7'y
landscaping, etc. Item 6
Impervious surfaces (roads, parking lots, driveways, ]. 6 9 212 3 S 8
roofs ved storage areas, etc. (Item 4
13.3a
TOTAL ...............

tem
-----8 ---
-Item
Nitrogen Loading Rate (lbs/ac/yr) (Equals Item 8 + I tem 7) 3 5?
r
BMP T TN Re n" Rate X Cbeek wbitb apply
wet Pond 25
Stormwater WctWW 40
Sand Filter 35
Bloretnnion 35
Grass Swak 20
Spuder
Vegetated Sher Strip w/Levil 20
-
50' Restored or Additional Riparm ' buffer w/Lcwel S
Dry Detention 30
10

Yost-DevGV YRrch, L-din alter
Item Description umrs anWVi -11SO1 ri s-Usa
Nitroen Loading Rate bs/a r
9 Nitrogen load after BMPs showseparately in detail
10 Nitrogen load offset env [Item 9 - 3
Amount of Offset (Pounds of Nitrogen) [Item 10 x (Item I - Item 3)]
'Amount of Offset Payment [Pounds of Nitrogen x S28.35 x30 years)
Part III. Control of Peak Stormwater Flow
Calculated Pre-development Peak Flow (I -year)
Calculated Post-development Peak Flow without Controls (I -year)
Calculated Post-development Peak Flow with Controls 0 -year)
a6.87
k0.O4
2 B .So
Calculations and details showing control of nitrogen and peak stormwater runoff control must be included.
Part IV: Watershed Development Permit
1. Total project acreage (in Lake Benson Watershed) - 1-7. 40
2. Total proposed impervious surface (in Lake Benson Watershed) -77-319
3. Existing impervious surface (in Lake Benson Watershed) • 3.70
4. Equivalent project acreage (Item I - Item 3) 1,1.3 0
S. New impervious surface (Item 2 - Item 3) 1.61
6. Percent impervious [(Item S + Item 4) x 100] 12. 7
• Limited to impervious surface existing before 7/1/93
1, the undersigned, certify that-to the best of my imowledge that the above information is correct (affix seal)
Project Watershed Protection Requirements
0 Project Exempt: Explain
? Project Located in Lake Benson Conservation District - LBCD (Critical Ana) Standards Apply
? Project Located Outside LBCD - On-site vestment required.
? Minor Variance Requested (WRB) Approved (date): Disapproved (date):
C] Major Variance Requested (EMC) Approved (date): Disapproved (date):
Recommended by WRB (circle one): YES NO
Comments (use additional sheet if necessary)
Approved by Watershed Administrator: (sign)
Date:
1S
3S
ORIG FLOW t T POND
2S
POST RETENTION POND
CSubcat) F ach on Link
DESIGNED WET POND 9-17 Type 1124-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 2
HydroCADS 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Subcatchment IS: ORIG
Runoff = 28.87 cfs @ 11.97 hrs, Volume= 1.325 af, Depth= 0.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=2.88"
Area (ac) CN Description
17.000 76 Woods/grass comb., Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftKt) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment IS: ORIG
Hydrograph
32
30-
38
26
t4
?2-
LL
0A
Type II 24-hr
Rainfall=2.88"
Runoff Area=17.000 ac
Runoff Volume=1.325 of
Runoff Depth=0.94"
Tc=5.0 min
CN=76
-Runoff
I. fd. Ir ?o is LV " L4 [6 Wa 30 32 34 36 38 40 42 44 46 48
Time (hours)
DESIGNED WET POND 9-17 Type ll 24-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 3
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 1S: ORIG
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.02 0.00 0.00
1.60 0.05 0.00 0.00
2.40 0.08 0.00 0.00
3.20 0.11 0.00 0.00
4.00 0.14 0.00 0.00
4.80 0.17 0.00 0.00
5.60 0.21 0.00 0.00
6.40 0.25 0.00 0.00
7.20 0.30 0.00 0.00
8.00 0.35 0.00 0.00
8.80 0.41 0.00 0.00
9.60 0.48 0.00 0.00
10.40 0.57 0.00 0.00
11.20 0.72 0.00 0.19
12.00 1.91 0.37 25.92
12.80 2.19 0.51 2.04
13.60 2.31 0.58 1.32
14.40 2.40 0.64 1.01
15.20 2.47 0.68 0.86
16.00 2.53 0.72 0.71
16.80 2.59 0.75 0.65
17.60 2.63 0.78 0.59
18.40 2.67 0.80 0.54
19.20 2.71 0.82 0.48
20.00 2.74 0.85 0.42
20.80 2.77 0.86 0.40
21.60 2.80 0.88 0.39
22.40 2.83 0.90 0.38
23.20 2.85 0.92 0.37
24.00 2.88 0.94 0.36
24.80 2.88 0.94 0.00
25.60 2.88 0.94 0.00
26.40 2.88 0.94 0.00
27.20 2.88 0.94 0.00
28.00 2.88 0.94 0.00
28.80 2.88 0.94 0.00
29.60 2.88 0.94 0.00
30.40 2.88 0.94 0.00
31.20 2.88 0.94 0.00
32.00 2.88 0.94 0.00
32.80 2.88 0.94 0.00
33.60 2.88 0.94 0.00
34.40 2.88 0.94 0.00
35.20 2.88 0.94 0.00
36.00 2.88 0.94 0.00
36.80 2.88 0.94 0.00
37.60 2.88 0.94 0.00
38.40 2.88 0.94 0.00
39.20 2.88 0.94 0.00
40.00 2.88 0.94 0.00
40.80 2.88 0.94 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 2.88 0.94 0.00
42.40 2.88 0.94 0.00
43.20 2.88 0.94 0.00
44.00 2.88 0.94 0.00
44.80 2.88 0.94 0.00
45.60 2.88 0.94 0.00
46.40 2.88 0.94 0.00
47.20 2.88 0.94 0.00
48.00 2.88 0.94 0.00
DESIGNED WET POND 9-17 Type 1124-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 4
HydroCAD® 7.00 s/n 002626 ©1986-2003 Applied Microcomputer Systems 9/21/2007
Subcatchment 2S: POST
Runoff = 40.09 cfs @ 11.96 hrs, Volume= 1.821 af, Depth= 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=2.88"
Area (ac) CN Description
5.390 98 Paved parking & roofs
11.610 74 >75% Grass cover, Good, HSG C
17.000 82 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/it) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 2S: POST
Hydrograph
z ao.T
i0 f 36-
34
32-
30'
28
26-.
u 24-
22=
LL 20-
18-
16 .
14
12
10-
8-
6<
4
Type II 24-hr
Rainfall=2.88"
Runoff Area=17.000 ac
Runoff Volume=1.821 of
Runoff Depth=1.29"
Tc=5.0 min
CN=82
- Rurwff
v w is » 11) 10 zV zz Z4 26 zB 30 32 34 36 38 40 42 44 46 48
Time (hours)
DESIGNED WET POND 9-17 Type // 24-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 5
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 2S: POST
Time Precip.. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.02 0.00 0.00
1.60 0.05 0.00 0.00
2.40 0.08 0.00 0.00
3.20 0.11 0.00 0.00
4.00 0.14 0.00 0.00
4.80 0.17 0.00 0.00
5.60 0.21 0.00 0.00
6.40 0.25 0.00 0.00
7.20 0.30 0.00 0.00
8.00 0.35 0.00 0.00
8.80 0.41 0.00 0.00
9.60 0.48 0.00 0.05
10.40 0.57 0.01 0.24
11.20 0.72 0.03 0.85
12.00 1.91 0.59 35.09
12.80 2.19 0.77 2.56
13.60 2.31 0.86 1.63
14.40 2.40 0.93 1.24
15.20 2.47 0.98 1.05
16.00 2.53 1.02 0.86
16.80 2.59 1.06 0.78
17.60 2.63 1.10 0.71
18.40 2.67 1.13 0.64
19.20 2.71 1.15 0.57
20.00 2.74 1.18 0.50
20.80 2.77 1.20 0.48
21.60 2.80 1.22 0.46
22.40 2.83 1.24 0.45
23.20 2.85 1.27 0.44
24.00 2.88 1.29 0.42
24.80 2.88 1.29 0.00
25.60 2.88 1.29 0.00
26.40 2.88 1.29 0.00
27.20 2.88 1.29 0.00
28.00 2.88 1.29 0.00
28.80 2.88 1.29 0.00
29.60 2.88 1.29 0.00
30.40 2.88 1.29 0.00
31.20 2.88 1.29 0.00
32.00 2.88 1.29 0.00
32.80 2.88 1.29 0.00
33.60 2.88 1.29 0.00
34.40 2.88 1.29 0.00
35.20 2.88 1.29 0.00
36.00 2.88 1.29 0.00
36.80 2.88 1.29 0.00
37.60 2.88 1.29 0.00
38.40 2.88 1.29 0.00
39.20 2.88 1.29 0.00
40.00 2.88 1.29 0.00
40.80 2.88 1.29 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 2.88 1.29 0.00
42.40 2.88 1.29 0.00
43.20 2.88 1.29 0.00
44.00 2.88 1.29 0.00
44.80 2.88 1.29 0.00
45.60 2.88 1.29 0.00
46.40 2.88 1.29 0.00
47.20 2.88 1.29 0.00
48.00 2.88 1.29 0.00
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 6
HydroCAM 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Subcatchment 3S: FLOW TO POND
Runoff = 15.59 cfs @ 11.96 hrs, Volume= 0.726 af, Depth= 1.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=2.88"
Area (ac) CN Description
2.950 98 Paved parking 8 roofs
1.910 74 >75% Grass cover Good HSG C
4.860 89 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: FLOW TO POND
Hydrograph
u
LL
Type II 24-hr
Rainfall=2.88"
Runoff Area=4.860 ac
Runoff Volume=0.726 of
Runoff Depth=1.79"
Tc=5.0 min
C N=89
-Runoff

DESIGNED WET POND 9-17 Type // 24-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 7
HydroCAD® 7.00 s/n 002626 ® 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 3S: FLOW TO POND
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.02 0.00 0.00
1.60 0.05 0.00 0.00
2.40 0.08 0.00 0.00
3.20 0.11 0.00 0.00
4.00 0.14 0.00 0.00
4.80 0.17 0.00 0.00
5.60 0.21 0.00 0.00
6.40 0.25 0.00 0.00
7.20 0.30 0.00 0.02
8.00 0.35 0.01 0.04
8.80 0.41 0.02 0.09
9.60 0.48 0.04 0.13
10.40 0.57 0.07 0.25
11.20 0.72 0.13 0.55
12.00 1.91 0.95 13.30
12.80 2.19 1.18 0.90
13.60 2.31 1.29 0.57
14.40 2.40 1.37 0.42
15.20 2.47 1.43 0.36
16.00 2.53 1.48 0.29
16.80 2.59 1.53 0.26
17.60 2.63 1.57 0.24
18.40 2.67 1.61 0.21
19.20 2.71 1.64 0.19
20.00 2.74 1.67 0.17
20.80 2.77 1.69 0.16
21.60 2.80 1.72 0.15
22.40 2.83 1.74 0.15
23.20 2.85 1.77 0.14
24.00 2.88 1.79 0.14
24.80 2.88 1.79 0.00
25.60 2.88 1.79 0.00
26.40 2.88 1.79 0.00
27.20 2.88 1.79 0.00
28.00 2.88 1.79 0.00
28.80 2.88 1.79 0.00
29.60 2.88 1.79 0.00
30.40 2.88 1.79 0.00
31.20 2.88 1.79 0.00
32.00 2.88 1.79 0.00
32.80 2.88 1.79 0.00
33.60 2.88 1.79 0.00
34.40 2.88 1.79 0.00
35.20 2.88 1.79 0.00
36.00 2.88 1.79 0.00
36.80 2.88 1.79 0.00
37.60 2.88 1.79 0.00
38.40 2.88 1.79 0.00
39.20 2.88 1.79 0.00
40.00 2.88 1.79 0.00
40.80 2.88 1.79 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 2.88 1.79 0.00
42.40 2.88 1.79 0.00
43.20 2.88 1.79 0.00
44.00 2.88 1.79 0.00
44.80 2.88 1.79 0.00
45.60 2.88 1.79 0.00
46.40 2.88 1.79 0.00
47.20 2.88 1.79 0.00
48.00 2.88 1.79 0.00
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 8
HydroCADO 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Pond 1 P: RETENTION POND
Inflow Area = 4.860 ac, Inflow Depth= 1.79"
Inflow = 15.59 cfs @ 11.96 hrs, Volume= 0.726 of
Outflow = 4.00 cfs @ 12.10 hrs, Volume= 0.696 af, Atten= 74%, Lag= 8.2 min
Primary = 4.00 cfs @ 12.10 hrs, Volume= 0.696 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs / 3
Peak Elev= 289.90'@ 12.10 hrs Surf.Area= 7,705 sf Storage= 13,324 cf
Plug-Flow detention time= 188.1 min calculated for 0.696 of (96% of inflow)
Center-of-Mass det. time= 164.6 min ( 975.9 - 811.3 )
# Invert Avail.Storage Storage Description
1 288.00' 40, 149 cf Custom Stage Data (Pyramidal) Listed below
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
288.00 5,988 0 0 5,988
289.00 7,193 6,581 6,581 7,236
290.00 7,761 7,475 14,057 7,901
291.00 8,366 8,062 22,118 8,604
292.00 9,007 8,685 30,803 9,346
293.00 9,689 9,346 40,149 10,130
# Routing Invert Outlet Devices
1 Primary 287.92' 18.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 286.74' S= 0.02957 n= 0.013 Cc= 0.900
2 Device 1 288.00' 1.5" Vert. Orifice/Grate C= 0.600
3 Device 1 288.60' 1.00'x 0.25' Vert. Orlfice/Grate X 3.00 C= 0.600
4 Device 1 290.00' 4.00'x 0.33' Vert. Orifice/Grate X 4.00 C= 0.600
5 Device 1 290.67' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
6 Secondary 292.50' S.0' long x 15.0' 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=3.99 cfs @ 12.10 hrs HW=289.90' (Free Discharge)
t =Culvert (Passes 3.99 cfs of 11.78 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.5 fps)
3=0rifice/Grate (Orifice Controls 3.91 cfs @ 5.2 fps)
rificelGrate (Controls 0.00 cfs)
-Orifice/Grate ( Controls 0.00 cfs)
econdary OutFow Max=0.00 cfs @ 0.00 hrs HW=288.00' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cis)
DESIGNED WET POND 9-17 Type // 24-hr Rainfall=2.88"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 9
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Pond 1 P: RETENTION POND
Hydrograph
17
16
1s
14
13
12
11
10
9
3
0 8
LL
7
6
S
4
3
2
0.00 c1s
Inflow Area=4.860 ac
Peak Elev=289.90'
Storage=13,324 cf
- Inflow
Outflow
Primary
- Secondary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
DESIGNED WET POND 9-17
Type 1124-hr Rainfallage 10
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 10
H droCADO 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/200.7
Hydrograph for Pond 1P: RETENTION POND
Time
(hours) Inflow
(
f
) Storage Elevation Outflow Primary Secondary

0
00 c
s
0
00 (cubic-feet) (feet) (cfs) (cfs) (cfs)
.
2.00 .
0
00 0
0 288.00 0.00 0.00 0.00

4.00 .
0.00
0 288.00
288
00 0.00
0
00 0.00 0.00

6.00
0.00
0 .
288.00 .
0.00 0.00
0
00 0.00
0
00
8.00
10
00 0.04
0
18 114 288.02 0.00 .
0.00 .
0.00
.
12.00 .
13.30 786
11,938 288.12
289
72 0.01
3
67 0.01 0.00

14.00
0.47
4,955 .
288.75 .
0.63 3.67
0
63 0.00
0
00
16.00
18
00 0.29
0
23 4,565 288.69 0.33 .
0.33 .
0.00
.
20.00 .
0.17 4,424
4,323 288.67
288
66 0.24
0
18 0.24 0.00

22.00
24
00
0.15
4,281 .
288.65 .
0.15 0.18
0.15 0.00
0
00
.
26.00 0.14
0.00 4,253
3
807 288.65
288
58 0.14 0.14 .
0.00

28.00
0.00 ,
3,508 .
288.53 0.04
0.04 0.04
0
04 0.00
0
00
30.00
32
00 0.00
0
00 3,223 288.49 0.04 .
0.04 .
0.00
.
34.00 .
0.00 2,952
2,695 288.45
288
41 0.04
0
03 0.04 0.00

36.00
38
00
0.00
0
00
2,451 .
288.37 .
0.03 0.03
0.03 0.00
0.00
.
40.00 .
0.00 2,221
2,005 288.34
288
30 0.03
0
03 0.03 0.00

42.00
44
00
0.00
0
00
1,803 .
288.27 .
0.03 0.03
0.03 0.00
0.00
.
46.00 .
0.00 1,614
1,440 288.25
288
22 0.03
0
02 0.03 0.00

48.00
0.00
1,279 .
288.19 .
0.02 0.02
0.02 0.00
0.00
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 11
HydroCAM 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Subcatchment 1S: ORIG
Runoff = 88.31 cfs @ 11.96 hrs, Volume= 4.040 af, Depth= 2.85"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=5.38"
Area (ac) CN Description
17.000 76 Woods/grass comb., Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Subcatchment IS: ORIG

95
90-
as
80
75
70
65
60
55-
50-.
1i 45
40
35
30
25
20
15
10
5
Hydrograph
Type 1124-h r
Rainfall=5.38"
Runoff Area=17.000 ac
Runoff Volume=4.040 of
Runoff Depth=2.85"
Tc=5.0 min
C N=76
- Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
DESIGNED WET POND 9-17 Type // 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 12
tydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 1S: ORIG
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.04 0.00 0.00
1.60 0.09 0.00 0.00
2.40 0.14 0.00 0.00
3.20 0.20 0.00 0.00
4.00 0.26 0.00 0.00
4.80 0.32 0.00 0.00
5.60 0.39 0.00 0.00
6.40 0.47 0.00 0.00
7.20 0.55 0.00 0.00
8.00 0.65 0.00 0.01
8.80 0.76 0.00 0.18
9.60 0.89 0.02 0.42
10.40 1.07 0.05 0.97
11.20 1.35 0.13 2.51
12.00 3.57 1.41 76.28
12.80 4.08 1.80 5.35
13.60 4.32 1.99 3.38
14.40 4.49 2.12 2.55
15.20 4.62 2.23 2.16
16.00 4.73 2.32 1.76
16.80 4.83 2.40 1.59
17.60 4.92 2.47 1.45
18.40 4.99 2.53 1.31
19.20 5.06 2.59 1.16
20.00 5.12 2.64 1.01
20.80 5.18 2.68 0.97
21.60 5.23 2.73 0.94
22.40 5.28 2.77 0.91
23.20 5.33 2.81 0.88
24.00 5.38 2.85 0.85
24.80 5.38 2.85 0.00
25.60 5.38 2.85 0.00
26.40 5.38 2.85 0.00
27.20 5.38 2.85 0.00
28.00 5.38 2.85 0.00
28.80 5.38 2.85 0.00
29.60 5.38 2.85 0.00
30.40 5.38 2.85 0.00
31.20 5.38 2.85 0.00
32.00 5.38 2.85 0.00
32.80 5.38 2.85 0.00
33.60 5.38 2.85 0.00
34.40 5.38 2.85 0.00
35.20 5.38 2.85 0.00
36.00 5.38 2.85 0.00
36.80 5.38 2.85 0.00
37.60 5.38 2.85 0.00
38.40 5.38 2.85 0.00
39.20 5.38 2.85 0.00
40.00 5.38 2.85 0.00
40.80 5.38 2.85 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 5.38 2.85 0.00
42.40 5.38 2.85 0.00
43.20 5.38 2.85 0.00
44.00 5.38 2.85 0.00
44.80 5.38 2.85 0.00
45.60 5.38 2.85 0.00
46.40 5.38 2.85 0.00
47.20 5.38 2.85 0.00
48.00 5.38 2.85 0.00
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 13
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Runoff = 103.76 cfs @ 11.96 hrs, Volume= 4.847 af, Depth= 3.42"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=5.38"
Area (ac) CN Description
5.390 98 Paved parking & roofs
11.610 74 >75% Grass cover, Good HSG C
17.000 82 Weighted Average
Subcatchment 2S: POST
Tc Length Slope Velocity Capacity Description
5.0
cfs
115
110
105
100
85
90
85
75
70
65
?60
55
LL 50
35
30
25
20
15
10
Direct Entry, DIRECT
Subcatchment 2S: POST
Hydrograph
- Runoff
Type II 24-hr
Rainfall=5.38"
Runoff Area=17.000 ac
Runoff Volume=4.847 of
Runoff Depth=3.42"
Tc=5.0 min
C N=82
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (lours)
DESIGNED WET POND 9-17 Type // 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 14
HydroCAM 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 2S: POST
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.04 0.00 0.00
1.60 0.09 0.00 0.00
2.40 0.14 0.00 0.00
3.20 0.20 0.00 0.00
4.00 0.26 0.00 0.00
4.80 0.32 0.00 0.00
5.60 0.39 0.00 0.00
6.40 0.47 0.00 0.04
7.20 0.55 0.01 0.17
8.00 0.65 0.02 0.32
8.80 0.76 0.04 0.62
9.60 0.89 0.08 0.92
10.40 1.07 0.14 1.71
11.20 1.35 0.27 3.78
12.00 3.57 1.84 88.36
12.80 4.08 2.27 5.96
13.60 4.32 2.48 3.73
14.40 4.49 2.63 2.81
15.20 4.62 2.74 2.37
16.00 4.73 2.84 1.92
16.80 4.83 2.93 1.74
17.60 4.92 3.00 1.58
18.40 4.99 3.07 1.42
19.20 5.06 3.13 1.26
20.00 5.12 3.19 1.09
20.80 5.18 3.24 1.05
21.60 5.23 3.29 1.02
22.40 5.28 3.33 0.99
23.20 5.33 3.38 0.95
24.00 5.38 3.42 0.92
24.80 5.38 3.42 0.00
25.60 5.38 3.42 0.00
26.40 5.38 3.42 0.00
27.20 5.38 3.42 0.00
28.00 5.38 3.42 0.00
28.80 5.38 3.42 0.00
29.60 5.38 3.42 0.00
30.40 5.38 3.42 0.00
31.20 5.38 3.42 0.00
32.00 5.38 3.42 0.00
32.80 5.38 3.42 0.00
33.60 5.38 3.42 0.00
34.40 5.38 3.42 0.00
35.20 5.38 3.42 0.00
36.00 5.38 3.42 0.00
36.80 5.38 3.42 0.00
37.60 5.38 3.42 0.00
38.40 5.38 3.42 0.00
39.20 5.38 3.42 0.00
40.00 5.38 3.42 0.00
40.80 5.38 3.42 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 5.38 3.42 0.00
42.40 5.38 3.42 0.00
43.20 5.38 3.42 0.00
44.00 5.38 3.42 0.00
44.80 5.38 3.42 0.00
45.60 5.38 3.42 0.00
46.40 5.38 3.42 0.00
47.20 5.38 3.42 0.00
48.00 5.38 3.42 0.00
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 15
HydroCAM 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Subcatchment 3S: FLOW TO POND
Runoff = 34.30 cfs @ 11.96 hrs, Volume= 1.675 af, Depth= 4.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=5.38"
Area (ac) CN Description
2.950 98 Paved parking & roofs
1.910 74 >75% Grass cover, Good HSG C
4.860 89 Weighted Average
Tc Length Slope Velocity Capacity Description
5.0
Direct Entry,
Subcatchment 3S: FLOW TO POND
38
36
34
32
30
28
26
24
22'-
20
18-1
v 16-
14
12
10
8
6
4
2
0
0
Hydrograph
-Runoff
Type II 24-hr
Rainfall=5.38"
Runoff Area=4.860 ac
Runoff Volume=1.675 of
Runoff Depth=4.14"
Tc=5.0 min
CN=89
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 16
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 3S: FLOW TO POND
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.04 0.00 0.00
1.60 0.09 0.00 0.00
2.40 0.14 0.00 0.00
3.20 0.20 0.00 0.00
4.00 0.26 0.00 0.00
4.80 0.32 0.00 0.04
5.60 0.39 0:02 0.09
6.40 0.47 0.03 0.13
7.20 0.55 0.06 0.19
8.00 0.65 0.10 0.24
8.80 0.76 0.15 0.38
9.60 0.89 0.22 0.48
10.40 1.07 0.33 0.80
11.20 1.35 0.52 1.57
12.00 3.57 2.42 28.78
12.80 4.08 2.90 1.87
13.60 4.32 3.13 1.16
14.40 4.49 3.28 0.87
15.20 4.62 3.41 0.73
16.00 4.73 3.52 0.59
16.80 4.83 3.61 0.53
17.60 4.92 3.69 0.48
18.40 4.99 3.76 0.43
19.20 5.06 3.83 0.38
20.00 5.12 3.89 0.33
20.80 5.18 3.94 0.32
21.60 5.23 3.99 0.31
22.40 5.28 4.04 0.30
23.20 5.33 4.09 0.29
24.00 5.38 4.14 0.28
24.80 5.38 4.14 0.00
25.60 5.38 4.14 0.00
26.40 5.38 4.14 0.00
27.20 5.38 4.14 0.00
28.00 5.38 4.14 0.00
28.80 5.38 4.14 0.00
29.60 5.38 4.14 0.00
30.40 5.38 4.14 0.00
31.20 5.38 4.14 0.00
32.00 5.38 4.14 0.00
32.80 5.38 4.14 0.00
33.60 5.38 4.14 0.00
34.40 5.38 4.14 0.00
35.20 5.38 4.14 0.00
36.00 5.38 4.14 0.00
36.80 5.38 4.14 0.00
37.60 5.38 4.14 0.00
38.40 5.38 4.14 0.00
39.20 5.38 4.14 0.00
40.00 5.38 4.14 0.00
40.80 5.38 4.14 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 5.38 4.14 0.00
42.40 5.38 4.14 0.00
43.20 5.38 4.14 0.00
44.00 5.38 4.14 0.00
44.80 5.38 4.14 0.00
45.60 5.38 4.14 0.00
46.40 5.38 4.14 0.00
47.20 5.38 4.14 0.00
48.00 5.38 4.14 0.00
DESIGNED WET POND 9-17 Type 11 24-hr Rainfal1=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 17
HydroCADO 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Pond 1 P: RETENTION POND
Inflow Area = 4.860 ac, Inflow Depth = 4.14"
Inflow = 34.30 cfs @ 11.96 hrs, Volume= 1.675 of
Outflow = 16.72 cfs @ 12.05 hrs, Volume= 1.644 af, Atten= 51%, Lag= 5.5 min
Primary = 16.72 cfs @ 12.05 hrs, Volume= 1.644 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs / 3
Peak Elev= 291.14'@ 12.05 hrs Surf.Area= 8,456 sf Storage= 23,336 cf
Plug-Flow detention time= 102.4 min calculated for 1.644 of (98% of inflow)
Center-of-Mass det. time= 90.7 min ( 878.4 - 787.7 )
# Invert Avail.Storage Storage Description
1 288.00' 40, 149 cf Custom Stage Data (Pyramidal) Listed below
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sg-ft) (cubic-feet) (cubic-feet) (sq ft)
288.00 5,988 0 0 5
988
289.00 7,193 ,
6,581 6,581 7
236
290.00 7,761 ,
7,475 14,057 7
901
291.00 8,366 ,
8,062 22,118 8
604
292.00 9,007 ,
8,685 30,803 9
346
293.00 9,689 ,
9,346 40,149 10,130
# Routing Invert Outlet Devices
1 Primary 287.92' 18.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200

2 Device 1
288.00' Outlet Invert= 286.74' S= 0.02957 n= 0.013 Cc= 0.900
1.5" Vert. OrMce/Grate C= 0.600
3 Device 1 288.60' 1.00'x 0.25' Vert. Orifice/Grate X 3.00 C= 0
600
4 Device 1 290.00' .
4.00'x 0.33' Vert. Orifice/Grate X 4.00 C= 0
600
5 Device 1 290.6T .
2.00' x 200' Horiz. OrificelGrate Limited to weir flow C=0
600
6 Secondary 292.50' .
6.0' long x 15.0' 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=16.67 cfs @ 12.05 hrs HW=291.13' (Free Discharge)
I- q-OrfficelGrate lvert (Inlet Controls 16.67 cfs @ 9.4 fps)
Orifice/Grate (Passes < 0.10 cfs potential flow)
OrNice/Grate (Passes < 5.60 cfs potential flow)
(Passes < 24.91 cfs potential flow)
Orifice/Grate (Passes < 8.10 cfs potential flow)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=288.00' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DESIGNED WET POND 9-17 Type // 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 18
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Pond 1P: RETENTION POND
Hydrograph
36
36
34
30
28
26
24
22
20-
18-
16
14
12
10-
8:
6
4
Inflow Area=4.860 ac
Peak Elev=291.14'
Storage=23,336 cf
-Inflow
Outflow
Primary
Secondary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Tine (hours)
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=5.38"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 19
H droCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer S stems
9/21/2007
Hydrograph for Pond 1 P: RETENTION POND
Time
hours Inflow
(
f
) Storage Elevation Outflow Primary Secondary
c
s (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00
2
00 0.00
0
00 0 288.00 0.00 0.00 0.00
.
4.00 .
0
00 0
1 288.00 0.00 0.00 0.00

6.00 .
0.11
376 288.00
288.06 0.00
0
00 0.00
0
00 0.00

8.00
0.24
1,529
288.23 .
0.02 .
0
02 0.00
0
00
10.00 0.61 4,192 288.64 0.12 .
0
12 .
0
00
12.00 28.78 22,338 291.03 16.32 .
16.32 .
0
00
14.00
16
00 0.96
0
59 6,154 288.94 1.68 1.68 .
0.00
.
18.00 .
0.46 4,975
4,773 288.76
288
73 0.64
0
48 0.64 0.00

20.00
0.33
4,612 .
288.70 .
0.36 0.48
0
36 0.00
0
00
22.00
24
00 0.30
0
28 4,539 288.69 0.31 .
0.31 .
0.00
.
26.00 .
0.00 4,498
3,858 288.68
288
59 0.29
0
04 0.29 0.00

28.00
0.00
3,557 .
288.54 .
0.04 0.04
0
04 0.00
0
00
30.00
32
00 0.00
0
00 3,270 288.50 0.04 .
0.04 .
0.00
.
34.00 .
0.00 2,997
2,737 288.46
288
42 0.04
0
04 0.04 0.00

36.00
38
00
0.00
0
00
2,491 .
288.38 .
0.03 0.04
0.03 0.00
0.00
.
40.00 .
0.00 2,259
2,041 288.34
288
31 0.03
0
03 0.03 0.00

42.00
44
00
0.00
0
00
1,836 .
288.28 .
0.03 0.03
0.03 0.00
0.00
.
46.00 .
0.00 1,645
1,468 288.25
288
22 0.03
0
02 0.03 0.00

48.00
0.00
1,305 .
288.20 .
0.02 0.02
0.02 0.00
000
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=6.41 "
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 20
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems
9/21/2007
Subcatchment 1S: ORIG
Runoff = 114.68 cfs @ 11.96 hrs, Volume= 5.293 af, Depth= 3.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=6.41"
Area (ac) CN Description
17.000 76 Woods/grass comb., Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (f fft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment IS: ORIG
Hydrograph
125120-
114.68 cfs
115
110-
105
1W Type II 24-hr
90- Rainfall=6.41"
80 Runoff Area=17.000 ac
70
75 Runoff Volume=5.293 of
6560 Runoff Depth=3.74"
55-
50_ Tc=5.0 min
45
40-
35 C N=76
30-
25
20
10
- Runoff
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (flours)
DESIGNED WET POND 9-17 Type// 24-hr Rainfall=6.41 "
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 21
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 1S: ORIG
Time Precip. Excess Runoff
thours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.05 0.00 0.00
1.60 0.11 0.00 0.00
2.40 0.17 0.00 0.00
3.20 0.24 0.00 0.00
4.00 0.31 0.00 0.00
4.80 0.38 0.00 0.00
5.60 0.47 0.00 0.00
6.40 0.56 0.00 0.00
7.20 0.66 0.00 0.03
8.00 0.77 0.01 0.18
8.80 0.90 0.02 0.46
9.60 1.07 0.05 0.79
10.40 1.28 0.11 1.58
11.20 1.61 0.23 3.73
12.00 4.25 1.93 98.33
12.80 4.86 2.42 6.76
13.60 5.15 2.66 4.25
14.40 5.35 2.82 3.20
15.20 5.51 2.96 2.71
16.00 5.64 3.07 2.20
16.80 5.75 3.17 1.99
17.60 5.86 3.26 1.81
18.40 5.95 3.34 1.63
19.20 6.03 3.41 1.44
20.00 6.10 3.47 1.26
20.80 6.17 3.53 1.21
21.60 6.23 3.58 1.17
22.40 6.29 3.63 1.13
23.20 6.35 3.69 1.10
24.00 6.41 3.74 1.06
24.80 6.41 3.74 0.00
25.60 6.41 3.74 0.00
26.40 6.41 3.74 0.00
27.20 6.41 3.74 0.00
28.00 6.41 3.74 0.00
28.80 6.41 3.74 0.00
29.60 6.41 3.74 0.00
30.40 6.41 3.74 0.00
31.20 6.41 3.74 0.00
32.00 6.41 3.74 0.00
32.80 6.41 3.74 0.00
33.60 6.41 3.74 0.00
34.40 . 6.41 3.74 0.00
35.20 6.41 3.74 0.00
36.00 6.41 3.74 0.00
36.80 6.41 3.74 0.00
37.60 6.41 3.74 0.00
38.40 6.41 3.74 0.00
39.20 6.41 3.74 0.00
40.00 6.41 3.74 0.00
40.80 6.41 3.74 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 6.41 3.74 0.00
42.40 6.41 3.74 0.00
43.20 6.41 3.74 0.00
44.00 6.41 3.74 0.00
44.80 6.41 3.74 0.00
45.60 6.41 3.74 0.00
46.40 6.41 3.74 0.00
47.20 6.41 3.74 0.00
48.00 6.41 3.74 0.00
DESIGNED WET POND 9-17
Prepared by GEORGE FINCH/BONEY AND ASSOC.
HydroCAD® 7.00 s/n 002626 © 1986-90n? Annfi,=A RA.-...__-
Subcatchment 2S: POST
Type 1124-hr Rainfall=6.41 "
Page 22
Runoff = 130.75 cfs @ 11.96 hrs. Volume= 6.185 af, Depth= 4.37'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=6.41"
Area (ac) CN Description
5.390 98 Paved parking & roofs
11.610 74 >75% Grass cover, Good, HSG C
17.000 82 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 2S: POST
Hydrograph
140-
130.75 ds
130
120
110
Type II 24-hr
100 Rainfall=6.41"
90 Runoff Area=17.000 ac
6 Runoff Volume=6.185 of
LL '° Runoff Depth=4.37"
60
50 Tc=5.0 min
4° - CN=82
20
10
0-
-M=L I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
38 40 42 44 46 48
Irk" (houR)
- Runoff
DESIGNED WET POND 9-17
Prepared by GEORGE FINCH/BONEY AND ASSOC.
HydroCAD® 7.00 s/n 002626 © 1986.2003 Applied Micrclrnm
Hydrograph for Subcatchment 2S: POST
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.80 0.05 0.00 0.00
1.60 0.11 0.00 0.00
2.40 0.17 0.00 0.00
3.20 0.24 0.00 0.00
4.00 0.31 0.00 0.00
4.80 0.38 0.00 0.00
5.60 0.47 0.00 0.03
6.40 0.56 0.01 0.19
7.20 0.66 0.02 0.37
8.00 0.77 0.04 0.57
8.80 0.90 0.08 1.00
9.60 1.07 0.14 1,38
10.40 1.28 0.23 2.45
11.20 1.61 0.41 5.19
12.00 4.25 2.42 110.74
12.80 4.86 2.96 7.37
13.60 5.15 3.21 4.60
14.40 5.35 3.39 3.45
15.20 5.51 3.54 2.91
16.00 5.64 3.66 2.36
16.80 5.75 3.76 213
17.60 5.86 3.86 1.93
18.40 5.95 3.94 174
19.20 6.03 4.02 1,54
20.00 6.10 4.08 1
34
20.80 6.17 4.14 ,
1
28
21.60 6.23 4.20 .
1,24
22.40 6.29 4.26 1.20
23.20 6.35 4.31 1.16
24.00 6.41 4.37 1.12
24.80 6.41 4.37 0
00
25.60 6.41 4.37 .
0.00
26.40 6.41 4.37 0.00
27.20 6.41 4.37 0
00
28.00 6.41 4.37 .
0
00
28.80 6.41 4.37 .
0
00
29.60 6.41 4.37 .
0
00
30.40 6.41 4.37 .
0.00
31.20 6.41 4.37 0
00
32.00 6.41 4.37 .
0.00
32.80 6.41 4.37 0
00
33.60 6.41 4.37 .
0.00
34.40 6.41
* 4.37 0
00
35.20 6.41 4.37 .
0
00
36.00 6.41 4.37 .
0.00
36.80 6.41 4.37 000
37.60 6.41 4.37 0
00
38.40 6.41 4.37 .
0
00
39.20 6.41 4.37 .
0.00
40.00 6.41 4.37 0.00
40.80 6.41 4.37 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 6.41 4.37 0.00
42.40 6.41 4.37 0.00
43.20 6.41 4.37 0.00
44.00 6.41 4.37 0.00
44.80 6.41 4.37 0.00
45.60 6.41 4.37 0.00
46.40 6.41 4.37 0.00
47.20 6.41 4.37 0.00
48.00 6.41 4.37 0.00
Type// 24-hr Rainfall=6.41 "
Page 23
DESIGNED WET POND 9-17 Type// 24-hr Rainfall=6.41 "
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 24
HydroCAM 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Subcatchment 3S: FLOW TO POND
Runoff = 41.95 cfs @ 11.96 hrs, Volume= 2.079 af, Depth= 5.13"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs
Type II 24-hr Rainfall=6.41"
Area (ac) CN Description
2.950 98 Paved parking & roofs
1.910 74 >75% Grass cover, Good HSG C
4.860 89 Weighted Average
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: FLOW TO POND
HvdroaraDh
46-
44-
42
40-
38-
36
34-
32
30=
28-
26-.
24-
0 22-
LL 20
18-
16
14
12-
0.
0 9 L R a
- Runoff
Type II 24-hr
Rainfall=6.41"
Runoff Area=4.860 ac
Runoff Volume=2.079 of
Runoff Depth=5.13"
Tc=5.0 min
CN=89
•.. 10 cv tc [q ieb 2a 30 32 34 36 38 40 42 44 46 48
Thee (hours)
611=6.41"
Page 26 NET POND 9-17
)/21/2007 Type 11 24-hr Rainfall=6.41 "
GEORGE FINCH/BONEY AND ASSOC. Page 25
10 s/n 002626 ©1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Subcatchment 3S: FLOW TO POND
n
DO
Excess Runoff
(inches) (cfs)
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.04
0.01 0.09
0.03 0.15
0.06 0.21
0.10 0.27
0.16 0.34
0.23 0.52
0.33 0.65
0.47 1.04
0.72 2.02
3.06 35.09
3.64 2.26
3.92 1.40
4.11 1.05
4.26 0.88
4.39 0.71
4.50 0.64
4.60 0.58
4.69 0.52
4.77 0.46
4.83 0.40
4.90 0.39
4.96 0.37
5.02 0.36
5.08 0.35
5.13 0.34
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
5.13 0.00
i.13 0.00
i.13 0.00
'•13 0.00
.13 0.00
•13 0.00
.13 0.00
13 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
41.60 6.41 5.13 0.00
42.40 6.41 5.13 0.00
43.20 6.41 5.13 0.00
44.00 6.41 5.13 0.00
44.80 6.41 5.13 0.00
45.60 6.41 5.13 0.00
46.40 6.41 5.13 0.00
47.20 6.41 5.13 0.00
48.00 6.41 5.13 0.00
DESIGNED WET POND 9-17 Type// 24-hr Rainfall=6.41 "
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 26
HydroCAD® 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Pond 1 P: RETENTION POND
Inflow Area = 4.860 ac, Inflow Depth= 5.13"
Inflow = 41.95 cfs @ 11.96 hrs, Volume= 2
079 of
Outflow =
Primary = 18.52 cfs @
18.52 cfs @ .
12.05 hrs, Volume= 2.048 af, Atten= 56%, Lag= 5.9 min
12
05 hrs
Volu
=

Secondary =
0.00 cfs @ .
,
me
2.048 of
0.00 hrs, Volume= 0.000 of
Routing by Stor-I nd method, Time Span= 0.00-48.00 hrs
dt= 0
04 hrs / 3
Peak Elev= 291.70'@ 12.05 hrs ,
.
Surf.Area= 8,815 sf Storage= 28
201 cf
,
Plug-Flow detention time= 87.8 min calculated for 2.046 of (98% of inflow)
Center-of-Mass det. time= 79.4 min ( 861.2 - 781.8 )
# Invert Avail.Stora a Storage Description
1 288.00' 40,149 cf Custom Stage Data (Pyramidal) Listed below
Elevation
(feet) Surf.Area Inc.Store Cum.Store Wet.Area

288.00 (sg-ft)
5
988 (cubic-feet) (cubic feet) (s tt)

289.00
290.00 ,
7,193
7
761 0 0 5,988
6,581 6,581 7,236

291.00 ,
8,366 7,475 14,057 7,901
8,062 22
118 8
604
292.00
293.00 9,007
9
689 ,
,
8,685 30,803 9,346
, 9,346 40,149 10,130
1 Primary 287.92'
2 Device 1 288.00'
3 Device 1 288.60'
4 Device 1 290.00'
5 Device 1 290.67'
6 Secondary 292.50'
18.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 286.74' S= 0-02957 n= 0.013 Cc-- 0.900
1.5" Vert. Orifice/Grate C= 0.600
1.00'x 0.25' Vert. Orifice/Grate X 3.00 C= 0.600
4.00'x 0.33' Vert. Orifice/Grate X 4.00 C= 0.600
2.00'x 2.00' HorlL Odfice/Grate Limited to weir flow C= 0.600
5.0' long x 15.0' 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=18.45 cfs @ 12.05 hrs HW=291.68' (Free Discharge)
L1=Culvert (Inlet Controls 18.45 cfs @ 10.4 fps)
2=Orifice/Grate (Passes < 0.11 cfs potential flow)
3=Orifice/Grate (Passes < 6.21 cfs potential flow)
-Orifice/Grate (Passes < 31.25 cfs potential flow)
-Orifice/Grate (Passes < 19.34 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0,00 hrs HW=288.00' (Free Discharge)
t-6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DESIGNED WET POND 9.17
Prepared by GEORGE FINCHISONEY AND ASSOC.
HydroCAD® 7.00 s/n 002626 © 1986-2003 AnoliPci Mie+rev --
Pond 1 P: RETENTION POND
Hydrograph
46
26
u
24
_ 22
a 20
16
12
10
s
Type// 24-hr Rainf611=6.41 "
Page 27
- IrHltj
- Inflow Area=4.860 ac Peak Elev=291.70'
Storage=28,201 cf
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
DESIGNED WET POND 9-17 Type 11 24-hr Rainfall=6.49"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 28
HydroCADO 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Pond 1 P: RETENTION POND
Time
(ho Inflow Storage Elevation Outflow Primary Secondary
urs) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00
2
00 0.00
0
00 0 288.00 0.00 0.00 0.00
.
4.00 .
0.04 0
39 288.00
288
01 0.00
0
00 0.00 0.00

6.00
0.18
747 .
288.11 .
0.01 0.00
0
01 0.00
0
00
8.00
10
00 0.34
0
81 2,438 288.37 0.03 .
0.03 .
0.00
.
12.00 .
35.09 4,979
26,638 288.76
291
52 0.65
17
96 0.65 0.00

14.00
1.16
6,887 .
289.04 .
2.07 17.96
2.07 0.00
0
00
16.00
18
00 0.71
0
55 5,119 288.78 0.78 0.78 .
0.00
.
20.00 .
0.40 4,898
4,706 288.74
288
72 0.58
0
43 0.58 0.00

22.00
0.37
4,634 .
288.70 .
0.37 0.43
0
37 0.00
0
00
24.00
26
00 0.34
0
00 4,593 288.70 0.34 .
0.34 .
0.00
.
28.00 .
0.00 3,871
3
570 288.59
288
54 0.04
0
04 0.04 0.00

30.00
0.00 ,
3,282 .
288.50 .
0.04 0,04
0
04 0.00
0
00
32.00
34
00 0.00
0
00 3,008 288.46 0.04 .
0.04 .
0.00
.
36.00 .
0.00 2,748
2,501 288.42
288
38 0.04
0
03 0.04 0.00

38.00
40
00
0.00
2,269 .
288.34 .
0.03 0.03
0.03 0.00
0
00
.
42
00 0.00
0
00 2,050 288.31 0.03 0.03 .
0,00
.
44.00 .
0.00 1,844
1,653 288.28
288
25 0.03
0
03 0.03 0.00

46.00
48.00
0.00
0
00
1,475 .
288.22 .
0.02 0.03
0.02 0.00
0.00
. 1,312 288.20 0.02 0.02 0.00
DESIGNED WET POND 9-17 Type 1124-hr Rainfall=1.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 29
HydroCADO 7.00 s/n 002626 © 1986-2003 Applied Microcomputer Systems 9/21/2007
Pond 1 P: RETENTION POND
Inflow Area = 4.860 ac, Inflow Depth = 0.28"
Inflow = 2.48 cfs @ 11.97 hrs, Volume= 0.115 of
Outflow =
Primary = 0.04 cfs @ 19.78 hrs, Volume= 0.094 af, Atten= 98%, Lag= 468.8 min
0
04 cfs @ 19
78 h
.
.
rs, Volume= 0.094 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-I nd method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs / 3
Peak Elev= 288.52'@ 19.78 hrs Surf.Area= 6,614 sf Storage= 3
417 cf
,
Plug-Flow detention time= 884.3 min calculated for 0.094 of (81% of inflow)
Center-of-Mass det. time= 801.2 min ( 1,666.9 - 865.7 )
# Invert Avail.Stora a storage Description
1 288.00' 40,149 cf Custom Stage Data (Pyramidal) Listed below
Elevation
(f
t) Surf.Area lnc.Store Cum.Store Wet.Area
ee (sq-ft) (cubic-feet) (cubic feet)
(sq ft)
288.00 5,988 0 0 5
988
289.00
290.00 ,
7,193 6,581 6,581 7,236
7
761

291.00 ,
7,475 14,057 7,901
8,366 8,062 22,118 8
604
292.00
293.00 ,
9,007 8,685 30,803 9,346
9
689
,
9,346 40,149 10,130
_ # Routing Invert Outlet Devices
1 Primary 287.92' 18.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200

2 Device 1 Outlet Invert= 286.74' S= 0.02957 n= 0.013 Cc= 0.900
288.00' 1.5" Vert. Orifice/Grate C= 0.600
3 Device 1 288.60' 1.00' x 0.25' Vert. Orifice/Grate X 3.00 C=0
600
4 Device 1 .
290.00' 4.00' x 0.33' Vert. Orifice/Grate X 4.00 C=0
600
5 Device 1
6 Secondary .
290.6T 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
292
50' 5
'
'
.
.0
long x 15.0
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
iary OutFlow Max=0.04 cfs @ 19.78 hrs HW=288.52' (Free Discharge)
culvert (Passes 0.04 cis of 2.17 cis potential flow)
-2=Orifice/Grate (Orifice Controls 0.04 cfs @ 3.3 fps)
-3=0rifice/Grate (Controls 0.00 cfs)
?4-=Orifice/Grate (Controls 0.00 cfs)
-5-Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=288.00' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DESIGNED WET POND 9-17 Type// 24-hr Rainfall=1.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 30
HydroCAD® 7.00 s/n 002626 ® 1986-2003 Applied Microcomputer Systems
9/21 /2on?
Pond 1 P: RETENTION POND
Hydrograph
u
LL
- IrMow
- Ouflbw
Inflow Area=4.860 ac = I
"
Peak Elev=288.52'
Storage=3,417 cf
1
0 2 6 8 10 12 1' UMMOMMMMi
16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
TMm (hours)
DESIGNED WET POND 9-17 Type 1124-hr Rainfall=1.00"
Prepared by GEORGE FINCH/BONEY AND ASSOC. Page 31
HydroCAD® 7.00 s/n 002626 ® 1986-2003 Applied Microcomputer Systems 9/21/2007
Hydrograph for Pond 1 P: RETENTION POND
Time Inflow Storage Elevation Outflow Primary Secondary
thours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 288.00 0.00 0.00 0
00
2.00 0.00 0 288.00 0.00 0.00 .
0
00
4.00 0.00 0 288.00 0.00 0.00 .
0
00
6.00 0.00 0 288.00 0.00 0.00 .
0
00
8.00 0.00 0 288.00 0.00 0.00 .
0
00
10.00 0.00 0 288.00 0.00 0.00 .
0
00
12.00 2.25 1,361 288.21 0.02 0.02 .
0
00
14.00 0.10 2,925 288.44 0.04 0.04 .
0
00
16.00 0.06 3,243 288.49 0.04 0.04 .
0
00
18.00 0.05 3,378 288.51 0.04 0.04 .
0
00
20.00 0.04 3,416 268.52 0.04 0.04 .
0
00
22.00 0.04 3,394 288.52 0.04 0.04 .
0
00
24.00 0.03 3,357 288.51 0.04 0.04 .
0
00
26.00 0.00 3,088 288.47 0.04 0.04 .
0
00
28.00 0.00 2,823 288.43 0.04 0.04 .
0
00
30.00 0.00 2,573 288.39 0.03 0.03 .
0
00
32.00 0.00 2,336 288.35 0.03 0.03 .
0
00
34.00 0.00 2,113 288.32 0.03 0.03 .
0
00
36.00 0.00 1,904 288.29 0.03 0.03 .
0
00
38.00 0.00 1,708 288.26 0.03 0.03 .
0
00
40.00 0.00 1,526 288.23 0.02 0.02 .
0
00
42.00 0.00 1,359 288.21 0.02 0.02 .
0
00
44.00 0.00 1,204 288.18 0.02 0.02 .
0
00
46.00 0.00 1,064 288.16 0.02 0
02 .
0
00
48.00 0.00 938 288.14 0.02 .
0.02 .
0.00
Practice Standards and Specffications
construction site.
Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
Practice Applies public road or other paved off-site area. Construction plans should limit traffic
to properly constructed entrances.
Design Criteria Aggregate Size-Use 2-3 inch washed stone.
Dimensions of gravel pad-
Thickness: 6 inches minimum
Width: 12-feet minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-feet minimum
Location-Locate construction entrances and exits to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades, and entrances at curves in public roads.
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va MCC),
6.06.1
IN" 11
I I I Definition A graveled area or pad located at points where vehicles enter and leave a
1 % Temp. Div. Ditch
Worksheet for Triangular Channel
Project Description
Project File c:\haested\academic\fmw\05061.fm2
Worksheet Temp. Div. Ditch
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.022
Channel Slope 0.010000 ft/ft
Left Side Slope 1.500000 H : V
Right Side Slope 1.500000 H : V
Discharge 10.00 cfs
Results
Depth 1.24 ft
Flow Area 2.30 ft2
Wetted Perimeter 4.47 It
Top Width 3.72 ft
Critical Depth 1.23 ft
Critical Slope 0.010611 fttft
Velocity 4,34 ft/s
Velocity Head 0.29 ft
Specific Energy 1.53 ft
Froude Number 0.97
Flow is subcritical.
03/06/08 Academic Edition FbwMaster v5.17
02:36:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
STORM DRAINAGE SCHEDULE
KEY
CI-1
CI-2
YI-3
DI-4
JB-5 TYPE STRUCTLRE
Curb Inlet
Curb Inlet
Yard Inlet
Drop Inlet
Junction Box DETAIL
1 IL-113
1 L-113
-5/1-- 113
3/1-- 113
4/L-1 13 TOP EL
311.50
303.11
303.25
300.50
300.90 MET EL
310.83
302.45
302.50
300.50 . WV. IN

298.85

297,15(0-25 WV. OUT
306.00
298.75
299.50
297.50 DKX34 JM
0.26 CFS
1.27 CFS
1.37 CFS
1.70 CFS DISCHARGE PPE
96 LF-15" RCP
73 L.F-15" RCP
76 LF-15" RCP
64 LF-15" RCP
297.15 YI-3

YI-6
DI-7
DI-8
YI-9
Yard Inlet
Drop Inlet
Drop Inlet
Yard Inlet
5/L- 113
311-- 113
3 L-113
5/1-- 113
299.50
300.75
300.50
299.50
298.75
300.75
300.50
298.75 297.15 DI-4
294.50

296.10
290.75 YI-6 297.05
292.00
297.00
296.00 4.34 CFS
8.09 CFS
2.18 CFS
2.55 CFS 71 LF-15" RCP
153 LF-18" RCP
55 LF-15" RCP
79 LF-15" RCP
290.75 DI-8 289.71 14.43 CFS 126 LF-24" RCP

DI-10
CI-11
DI-12 Drop Inlet
Curb Inlet
Drop Inlet 3/L- 113
1/L-1 13
3/1-- 113 300.50
300.33
300.00 300.50
299.66
300.00
296.56
296.50 297.25
296.46 EX 1.25 CFS
2.22 CFS 75 LF-15" RCP
EX 42 LF-12"RCP

CI-13
CI-14
Curb Inlet
Double Curb Inlet
1/L-1 13
1/L-1 13
314.90
3
314.24 AS IS 296.24
310.80 2.64 CFS
1.08 CFS EX 93 LF-12"RCP
76 LF-15" RCP

TDI-15A
Trench Drop Inlet
ref
' 13.52 312.85 309.00 300.00 4.02 CFS 74 LF-15" RCP

DI-15B
Drop Inlet . s ec
s
3/L- 113 300.40 300.40 297.90 3.40 CFS 53 LF-12" PVC

DI-16
Drop Inlet -
3 L-113 301.04
300 301.04 297.50 297.40 3.40 CFS 45 LF-15" RCP

DI-17
Drop Inlet
3 L-113 .75
300 300.75 297.20 0.16 CFS 20 LF-15" RCP
.58 300.58 297.00 D1-16

DI-18
Drop Inlet
3 L-113
301
05 297.00 DI-15B 296.80 5.27 CFS 54 LF-18" RCP
. 301.05 296.50 DI-14

DI-19
Drop Inlet
3/L- 113
3 296.50 DI-17 296.40 9.24 CFS 60 LF-18'RC P

DI-20
Drop Inlet
3/L- 113 02.50 302.50 295.80 295.70 9.34 CFS 160 LF-18" RCP

DI-21
Drop Inlet -.
3/L- 113 300.10
3 300.10 296.50 2.11 CFS 70 LF-15" RCP

YI-22
Yard Inlet
5 L-113 00.34
305 300.34 295.60 295.50 3.70 CFS 64 LF-15" RCP

DI-23
Drop Inlet
3/L- 113 .00
300 304.25 300.00 1.56 CFS 68 LF-15" RCP
.34 300.34 294.00 DI-19

294.80YI-21

DI-24
Drop Inlet
3/L----11 3 296.00 YI-22 294.00 13.64 CFS 112 LF-24" RCP

CI-25
Curb Inlet
1/L-1 13 297.35 297.35 292.00 1.56 CFS 90 LF-15" RCP
299.85 299.19 291.00 DI-24

FES-26
Fleared End Section 291.00 DI-23 289.00 15.71 CFS 49 LF-24" RCP
288.25

DI-27 Drop Inlet 3/L- 113 3

DI-28
Drop Inlet
3 L-113 00.30
29 300.30 296.00 3.32 CFS 96 LF-15" RCP

DI-29
Drop Inlet
3/1
- 113 9.70
2 299.70 294.75 294.65 3.80 CFS 78 LF-15" RCP

DI-30
Drop Inlet -
3/1
- 113 99.70
29 299.70 295.70 2.02 CFS 70 LF-15" RCP
- 9.30 299.30 292.75 DI-28

DI-31
Drop Inlet
3 L-113 292.75 DI-29 292.65 6.71 CF-r% 79 LF-15" RCP

DI-32
Drop Inlet
3/L- 113 298.30
29 298.30 291.75 291.25 9.94 CFS 75 LF-18" RCP

FES-33
Fleared End Section 2.00 292.00 289.75 289.65 10.68 CFS 70 LF-18" RCP
288.25

CI-34 Curb Inlet 1/L-1 13 311

CI-35
Curb Inlet
1/L-1 13 .00
3 310.33 307.00 0.91CFS 210 LF-15" RCP
04.10 303.43 299.90 CI-34

CI-36
Curb Inlet
1/L-1 13
3 EX:300.8 (+/-5 299.00 27.05 CFS* 74 LF-24" RCP

CI-37
Curb Inlet
1 L-113 03.45 302.78 298.00 297.90 31.18 CFS* 104 LF-24" RCP
301.97 301.30 288.54 YI-7

CI-38 Curb Inlet 1/L-1 13 36
296.00 11 287
0

CI-39
Double Curb Inlet
1 L-113 300.80 300.15 1 . 27.61 CFS* 132 L.F 24" RCP

EW-40
End Wall
1 L-122 299.45 299.62 285.10 283.80 33 LF-48" RCP
283.67 90.84 CFS*
"*"Denotes Pipes Shown/ Designed with F„u-Flnw r?,,,, *-f;.-
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