20090119 Ver 2_More Info Received_20090605

d
5-Jun-09
TO: Joseph Gyamfi, PE - NC DWQ 401 Express Permitting Unit
FROM: Steven J. Miller, PE - CLH Design, PA
RE: JAMESTOWN MIDDLE SCHOOL SMP REVIEW
DWQ EXP # 09-0119v2
COMMENT RESPONSES
CC: File (1277-prmt)
Dear Joseph:
Attached please find the following documents that have been revised in response to your comments
dated June 2, 2009 for the above referenced project:
2 copies of revised Calculation Pages
2 copies of revised Drawings
Responses to Comments
Comment 1: Wet Pond 2 (Use of Floating Curtain as Flow Elongation Baffle): Since the baffle
would be permanently installed in the pond, the material must be durable...
Response: We have revised the dimensions of the pond enlongate the length to width ratio and
allow the flow elongation baffle to be eliminated. Revised calculation pages and
drawings are attached which document the revision.
Joseph, I trust these revisions are sufficient to allow your continued review and approval of this
application. Please call or email with any additional comments or questions. Thank you for your very
quick review.
Sincerely,
DF 5 f0o U
?,vos,?,osTrFRQU?? 9
CLH design, p.a. ? Ra
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
Phone: [phone] Fax.-(919)319-75I6
DWQ SMP L-3.doc
S ?
?.
NGDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
June 2, 2009
DWQ EXP # 09-0119v2
Guildford County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr, Andrew LaRowe
Guildford County Schools
617 West Market Street
Greensboro, NC 27401
Subject Property: Jamestown Middle School
STORMWATER MANAGEMENT PLAN (SMP)
REQUEST FOR MORE INFORMATION
Dear Mr. LaRowe:
On May 29, 2009, the Express Review Program of the Division of Water Quality (DWQ) received your
additional information for the subject project. The DWQ has determined that your application still
requires additional information. Please provide the following information so that we may continue to
review your project and prevent return of your application as required by 15A NCAC 211.0506:
Additional Information Requested
Wet Pond 2 (Use of Floating Curtain as Flow Elongation Baffle):
Since the baffle would be permanently installed in the pond, the material must be durable and
strong, and should not wear out, deteriorate, fold or crumble with time. It should be rigidly fixed
and stable to allow the water to meander around it or flow through some open (curt) windows.
And lastly, the 13MP Manual requires that the top elevation of the baffle should, at least, coincide
with the temporary pool elevation.
Please make sure that the baffle material and its installation meet the above criteria. In addition,
please provide a cross section of pond 2 along the longitudinal section of the baffle showing
detailed installation information such as anchors, connection seals and seams, bottom and top
elevations, etc. and revise any affected sheet(s) accordingly.
Please respond within five (5) days of the date of this letter by sending two (2) copies of the above
information and any revisions in writing. The Express Review Program is a process that requires all
parties to participate in a timely manner.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or
protected buffers. Please be aware that any impacts requested within your application are not authorized (at
this time) by the DWQ.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
Location: 2321 Crabtree Blvd., Raleigh, North Carolina 27604
Phone: [phone] t FAX: [phone]
Internet: http:/Ih2o.enr.slate.nc.us/ncwetlands/
One
NOrthCarolina
Naturally
An Equal Opportunity I Affirmative Action Employer
Jamestown Middle School
Andrew LaRowe
Page 2 of 2
June 2, 2009
Please contact Joseph Gyainfi or Lia Myott Gilleski at 919-733-1786 if you have any questions regarding or
would like to set up a meeting to discuss this matter.
Sincerely,
07q-eA k lei'
Cyndi Karoly, Supervisor
401 Oversight/Express Review Program
CBK/jg
cc: File copy
Sue Homewood, WSRO
USACE Raleigh Field Office
Steven Miller, CLL-I Design, P.A., 400 Regency Forest Drive, Suite 120, Raleigh, NC 27609
•
O C?
DESIGN CALCULATIONS
CIVIL/SITE WORK
.JAMESTOWN MIDDLE SCHOOL,
HARVEY ROAD
JAMESTOWN, NORTH CAROLINA
C7

MAY 12, 2009
JUNE 5, 2009 (REV)

CLH design, p.a.
MacGregor Park, 121 Edinburgh South, Suite 203
Cary, North Carolina 27911
Phone. [phone] Fa K- (919) 319- 7916
``????ii nrrrrrri
CAR
f -
02 625
•
STORMWATER MANAGEMENT
0
0
Stormwater Management Narrative
New Jamestown Middle School
12-May-2009
05-Jun-2009 (Rev)
Site Description
The site of the proposed New Jamestown Middle School includes two tracts of land located on Harvey
Road near Jamestown in Guilford County. The site is 68.67-ac of partially wooded, sloping land that
drains to an unnamed tributary of Deep River that runs along the westernmost portion of the site. The
site is located in the Watershed Critical Area (WCA), Tier 4 of the Lower Randleman Lake (Deep River)
watershed. Several buffered perennial and intermittent streams and wetlands exist on the site.
Approximately 17.97 acres of the 68.67 acre site are contained within areas of stream buffers and
wetlands, resulting in a useable site area of 50.70 acres (68.67 - 17.97 = 50.70). Slopes grader that 15%
adjacent to streams were waived as a requirement for this site by the Guilford County Environmental
Review Board. Development of the new school will require the disturbance of approximately 38 acres of
the site and result in a total of 10.67 acres of impervious surface area. The final impervious surface areas
will equal 15.5% of the entire property and 21.0% of the usable area. Approximately 55% of the entire
property will be disturbed during construction equating to 75% of the usable area.
Stormwater Management
• Stormwater management is proposed to meet the requirements of the Watershed Protection Ordinance of
the Town of Jamestown. This ordinance and the location of the project requires compliance with the
NPDES Phase II stormwater regulations and the Watershed Critical Overlay District regulations.
Stormwater quality and quantity will be managed on-site primarily by four proposed wet detention ponds.
The ponds have been designed to remove 90% total suspended solids from the volume of run-off
generated by a 1-in rainfall and provide additional temporary storage to assist in reducing the peak
stormwater discharges from the developed site to less than pre-development peak values for the 1-yr/24-
hr storm event. A small orifice is provided in each pond at the permanent pool elevation to draw down
the 1-in volume over a period of 2-5 days. No level spreaders are required for the wet detention ponds
since the ponds have been designed to remove 90% total suspended solids.
The ponds were routed to ensure they could safely pass the 100-yr storm event. The ponds were not
designed to provide considerable attenuation of storms exceeding the 1-yr/24-hr event.
The table on the following page summarizes the water quality and quantity design criteria for each pond.
Supporting calculations follow.
0
New Jamestown Middle School - Stormwater BMP Summa •
Wet Detention Ponds
Pond 1 Pond 2 Pond 3 Pond 4

Drainage Area, ac 17.88 7.98 3.18 5.35
Impervious Area, ac 4.03 4.77 0.82 1.12
Pervious Area, ac 13.85 3.21 2.36 4.23
Runoff Coeff (Cc) 0.45 0.69 0.47 0.44

Stormwater Quality

% Impervious 22.5% % 26% 21%
Permanent Pool Depth, ft 3.0 3.5 3.0 3.0
Required SA/DA 2.68 3.19 3.04 2.50
Required Surface Area, sf 20,868 11,089 4,206 5,833
Surface Area Provided, sf 21,050 8,390 10,240
Avg. Perm. Pool Depth Provided, ft 3.70 L 3.57 3.59
Provided SA @ 1" WQ Vol., sf 25,190 17,202 10,590 12,920

Design Storm Rainfall, in 1.00 1.00 1.00 1.00
Required W.Q. Vol., cf 16,411 17,032 3,256 4,630
Stage @ Req'd W.Q. Volume, ft 0.70 1.20 0.50 0.70
Total W.Q. Vol. Provided, cf (stage) 16,469 18,938 4,745 8,269
Detention Time, days 2.6 3.1 2.4 2.0

Stormwater Detention

Allowable Q1/24 PRE, cfS 28.89* 8.90
Actual QUn4POST, cfs 23.72* 4.64
Reduction a Yes
* Note:
Discharges from Ponds 1,2 and 3 contribute to a drainage basin to a single analysis point therefore their allowable discharges are cumulative.
The three ponds all contribute to meeting the peak discharge requirements at Analysis Point 'C'.
•
0
PROJECT NAME
Jamestown Middle School
• LOCATION
Guilford County. NC
Drainage Area, (DA) =
Impervious Area c= 0.95
Pervious Area c= 0.30
Cc =
CN= Wilkes (Type C)
Permanent Water Quality Pool
% Impervious =
Permanent Pool Design Depth =
SA / DA Ratio =
Required Surface Area =
Permanent Pool Volume Req.=
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) =
C
Surface Area Provided:
Permanent Pool Max. Depth =
Area of Pond Bottom (Above PSS) _
Area Bottom of Shelf=
Area of Permanent Pool=
Area Top of Shelf=
Perm. Pool Volume Provided=
Avg. Perm. Pool Depth Provided=
Surface Area at 1" Storage Volume=
DATE
6-5-09
P ,
PROJECT NO
i'
1277
BY
KAL
7.98 ac 11 Pre= 3.38 in/hr
4.77 ac CcPre= 0.30
3.21 ac Q1 Pre= 8.09 cfs
0.69 11 Post= 3.12 in/hr
89.0 Q1 Post= 17.14 cfs
59.8 %
3.50 ft
0)
3.19 (from Tbl. 1.1)
11,089 sf
38,811 cf
1.00 in
0.59 inAn
17,031.96 cf
5.00 ft
4,943 sf
10,862 sf
13,369 sf
16,034 sf
45,311 cf
3.727 ft
17,202 sf
(Typically 1-in)
(EL= 751.00)
(EL= 755.50)
(EL= 756.00)
(EL= 756.50)
> 38,811 OK
> 3.50 OK
(EL= 757.20)
1" Storage Volume Provided= 18,983 cf > 17,032 OK
Temp. Storage Depth above Dewatering Hole = 1.20 ft
Diameter of Dewatering Hole = 2.00 in 1
Detention (Draw-Down) Time = 3.1 days ® (2-5 days Required)
T days=(Temp. Storage Vol / (0.6 * A * (2*g*(h))^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate= 0.11 cfs
Permanent Pool Volume= 45,311 cf > 38,811 OK
Forebay Volume Required = 9,062 cf
Forebay Volume Provided = 9,434 cf
20.8
Tahle 1.1
•
SA / DA Ratios 90% TSS efficiency
Permanent Pool Depth (ft)
% Impervious 3.0 4.0 5.0 6.0
10 0.90 0.80 0.60 0.50
20 1.50 1.10 1.00 0.90
30 1.90 1.70 1.40 1.30
40 2.50 2.00 1.80 1.60
50 3.00 2.50 2.00 1.90
60 3.50 2.80 2.50 2.20
70 4.00 3.30 2.80 2.50
80 4.50 3.80 3.30 2.80
90 5.00 4.00 3.50 3.00
s:11 3 1 910 0 0 11ca1cs11277-PondSize-Pond 2 rev 90percent- 2nd submittaIALS printed: 6/5/2009 12:02 PM
Page 1 of 3
DATE
..
6-5-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
Ij.
LOCATION BY
Guilford County, NC KAL
-s r
Pond Stage / Storage Detail r Y
Stage (ft) Elevation Area (0 Storage (ct)
-6.50 749.50 130 390

-6.00
750.00
3,816
1,377 I
-5.50 750.50 4,371 3,423 Top of Sed. Stor. in Forebay
-5.00 751.00 4,943 5,752 Top of Sed. Stor. in Main Pm
-4.50 751.50 5,533 8,371
-4.00 752.00 6,141 11,289
-3.50 752.50 6,766 14,516
-3.00 753.00 7,409 18,060
-2.50 753.50 8,068 21,929
-2.00 754.00 8,743 26,132
-1.50 754.50 9,434 30,676
-1.00 755.00 10,141 35,570
-0.50 755.50 10,862 40,821 Inside of Shelf Elev.
0.00 756.00 13,369 46,878 Normal Pool Elev.
0.50 756.50 16,034 54,229 Outside of Shelf Elev.
1.00 757.00 16,865 62,454
1.50 757.50 17,709 71,097
2.00 758.00 18,568 80,167
Forebay Baffle Volume
Stage (ft) Elevation Area (sf) Total Vol (cf) Solid Vol (cf)` ' 40% Voids
-6.00 750.00 1,020 0 0
-5.50 750.50 414 359 215
-5.00 751.00 442 573 344
-4.50 751.50 462 799 479
-4.00 752.00 472 1,032 619
-3.50 752.50 472 1,268 761
-3.00 753.00 464 1,502 901
-2.50 753.50 447 1,730 1,038
-2.00 754.00 419 1,946 1,168
-1.50 754.50 382 2,147 1,288
-1.00 755.00 336 2,326 1,396 Inside of Shelf Elev.
-0.50 755.50 281 2,480 1,488
0.00 756.00 246 2,612 1,567 Normal Pool Elev.
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s:\1319\0001\c lm\1277-PondSize-Pond 2 rev 90pe nt- 2nd submittaIALS printed: 6/5/2009 12:02 PM Page 2 of 3
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DATE
t< < 6-5-09 ,:-
?. r
n

PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Forebay Volume
Stage (ft) Elevation Area ( so Storage (co'
-6.50 749.50 166 917
-6.00 750.00 286 1,030
-5.50 750.50 415 1,205 Top of Sed. Stor. in Forebay
-5.00 751.00 559 1,449
-4.50 751.50 718 1,768
-4.00 752.00 893 2,171
-3.50 752.50 1,082 2,665
-3.00 753.00 1,288 3,257
-2.50 753.50 1,508 3,956
-2.00 754.00 1,741 4,768
-1.50 754.50 1,988 5,701
-1.00 755.00 2,248 6,760
-0.50 755.50 2,519 7,951 Inside of Shelf Elev.
0.00 756.00 3,411 9,434 Normal Pool Elev.
Anti-Floatation
Invert of Riser: 752.00 ft
Crest of Riser: 757.00 ft
Inside Width of Riser 4.00 ft
Inside Length of Riser: 4.00 ft
Riser Wall Thickness: 8.00 in
Volume of Riser: 142.22 cf
Volume of Riser Walls: 62.22 cf
Weight of Concrete: 150 Ibs/cf
Buoyancy Force: 62.4 Ibs/cf
Weight of Riser Walls: 9,333 Ibs
Buoyancy Force of Riser: 8,875 Ibs
Weight of Riser minus Buoyancy Force 459 Ibs
Width of Anchor extension 6 in
Thickness of Anchor extension 12 in
Weight of Water acting on anchor exten sion 3640 Ibs
Weight of extension required (concrete) None Ibs
Safety Factor (SF) 1.3
Weight of extension required with SF 0 Ibs
Anchor Length: 6.33 ft
Anchor Width: 6.33 ft
Volume of Anchor: 40 cf
Weight of Proposed Anchor 6017 Ibs
Is Anchor sufficient? YES
Total Downward Force: 18,990 lbs
Total Boyancy Force: 8,875 Ibs
Total Safety Factor: 2.1
s*N319\0001\calcs\1277-PondSize-Pond 2 rev 90percenl- 2nd submittaIALS printed: 6/5/2009 12:02 PM Page 3 of 3
Permit
•
(to be provided by DWQ)
AMA ?Y W ATER
? W
NCDENR '__1)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required gems Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
IL PROJECT INFORMATION
Project name Jamestown Middle School
Contact person Steven Miller, PE
Phone number 919-319-6716
Date 6/5/2009
Drainage area number Pond 2
11. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post-development
% impervious
Design rainfall depth
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
. 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 storm 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
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation) I
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.
• Elevation of the top of the additional volume
347,6101}2
207,785 ft2
59.78 %
1.0 in
17,032 ft3
18,983 ft3
ft3
ft3
ft3
0 ft3
ft3
Y (Y or N)
3.0 in
OK
OK, volume provided is equal to or in excess of volume required.
0.30 (unitless)
0.69 (unitless)
3.12 in/hr OK
7.54 ft3/sec
17.14 ft3/sec
9.60 ft3/sec
757.20 fmsl
756.00 fmsl
742.00 fmsl
756.50 fmsl
755.50 fmsl
751.00 fmsi
750.00 fmsl
1.00 It
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.6r2/20/09 Parts I. & H. Design Summary, Page 1 of 2
?u. uc;oiuxirirymmAiiuty
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Ap._,,,
Area, bottom of 1 Oft vegetated shelf, Aboi ?wr
Area, sediment cleanout, top elevation (bottom of pond), kca,.d I
Volumes
Volume, temporary pool
Volume, permanent pool, VP?youa
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SAIDA Table Used?
SA/DA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vp p,,
Area provided, permanent pool, Ae,,,_pDa
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, AP?,,,,j,?d
Area, bottom of 1 Oft vegetated shelf, k, t
Area, sediment cleanout, top elevation (bottom of pond), Aa
"Depth' (distance b/w bottom of 1 Oft shelf and top of sedimf
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
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
Permit No.
(to be provided by DWQ)
•
17,202 ftz _
11,089 ftz
3.19 (unitless)
13,369 ft1 OK
10,862 ft`
4,943 ft`
18,983 ft3 OK
45,311 ft3
9,434 ff3
20.8% % OK
90 %
N (Y or N)
Y (Y or N)
3.19 (unitless)
N (Y or N)
.....____.....__.__.ft3
ft1
ft
ft
Y (Y or N)
13,369 ft2 OK
10,862 ft1 OK
4,943 ftz OK
4.50 ft OK
3.73 ft OK
3.5 ft OK
Y (Y or N)
2.00 in
in2
0.60 (unitless)
1.20 ft
N (Y or N)
(unitess)
(unitless)
ft
ft
7.54 ft3/sec OK
17.14 ft3/sec OK
0.11 ft3/sec
3.10 days OK, draws down in 2-5 days.
Drawdown time varyinq from expected value by more than a half day.
3 :1 OK
10 :1 OK
10.0 ft OK
T l Insufficient flow path to width ratio. Must not short-circuit pond.
3.0 :1 OK
Y (Y or N) OK
1.0 ft OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
4-IN WITH GATE VALVE
•
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Form SW401-Wet Detention Basin-Rev.6-2/20/09 Parts I. & 11. Design Summary, Page 2 of 2
•
STORMWATER MANAGEMENT
1-yi? PRE f POST" DEmLOPINENT ANALYS'IS'
•
0
•
U
r1
L?

DATE _ J
4-7-09
PROJECT NAME PROJECT NO __-
I ~" ' (I IJ
Jamestown Middle School 1277 (
LOCATION BY
Jamestown, NC KAL

Post-Development: Rational Method
Site Area = 27.86 ac Tc = 15.0 m in Q1, = 44.95 cfs
Wt. CN = 82.2 Q2, = 56.16 cfs
Site Soils: Wilkes (Soil Group C) Q100-,,,. = 81.47 cfs
I1-yr 2.93 in/hr
I2_n 3.66 in/hr
1100-yr? 5.31 in/hr
Wooded Area: 1.20 ac CN= 73 C = 0.20
Impervious Area: 9.62 ac CN= 98 C= 0.95
Lawn Area: 17.04 ac CN= 74 C= 0.35
Weighted C: 0.55
Weighted CN: 82.2

Post-Development: Rational Method
Site Area = 1.18 ac Tc = 15.0 min Q1_' = 1.11 cfs
Wt. CN = 76.0 Q2-, = 1.39 cfs
Site Soils: Wilkes (Soil Group C) Q100-, = 2.01 cfs
I1_yr 2.93 in/hr
12-n 3.66 in/hr
1100-N 5.31 in/hr
Wooded Area: 0.75 ac CN= 73 C= 0.20
Impervious Area: 0.13 ac CN= 98 C= 0.95
Lawn Area: 0.30 ac CN= 74 C= 0.35
Weighted C: 0.32
Weighted CN: 76.0
r
e
w
YP#S
Pond
Post-Development: Rational Method
Site Area = 18.99 ac Tc = 15.0 min Q1-' = 13.54 cfs
Wt. CN = 73.3 Q2-, = 16.91 cfs
Site Soils: Wilkes (Soil Group C) Q100-n = 24.54 cfs
11_n 2.93 in/hr
I2-yr 3.66 in/hr
1100-yr 5.31 in/hr
Wooded Area: 13.50 ac CN= 73 C= 0.20
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 5.49 ac CN= 74 C= 0.35
Weighted C: 0.24
Weighted CN: 73.3
PROJECT NAME
Jamestown Middle School
LOCATION
Jamestown, NC
Pre-development:
Q1-yr =
Q1oo-yr =
Site-Bypass
Q1-yr =
Q1oo-yr =
Pond Off-site
Q1-yr =
Q1oo-yr =
Total Allowable
Q1-yr =
Q1oo-yr =
28.89 cfs
56.73 cfs
13.54 cfs
24.54 cfs
1.11 cfs
2.01 cfs
4 7-09 19W 4-5-6
PROJECT NO
1277
BY
KAL
1
(Pre-development - Area Bypass + Pond Offsite Area)
16.46 cfs (Allowable Rates only Apply to 1-yr Storm per NPDES Ph II)
34.20 cfs
Pond Discharges (from Pond Routing Results)
Pond 1
Q1-yr = 4.64 cfs
Q1oo-yr = 110.24 cfs
Pond 2
Q1-yr = 5.25 cfs
Q1oo-yr = 55.94 cfs
Pond 3
Q1-yr = 1.40 cfs
Q1oo-yr = 16.71 cfs
Total Combined fr s
Q1.yr = 11.29 cfs < 16.46 cfs OK
Q1oo-yr = 182. cfs
Total Discharge at Analysis Point C From Area within Property Limits
Combinded Pond Discharges: Q1-yr = =1.29cfs
Flow that By-Passes Ponds: Q1-yr = 13.54 cfs
Off-Site Flow through Site: Q1-yr = -1.11 cfs
Total: Q1-yr =
!tear C@ /:c "4 r CEE?
C.
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STORMWATER MANAGEMENT
BMP HYDROGAmpHS
0
9
Hydrograph Summary Report
Page 1

No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 28.48 1 723 81,809 --- ---- ----- Area To Pond 1
2 Reservoir 4.64 1 750 61,706 1 777.46 36,695 Route Pond 1
4 21.21 1 721 54,036 -- ---- ---- Area to Pond 2
5 Reservoir 5.25 1 734 33,461 4 757.68 27,566 Route Pond 2
7
i SCS Runoff 6.05 1 721 14,645 -- Area to Pond 3
8 Reservoir 1.40 1 733 10,993 7 762.85 6,063 Route Pond 3
10 SCS Runoff 5.75 1 733 24,245 -- -- ----- Area to Pond 4
11 Reservoir 1.06 1 772 15,209 10 758.98 11,935 Route Pond 4

•
Proj. file: 1277-Ponds.gpw Return Period: 1 yr Run date: 06-05-2009
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 127.18 1 723 368,530 ---- ----- ------ Area To Pond 1
2 Reservoir 110.24 1 727 342,862 1 778.95 79,505 Route Pond 1
4 SCS Runoff 69.96 1 721 190,274 ---- - ----- Area to Pond 2
5 Reservoir 55.94 1 725 167,358 4 758.77 48,205 Route and 2
7 SCS Runoff 6.59 1 720 65,951 --- -- __ Area to Pond 3
8 Reservoir 16.71 1 726 61,752 7 764.35 19,355 Route Pond 3
10 SCS Runoff 26.27 1 732 109,325 --- ----- --- Area to Pond 4
11 Reservoir 20.27 1 742 99,016 10 760.20 29,364 Route Pond 4
Proj. file: 1277-Ponds.gpw Return Period: 100 yr Run date: 06-05-2009
Page 1

Hydraflow Hydrographs by Intelisolve
Reservoir Report
7°onl 0 2
Reservoir No. 7 - Pond 2 Rev
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Page 1
Hydraflow Hydrographs by Intelisolve
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 756.00 0 0
0.50 756.50 7,368 7,368
1.00 757.00 F 8,237 15,605
2.00 758.00 17,717 33,321
3.00 759.00 19,448 52,769
4.00 760.00 22,143 21,235 74,004
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 24.0 2.0 0.0 0.0 Crest Len ft = 14.00 10.00 0.00
Span in = 24.0 2.0 0.0 0.0 Crest El. ft = 757.50 758.00 757.20 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 3.00 3.00 0.00
Invert El. ft = 752.00 756.00 0.00 0.00 Weir Type = Riser Broad Rect ---
Length ft = 94.0 0.5 0.0 0.0 Multi-Stage = Yes No Yes No
Slope % = 2.13 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 756.00 0.00
0.50 7,368 756.50 26.20
1.00 15,605 757.00 26.20
2.00 33,321 758.00 26.20
3.00 52,769 759.00 36.75
4.00 74,004 760.00 39.94
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 0.00 --- --- 0.00
0.07 --- --- 0.00 0.00 0.00 --- --- 0.07
0.10 --- --- 0.00 0.00 0.00 -- --- 0.10
0.15 --- --- 14.85 0.00 4.29 --- --- 19.29
0.03 --- --- 31.24 30.00 5.47 --- --- 66.74
0.02 --- --- 34.31 84.85 5.56 --- --- 124.74

•
Pond 2 Rev

a)
cm
cu
w
3 -

).00 8985.03 17970.06 26955.09 3594 0.13 44925.16 53910.19 62895.22 7188
0.25
•
Storage (cuft)
0
•

3 - -
OOOOO
OOP-

2 oppl-
1

0

0.0 14 .8 29 .5 44.3 59 .1 73 .9 88 .6 103.4 111
11
Hydrograph Plot
Hyd. No. 4
Area to Pond 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
25
Hydraflow Hydrographs by Intellsolve
Peak discharge = 21.21 cfs
Time interval = 1 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 54,036 cuft
2
1
C'1
1
= SCS Runoff
= 1 yrs 4a--
= 7.98 ac
= 0.0%
= USER
= 3.00 in
= 24 hrs
4-S4

5 --

5 -
0
0. 0 2. 4
•
0
•
Hydrograph Plot
..?rrrt ? 1- yam.
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Area to Pond 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff Peak discharge = 69.96 cfs
= 100 yrs Time interval = 1 min
= 7.98 ac Curve number = 89
= 0.0% Hydraulic length = 0 ft
= USER Time of conc. (Tc) = 13.3 min
= 8.00 in Distribution = Type II
= 24 hrs Shape factor = 484
Hydrograph Volume = 190,274 cuft
E
r:
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Route Pond 2
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
= Reservoir
= 1 yrs <--
= 757.68 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
C = ;EmilnD
= = Rev
= 27,566 cu
Storage Indication method used. Hydrograph Volume = 33,461 cult
•
•
0
•
Hydrograph Plot

Hyd. No. 5
Route Pond 2
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
Hydraflow Hydrographs by Intellsolve
= Reservoir Peak discharge = 55.94 cfs
= 100 yrs Time interval = 1 min
Reservoir name - R v
42ED Max. Storage = 48,20 cuft
Storage Indication method used.
Hydrograph Volume = 167,358 cult
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