19950796 Ver 2_More Info Received_20100422

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¦ PRELIMINARY BMP ANALYSIS
AND WETLAND EXHIBITS
' FOR
STONEBRIDGE SUBDIVISION

LOCATION: UNION COUNTY, NORTH CAROLINA
'
BY: PESQUARED ENGINEERING
BRAD JOHNSON, PE
1605 PECAN AVE
CHARLOTTE, NC 28203
E: BRAD (@PESQUARED.COM
P: [phone]
DATE: APRIL 20, 2010

PE Squared is a DBA oflntelligent Design Croup, LLP a
registered engineering firm in the state of North Carolina
4b 5sS
Ve
Letter of Transmittal
LSG, LLC
? 734049
Recipient : Reauested By
Joseph Gyamfi SUDEEP VYAS
NCDENR RICHA GRAPHICS
2321 Crabtree Blvd, Suite 250 204 NORTH TRYON STREET
Raleigh, North Carolina, USA 27604. CHARLOTTE North Carolina USA 28202
Phone _ Phone : [phone]
Item Name Originals ' Page Size ` Copies
BMP MANUAL 68 8.5X11 2
DRAWINGS 2 Full Size 2
Delivery Info : Delivery Via : Local Delivery, Delivery Due Date : Thursday, April 22, 2010 2:00:OOPM
LSG, LLC at 919-878-5500
fill
1
2010
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Plan1NN1 Enterprise Page 1 of 1
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IPE
iiRAD(&PFSQUARED.C0N1 - WWW.PFS0j1JARED.c01\4
April 20, 2010
IRROIEGT MANAGEMENT
NGINEERING
ENTITLEMENT Joseph Gyamfi
1 NCDENR - Surface Water Protection
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Stonebridge Subdivision - DWQ 95-0796v2 - REQUEST FOR MORE INFORMATION RESPONSE
Dear Mr. Gyamfi:
' This submittal is response to your comments on the 401 certification submittal made by Len Rindner,
PWS, on behalf of our client, Ken Holbrooks, PE of the Bayard Group, LLC. I have also made changes
based on our telephone conversation and email conversations from March 26, 2010.
The changes you requested include:
1. Clarify typos in narrative regarding drainage area numbers.
2. Use roman numerals for overall drainage areas
3. Label parcels on exhibit sheet 2
4. Provide a thicker line for drainage areas on sheet 5.
5. Provide a full 2406 sheet of exhibit sheets 2 and 5.
These changes have been made and incorporated in to this submittal of exhibits and preliminary
calculations for conceptual stormwater management plan. A full storm stormwater management plan is
still under development as we are requesting a conditional 401 certification.
Please contact me if you have any questions. Thank-you for your consideration.
Respectfully,
i Bradley K. Johnson, PE
Engineering Manager, PE2 Engineering

1
1
PE Squared is a DBA of Intelligent Design Group, LLP a registered
1 engineering firm in the state of North Carolina
I I PE 2
Brad Johnson <[e-mail]>
StonebridgeSubdivision (DWQ # 95-0796v2)
Gyamfi, Joseph <[e-mail]> Fri, Mar 26, 2010 at 10:54 AM
To: "Johnson, Alan" <[e-mail]>
1 Cc: Brad Johnson <[e-mail]>, Len Rindner <[e-mail]>, "Gyamfi, Joseph"
<[e-mail]>
Hi Alan,
We received additional information for the subject project from Brad on March 11, 2010. 1 have just spoken to
him to submit more information to help clarify the parcels, and drainage areas used in the computation of
percent imperviousness. Brad please remember to delineate the drainage areas with thick dashed lines and
use different numbering from the parcels as discussed. As soon as I get this information, I'll expedite action on
it and give you my recommendations. I have copied everyone on it so this may serve as a request for
additional information. You may print and file this email, and I'll do the same here in the Central Office File.
1 This project may require deed restrictions on the allocated amount of impervious surface per lot, especially in
the low density areas. Let me know if you have any questions. Thanks.
Joseph.
---------------------
1
L

Joseph Gyamfi, P.E., P.Eng.
Environmental Engineer
NCDENR/DWQ
401/Express Permitting Unit
2321 Crabtree Blvd., Suite 250, Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
Website: http://h2o.enr.state.nc.us/ncwetlands/index.html
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and
may be disclosed to third parties.
1
PE2 Engineering
April 20, 2010
Project Narrative
Preliminary BMP Calculations
Stonebridge Subdivision
Stonebridge subdivision is a master-planned development consisting of 10 separate parcels (see
exhibit sheet 2) that have been phased as individually permitted projects for the purposes of
erosion control, water, sewer and preliminary plat submissions. These parcels are at various
stages of design and development, with parcels 4, 6 and 8 being mostly complete and parcels 1,
2, 3, 5, 7, 9 and 10 yet to break ground. Many lots have been sold in parcels 4, 6 and 8, the
remainder, 347.6099 acres (shown in exhibit sheet 2 and 3) still under control by the developer.
The overall project area was divided into seven overall drainage areas labeled "I" through "VIP"
(see exhibit sheet 4). These areas encompassed a great deal of offsite drainage areas, since the
offsite areas are not included in this tables calculation seven sub-areas were created (see exhibit
sheet 5). These sub areas correspond to the remaining property areas for parcels 1, 2, 3, 5, 7, 9,
and 10, for parcels 4, 6 and 8 the original project boundaries have been included as many of lots
in these properties have been sold off. The table below summaries the project impervious areas.
Areas 1, 2, and 5-7 have sufficient buildable impervious area to complete the development and
remain under 23.5% so are not included in any further BMP analysis. Areas 3 and 4, which
correspond to parcels 5 and 6 respectively have been further studied for additional preliminary
BMP analysis, this is to provide information suitable information to determine feasibility for a
conditional 401 certification. Full CDs are not included in this submittal as the 401 certification
is a necessary first step for local approvals. Full CDs will be produced after conditional 401
certification.
Objective
To show the overall project density and provide preliminary design data for BMPs in areas 3 & 4
for the 401 certification process. Full design and construction documents are not provided at this
time because the 401 certification is necessary first step for local review agencies. After the 401
certification is complete full CDs will be designed and provided to relevant local and state
agencies for review and approval.
PEI Engineering Preliminary BMP Calculations
April 20, 2010 Stonebridge Subdivision
Overall Project Analysis
The overall Project was found to have a impervious area percentage of 22.59% (see table 1.
Making the overall development low density. However two sub-areas were found to have
density over 24% these areas, numbers 3 & 4 are to have BMPs designed at the discharge points.
Table 1
Total
Impervious Remaining Average
Area Impervious Remaining Impervious
AREA ROAD SIDEWALK/ # OF Available for Lot Impervious Area
NUM. AREA AREA TRAIL LOTS (<23.5%) Development per Lot Percentage
(ACRES) (SF) (SF) (SF) (SF) (SF)
1 62.34 214,809 39,892.00 82 638,150 373,100 4,550 23.12%
2 127.93 466,417 81,240.00 186 1,309,568 753,300 4,050 23.35%
3 27.76 81,547 15,692.00 52 284,168 241,436 4,643 28.01%
4 19.66 96,636 15,387.00 60 201,252 206,520 3,442 37.20%
5 32.15 78,930 15,336.00 42 329,107 210,000 5,000 21.73%
6 86.64 169,46 100,714.00 67 886,899 335,000 5,000 16.04%
7 34.54 83,585 28,356.00 65 353,572 240,500 3,700 23.42%
' 391.02 1,191,385 296,617.00 554 4,002,715 2,359,856 22.59%
Preliminary BMP Calculations
Four BMPs were sized for Wetland Watershed Areas 3 (parcel 5) & 4 (parcel 6). BMPs 3 & 4
were preliminary sized based on a 1 inch storm. Ponds 1 & 2 were designed with storage and
outlet structures. The StormNET hydraulics & hydrology software package was used to analyze
these structures in more detail. Output from the StormNET program is attached.
The table 2 below summarizes the contributing drainage areas to each BMP.
Table 2
BMP WATERSHED AREAS

BMP SQ. FT.

BUA (SQ.
FT.)

BUA
0/0
POND 1 1,040,762 243,418 23.4% "Area 3 - Sub A" & "Area 3 - Off A"
BMP 3 138,361 38,741 28.0% "Area 3 - SUB B"
BMP 4 290,794 52,466 18.0% "Area 3 - Sub C" & "Area 3 - Off B"
POND 2 1,087,172 326,289 30.0% "Area 4" & "Area 4 - OFF"
TOTAL 2,557,089 660,914
Exhibit sheet 22 shows the preliminary pond design for pond 2 in parcel 6, which corresponds to
drainage "Area 4" & "Area 4 - OFF". Exhibit 23 shows the preliminary pond design for pond 1
in parcel 5, which corresponds to drainage "Area 3 - Sub A" & "Area 3 - Off A".
2
PE2 Engineering Preliminary BMP Calculations
April 20, 2010 Stonebridge Subdivision
Exhibit 24 shows a more detailed of the sub drainage areas for area 3, BMP locations at the
outlets are also located. Exhibit 25 shows a more detailed of the sub drainage areas for area 4.
Tables 2 and 3 show the preliminary pond designs, the ponds have been designed to meet 90%
TSS removal based on table 10-3 in the BMP Design Manual. The remaining sub-areas (table 4)
treat less than 5 acres of developed area so bioretention areas will be utilized, these areas have
been preliminary sized and sufficient area provided to hold the 1" storm.
Table 3
POND 1 Area 3 (Parcel 5)
Main Pond Forebay Total Elevation
(ft2) (ft2) (ft2) (ft)
' Aperm_pool = 23,155 7,874 31,029 635
Abot_shelf = 19,783 7,475 27,258 634.5
Abot_pond = 10,013 0 10,013 626.5
Depth= 8.5 ft
dava = 6.86 ft
TOTAL BMP
WATERSHED AREA= 1,040,762 ft2
BUA % 23.4%
SA/DA= 0.97 from table 10-3
' REQ. SURF AREA = 10,095 ft2
PROV. SURF AREA = 31,029 ft2
Table 4
Pond 2 Area 4 (Parcel 6)
Main Pond Forebay Total Elevation
(ft2) (ft2) (ft2) (ft)
' Aperm_pool = 20,029 4,253 24,282 640.5
Abot shelf = 14,540 3,360 17,900 639.5
Abot_pond = 11,575 1,730 13,305 637.5
Depth= 3 ft
daV9 = 3.13 ft
TOTAL BMP WATERSHED
AREA= 1,087,172 ft2
BUA % 30.0%
SA/DA= 1.9 from table 10-3
REQ. SURF AREA = 20,656 ft2
PROV. SURF AREA = 24,282 ft2
Table 5

1
1
BMP 3 Area 4 (Parcel 5)
TOTAL BMP WATERSHED AREA= 138,361 ft2
BUA % 28.0%
AREA REQUIRED TO STORE 1" STORM= 11,530 ft2
3
PEI Engineering Preliminary BMP Calculations
April 20, 2010 Stonebridge Subdivision
PROV. SURF AREA = 12,370 ft2
BMP 4 Area 4 (Parcel 5)
TOTAL BMP WATERSHED AREA= 187,300 ft2
BUA % 18.0%
' PROV. SURF AREA = 7,043 ft2
* Less than 24% BUA in contributing watershed, BMP not necessary but appropriate area
provided
1
EXHIBITS 00-25
STORMNET SCHEMATIC
SOILS MAP
STORMNET OUTPUT
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Hydrologic Soil Group-Union County, North Carolina
Parcel 4&5 Hydrologic Soil Group
Hydrologic Soil Group
Hydrologic Soil Group- Summary by Map Unit - Union County, North Carolina
Map unit symbol Map unit name Rating Acres in A017 Percent of AOt
...? .....,,..,, -;4 i,..,.., , a,, c .. -+ r, Q n , G not
slopes
GsB Goldston-Badin complex, 2 to 8 percent
slopes C 38.9 75.4%
MhA Misenheimer-Cid complex, 0 to 3
percent slopes C 4.5 8.8%
Totals for Area of Interest 51.6 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
' USDA Natural Resources Web Soil Survey 2/10/2010
"? Conservation Service National Cooperative Soil Survey Page 3 of 4

1

1
1

1
Hydrologic Soil Group-Union County, North Carolina
Parcel 4&5 Hydrologic Soil Group
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Lower
USDA Natural Resources Web Soil Survey 211012010
'? Conservation Service National Cooperative Soil Survey Page 4 of 4
' Project Description
Project File Name : WETLANDS-PRELIM-1 1NCH.SPF
Project Description : 1" RAINFALL RUN
' Project Options
Flow Units ................................................... . CFS
Elevation Type ............................................ . Elevation
Hydrology Method ...................................... .. SCS TR-20
' Time of Concentration (TOC) Method ........ . SCS TR-55
Link Routing Method .................................. .. Kinematic Wave
Enable Overflow Ponding at Nodes ........... .. YES
Skip Steady State Analysis Time Periods .. . NO
' Analysis Options
Start Analysis On ....................................... .. Jan 01, 2010 00:00:00
End Analysis On- ....................................... . Jan 03, 2010 23:59:00
Start Reporting On ..................................... .. Jan 01, 2010 00:00:00
' Antecedent Dry Days ................................. .. 0 days
Runoff (Dry Weather) Time Step ............... .. 0 01:00:00 days hh:mm:ss
Runoff (Wet Weather) Time Step .............. .. 0 00:05:00 days hh:mm:ss
Reporting Time Step .................................. .. 0 00:05:00 days hh:mm:ss
' Routing Time Step ..................................... .. 30 seconds
Number of Elements
city
Rain Gages ................................................ .. 1
Subbasins .................................................. .. 4
' Nodes .......................................................... . 6
Junctions ............................................ . 0
Outfalls ............................................... . 4
Flow Diversions .................................. . 0
Inlets ................................................... 0
Detention Ponds ................................. 2
Links ............................................................ . 8
Channels ............................................ . 0
Pipes .................................................. . 0
Pumps ................................................ . 0
Orifices ............................................... . 4
Weirs .................................................. . 4
Outlets ................................................ . 0
Pollutants ................................................... .. 0
Land Uses .................................................. . 0
11
' Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number
(ac)
(in)
(in) Volume
(ac-in)
(cfs)
(days hh:mm:ss)
1 BMP-3-DA 3.17 80.74 1.00 0.09 0.30 0.13 0 00:28:31
2 BMP-4-DA 6.67 78.32 1.00 0.06 0.41 0.11 0 00:27:05
3 POND-1-DA 23.89 79.62 1.00 0.08 1.86 0.68 0 00:27:25
4 POND-2-DA 24.96 81.20 1.00 0.10 2.52 1.27 0 00:25:07
'

1

1
1
Node Summary
1
1
1

1
1
1
1
1

P
1

SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 Out-1 OutFall 0.00 0.03 0.00
2 Out-2 OutFall 0.00 0.66 0.00
3 Out-3 OutFall 0.00 0.13 0.00
4 Out-4 OutFall 0.00 0.11 0.00
5 Pond-1 Pond 635.00 640.00 635.00 31029.00 0.67 635.18 0.00 0.00
6 Pond-2 Pond 640.50 645.00 640.50 20029.00 1.26 640.56 0.00 0.00
u
'
Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Di ameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
' (g) (g) (O) N (in) A) A) (ft/sec) (fl) (min)
1 Reg-1 Once Pond-1 Out-1 635.00 0.00 2.000 0.03
2 Reg-2 Office Pond-1 Out-1 635.00 0.00 12.000 0.00
3 Reg-3 Office Pond-2 Out-2 640.50 0.00 2.000 0,01
' 4 Reg-4 Office Pond-2 Out-2 640.50 0.00 6.000 0.00
5 P1-BOXT Weir Pond-1 Out-1 0.00 0.00
6 P1-OVR Weir Pond-1 Out-1 0.00 0.00
7 P2-11XT Weir Pond-2 Out-2 0.00 0.11
' 6 P2-OVR Weir Pond-2 Out-2 0.00 0.55

L
1
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1
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u
' Subbasin Hydrology
Subbasin : BMP-3-DA
Input Data
Area (ac) ........................................................................ 3.17
Weighted Curve Number ............................................... 80.74
' Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking & roofs 0.89 C 98.00
' > 75% grass cover, Good 2.28 C 74.00
Composite Area & Weighted CN 3.17 80.74
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
' Tc = (0.007' ((n " Lf)^0.8)) / ((P^0.5)' (Sf^0.4))
Where:
Tc = Time of Concentration (hrs)
n = Manning's Roughness
' Lf =Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf =Slope (tuft)
Shallow Concentrated Flow Equation
V = 16.1345 ` (Sf^0.5) (unpaved surface)
V = 20.3282*(Sf^0.5)(paved surface)
V = 15.0 (Sf^0.5) (grassed waterway surface)
V = 10.0 " (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 (Sf^0.5) (cultivated straight rows surface)
V = 7.0 ` (Sf^0.5) (short grass pasture surface)
V = 5.0 ` (Sf^0.5) (woodland surface)
V = 2.5 " (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
' Where:
Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
V = Velocity (fUsec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49' (R^(2/3)) ` (Sf^0.5)) / n
' R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
Where :
' Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ft')
Wp = Wetted Perimeter (ft)
V = Velocity (fUsec)
Sf = Slope (ft/ft)
n = Manning's Roughness
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness : .4 0.00 0.00
Flow Length (ft) : 150 0.00 0.00
Slope (%) : 2.2 0.00 0.00
2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00
Velocity (ft/sec) : 0.09 0.00 0.00
Computed Flow Time (min) : 27.34 0.00 0.00
Subarea Subarea Subarea
1 Shallow Concentrated Flow Computations A B C
Flow Length (ft) : 170 0.00 0.00
Slope (%) : 2.2 0.00 0.00
Surface Type: Unpaved Unpaved Unpaved
Velocity (111sec) : 2.39 0.00 0.00
' Computed Flow Time (min) : 1.19 0.00 0.00
Total TOC (min) ..................28.52
Subbasin Runoff Results
Total Rainfall (in) .................................................. .......... 1.00
Total Runoff (in) ................................................... .......... 0.09
Peak Runoff (cfs) ................................................. .......... 0.13
Weighted Curve Number ..................................... .......... 80.74
Time of Concentration (days hh:mm:ss) .............. .......... 0 00:28:31
f
f
1

t

1

Subbasin : BMP-4-DA
Input Data
Area (ac) ........................................................ ................ 6.67
Weighted Curve Number ............................... ................ 78.32
Rain Gage ID ................................................. ................ Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 1.20 C 98.00
> 75% grass cover, Good 5.47 C 74.00
Composite Area & Weighted CN 6.67 78.32
Time of Concentration
Sheet Flow Computations
Manning's Roughness :
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type :
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................27.08
Subarea Subarea Subarea
A B C
.4 0.00 0.00
100 0.00 0.00
1.6 0.00 0.00
3.50 0.00 0.00
0.07 0.00 0.00
22.45 0.00 0.00
Subarea Subarea Subarea
A B C
567 0.00 0.00
1.6 0.00 0.00
Unpaved Unpaved Unpaved
2.04 0.00 0.00
4.63 0.00 0.00
bb
i
R
ff R
lt
S
as
n
uno
esu
s
u
Total Rainfall (in) ................................................ ............ 1.00
Total Runoff (in) ...... ... 0.06
...........................................
Peak Runoff (cfs) .... .........
... 0.11
Weighted Curve Number .................................... ........... 78.32
Time of Concentration (days hh:mm:ss) ............ ............ 0 00:27:05
r
1

r

11
Subbasin : POND-1-DA
Input Data
Area (ac) ....................................................... ................. 23.89
Weighted Curve Number .............................. ................. 79.62
Rain Gage ID ................................................ ................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
> 75% grass cover, Good 18.30 C 74.00
Paved parking & roofs 5.59 C 98.00
Composite Area & Weighted CN 23.89 79.62
Time of Concentration

Sheet Flow Computations
Manning's Roughness :
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (fusec) :
Computed Flow Time (min) :
Subarea Subarea Subarea
A B C
.4 0.00 0.00
100 0.00 0.00
6 0.00 0.00
3.50 0.00 0.00
0.13 0.00 0.00
13.23 0.00 0.00

I

1
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................27.41
Subarea Subarea Subarea
A B C
580 1260 0.00
1 1.6 0.00
Unpaved Paved Unpaved
1.61 2.57 0.00
6.00 8.17 0.00
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 1.00
Total Runoff (in) ............................................................. 0.08
Peak Runoff (cfs) ........................................................... 0.68
Weighted Curve Number ............................................... 79.62
Time of Concentration (days hh:mm:ss) ........................ 0 00:27:25

Subbasin : POND-2-DA
Input Data
Area (ac) ........................................................ ................ 24.96
Weighted Curve Number ............................... ................ 81.20
Rain Gage ID ................................................. ................ Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 7.49 C 98.00
> 75% grass cover, Good 17.47 C 74.00
Composite Area & Weighted CN 24.96 81.20
Time of Concentration
Sheet Flow Computations
Manning's Roughness
Flow Length (ft)
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................25.12
Subarea Subarea Subarea
A B C
.4 0.00 0.00
100 0.00 0.00
1.3 0.00 0.00
3.50 0.00 0.00
0.07 0.00 0.00
24.39 0.00 0.00
Subarea Subarea Subarea
A B C
101 0.00 0.00
1.3 0.00 0.00
Paved Unpaved Unpaved
2.32 0.00 0.00
0.73 0.00 0.00
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 1.00
Total Runoff (in) ............................................................. 0.10
Peak Runoff (cfs) ........................................................... 1.27
Weighted Curve Number ............................................... 81.20
Time of Concentration (days hh:mm:ss) ........................ 0 00:25:07
Detention Ponds
Detention Pond : Pond-1
Input Data
Invert Elevation (ft) ................................. .................... 635.00
Max (Rim) Elevation (ft) ......................... .................... 640.00
Max (Rim) Offset (ft) ........... .... 5.00
Initial Water Elevation (ft) ....................... .................... 635.00
Initial Water Depth (ft) ............................ .................... 0.00
Ponded Area (1t2) ................................... .................... 31029.00
Evaporation Loss ................................... .................... 0.00
Storage Area Volume Curves
Storage Curve : POND-1 -SC
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 31029 0.000
4 44320 150698.00
1
I

3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
a
y 1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000
r ----- ---- --r ----------------- -- r " 4
6
------- ------- ------- --- - -- ------ -------- ------- 3.2
2.8
=
4
22
------- --- ------- -------
2
-------- ---- - ---- ------ -------- ----- -- 1.4
'-- ----------------- I ------ ----- --- 7
.
8
-------- ------ -------- -------- ------ ------- ------- --- 0.6
32,000 3000 36,000 38,000 40,000 42,000 44,000
Storage Area (ftzj
I - Storage Area - Storage Volume

I
I
w
of
t0
to
i
Detention Pond : Pond-2
Input Data
Invert Elevation (ft) ................................ ..................... 640.50
Max (Rim) Elevation (ft) ........................ ..................... 645.00
Max (Rim) Offset (ft) ............................. ..................... 4.50
Initial Water Elevation (ft) ..................... ...................... 640.50
Initial Water Depth (ft) .......................... ...................... 0.00
Ponded Area (ft') .................................. ..................... 20029.00
Evaporation Loss .................................. ..................... 0.00
Storage Area Volume Curves
Storage Curve : POND-2-SC
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 20029 0.000
4 27373 94804.00
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Storage Area Volume Curves
Storage Volume (ftj
0 20,000 40,000 60,000 80,000
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
y 1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
r-------------. -------------. _--__- ----------------- 4
-------------- --------- ------------ ------------- ---- 3.8
------------- --------- ----------- ----------- ------ 3.6
----- --------- ------- 3.4
-------------- -------------- ------
- ----------------
-------------- ----------------
-------- ----- - -- --------- ----- -------- 3.2
-3
--------------- -------------- ----------------
- -- - ------------------- ------------- - ----- ---------- 2.8
2.6
z
4
---------- ----
----------- --- ----------72.2
------------ --------- -- ------- ------------------ 2
---------- - ----- --------1.8
-------------------------- ------------ ---------- ---------- 1.6
---------- --------- -- -- --------------------------- 1.9
--- --- ; 1.2
---------- 1
8
--------- --- ------------------------- ------------ --------- 0.6
- - --- - - - 0
20,000 21,000 22,000 23,000 24,000 25,000 26,000 27,000
Storage Area (ftj
- Storage Area - Storage Volume
B
0
Detention Pond : Pond-2 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 P2-13OXT Rectangular No 638.70 -1.80 2.00 2.00 3.37
2 P2-OVR Trapezoidal No 639.70 -0.80 10.00 0.80 3.37
x Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 Reg-3 Side Circular No 2.00 640.50 0.61
2 Reg-4 Side Circular No 6.00 641.00 0.61
Output Summary Results
Peak Inflow (cfs) ..................................... ................... 1.26
Peak Lateral Inflow (cfs) ......................... ................... 1.26
Peak Outflow (cfs) ................................... .................. 0.66
Peak Exfiltration Flow Rate (cfm) ............ .................. 0.00
Max HGL Elevation Attained (ft) ............. ................... 640.56
Max HGL Depth Attained (ft) ................... .................. 0.06
Average HGL Elevation Attained (ft) . ...... 640.51
Average HGL Depth Attained (ft) ............ ................... 0.01
Time of Max HGL Occurrence (days hh:mm) ............ 0 12:42
Total Exriltration Volume (1000-ft3) .. .. 0.000
Total Flooded Volume (ac-in) .................. .................. 0
Total Time Flooded (min) ........................ .................. 0
Total Retention Time (sec) ..................... ................... 0.00
Project Description
Project File Name : WETLANDS-PRELIM-10YR.SPF
Project Description :
Project Options
Flow Units .................................................. .. CFS
Elevation Type ........................................... .. Elevation
Hydrology Method ...................................... .. SCS TR-20
Time of Concentration (TOC) Method ....... .. SCS TR-55
Link Routing Method .................................. .. Kinematic Wave
Enable Overflow Ponding at Nodes ........... .. YES
Skip Steady State Analysis Time Periods .. . NO
Analysis Options
Start Analysis On ....................................... .. Jan 01, 2010 00:00:00
End Analysis On ......................................... . Jan 03, 2010 23:59:00
Start Reporting On ..................................... .. Jan 01, 2010 00:00:00
Antecedent Dry Days ................................. .. 0 days
Runoff (Dry Weather) Time Step ............... .. 0 01:00:00 days hh:mm:ss
Runoff (Wet Weather) Time Step .............. .. 0 00:05:00 days hh:mm:ss
Reporting Time Step .................................. .. 0 00:05:00 days hh:mm:ss
Routing Time Step ..................................... .. 30 seconds
Number of Elements
Qty
Rain Gages ................................. ................. 1
Subbasins ................................... ................. 4
Nodes ........................................... ................ 6
Junctions ............................. ................ 0
Outfalls ................................ ................ 4
Flow Diversions ................... ................ 0
Inlets ................................... ................ 0
Detention Ponds ................. ................ 2
Links ............................................ ................. 8
Channels ............................. ................ 0
Pipes ................................... ................ 0
Pumps ................................. ................ 0
Orifices ................................ ................ 4
Weirs ................................... ................ 4
Outlets ................................. ................ 0
Pollutants .................................... ................. 0
Land Uses ................................... ................ 0
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 BMP-3-DA 3.17 80.74 5.20 3.14 9.95 9.05 0 00:28:31
2 BMP-4-DA 6.67 78.32 5.20 2.91 19.42 18.23 0 00:27:05
3 POND-I-DA 23.89 79.62 5.20 3.03 72.43 67.48 0 00:27:25
4 POND-2-DA 24.96 81.20 5.20 3.18 79.42 77.55 0 00:25:07
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 Out-1 OutFall 0.00 7.80 0.00
2 Out-2 OutFall 0.00 61.46 0.00
3 Out-3 OutFall 0.00 9.04 0.00
4 Oul:4 OutFall 0.00 18.15 0.00
5 Pond-1 Pond 635.00 640.00 635.00 31029.00 67.45 638.89 0.00 0.00
6 Pond-2 Pond 640.50 645.00 640.50 20029.00 75.97 642.18 0.00 0.00

1

1

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Di ameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Deplhl Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) A (%) (in) (cfs) (cfs) (fUsec) (fl) (min)
1 Reg-1 Orifice Pond-1 Out-1 635.00 0.00 2.000 0.21
2 Reg-2 Once Pond-1 Out-1 635.00 0.00 12.000 5.98
3 Reg-3 Orifice Pond-2 Out-2 640.50 0.00 2.000 0.14
4 Reg-4 Office Pond-2 Out-2 640.50 0.00 6.000 0.93
5 P1-BOXT Weir Pond-1 Out-1 0.00 1.61
6 P1.OVR Weir Pond-1 Out-1 0.00 0.00
1 P2-BOXT Weir Pond-2 Out-2 0,00 14,65
8 P2.OVR Weir Pond-2 Out-2 0.00 45.14
1
1
Subbasin Hydrology
Subbasin : BMP-3-DA
Input Data
Area (ac) ........................................................................ 3.17
Weighted Curve Number ............................................... 80.74
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking & roofs 0.89 C 98.00
> 75% grass cover, Good 2.28 C 74.00
Composite Area & Weighted CN 3.17 80.74
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 ` ((n ` Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hrs)
n = Manning's Roughness
1 Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf =Slope (ft/ft)
Shallow Concentrated Flow Equation
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 ` (Sf^0.5) (grassed waterway surface)
V = 10.0 ` (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 ` (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 ` (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49 ` (R^(2/3)) ` (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ft2)
Wp = Wetted Perimeter (ft)
V = Velocity (fUsec)
Sf = Slope (fuft)
n = Manning's Roughness
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness : .4 0.00 0.00
Flow Length (ft) : 150 0.00 0.00
Slope (%) : 2.2 0.00 0.00
2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00
Velocity (ft/sec) : 0.09 0.00 0.00
Computed Flow Time (min) : 27.34 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) : 170 0.00 0.00
Slope (%) : 2.2 0.00 0.00
Surface Type: Unpaved Unpaved Unpaved
Velocity (fusec) : 2.39 0.00 0.00
Computed Flow Time (min) : 1.19 0.00 0.00
Total TOC (min) ..................28.52
Subbasin Runoff Results
Total Rainfall (in) .................................................. .......... 5.20
Total Runoff (in) .................................................... ......... 3.14
Peak Runoff (cfs) .................................................. ......... 9.05
Weighted Curve Number ...................................... ......... 80.74
Time of Concentration (days hh:mm:ss) .............. .......... 0 00:28:31
Subbasin : BMP-4-DA
Input Data
Area (ac) ........................................................ ................ 6.67
Weighted Curve Number ............................... ................ 78.32
Rain Gage ID ................................................. ................ Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 1.20 C 98.00
> 75% grass cover, Good 5.47 C 74.00
Composite Area & Weighted CN 6.67 78.32
Time of Concentration
Sheet Flow Computations
Manning's Roughness :
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in) :
Velocity (ft/sec) :
Computed Flow Time (min)
Subarea Subarea Subarea
A B C
.4 0.00 0.00
100 0.00 0.00
1.6 0.00 0.00
3.50 0.00 0.00
0.07 0.00 0.00
22.45 0.00 0.00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................27.08
Subarea Subarea Subarea
A B C
567 0.00 0.00
1.6 0.00 0.00
Unpaved Unpaved Unpaved
2.04 0.00 0.00
4.63 0.00 0.00
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 5.20
Total Runoff (in) ............................................................. 2.91
Peak Runoff (cfs) ........................................................... 18.23
Weighted Curve Number ............................................... 78.32
Time of Concentration (days hh:mm:ss) ........................ 0 00:27:05
Subbasin : POND-1-DA
Input Data
Area (ac) ....................................................... ................. 23.89
Weighted Curve Number .............................. ................. 79.62
Rain Gage ID ................................................ ................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
> 75% grass cover, Good 18.30 C 74.00
Paved parking & roofs 5.59 C 98.00
Composite Area & Weighted CN 23.89 79.62
Time of Concentration

Sheet Flow Computations
Manning's Roughness
Flow Length (ft)
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min) ..................27.41
Subarea Subarea Subarea
A B C
.4 0.00 0.00
100 0.00 0.00
6 0.00 0.00
3.50 0.00 0.00
0.13 0.00 0.00
13.23 0.00 0.00
Subarea Subarea Subarea
A B C
580 1260 0.00
1 1.6 0.00
Unpaved Paved Unpaved
1.61 2.57 0.00
6.00 8.17 0.00
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 5.20
Total Runoff (in) ............................................................. 3.03
Peak Runoff (cfs) ........................................................... 67.48
Weighted Curve Number ............................................... 79.62
Time of Concentration (days hh:mm:ss) ........................ 0 00:27:25
Subbasin : POND-2-DA
Input Data
Area (ac) ........................................................ ................ 24.96
Weighted Curve Number .............................. ................. 81.20
Rain Gage ID ................................................. ................ Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 7.49 C 98.00
> 75% grass cover, Good 17.47 C 74.00
Composite Area & Weighted CN 24.96 81.20
Time of Concentration
Sheet Flow Computations
Manning's Roughness
Flow Length (ft)
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................25.12
Subarea Subarea Subarea
A B C
.4 0.00 0.00
100 0.00 0.00
1.3 0.00 0.00
3.50 0.00 0.00
0.07 0.00 0.00
24.39 0.00 0.00
Subarea Subarea Subarea
A B C
101 0.00 0.00
1.3 0.00 0.00
Paved Unpaved Unpaved
2.32 0.00 0.00
0.73 0.00 0.00
Subbasin Runoff Results
Total Rainfall (in) ................................................ ............ 5.20
Total Runoff (in) ................................................. ............ 3.18
Peak Runoff (cfs) ............................................... ............ 77.55
Weighted Curve Number .................................... ........... 81.20
Time of Concentration (days hh:mm:ss) ............ ............ 0 00:25:07
Detention Ponds
Detention Pond : Pond-1
' Input Data
Invert Elevation (ft) ..................... .......................... ...... 635.00
Max (Rim) Elevation (ft) ............. .......................... ...... 640.00
Max (Rim) Offset (ft) .................. .......................... ...... 5.00
Initial Water Elevation (ft) .......... ........................... ...... 635.00
Initial Water Depth (ft) ................ .......................... ...... 0.00
Ponded Area (ft:) ....................... .......................... ...... 31029.00
Evaporation Loss ....................... .......................... ...... 0.00
Storage Area Volume Curves
Storage Curve : POND-1 -SC
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 31029 0.000
4 44320 150698.00

1

1

1
Storage Area Volume Curves
Storage Volume (ft')
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000
1
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
of
y 1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
n
w
as
a"f
r?
+h
1
1

1
1
1

1
1
1
L
------ ----- ------ ---- -------- ---- -------- 4
i
6
........ 3.4
--- ---- ----- ---- ---- --- ---- --- 3.2
-------- - - --- -------- ------- -- -- ---- -- 2.8
2.6
4
--- ---- - ---- ----- ------ - 2.2
------ ----- ------ ----- ---- ----- ------ -- 2
------- -------- -------- ------ ------- 1.6
-------------
7.4
= - i =
--- ------- -------- ------ ------- --- 1
8
-------- ------ -------- -------- ------- -------- -------- --- 0.6
--- -------- -------- - - ---- ------ ------- -------- --- 0.4
.2
------- ________________ 0
32,000 34,000 369000 38,000 40,000 429000 44,000
Storage Area (ftj
Storage Area - Storage Volume
1
' Detention Pond : Pond-1 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 P1-BOXT Rectangular No 638.50 3.50 2.00 2.00 3.37
2 P1-OVR Trapezoidal No 640.00 5.00 10.00 2.00 3.37
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 Reg-1 Side Circular No 2.00 635.00 0.61
2 Reg-2 Side Circular No 12.00 636.00 0.61
Output Summary Results
Peak Inflow (cfs) ........................................................ 67.45
Peak Lateral Inflow (ds)... 67.45
Peak Outflow (cfs) ..................................................... 7.80
' Peak Exfltration Flow Rate (cfm) .... .... 0.00
Max HGL Elevation Attained (ft) ................................ 638.89
Max HGL Depth Attained (ft) ..................................... 3.89
Average HGL Elevation Attained (ft) ......................... . 636.13
Average HGL Depth Attained (ft) .............................. . 1.13
1 Time of Max HGL Occurrence (days hh:mm) ........... . 0 13:14
Total Exfiltration Volume (1000-ff) .... .. . 0.000
Total Flooded Volume (ac-in) .................................... 0
Total Time Flooded (min) .......................................... 0
' Total Retention Time (sec) ........................................ 0.00
1
Detention Pond : Pond-2
Input Data
Invert Elevation ....... ... 640.50
Max (Rim) Elevation (ft) ............. .......................... ...... 645.00
Max (Rim) Offset (ft) .................. .......................... ...... 4.50
Initial Water Elevation (ft) ........... ......................... ....... 640.50
Initial Water Depth (ft) ................ .......................... ...... 0.00
Ponded Area (ft') ........................ ......................... ...... 20029.00
Evaporation Loss ....................... .......................... ...... 0.00
Storage Area Volume Curves
Storage Curve : POND-2-SC
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 20029 0.000
4 27373 94804.00
f

1

U

1
n
1

1
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000
1
1
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
n+ 2
y 1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
--------------r------- - ----. -____--------- 4
----------- -------------=--- 3.8
-------------- --------------
6
----- -----------
3.4
-------- --------- --------- ------
-3
- ------------------ 2.8
-------------------------------------------------- --------- 2.6
----------- ----- 2.4
--------- --- -- --------- ------- 2.2
2
----------
-------------- ---- ------- ------------- ----------
--------------
--- ----------- ------------- ------ 1.2
------------------------------------------- 1
6
-------------- ------------- ------------- -----------
--------- ------------------------------ ------------- --------- 0.6
- -- --------- UO
20,000 21,000 22,000 23,000 246000 25,000 26,000 27,000
Storage Area (ffl
Storage Area - Storage Volume

1
d
a

Detention Pond : Pond-2 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 P2-BOXT Rectangular No 638.70 -1.80 2.00 2.00 3.37
2 P2-OVR Trapezoidal No 639.70 -0.80 10.00 0.80 3.37
Outflow Orifices
SIN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 Reg-3 Side Circular No 2.00 640.50 0.61
2 Reg-4 Side Circular No 6.00 641.00 0.61
Output Summary Results
Peak Inflow (cfs) ................................................... ..... 75.97
Peak Lateral Inflow (cfs) ....................................... ..... 75.97
Peak Outflow (cfs) ................................................ ..... 61.46
Peak Exfiltration Flow Rate (cfm) ......................... ..... 0.00
Max HGL Elevation Attained (ft) ........................... ..... 642.18
Max HGL Depth Attained (ft) ................................ ..... 1.68
Average HGL Elevation Attained (ft) .................... ...... 640.55
Average HGL Depth Attained (ft) .......................... ..... 0.05
Time of Max HGL Occurrence (days hh:mm) ...... ...... 0 12:20
Total Exfiltration Volume (1000-ft3) ....................... ..... 0.000
Total Flooded Volume (ac-in) ............................... ..... 0
Total Time Flooded (min) ..................................... ..... 0
Total Retention Time (sec) ................................... ..... 0.00
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Contact: Brad Johnson, PE
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Phone: [phone]
NGINEE. 4GINEEIUNG
[e-mail] NTITLEA' 4TITLEMENT
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