20061013 Ver 3_Stormwater Plans_20070521

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HORVATH
ASSOCIATES
CIVIL ENGINEERS PLANNERS LANDSCAPE ARCHITECTS
?'x.p ot, - io?3
Glenn View Station
Stormwater Management Plan
Extended Detention Wetland
And Level Spreader Design
P 1@ 15 U E]
MAY 2 1- 2001
)ENK - ER QUALITY
North Carolina Tennessee O TL01 " ;t STO ?d!MATERBRANCH
16 Consultant Place, Suite 201 537 Market Street Suite LL20
Durham, NC 27707 Chattanooga, TN 37402
p 919.490.4990 / f 919.490.8953 p 423.266.4990 / f 423.266.5700
F- XP 06 -t?t3 vB
GLENN VIEW STATION
STORMWATER MANAGEMENT PLAN -
EXTENDED DETENTION WETLAND
AND LEVEL SPREADER DESIGN
Glenn View Station
Geer Street and Glenn School Road
Durham, North Carolina
Horvath Associates Project Number: 0667
January 16, 2007
Revised March 15, 2007
Revised May 17, 2007
Prepared for:
S Realty
2361 S. Centennial Avenue
Aiken, South Carolina 29803
Phone: [phone]
Prepared by: Horvath Associates, PA
Engineers - Planners - Landscape Architects
P.O. Box 51806
Durham, North Carolina 27717
[phone]

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GLENN VIEW STATION
' EXTENDED DETENTION WETLAND DESIGN
1 General Description
Glenn View Station is a proposed 51.35 acre shopping center. It is located south of and
1 adjacent to Interstate 85, north of Geer Street and west of Junction Road. It is located in
the F/J-B watershed protection district and the Neuse River Basin. The developer has

1 chosen the `high density' option and the site will exceed 24% impervious with 85% TSS
removal and the impervious percentage is to remain below 70%. And extended detention
wetland will provide 85% TSS removal and will satisfy a 401 permit as issued by North

1 Carolina Division of Water Quality (NC DWQ). A level spreader is planned to provide
sheet flow into the Neuse Buffer. This level spreader is proposed for new impervious
area associated with the widening of East Geer Street.
1 Revisions
A stormwater management plan was previously approved under DWQ Project # E06-
1 1013. This stormwater management plan included design of an extended detention
wetland to treat the entire shopping center for 85% TSS removal.
The wetland has been altered per City of Durham Stormwater Services comments in a
number of ways. Two additional PVC siphon openings will be provided in the side of the
riser. These siphon openings will be installed in six-inch increments below the original
1 siphon. They will initially be capped, but will be installed such that caps can easily be
removed in the event that it is determined that the normal pool of the wetland needs to be
lowered. This satisfies the City of Durham requirement that the siphon of an extended
' detention wetland be designed and constructed such that its elevation may be raised or
lowered. A vegetative buffer planting plan is provided along the edge of the wetland
where the berm is not in place. This buffer also follows City of Durham requirements.
1 The surface area of the wetland has been increased. It was necessary to increase the
surface area in order to provide adhere to City of Durham's requirements for freeboard in
1 the passage of the runoff resulting from the 100-year rainfall event. Enlargement of the
surface area of the wetland should serve to improve the functionality of the wetland for
water quality purposes. Additionally, the overall impervious area draining to the wetland
1 is reduced due to alterations made in the site plan.
The proposed emergency spillway was previously to be lined with `Pyramat' geotextile
1 liner. Per City of Durham Stormwater Services request, this spillway will now be lined
with concrete.
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Water Quality
The extended detention wetland is designed per North Carolina DWQ Best Management
Practices Manual (BMP Manual, April, 1999). All aspects of the design follow this
manual including the required surface area, volume of detention of the 1-inch rainfall,
and discharge of the water quality storm over a 2-5 day period.
Wetland grading also follows NC DWQ requirements. The vegetation plan follows NC
' DWQ and City of Durham requirements.
Wetland Construction and Outlet Structure Design.
The proposed wetland berm qualifies as a class `A' berm per City of Durham
requirements. Design of the wetland conforms closely to City requirements. The
'
`
"
' RCP barrel. A
O-ring
diameter
primary outlet structure consists of a 48" riser and a 30
concrete cradle and seepage diaphragm will serve to support the outlet structure system
' and reduce the potential for failure of the berm due to seepage.
The emergency spillway is set to the 25-year water surface elevation and the wetland is
routed assuming that entire primary outlet structure is clogged and the wetland is filled to
the crest of the riser of the primary outlet structure. Routing in this manner provides 1.56
feet of freeboard to the `design' top of berm when routing the runoff from the 100-year
rainfall event. The design top of berm is 346.94. The top of berm called out on the
' construction plans is 347.50'. The constructed elevation is to allow for 5% settlement of
the berm. This spillway is a 90' long broad-crested weir and is to be lined with concrete
or concrete cellular block.
A geotechnical engineer is required to supervise construction of the berm and soil
compaction tests are required for asbuilt sign-off. Numerous other specific instructions
' are detailed on the construction drawings.
' Peak Flow Detention
The extended detention wetland will serve a dual purpose by detaining the peak flow
resulting from the 1-, 2- and 10-year rainfall events below that of the pre-development
condition. The Summary of Results details the pre- and post-development peak flows
and also summarizes the peak inflow, outflow, water surface elevation and freeboard of
' each rainfall event that is routed.
Level Spreader Design
' A level spreader is provided where new impervious surfaces will be introduced due to the
widening of East Geer Street. This level spreader is designed per NC DWQ latest Level
Spreader design guidelines. It is a bypass system, which discharges the 1-inch/hour
rainfall through a small pipe into a forebay and subsequently into the level spreader. The

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' surface area of the forebay is based upon 0.2% of the impervious area draining to the
level spreader.
' The level spreader will be constructed by cutting a relatively flat area into the side of the
slope outside of zone 2 of the Neuse Buffer. A grass filter strip will be planted
' immediately downstream of the level spreader. Runoff will pass across the level spreader
and then the grass slope before it discharges into the buffer. The length of the level
spreader is based upon a composite of 13 ft/cfs for the approximate 20-foot grass slope
' and 65 ft/cfs for the 50-foot Neuse buffer. A worksheet accompanies this report, which
illustrates the design dimensions of the entire level spreader system.
1 Methodology
• Pre- and post-development peak flows and routing of the extended detention
' wetland is accomplished using HydroCAD Version 7.10. The SCS Method is
utilized and SCS Curve Numbers are based upon the USDA Soil Survey (Map
#18), which indicates the site is almost exclusively Hydrologic Soil Group `D'
' soils.
' • Time of concentration is calculated within HydroCAD using SCS TR55
segmental approach. Values such as Manning's `n' values are based upon widely
accepted general averages and the cover conditions observed on the site.
• '- Details of wetland design are based on City of Durham "Reference Guide for
Development".
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Wetland Design Summary of Results
GLENN VIEW STATION
1-Year Pre- and Post-development Peak Flow Summary
John E. Schrum, P.E.
3/15/2007
Post-
Pre- Post- development
Drainage development development Peak Flow with Detention
Point Peak Flow Peak Flow Detention % Change Required?
# cfs cfs cfs %
1 106.42 209.21 99.41 -6.6% Yes
2-Year Pre- and Post-development Peak Flow Summary
Pre- Post- development
Drainage development development Peak Flow with Detention
Point Peak Flow Peak Flow Detention % Change Required?
[#] [cfs] [cfs] [cfs] %
1 149.93 269.04 146.02 -2.6% Yes
10-Year Pre- and Post-development Peak Flow Summary

Pre-
Post- I U51-
development
Drainage development development Peak Flow with Detention
Point Peak Flow Peak Flow Detention % Change Required?
[#] [cfs] [cfs] [cfs] /G
1 289.40 452.16 286.70 -0.9% Yes
Wetland Routing Summary
Constructed To of Berm = 347.50 ft
Design To of Berm = 346.94 ft
Emergency Spillway Crest = 344.40 ft
Return
Period ea
Inflow ea
Outflow ea
WSE
Freeboard*
ears cfs [Cfs] [01 ft
1 131.16 22.50 342.26 4.68
2 160.28 44.07 342.64 4.30
10 245.76 83.43 343.63 3.31
25 294.83 86.46 344.17 2.77
100 370.27 324.83 345.43 1.51
*Note: Freeboard is measured from the 'Deisgn Top of Berm'.
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WETLAND DESIGN AND FLOW CALCULATIONS

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DWQ Project No. 04 - 1013 112)
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the follo ing information):
Project Name : 1etin / W /D
Contact Person: - Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:
' Permanent Pool Elevation
Temporary Pool Elevation 3 4a. 0,0 ft.
4 y I. to o ft. (elevation of the orifice invert out)
(elevation of the outlet structure invert in)

' Permanent Pool Surface Area
Drainage Area 3 3:7
.6 sq. ft.
ac. (water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
Impervious Area . LS ac. (on-site and off-site drainage to the basin)
Forebay Surface Area sq. ft. (at permanent pool elevation approximately 15%)*
' Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area sq. ft.
sq. ft. (at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
Micro Pool Surface Area sq. ft. (at permanent pool elevation approximately 15%)*
' Temporary Pool Volume X176
0 L
cu. ft.
(volume detained on top of the permanent pool)
SA/DA used 3.19 (surface area to drainage area ratio)*
Diameter of Orifice in. (draw down orifice diameter)
11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
' additional information and will substantially delay final review and approval of the project
0 The temporary pool controls runoff from the 1 inch rain.
' The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
A- J The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
' Access is provided for maintenance.
/vDr? b? CGS
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
n details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized b the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetiands/0andm.doc). 014 ,C/- e
Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

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DURHAM City of Durham ,
Public Works Department
Stormwater Services Divisions
101 City Hall Plaza, Durham, North Carolina, 27701
1 6 6 9 Telephone [phone] FAX [phone]
CITY OF MEDME
Constructed Wetland and Pocket Wetland Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
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1. PROJECT INFORMATION
Project Name: ( LENIN V15W S-rAT)njN Phase
PIN: 09!49 -002- 9?4319 Case #: DD4 - 6gL3
Design Contact Person: T . 5 6ozvm Phone #: (M !9) O - 4490
Legal Name of Owner: 6J RS fRfrAJ-rV
Owner Contact: °? 5ap t1 !5M; f1 Phone #: IOZLV - l l
Owner Address: a 3(,o 1 S Ce)l }&7n?al Ave ?iaen , SC Mao-3
Deed BookOO3381 Page #00445 or Plat Book Page#ooa3'i5 for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Does the proposed pond also incorporate stormwater detention? 0e No
Detention provided for: ? 1-year ?2-year ? 10-year _ other
Dam Height: /1.5 (feet) Dam Classification: A_
Elevations
Wetland bottom elevation
Permanent pool elevation
Temporary pool elevation
1-year storm orifice/weir elevation
1-year storm water surface elevation
2-year storm orifice/weir elevation
2-year storm water surface elevation
10-year storm orifice/weir elevation
10-year storm water surface elev.
Emergency spillway elevation
Top of embankment/dam
Maximum water surface elevation
Depth from design storm to Lowest orifice elevation
Areas
Permanent pool area provided
Minimum required perm. pool area
Design storm surface area
Drainage area (10-acres min to Constructed Wetland)
336.00 ft. (floor of the wetland)
31+ 0. Ob ft. (invert elevation of the orifice)
391-60 ft. (elevation of the structure overflow)
391,60- ft. (invert elevation)
3 42_ ? 6 ft.
3 q (, AD ft. (invert elevation)
3 y g.6y- ft.
3 y 1.6 (Z ft. (invert elevation)
_
3 y3. 63 ft.
3 qq. Wo ft. (invert of emergency spillway)
3 y-4. S 0 ft. (elevation)
3 4 5, 14 3 ft. (max. storm pond can safely pass)
3. (o "? ft.
63,311 ft2 (water surface area at orifice invert
elevation)
L+ q, L 6,3 ft2 (calculated surface area required)
83 ft2 (Sped frequency event: J 0 year)
3 (? q ac. (total drainage to the wetland)

Discharges (Sped only applicable frequency events)
At BMP
'
1-year 2-year 10-year /00 year
Inflow 131.1 cfs J6©.?8 cfs 2145 IL cfs 370.1? cfs
' Routed outflow .1,2.50 cfs qq. Qy- cfs 83.43 cfs Z3 4 . B3 cfs
At Analysi s Point(s) that BMP Contributes to
' 1 2 10
-year -year -year -year
Pre-development I D . cfs / 9.93 cfs B . 40 cfs cfs
Post-development w/o detention 10f. Z.l cfs L61, oy cfs q z •1,6 cfs cfs
t With detention q1 cfs 1416.02- cfs 2R9. 70 cfs cfs

Volumes
Permanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume (Constructed Wetlands only)
Environmental Zones
Zone Water Depth at Normal Pool Water Depth at Portion of Temporary
Temporary Pool (Max Pool Surface Area
Depth of 12-inches
above Normal Pool 1
Deep Pool t'
?f t
5
6
5/
3
_ . 0
,
Low Marsh
ti.
High Marsh tt
?,o0
z9
.
Woody Upland ?, t

? ft3 (volume of main pond and forebay)
O
Z491 L4W
3
s 16
38 3Si, ft3 (volume above permanent pool)
ft3 (volume above permanent pool)
ft3
ft3
ft3
' Depths are to be calculated using the hydraulic depth calculation for each zone. Hydraulic Depth is the volume of water at an
elevation divided by the water surface area at the same elevation.
Other Parameters
SA/DA2
Diameter of orifice
Draw-down time
Design TSS removal
in.
hrs
o
(from DWQ table)
(must provide draw down over 2 to S day period)
(minimum 85% removal required)
2 When using the SA/DA tables from the NCDENR BMP Manual, linear interpolation may be used for values between table entries.)

Riser/Principal and Emerge;
1-year storm orifice/weir
2-year storm orifice/weir
10-year storm orifice/weir
Z- year storm orifice/weir
Principal spillway
Emergency spillway
icy Spillway I4;0 rInation
diameter in.
diameter in.
diameterq / in.
diametet?l in.
diametei/ 30 in.
width_qo__ ft.
length ? 0 ft.
length ft.
length ft.
length _?) ft.
side slopes 3•i _1 slope %

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II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
N a. The forebay volume is approximately equal to 20% of the pond volume.
b. The temporary pool controls runoff for water quality design storm.
c. The temporary pool draws down in 2- to 5-days.
d. The drainage area to a Constructed Wetland is at least 10-acres. Smaller drainage areas to
Pocket Wetlands will be reviewed on a case-by-case basis.
e. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
f. The wetland length to width ratio is greater than or equal to 3:1.
g. The wetland side slopes above the permanent pool area are no steeper than 3:1.
h. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
i. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
k. A recorded drainage easement is provided for each pond including access to the nearest
right-of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
1. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall b
provided on the construction plan.
in. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
n. Anti-floatation calculations are provided for riser structure.
IV "V o. A plan view of the wetland with grading shown is provided.
p. A profile through the forebay, wetland and spillway is provided. Water surface elevations
are shown on the profile.
q. Riser structure details are provided.
r. Dam designed to account for a 5.00% settlement factor.
s. Compaction specifications for the embankment are shown on the plan.
t. The minimum top of dam width has been provided for the wetland embankment top width
per Section 8.3, Stormwater Control Facilities (BMPs)
e
' Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval

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REVISED WETLAND VOLUME
Below normal pool
Storage vs. Stage
140000
120000
•
100000 y = 9609.3x""
Rz = 0.9967
V 80000
•
d
rn
$ 60000
N
40000
20000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Stage (feet)
KS = 9609.3
b = 1.7848
Wetland Design Sheet
Project Name: Glenn View Station
Designer: John E. Schrum, P.E.
Job Number: 0667
Date: 3/15/2007
John E. Schrum, P.E.
3/15/2007

Contour
Stage Contour
Area
Average Contour Area Incremental
Contour Volume Contour
Volume Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
336.0 0.0 14440
338.0 2.0 19082 16761 33522 33522 2.01
339.3 3.3 48215 33649 42061 75583 3.18
340.0 4.0 63379 55797 41848 117430 4.07
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REVISED WETLAND VOLUME
Forebays
Wetland Design Sheet
Project Name: Glenn View Station
Designer: John E. Schrum, P.E.
Job Number: 0667
Date: 3/15/2007
John E. Schrum, P.E.
3/15/2007

Contour
Stage Contour
Area
Average Contour Area Incremental
Contour Volume Contour
Volume Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
336.0 0.0 6576
338.0 2.0 9558 8067 16134 16134 2.00
340.0 4.0 12664 11111 22222 38356 4.00
Storage vs. Stage
45000
40000
35000 2413
y = 6786.6x
30000 R2 = 1
25000
m
rn
c 20000
h
15000
10000
5000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Stage (feet)
Ks = 6786.6
b = 1.2493
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Revised Ext Det Wetland SA Calc
Wetland #1
Stormwater Wetiand Surface Area Requirements
Project Name: Glenn View Station
Job Number: 0667
Date: 3/15/2007
Pond Drainage Area Description ==>
Total DA = 32:69 acres
Impervious Area = 27.25 acres
DA % impervious = 83.4%
SA / DA ratio calculations ==>
Designed By: Matt Jones
Checked By: John E Schrum, P.E.
3/15/2007
Average depth of wetland = 3.00 feet
SA / DA ratios for drainage areas and depth (NCDENR, 1998):
3.00 3.00 4.00
Lower Limit ==> 80.0% 3.36% 2.78%
CakV value =_> 83.4% 3.49% 3.49% 2.89%
Upper Limit =_> 90.0% 3.74% 3.10%
Therefore, SA / DA required for this configuration = 3.49%
Pond Surface Area Required ==>
Pond SA Required = 49663 SF
Pond SA Provided = 63379 SF

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REVISED WETLAND VOLUME
Glenn View Station Wetland
Wetland Desig n Sheet
Project Name: GLENN VIEW STATION
Designer: John E. Schrum, P.E.
Job Number: 0479
Date: 3/15/2007
John E. Schrum, P.E.
3/15/2007

Contour
Stage Contour
Area
Average Contour Area Incremental
Contour Volume Contour
Volume Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
340.0 0.0 63379
342.0 2.0 75692 69536 139071 139071 2.01
344.0 4.0 85274 80483 160966 300037 3.94
346.0 6.0 97548 91411 182822 482859 5.98
347.5 7.5 103154 100351 150527 633386 7.58
Storage vs. Stage
700000
600000
y = 62394x1 74"
500000 R2 = 0.9996
V 400000
m
a
0 300000 i
N
200000
100000
0-
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Stage (feet)
KS = 62394
b = 1.1444
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
REVISED WETLAND VOLUME John E. Schrum, P.E.
Glenn View Station Wetland 3/15/2007
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 27.25 acres
@CN= 98
Other areas draining to pond (not DCIA) = 5.44 acres
@CN= 80
Total Area = 32.69
Percent Impervious, I = 83.4%
Rv = 0.05 + 0.0091
= 0.800
Total Volume Required = 2.180 acre-feet
94959.0 cubic feet
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 cubic feet
Total storage required for normal + storage pool = 94959 cubic feet
Stage (above invert) associated with this storage = 1.44 feet
Therefore, depth required above normal pool for storm storage = 1.44 feet
17.32 inches
Therefore set crest of principal spillway at stage = 1.60 feet
and EL = 341.60 feet
At principal spillway crest, storm pool storage provided = 106841 CF
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Inverted Siphon Design Sheet
D siphon = 4 inches
No. siphons = 1
Ks= 62394
b = 1.1444
Cd siphon = 0.60
Siphon Invert = 340.00 feet
Volume @ Normal Pool = 0 CF
Basin Invert = 340.00 feet

WSEL
(feet)
Vol.
Stored
(cf) Incremental
Siphon
Flow
(cfs)

Avg. Flow
(cfs)

Incr. Vol.
(cf)
Incr.
Time
(sec)
341.600 106841 0.502
341.461 96317 0.477 0.490 10524 21486
341.323 85936 0.451 0.464 10381 22362
341.184 75712 0.423 0.437 10225 23390
341.046 65659 0.393 0.408 10053 24625
340.907 55797 0.361 0.377 9862 26149
340.768 46152 0.325 0.343 9646 28106
340.630 36755 0.285 0.305 9396 30762
340.491 27655 0.239 0.262 9100 34703
340.353 18923 0.181 0.210 8732 41598
340.214 10684 0.088 0.135 8239 61203
Step Increment = 0.138605623
End Goal = 10684

Drawdown Time = 3.64 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.717 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 4" Inverted siphon = 0.0873 ft2
Q = 0.3557 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.48 days
Conculsion: Use one - 4 " diameter PVC inverted siphon to draw down the accumulated
volume from the 1.0" storm runoff, with a required time of about 3.6 days.

S:\Drawings\06\0667\Project Calcs\
0667 Pre Development Type// 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 1
' HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/14/2007
Subcatchment 1S. To DP #1
' Runoff = 106.42 cfs @ 12.24 hrs, Volume= 10.120 af, Depth> 1.18"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
0.790 98 Onsite - Impervious
' 6.750 80 Onsite - >75% Grass cover, Good, HSG D
46.480 77 Onsite - Woods, Good, HSG D
' 6.120 98 Offsite - Impervious
20.580 77 Woods, Good, HSG D
22.050 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
103.110 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0.045 Winding stream, pools & shoals
6 2
589 Total
28
,
.

' S:\Drawings\06\0667\Project Calcs\
0667 Pre Development Type// 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 2
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/14/2007
Subcatchment IS: To DP #1
' Runoff = 149.93 cfs @ 12.23 hrs, Volume= 14.009 af, Depth> 1.63"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Type II 24-hr 2-Year Rainfall=3.60"
Area (ac) CN Description
0.790 98 Onsite - Impervious
' 6.750 80 Onsite - >75% Grass cover, Good, HSG D
46.480 77 Onsite - Woods, Good, HSG D
6.120 98 Offsite - Impervious
' 20.580 77 Woods, Good, HSG D
22.050 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
' 103.110 79 Weighted Average
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
' Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
' n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
' 5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0.045 Winding stream, pools & shoals
2 T
l
58
t
28.6 ,
9
o
a

' S:\Drawings\06\0667\Project Calcs\
0667 Pre Development Type 1124-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 3
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/14/2007
' Subcatchment IS: To DP #1
Runoff = 289.40 cfs @ 12.23 hrs, Volume= 26.710 af, Depth> 3.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Type II 24-hr 10-Year Rainfall=5.38"
Area (ac) CN Description
0.790 98 Onsite - Impervious
6.750 80 Onsite - >75% Grass cover, Good, HSG D
46.480 77 Onsite - Woods, Good, HSG D
' 6.120 98 Offsite - Impervious
20.580 77 Woods, Good, HSG D
22.050 80 Offsite - > 75% Grass cov er, Good, HSG D
0.340 100 Onsite Water Surface
' 103.110 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
' Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
1 n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0.045 Winding stream, pools & shoals
28.6 2,589 Total
1
1
1

0667 Berm Consolidation
Berm Consolidation Calculation
Averag e Dam Hei ght Determ ination

Station Contour
Elevation Berm
Elevation Berm
Height
ft ft ft ft
0 347.5 347.5 0.0
50 347.3 347.5 0.2
100 343.2 347.5 4.3
150 342.0 347.5 5.5
200 342.6 347.5 4.9
250 343.5 347.5 4.0
300 344.5 347.5 3.0
350 343.3 347.5 4.2
400 341.6 347.5 5.9
450 341.3 347.5 6.2
500 340.3 347.5 7.2
550 341.4 347.5 6.1
600 342.4 347.5 5.1
650 339.5 347.5 8.0
700 340.0 347.5 7.5
750 339.3 344.4 5.1
800 337.0 344.4 7.4
850 336.3 347.5 11.2
900 337.6 347.5 9.9
950 338.7 347.5 8.8
1000 340.3 347.5 7.2
Max Height = 11.2 ft
Average Height = 5.8 ft
5% Consolidation, Max = 0.56
5% Consolidation, Average = 0.29
Constructed Top of Berm = 347.50 ft
Design Top of Berm* = 346.94 ft
100-Year WSE = 345.43 ft
100-Year Freeboard = 1.51 ft
*Based on 5% Consolidation, Max
John E. Schrum, P.E.
3/14/2007

2S
1S
To DP #1 - o Wetland
To DP #1 - etland
Bypass
44P
Wetland #1
5L
DP #1
Subcat Reach on Link Drainage Diagram for 0667 Wetland Design
Prepared by Horvath Associates, P.A. 3/15/2007
HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC
AMR-

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 2
HydroCAD®7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment IS: To DP #1 - Wetland Bypass
Runoff = 78.05 cfs @ 12.23 hrs, Volume= 7.369 af, Depth> 1.24"
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite - Woods, Good, HSG D
5.990 98 Offsite - Impervious
20.580 77 Woods, Good, HSG D
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
71.370 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0.045 Windinq stream, pools & shoals
28.6 2,589 Total
1
1
SADrawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 3
HydroCAD®7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment IS: To DP #1 - Wetland Bypass
Hydrograph
1
1
1
1
1
1
1
1
1
1
1
10
11
12
Time (hours)
1s
Runoff
14

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 4
' HydroCAD®7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment 2S: To DP #1 - To Wetland
Runoff = 131.16 cfs @ 11.96 hrs, Volume= 6.472 af, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
' 27.120 98 Paved parking & roofs
4.370 80 Onsite - >75% Grass cover, Good, HSG D
0.130 98 Offsite - Paved parking & roofs
' 0.120 80 Offstie - > 75% Grass cover, Good, HSG D
31.740 95 Weighted Average
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
' Subcatchment 2S: To DP #1 - To Wetland
Hydrograph
140---
130-: -
120--
' 110--
1001-
90--
80--

70-: -
LL
so -
50 -
40
30 -
20--
10--
0
10
t
1

11
i cfs -- - - -_ -- - _ ? -Runoff
TypeA 4_-hr lAear _
-Rainfall=3:00" -
- Runoff Area=31:740 ac -
I
Runoff Volume=6.472 of
Runoff-Qepth>245'-' -
1---------1__Tc=5.0min
CN=95
I I
12
Time (hours)
13
14

1
I
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 5
HydroCADO 7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 2.45" for 1-Year event
Inflow = 131.16 cfs @ 11.96 hrs, Volume= 6.472 of
Outflow = 22.50 cfs @ 12.12 hrs, Volume= 3.868 af, Atten= 83%, Lag= 9.8 min
Primary = 22.50 cfs @ 12.12 hrs, Volume= 3.868 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 342.26'@ 12.12 hrs Surf.Area= 76,923 sf Storage= 158,683 cf
Plug-Flow detention time= 221.2 min calculated for 3.866 of (60% of inflow)
Center-of-Mass det. time= 116.8 min ( 894.9 - 778.1 )
1
1
1
1
1
1
1
1
1
1
1
1
1
Volume Invert Avail.Storage Storage Description
#1 340.00' 633,386 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
340.00 63,379 0 0
342.00 75,692 139,071 139,071
344.00 85,274 160,966 300,037
346.00 97,548 182,822 482,859
347.50 103,154 150,527 633,386
Device Routing Invert Outlet Devices
#1 Primary 334.30' 30.0" x 60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S=0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 340.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=22.49 cfs @ 12.12 hrs HW=342.26' (Free Discharge)
1=Culvert (Passes 22.49 cfs of 75.35 cfs potential flow)
L2=Orifice/Grate (Weir Controls 21.88 cfs @ 2.7 fps)
3=Orifice/Grate (Orifice Controls 0.61 cfs @ 7.0 fps)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

S:\Drawings\06\0667\Project Calcs\
"
'
0667 Wetland Design Type// 24-hr 1-Year Rainfall=3.00
Prepared by Horvath Associates, P.A. Page 6
HydroCAD®7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007

Pond 4P: Wetland #1
HYdro9raph
'

140
- - - - -
- -- - - - - - - _,- - 131.16cfs

i

_Inflow
Primary
130

' 120
- ----- --
-----
--------- I - ---- -._. ?......
Inflow-Arezi,41-140-ac-
112 - Peak- - lev=342:261_
' 100- -
_ _ Storage.=158,683 cf
90
w 80-
v - ---- --- -.I .._ _ ... .....
_ _..

LL
50
i - - - - - - - - - .- -

30
20 - - - - - - - - - 22.50 cfs
10 --------- ?--

1
0
0 11 12 13 1
4
Time (hours)
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
i
1
S:\Drawings\06\0667\Project Calcs\
0667 Wetiand Design Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 7
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
Elevation Primary
(feet) (cfs)
342.04 12.57
342.08 14.25
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
Elevation Primary
(feet) (cfs)
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
Elevation Primary
(feet) (cfs)
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1,331.33
346.88 1,361.93
346.92 1,392.77
346.96 1,423.85
347.00 1,455.17
347.04 1,486.74
347.08 1,518.54
347.12 1,550.58
347.16 1,582.86
347.20 1,615.36
347.24 1,648.10
347.28 1,681.07
347.32 1,714.27
347.36 1,747.69
347.40 1,781.34
347.44 1,815.21
347.48 1,849.31
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 8
HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 63,379 0
340.10 63,995 6,369
340.20 64,610 12,799
340.30 65,226 19,291
340.40 65,842 25,844
340.50 66,457 32,459
340.60 67,073 39,136
340.70 67,689 45,874
340.80 68,304 52,673
340.90 68,920 59,534
341.00 69,536 66,457
341.10 70,151 73,442
341.20 70,767 80,487
341.30 71,382 87,595
341.40 71,998 94,764
341.50 72,614 101,995
341.60 73,229 109,287
341.70 73,845 116,640
341.80 74,461 124,056
341.90 75,076 131,533
342.00 75,692 139,071
342.10 76,171 146,664
342.20 76,650 154,305
342.30 77,129 161,994
342.40 77,608 169,731
342.50 78,088 177,516
342.60 78,567 185,349
342.70 79,046 193,229
342.80 79,525 201,158
342.90 80,004 209,134
343.00 80,483 217,159
343.10 80,962 225,231
343.20 81,441 233,351
343.30 81,920 241,519
343.40 82,399 249,735
343.50 82,879 257,999
343.60 83,358 266,311
343.70 83,837 274,670
343.80 84,316 283,078
343.90 84,795 291,534
344.00 85,274 300,037
344.10 85,888 308,595
344.20 86,501 317,215
344.30 87,115 325,895
344.40 87,729 334,638
344.50 88,343 343,441
344.60 88,956 352,306
344.70 89,570 361,232
344.80 90,184 370,220
344.90 90,797 379,269
345.00 91,411 388,380
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.10 92,025 397,551
345.20 92,638 406,784
345.30 93,252 416,079
345.40 93,866 425,435
345.50 94,480 434,852
345.60 95,093 444,331
345.70 95,707 453,871
345.80 96,321 463,472
345.90 96,934 473,135
346.00 97,548 482,859
346.10 97,922 492,632
346.20 98,295 502,443
346.30 98,669 512,292
346.40 99,043 522,177
346.50 99,417 532,100
346.60 99,790 542,061
346.70 100,164 552,058
346.80 100,538 562,093
346.90 100,912 572,166
347.00 101,285 582,276
347.10 101,659 592,423
347.20 102,033 602,607
347.30 102,407 612,829
347.40 102,780 623,089
347.50 103,154 633,386

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 9
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 1.31" for 1-Year event
Inflow = 99.41 cfs @ 12.23 hrs, Volume= 11.237 of
Primary = 99.41 cfs @ 12.23 hrs, Volume= 11.237 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
1
1
U,
I 6
.V,. 6
5
0 5
U.
4
4
a
0
e
1
t
1
Link 5L: DP #1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 10
HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment IS: To DP #1 - Wetland Bypass
Runoff = 108.76 cfs @ 12.23 hrs, Volume= 10.123 af, Depth> 1.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.60"
Area (ac) CN Description
1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite - Woods, Good, HSG D
5.990 98 Offsite - Impervious
20.580 77 Woods, Good, HSG D
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
71.370 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0.045 Windina stream, pools & shoals
28.6 2,589 Total
1
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SADrawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 11
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment IS: To DP #1 - Wetland Bypass
Hydrograph
1
1
1
1
N
V
O
LL
10
11
12
Time (hours)
13
14
- Runoff

' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 12
' HydroCADO 7.10 s/n 003736 0 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment 2S: To DP #1 - To Wetland
Runoff = 160.28 cfs @ 11.96 hrs, Volume= 8.026 af, Depth> 3.03"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Type II 24-hr 2-Year Rainfall=3.60"
Area (ac) CN Description
' 27.120 98 Paved parking & roofs
4.370 80 Onsite - >75% Grass cover, Good, HSG D
0.130 98 Offsite - Paved parking & roofs
' 0.120 80 Offstie - > 75% Grass cover, Good, HSG D
31.740 95 Weighted Average
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
Subcatchment 2S: To DP #1 - To Wetland
1
10
11
12
Time (hours)
13
14

7

1
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type // 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 13
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 3.03" for 2-Year event
Inflow = 160.28 cfs @ 11.96 hrs, Volume= 8.026 of
Outflow = 44.07 cfs @ 12.08 hrs, Volume= 5.401 af, Atten= 73%, Lag= 7.2 min
Primary = 44.07 cfs @ 12.08 hrs, Volume= 5.401 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Peak Elev= 342.64'@ 12.08 hrs Surf.Area= 78,744 sf Storage= 188,262 cf
Plug-Flow detention time= 197.1 min calculated for 5.401 of (67% of inflow)
Center-of-Mass det. time= 99.5 min ( 871.9 - 772.4 )
1
1
1
1
1
1
1
1
1
1
1
1
Volume Invert Avail.Storage Storage Description
#1 340.00' 633,386 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
340.00 63,379 0 0
342.00 75,692 139,071 139,071
344.00 85,274 160,966 300,037
346.00 97,548 182,822 482,859
347.50 103,154 150,527 633,386
Device Routing Invert Outlet Devices
#1 Primary 334.30' 30.0" x 60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 340.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=44.04 cfs @ 12.08 hrs HW=342.64' (Free Discharge)
1=Culvert (Passes 44.04 cfs of 77.68 cfs potential flow)
L2=Orifice/Grate (Weir Controls 43.38 cfs @ 3.3 fps)
3=Orifice/Grate (Orifice Controls 0.66 cfs @ 7.6 fps)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 14
HvdroCAD® 7.10 s/n 003736 © 2005 HvdroCAD Software Solutions LLC 3115/2007
Pond 4P: Wetland #1
Hydrograph
I

170 ----- --------- - -
160.28 cfs t
- Inflow
-4 -Primary
160 - - - - - - - - -I - - - - -- - - -
150 -- - - - - - - - -I- - - - - -Inflow-Areal=31140-ac-

140
-- - -- - - -I---- ......--

-P--eak Elev=34264'-
- - -
I
130 - I I
120 Stora
e=188
262
d-
110: -- - - g
,
-
I
F 100 ------ --
..
90
c ----- --- -I
80
LL -
70 - - - - - - - - - -
i
50 - - 44.07 cfs
I
40 -- -
I --
- - - -

20 - - -

0
1 0 11 12 13 14
Time (hours)
1
1
1
1
1
1
1
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 15
HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
Elevation Primary
(feet) (cfs)
342.04 12.57
342.08 14.25
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
Elevation Primary
(feet) (cfs)
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
Elevation Primary
(feet) (cfs)
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1,331.33
346.88 1,361.93
346.92 1,392.77
346.96 1,423.85
347.00 1,455.17
347.04 1,486.74
347.08 1,518.54
347.12 1,550.58
347.16 1,582.86
347.20 1,615.36
347.24 1,648.10
347.28 1,681.07
347.32 1,714.27
347.36 1,747.69
347.40 1,781.34
347.44 1,815.21
347.48 1,849.31
1
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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 16
HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 63,379 0
340.10 63,995 6,369
340.20 64,610 12,799
340.30 65,226 19,291
340.40 65,842 25,844
340.50 66,457 32,459
340.60 67,073 39,136
340.70 67,689 45,874
340.80 68,304 52,673
340.90 68,920 59,534
341.00 69,536 66,457
341.10 70,151 73,442
341.20 70,767 80,487
341.30 71,382 87,595
341.40 71,998 94,764
341.50 72,614 101,995
341.60 73,229 109,287
341.70 73,845 116,640
341.80 74,461 124,056
341.90 75,076 131,533
342.00 75,692 139,071
342.10 76,171 146,664
342.20 76,650 154,305
342.30 77,129 161,994
342.40 77,608 169,731
342.50 78,088 177,516
342.60 78,567 185,349
342.70 79,046 193,229
342.80 79,525 201,158
342.90 80,004 209,134
343.00 80,483 217,159
343.10 80,962 225,231
343.20 81,441 233,351
343.30 81,920 241,519
343.40 82,399 249,735
343.50 82,879 257,999
343.60 83,358 266,311
343.70 83,837 274,670
343.80 84,316 283,078
343.90 84,795 291,534
344.00 85,274 300,037
344.10 85,888 308,595
344.20 86,501 317,215
344.30 87,115 325,895
344.40 87,729 334,638
344.50 88,343 343,441
344.60 88,956 352,306
344.70 89,570 361,232
344.80 90,184 370,220
344.90 90,797 379,269
345.00 91,411 388,380
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.10 92,025 397,551
345.20 92,638 406,784
345.30 93,252 416,079
345.40 93,866 425,435
345.50 94,480 434,852
345.60 95,093 444,331
345.70 95,707 453,871
345.80 96,321 463,472
345.90 96,934 473,135
346.00 97,548 482,859
346.10 97,922 492,632
346.20 98,295 502,443
346.30 98,669 512,292
346.40 99,043 522,177
346.50 99,417 532,100
346.60 99,790 542,061
346.70 100,164 552,058
346.80 100,538 562,093
346.90 100,912 572,166
347.00 101,285 582,276
347.10 101,659 592,423
347.20 102,033 602,607
347.30 102,407 612,829
347.40 102,780 623,089
347.50 103,154 633,386
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S:\Drawings106\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 17
HydroCADO 7.10 s/n 003736 0 2005 HydroCAD Software Solutions LLC 3/15/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 1.81" for 2-Year event
Inflow = 146.02 cfs @ 12.21 hrs, Volume= 15.524 of
Primary = 146.02 cfs @ 12.21 hrs, Volume= 15.524 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link 5L: DP #1
Hydrograph
i _
160 !
I
150 146.02 cfs - Inflow
Primary
140 - Inflow area=103.110-a-
130 - -.
120_- - - - ._ _ l -
I I
110- - -._
I I
- - -- -
100
90 - - - .....I - - -
60 - - - .._.. - _ ...... ..... - -- - .... ......
C
LL 70-:- - - -
60 - - - - - -
50-- - - - - - -{ .._. - ..-
40 - - - - - - - -. _ ._ _..- _.-.I _.. - - - _.I
I I I
20-- - -
10 - - - - - -.._ _. _.. ._.. _... ...._ _ _._ -.... _.... ... - _.. ...... {
0
10 11 112 13 14
Time (hours)

1
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 18
HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment IS: To DP #1 - Wetland Bypass
Runoff = 206.40 cfs @ 12.23 hrs, Volume= 19.054 af, Depth> 3.20"
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=5.38"
Area (ac) CN Description
1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite - Woods, Good, HSG D
5.990 98 Offsite - Impervious
20.580 77 Woods, Good, HSG D
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
71.370 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft ) (ft/sec) (cfs)
16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0.045 Windina stream, pools & shoals
28.6 2,589 Total

17-
I?

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 19
HydroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
10

Subcatchment 1S: To DP #1 - Wetland Bypass
11
Hydrograph
12
Time (hours)
13
1a

' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 20
' HydroCADO 7.10 s/n 003736 C 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment 2S: To DP #1 - To Wetland
Runoff = 245.76 cfs @ 11.96 hrs, Volume= 12.675 af, Depth> 4.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Type II 24-hr 10-Year Rainfall=5.38"
Area (ac) CN Description
27.120 98 Paved parking & roofs
' 4.370 80 Onsite - >75% Grass cover, Good, HSG D
0.130 98 Offsite - Paved parking & roofs
0.120 80 Offstie - > 75% Grass cover, Good, HSG D

' 31.740 95 Weighted Average
Tc Length S lope Velocity Capacity Description
' (min) (feet) ( ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
' Subcatchment 2S: To DP #1 - To Wetland
Hydrograph
260
240
220
' 200
160 -
w
u
- 140 -
3
o
LL 120-
100-

-
80
' 60--

40--
20
0
10

11
6cfs -------- -i.... --- --- -Runoff
Type II 24-hr 10-Year
Rainfall=5.38" _
-..Runoff Area=81._.740 _ac _
12
Time (hours)
13
14

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type// 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 21
HydroCAD® 7.10 s/n 003736 0 2005 HydroCAD Software Solutions LLC 3/15/2007
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 4.79" for 10-Year event
Inflow = 245.76 cfs @ 11.96 hrs, Volume= 12.675 of
Outflow = 83.43 cfs @ 12.06 hrs, Volume= 9.987 af, Atten= 66%, Lag= 6.4 min
Primary = 83.43 cfs @ 12.06 hrs, Volume= 9.987 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Peak Elev= 343.63'@ 12.06 hrs Surf.Area= 83,481 sf Storage= 268,454 cf
Plug-Flow detention time= 163.0 min calculated for 9.987 of (79% of inflow)
Center-of-Mass det. time= 81.1 min ( 842.2 - 761.1 )

Volume Invert Avail.Storage Storaqe Description
#1 340.00' 633,386 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
340.00 63,379 0 0
342.00 75,692 139,071 139,071
344.00 85,274 160,966 300,037
346.00 97,548 182,822 482,859
347.50 103,154 150,527 633,386
Device Routing Invert Outlet Devices
#1 Primary 334.30' 30.0" x 60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 340.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=83.43 cfs @ 12.06 hrs HW=343.62' (Free Discharge)
Culvert (Barrel Controls 83.43 cfs @ 17.0 fps)
2=Orifice/Grate (Passes < 86.10 cfs potential flow)
3 Orifice/Grate (Passes < 0.78 cfs potential flow)
4=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 22
HydroCAD®7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Pond 413: Wetland #1
Hydrograph
-Inflow
260 - - - - - - - --
245.76 CfS -
- Primary
240 ---------I_... -
Inflow Area
220 - - - - - - - -;._....... =3.1.740 ac--
200 P-eak-Elev=343.63'
I
180 - - - - - -- Storage=268,454 cf
160 - - - -'
3 140 - - - -
o -I- - - - ..._ .. - ...... .....
EL- 120---------
i I I
100 _._------_
83.43 cfs
80 -
? I I
60 - - - - - - - -
40 ---------I.._
I I I
20 - -
0-
10 11 12 13 14
Time (hours)
1
1
S:\Drawings\06\0667\Project Calcs\
0667 Wetiand Design Type 11 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 23
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
Elevation Primary
(feet) (cfs)
342.04 12.57
342.08 14.25
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
Elevation Primary
(feet) (cfs)
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
Elevation Primary
(feet) (cfs)
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1,331.33
346.88 1,361.93
346.92 1,392.77
346.96 1,423.85
347.00 1,455.17
347.04 1,486.74
347.08 1,518.54
347.12 1,550.58
347.16 1,582.86
347.20 1,615.36
347.24 1,648.10
347.28 1,681.07
347.32 1,714.27
347.36 1,747.69
347.40 1,781.34
347.44 1,815.21
347.48 1,849.31
1
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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 24
HydroCAD® 7.10 s/n 003736 0 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 63,379 0
340.10 63,995 6,369
340.20 64,610 12,799
340.30 65,226 19,291
340.40 65,842 25,844
340.50 66,457 32,459
340.60 67,073 39,136
340.70 67,689 45,874
340.80 68,304 52,673
340.90 68,920 59,534
341.00 69,536 66,457
341.10 70,151 73,442
341.20 70,767 80,487
341.30 71,382 87,595
341.40 71,998 94,764
341.50 72,614 101,995
341.60 73,229 109,287
341.70 73,845 116,640
341.80 74,461 124,056
341.90 75,076 131,533
342.00 75,692 139,071
342.10 76,171 146,664
342.20 76,650 154,305
342.30 77,129 161,994
342.40 77,608 169,731
342.50 78,088 177,516
342.60 78,567 185,349
342.70 79,046 193,229
342.80 79,525 201,158
342.90 80,004 209,134
343.00 80,483 217,159
343.10 80,962 225,231
343.20 81,441 233,351
343.30 81,920 241,519
343.40 82,399 249,735
343.50 82,879 257,999
343.60 83,358 266,311
343.70 83,837 274,670
343.80 84,316 283,078
343.90 84,795 291,534
344.00 85,274 300,037
344.10 85,888 308,595
344.20 86,501 317,215
344.30 87,115 325,895
344.40 87,729 334,638
344.50 88,343 343,441
344.60 88,956 352,306
344.70 89,570 361,232
344.80 90,184 370,220
344.90 90,797 379,269
345.00 91,411 388,380
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.10 92,025 397,551
345.20 92,638 406,784
345.30 93,252 416,079
345.40 93,866 425,435
345.50 94,480 434,852
345.60 95,093 444,331
345.70 95,707 453,871
345.80 96,321 463,472
345.90 96,934 473,135
346.00 97,548 482,859
346.10 97,922 492,632
346.20 98,295 502,443
346.30 98,669 512,292
346.40 99,043 522,177
346.50 99,417 532,100
346.60 99,790 542,061
346.70 100,164 552,058
346.80 100,538 562,093
346.90 100,912 572,166
347.00 101,285 582,276
347.10 101,659 592,423
347.20 102,033 602,607
347.30 102,407 612,829
347.40 102,780 623,089
347.50 103,154 633,386
1
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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 25
HydroCAD®7 10 s/n 003736 0 2005 HydroCAD Software Solutions LLC 3/15/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 3.38" for 10-Year event
Inflow = 286.70 cfs @ 12.21 hrs, Volume= 29.042 of
Primary = 286.70 cfs @ 12.21 hrs, Volume= 29.042 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link 5L: DP #1
Hydrograph
w
3
0
U.
- Inflow
Primary
10 11 12 13 14
Time (hours)

0
1
1
1

F

1
1
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 26
HydroCADO 7.10 s/n 003736 0 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment IS: To DP #1 - Wetland Bypass
Runoff = 264.97 cfs @ 12.23 hrs, Volume= 24.532 af, Depth> 4.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=6.41"
Area (ac) CN Description
1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite - Woods, Good, HSG D
5.990 98 Offsite - Impervious
20.580 77 Woods, Good, HSG D
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
71.370 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft ) (ft/sec) (cfs)
16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0.045 Windinq stream, pools & shoals _
28.6 2,589 Total

' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 27
' HydroCAD87 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment 1 S: To DP #1 - Wetland Bypass
HYdro9raPh
' I
280-- ___ _... .._. _._ __ ._._ ..._. __ I_... _..._ - -
264.97 cfs
260'-
240 .. - - --- -
' Type 11.24-hr125 Year
- - - -
220-- Rainfall=6,41" _
' 200. Runoff-Area-771.370 ac--
180_ Runoff-Volume 24.532-af
v 160 - _ ..-
'
Runoff Depth>4.12"
-
0 140 - - - - - - - - -I
120 EIoW_LengthL2,5W- _ .
LL
c-- -. min I
10o - -
80CN-80
I I
40 -
20 -
0
10 11 12 13 14
Time (hours)
1
1
1
1

' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 28
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Subcatchment 2S: To DP #1 - To Wetland
' Runoff = 294.83 cfs @ 11.96 hrs, Volume= 15.378 af, Depth> 5.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Type II 24-hr 25-Year Rainfall=6.41"
Area (ac) CN Description
' 27.120 98 Paved parking & roofs
4.370 80 Onsite - >75% Grass cover, Good, HSG D
0.130 98 Offsite - Paved parking & roofs
0.120 80 Offstie - > 75% Grass cover Good HSG D
31.740 95 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
' Subcatchment 2S: To DP #1 - To Wetland
Hydrograph

10
11
12
Time (hours)
13
14

1
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 29
HydroCAD®7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2.007
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 5.81" for 25-Year event
Inflow = 294.83 cfs @ 11.96 hrs, Volume= 15.378 of
Outflow = 86.46 cfs @ 12.07 hrs, Volume= 12.658 af, Atten= 71%, Lag= 7.0 min
Primary = 86.46 cfs @ 12.07 hrs, Volume= 12.658 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
' Peak Elev= 344.17'@ 12.07 hrs Surf.Area= 86,348 sf Storage= 315,047 cf
Plug-Flow detention time= 153.1 min calculated for 12.658 of (82% of inflow)
Center-of-Mass det. time= 78.5 min ( 835.2 - 756.7 )
i
i
i
Volume Invert Avail Storage Storage Description
#1 340.00' 633,386 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
340.00 63,379 0 0
342.00 75,692 139,071 139,071
344.00 85,274 160,966 300,037
346.00 97,548 182,822 482,859
347.50 103,154 150,527 633,386
Device Routing Invert Outlet Devices
#1 Primary 334.30' 30.0" x 60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S= 0.0100T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 340.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=86.46 cfs @ 12.07 hrs HW=344.17' (Free Discharge)
1=Culvert (Barrel Controls 86.46 cfs @ 17.6 fps)
N=Orifice/Grate (Passes < 97.08 cfs potential flow)
3=Orifice/Grate (Passes < 0.84 cfs potential flow)
4=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
r
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 25-Year Rainfall= 6.41 "
Prepared by Horvath Associates, P.A. Page 30
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
' Pond 4P: Wetland #1
HY 9.
ph
320 - - - - - - - - - - - -

300 - - - - - - - - - I ._ .... - - - 8 3
-- - - -- - - - - - - - - - - - - -
29 4 cfs
- - - - - - -? - - - - - - - -
F--1 n-fl o-w
- Primary
' 260 - - - - - - - - I Inflow Area=3-1:7`40_-arc
260 - -- - - - - -
--I _ _.
Peak Elev=344.17'-
' 240-------
220 - - - - - - - '-
I 047 cf'
Storage=315
200'--
----- - - ,
_ - - -r --
,80 -- - ---- - - I-
180
160 - c
u- 140,-:- _. .._ _ .. ..... ...... . _ ._. -i.
' 120 - - - -
100--
86.46 cfs
80 - - - - - - - - -
I
I I
60--
40 I
20 - --

1 0
10 11
12 13 14
Time (hours)
1
1
1
1

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 25-Year Rainfall= 6.41 "
Prepared by Horvath Associates, P.A. Page 31
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
Elevation Primary
(feet) (cfs)
342.04 12.57
342.08 14.25
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
Elevation Primary
(feet) (cfs)
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
Elevation Primary
(feet) (cfs)
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1,331.33
346.88 1,361.93
346.92 1,392.77
346.96 1,423.85
347.00 1,455.17
347.04 1,486.74
347.08 1,518.54
347.12 1,550.58
347.16 1,582.86
347.20 1,615.36
347.24 1,648.10
347.28 1,681.07
347.32 1,714.27
347.36 1,747.69
347.40 1,781.34
347.44 1,815.21
347.48 1,849.31

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 25-Year Rainfall=6.41"
Prepared by Horvath Associates, P.A. Page 32
HydroCAD®7 10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 63,379 0
340.10 63,995 6,369
340.20 64,610 12,799
340.30 65,226 19,291
340.40 65,842 25,844
340.50 66,457 32,459
340.60 67,073 39,136
340.70 67,689 45,874
340.80 68,304 52,673
340.90 68,920 59,534
341.00 69,536 66,457
341.10 70,151 73,442
341.20 70,767 80,487
341.30 71,382 87,595
341.40 71,998 94,764
341.50 72,614 101,995
341.60 73,229 109,287
341.70 73,845 116,640
341.80 74,461 124,056
341.90 75,076 131,533
342.00 75,692 139,071
342.10 76,171 146,664
342.20 76,650 154,305
342.30 77,129 161,994
342.40 77,608 169,731
342.50 78,088 177,516
342.60 78,567 185,349
342.70 79,046 193,229
342.80 79,525 201,158
342.90 80,004 209,134
343.00 80,483 217,159
343.10 80,962 225,231
343.20 81,441 233,351
343.30 81,920 241,519
343.40 82,399 249,735
343.50 82,879 257,999
343.60 83,358 266,311
343.70 83,837 274,670
343.80 84,316 283,078
343.90 84,795 291,534
344.00 85,274 300,037
344.10 85,888 308,595
344.20 86,501 317,215
344.30 87,115 325,895
344.40 87,729 334,638
344.50 88,343 343,441
344.60 88,956 352,306
344.70 89,570 361,232
344.80 90,184 370,220
344.90 90,797 379,269
345.00 91,411 388,380
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.10 92,025 397,551
345.20 92,638 406,784
345.30 93,252 416,079
345.40 93,866 425,435
345.50 94,480 434,852
345.60 95,093 444,331
345.70 95,707 453,871
345.80 96,321 463,472
345.90 96,934 473,135
346.00 97,548 482,859
346.10 97,922 492,632
346.20 98,295 502,443
346.30 98,669 512,292
346.40 99,043 522,177
346.50 99,417 532,100
346.60 99,790 542,061
346.70 100,164 552,058
346.80 100,538 562,093
346.90 100,912 572,166
347.00 101,285 582,276
347.10 101,659 592,423
347.20 102,033 602,607
347.30 102,407 612,829
347.40 102,780 623,089
347.50 103,154 633,386
1
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S:\Drawings\06\0667\Project Calcs\
"
0667 Wetland Design Type 11 24-hr 25-Year Rainfall= 6.41
Prepared by Horvath Associates, P.A. Page 33
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/15/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 4.33" for 25-Year event
Inflow = 350.05 cfs @ 12.23 hrs, Volume= 37.190 of
Primary = 350.05 cfs @ 12.23 hrs, Volume= 37.190 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

'7

1
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design -100 YR STORM Type// 24-hr 100-Year Rainfa//=8.00"
Prepared by Horvath Associates, P.A. Page 2
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 3/14/2007
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 7.39" for 100-Year event
Inflow = 370.27 cfs @ 11.96 hrs, Volume= 19.560 of
Outflow = 324.83 cfs @ 11.99 hrs, Volume= 14.304 af, Atten= 12%, Lag= 2.2 min
Primary = 324.83 cfs @ 11.99 hrs, Volume= 14.304 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 345.43'@ 11.99 hrs Surf.Area= 94,078 sf Storage= 319,120 cf
Plug-Flow detention time= 169.7 min calculated for 14.304 of (73% of inflow)
Center-of-Mass det. time= 78.1 min ( 829.7 - 751.7 )
Volume Invert Avail.Storage Storag e Description
#1 341.60' 523,819 cf Custom Stage Data (Pri smatic) Listed below (Recalc)
?`rR?Tt?G Io© - Y2 (aS?
Elevation Surf.Area Inc.Store Cum.Store
?
??
(feet)
341
60 (sq-ft)
831
71 (cubic-feet)
0 (cubic-feet)
0 }?•
3
ed pf
. , 'E??' cif r2? iZexl?,?
?
342.00 75,692 29,505 29,505 tS
344.00 85,274 160,966 190,471 ?puhcn

346.00
97,548
182,822
373,293 ?
347.50 103,154 150,527 523,819
Device Routing Invert Outlet Devices
' #1 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
'-11=Broad-Crested OutFlow Max=324.43 cfs @ 11.99 hrs HW=345.43' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 324.43 cfs @ 3.5 fps)
' Link 5L: DP #1
Inflow Area 103.110 ac, Inflow Depth > 5.53" for 100-Year event
Inflow 511.92 cfs @ 12.02 hrs, Volume= 47.542 of
Primary - 511.92 cfs @ 12.02 hrs, Volume 47.542 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
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OUTLET STRUCTURE DESIGN
F

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Velocity Dissipator Design.xls Designer: Ben Thayer
Detention Basin 1 Checker: John Schrum, PE
1/11/2007
Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section - Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 83.87 Flow Depth (ft.) 2.50
Slope, S (%) = 0.010 Velocity, V (ft/s) 17.09
' Pipe Dia., D (in.) = 30
Manning's n Value = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 2.50
Outlet Velocity, Vo (fps) = 17.09
Apron Length, LA (ft.) = 25.0
I Average Dia. Stone Thickness
(inches) Class (inches)
' 4 A 12
8 B 18

>> 10
14 1 24
2 36 <<

Width,W = LA + Do Thickness = 1.5 * DMAX
Width, W = 27.5 ft.
SAY: 28.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 25.0
Width, W (ft.) = 28.0
Depth, D (in.) _ 36 (NCDENR E&SC Manual §8.06.6)
Stone Class - 2 (NCDOT Std. §1042)

*Cells in red denote required inputs from PIPES.exe outputs

Anti-Floatation Calcs for NC Products Extended Base Riser.xls John Schrum, P.E.
4' DIAMETER RISER 1/11/2007
Extended Base- NC Products
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
I Input Data =_>

1

1

1
1

Inside diameter of manhole = 4.0 feet
Wall thickness of manhole = 5.0 inches
Outside diameter of manhole riser sections = 4.83 feet
Total Required Height for Manhole Riser = 7.3 feet (Riser Crest to Invert)
Height of Extended Base = 60.0 inches
Concrete unit weight = 142.0 PCF Note: NC Products lists unit wt. of
OD of barrel exiting manhole = 38.5 inches manhole concrete at 142 PCF.
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 26.0 CF
Concrete Present =_>
Total amount of concrete above ground:
Base of Manhole = F-2-1.-68-8--l CF
Height of Riser Walls = 7.30 ft
Manhole Walls = 42.204 CF
Adjust for openings:
Opening for drain pipe =1 0.145 1CF
Total Concrete less base, adjusted for openings = 38.690 CF
Bouyant Weight of Concrete in Riser = 3080 Ibs
Amount of water displaced =_>
Displacement by open air in riser = 95.248 CF
Displacement by trash rack = 25.980 CF
Note: Consult NC Products Manual for
lb/ft weight of riser walls
Total water displaced by riser/barrel structure = 121.228 CF
' Weight of water displaced = 7565 Ibs
Net Water Displaced = 4485 lb (Weight of Water - Bouyant Weight of Concrete)
t
Opening for barrel = 3.369 CF
for drain pipe = 0.145 CF
1
1
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1
Anti-Floatation Calcs for NC Products Extended Base Riser.xls John Schrum, P.E.
4' DIAMETER RISER 1/11/2007
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.25 (minimum)
Must add = 5606 Ibs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Diameter of Base = 7 feet
Thickiness of Base = 12 inches
Volume of Base =F--4-9 0-0 CF
Weight of Base =F--6-9-5-8-] Ibs OK
Actual Factor of Safety = 1.55
Results of design =_>
Diameter of Base = 7.00 feet
Thickness of Base = 12.00 inches
CY of concrete added for Fill Block = 1.43 CY

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LEVEL SPREADER DESIGN

DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (1/2007)
1. PROJECT INFORMATION (please complete the following information):
' Project Name : Glenn View Station Road Widening
Contact Person: John Schrum Phone Number: (919 ) 490-4990
Level Spreader ID: LS 25B
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Level Spreader Length 74 ft.
Drainage Area 0.80 ac.
Impervious Area 0.80 ac.
Forebay Area 166 cu ft.
Maximum Filter Strip/Buffer Slope 7.4%/2% %
Max. Discharge from 1 "/Hr Storm 0.86 cfs
Max. Discharge to Level Spreader 0.86 cfs
Filter Strip/ Zone 1 Buffer Vegetation Grass
Filter Strip/ Zone 1 Buffer Width -20 ft.
Filter Strip/ Zone 2 Buffer Vegetation Forested
Filter Strip/ Zone 2 Buffer Width -50 ft.
Bypass Method Used Bypass Structure
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested/leaf litter cover, 8% for grass/thick cover)
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
A lic I ' ials
Project Site was visited prior to designing level spreader system.
Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
Level spreader length is at least: 13 ft. per cfs for thick ground cover / grass; OR 65 ft per cfs for 50-
foot canopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
All ground cover types and their widths have been labeled on the construction plans.
All contours have been depicted on the construction plans.
No structures are located in protected buffers (must meet no practical alternatives criteria).
No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
Construction details for the level spreader have been provided.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
ari
A?T
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Bypass conveyance method is specified and construction details and calculations are provided.
Alternative design option is specified and plan details and calculations are provided.
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
Construction details for the bypass and outlets are provided.
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Scenario Summary
1 Scenario 1-Inch per Hour
Physical Properties Alternat Base-Physical Properties
Catchments Alternative Base-Catchments
System Flows Alternative Base-System Flows
Structure Headlosses Alterr Base-Structure Headlosses
Boundary Conditions Altern Base-Boundary Con ditions
Design Constraints Alternat Base-Design Constraints
Capital Cost Alternative Base-Capital Cost
User Data Alternative Base-User Data
' Geometric Summary
x 2,046,383.71 ft Calculated Station 1+10 ft
Y 828,684.22 ft
El
ti
eva
ons
Ground Elevation 356.00 ft Hydraulic Grade Line In 352.47 ft
Rim Elevation 356.00 ft Hydraulic Grade Line Out 352.44 ft
Sump Elevation 352.00 ft
Headlosses
' Gravity Element Headloss 0.03 ft Depth Out 0.44 ft
Headloss Method AASHTO Velocity Out 3.53 ft/s
' AASHTO Shaping Method Full Velocity Head Out 0.19 ft
System Flow Summary
Total System Flow 0.86 cfs System Rational Flow 0.00 cfs
' System Flow Time 5.00 min System Additional Flow 0.00 cfs
System Intensity 0.00 in/hr System Known Flow 0.86 cfs
System CA 0.00 acres Total Diverted Flow In 0.00 cfs
d F
Incoming Diverte
low
Local Diverted Flow In 0.00 cfs Global Diverted Flow In 0.00 cfs
' Total Diverted Flow In 0.00 cfs
Inlet Flow Summary
Area 0.00 acres Composite Rational C 0.00
Inlet CA 0.00 acres Carryover CA 0.00 acres
Total Inlet CA 0.00 acres Total Inlet Intensity 0.00 in/hr
Total Inlet Rational Flow 0.00 cfs Total Inlet Time of Concenti 5.00 min
' Total Inlet Additional Flow 0.00 cfs Total Inlet Known Flow 0.00 cfs
Total Flow To Inlet 0.00 cfs
Inlet Characteristics
Inlet Type Generic Inlet Inlet Location On Grade
Inlet Generic Default 100% Inlet Section Properties Gutter Section
Road Cross Slope 0.020 ft/ft Depressed Gutter? true
Gutter Cross Slope 0.100 ft/ft Gutter Width 2.00 ft
Bypass Target <Automatic> Longitudinal Slope 0.020000 ft/ft
Mannings n 0.012
Title: Ravenstone Phase III Project Engineer: Matt Jones
s:\...\0667b stormcad-offsite level spreader.stm StormCAD v5.6 [05.06.012.00]
' 05/18/07 01:55:0- 1$ ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
1
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Detailed Report for Inlet: 1-165
External Pipe Flow
External CA 0.00 acres External Time of Concentra 0.00 min

Intercepted Flow Summary
Intercepted Rational Flow
Intercepted Additional Flow
Intercepted Known Flow
Total Intercepted Flow 0.00 cfs
0.00 cfs
0.00 cfs
0.00 cfs Intercepted CA
Intercepted Intensity
Intercepted Tc
Capture Efficiency 0.00 acres
0.00 in/hr
5.00 min
100.0 %

Upstream Piped Flow Summary
Upstream Rational Flow
Upstream Additional Flow
Upstream Known Flow
Total Upstream Flow 0.00 cfs
0.00 cfs
0.00 cfs
0.00 cfs Upstream CA
Upstream Intensity
Upstream Time Of Concent 0.00 acres
0.00 in/hr
0.00 min

Design Constraints Summary
Pipe Matching
Matchline Offset
Design Structure Elevation, Crowns
0.10 ft
true Allow Drop Structure?
Local Pipe Matching Constr
Desired Sump Depth false
false
0.00 ft

User Data
Date Installed
Message List
Time (hr) Message
No bypass target specified. Bypass is assumec
Title: Ravenstone Phase III Project Engineer: Matt Jones
s:\...\0667b stormcad-offsite level spreader.stm StormCAD v5.6 [05.06.012.00]
05/18/07 01:55:0rWUntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
F

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s

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Scenario: 1-Inch per Hour
DOT Report
Label -Node-
Upstream
Downstream pstrea
Inlet
Area
(acres) pstrea
Inlet
CA
(acres) pstream Calculate
System CA
(acres) d -Ground-
Upstream
ownstrea
(ft) -HGL-
Upstream
ownstrea
(ft) Section
Discharge
Capacity
(cfs) -Section
Shape
Size Length
(ft) Average
Velocity
(ft/s) Description
P-46 CB25 0.50 0.48 0.48 361.00 358.02 0.48 Circular 50.00 3.08
JB26A 361.00 357.48 6.46 15 inch
P-47 JB26A N/A N/A 0.86 361.00 357.03 0.86 Circular 42.00 3.66
JB26B 360.00 356.56 6.46 15 inch
P-48 JB26B N/A N/A 0.86 360.00 353.22 0.86 Circular 35.00 4.68
FES25B 352.00 353.25 9.14 15 inch
P-49 CB27 0.30 0.28 0.28 362.20 359.16 0.29 Circular 104.00 2.65
CB26 361.70 358.09 6.46 15 inch
P-50 CB26 0.10 0.10 0.38 361.70 358.05 0.38 Circular 79.00 2.89
JB26A 361.00 357.23 6.46 15 inch
P-44 1-165 0.00 0.00 0.00 356.00 352.44 0.86 Circular 110.00 5.50
LS 25B 352.00 349.67 2.00 18 inch
Title: Ravenstone Phase III Project Engineer: Matt Jones
' s:1 ...\0667b stormcad-offsite level spreader.stm StormCAD v5.6 [05.06.012.00]
05/18/07 01:55:539?1$@ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
M__
LEVEL SPREADER SYSTEM OPERATION AND MAINTENANCE AGREEMENT (1/2007)
A level spreader system includes: a forebay, diverter box, level spreader, riparian buffer/vegetated filter strip,
and flow bypass channel.
Name of Project: Glenn View Station NC DWQ Project # 06-1013
Address: Geer Street and Glenn School Road, Durham, North Carolina
Maintenance activities shall be performed as follows:
MAINTENANCE ACTIVITY FREQUENCY
Post-construction monitoring-inspect for vegetation, Check after every heavy rainfall for first 6 months
settling, erosion, or concentrated flow. following construction.
Inspect Diverter Box and clean and/or make repairs. Once a month and after heavy rainfalls/storms.
Look for:
• Clogged inlet or outlet pipes.
• Trash/debris in the box.
Inspect Forebay + Level Spreader. Clean and/or Once a month and after heavy rainfalls/storms.
make repairs. Look for:
• Sediment in forebay and along level spreader
lip;
• Trash and/or leaf buildup.
• Scour, undercutting of level spreader.
• Settlement of level spreader structure (no
longer level; you see silt downhill below level
spreader).
• Fallen trees on level spreader.
• #57 stone washing downhill.
Inspect the Riparian Buffer and the Bypass Swale Once a month and after heavy rainfalls/storms.
and make repairs as needed'. Look for:
• Damaged turf reinforcement or riprap rolling
downhill.
• Erosion within the buffer or swale.
• Concentrated flows downhill of level
spreader-look for gullies or sediment flows.
Mow grass to a 6" height. As needed during growing season.
Remove any weeds/shrubs growing on level spreader Once a year.
or in swale.
1 NOTE: Contact NC Division of Water Quality, 401/Wetlands Unit at 919-733-1786 BEFORE any work
in Protected Riparian Buffers.
Page I of 2
LEVEL
SPREADER NO. LOCATION ON SITE (DESCRIBE) HOW WILL IT BE ACCESSED?
1 (LS 2513) West of Geer Street Entrance Sanitary Sewer Easement
2
3
4
5
6
I acknowledge 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.
Print name:
Title:
Address:
Phone:
Signature:
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.
I, , a Notary Public for the State of ,
County of , do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
SEAL
My commission expires
Page 2 of 2
T. ' .
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f t F ~ / ~ ~ ' / ` V ~ ~ ~ ( ~ ~ ~ ~ , i •r t ~ 1 ` ~ t ~ • DATE 9-28-2006
/ ~ 1 l ~ , f i i ~ / ~ ~ ~ : / . ! , ~ / i ~ ! i , `I ~ ~ ~ ~ ! ~ a ~ ~ \ ! . ~ ~ 1 \ ~ ~ / ~ ; ! 1 \ ~ 1 I 7 ~ ~ ~ 1 / i 1 ~ ¦ SCALE 111=2W
~ ~ ~ r r 1 ? ~ ~ ~ ~ \ ~ ~ ~ ~ \ ~ 111-200 ¦
i ~ 1 , ~ ~ i J ~ \ t` \ r ! , 1, ~ i ! • ti ~ ~ / ~ / PROJECT NO. 0667
\ \ ? . \ ~ L ~ ~ / ~ / / / ~ ~ / ~ ~ / / ~ ~ / 1, ~ d / ~ , SHEET NO. .
~ / ~ . ~ ~ I / i / ~ ~ 2~ 00 0 / / 1 ~ ~ ~ 400 ¦
\ \ ~ \ t \ ~ O ~ \ / ~ i ~ ~ , i t ~ i L / I . ~ / ~ ~ 1- i ~ ~ ~ 1 SW2 •
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