19950796 Ver 2_Stormwater Info_20100311

G 1 OLSG30215
Plai `pr) IR Lr y 01.1 Wednesday, March 10, 2010 3:15:07PM ( Eastern Time )
Letter of Transmittal
PRINTS PRODUCED BY LSG, LLC
TRANSMITTAL for ORDER NO# 722973
Redolent geauested By
Joseph Gyamfi Sachin Vyas
NCDENR RICHA GRAPHICS
2321 Crabtree Blvd, Suite 250 231 E Tremont Ave
Raleigh, North Carolina, USA 27604. Charlotte North Carolina USA 28203
Phone _ Phone : [phone]
Item Name Originals Page Size Copies
Spec 72 8.5X11 1
*' Delivery Info : Delivery Via : Local Delivery, Delivery Due Date : Thursday, March 11, 2010 11:00:OOAM
These sets were sent VIA Plan Well. If you have any questions regarding this shipment, please contact :
LSG, LLC at 919-878-5500
u Iu#?l:/I
h,1AR 1 1 2010
WETLANDS ANDWASTORNMATETY
PlanWell Enterprise Page 1 of 1
2 1'.E. SQUARED EEI'
1PE PHONE: [phone]
BRADo)PE.S%)ARED.COM - WWW.I'ESOtIARED.COM
1ROJECT MANAGEMENT
ENGiNEEKINGi ^
ENTITLEMENT
rQ m"
f?1:aR 1
WETLANDS AND T0Rj%jgAATT&st "CH
PRELIMINARY BMP ANALYSIS
FOR
AND WETLAND EXHIBITS
STONEBRIDGE SUBDIVISION
' LOCATION: UNION COUNTY, NORTH CAROLINA
BY: PESQUARED ENGINEERING
' BRAD JOHNSON, PE
1605 PECAN AVE
CHARLOTTE, NC 28203
' E: BRADOPESQUARED.COM
P: [phone]
' DATE: MARCH 10, 2010
PE Squared is a DBA of Intelligent Design Group, LLP a
registered engineering firm in the state of North Carolina
IPE'
f HON E 704.763J625
BRA[)(&f'ES0[)ARFD.C0M - www.rtSQUARED.COM
March 10, 2010
RQIE(`r MANAGEMENT
EN(;INEERIN(I
eNrITLEMEN1 Joseph Gyamfi
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:
i 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 from March 5, 2010.
This submittal provides 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,

' Bradley K. Johnson, PE
Engineering Manager, PE2 Engineering
PE Squared is a DBA of Intelligent Design Group, LLP a registered
PE2 Engineering
March 8, 2010

Project Narrative
Preliminary BMP Calculations
Stonebridge Subdivision
Stonebridge subdivision is a master-planned development consisting of 10 separate parcels (see
approved master plan) 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 "A" through "G"
(see exhibit sheet 3). 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 4). 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 project boundaries have been included. 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 2 and 3, 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.
PE2 Engineering Preliminary BMP Calculations
March 8, 2010 Stonebridge Subdivision
Overall Project Analysis
The overall Project was found to have a impervious area percentage of 22.71% (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.
Exhibit sheet 22 shows the preliminary pond design for pond 2 in parcel 6, which corresponds to
area 3. Exhibit 23 shows the preliminary pond design for pond 1 in parcel 5, which corresponds
to area 2.
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,
BMP locations at the outlets are also located.
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 so bioretention areas will be utilized, these areas have been preliminary
sized and sufficient area provided to hold the 1" storm.
2

PEI Engineering Preliminary BMP Calculations
' March 8, 2010 Stonebridge Subdivision
Table 2
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_snelf = 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 3
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_sbelf = 14,540 3,360 17,900 639.5
Abot_pond = 11,575 1,730 13,305 637.5
' Depth= 3 ft
davu = 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 4
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
PROV. SURF AREA = 12,370 ft2
BMP 4 Area 4 (Parcel 5)
TOTAL BMP WATERSHED AREA= 290,794 ft2
BUA % 18.0%
PROV. SURF AREA = 7,043 ft2
* Less than 24% BUA in contributing watershed, BMP not necessary but appropriate area
provided
3
PEz Engineering
March 8, 2010
EXHIBITS 00-26
STORMNET SCHEMATIC
SOILS MAP
STORMNET OUTPUT
Preliminary BMP Calculations
Stonebridge Subdivision
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Hydrologic Soil Group-Union County, North Carolina
Hydrologic Soil Group
Parcel 4&5 Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres In A01 Percent of A01
CmB Cid channery silt loam, 1 to 5 percent C 8.2 15.9%
slopes
GsB Goldston-Badin complex, 2 to 8 percent
slopes C 1 38.9 i 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.
UbDA Natural Resources Web Soil Survey 2/10/2010
arm- Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group-Union County, North Carolina
Parcel 485 Hydrologic Soil Group
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Lower
Natural Resources Web Soil Survey 2/10/2010
Conservation Service National Cooperative Soil Survey Page 4 of 4
Project Description
Project File Name : WETLANDS-PRELIM-11NCH.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
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 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

' 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 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

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flowl 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
(ft) Inl (O) (%) (in) A) A) (f /sec) A (min)
1 Reg-1 Orifice Pond-1 Out-1 635.00 0.00 2.000 0.03
2 Reg-2 Once Pond-1 Out-1 635.00 0.00 12.000 0.00
3 Reg-3 Orifice Pond-2 Out-2 640.50 0.00 2.000 0.01
4 Rego Orifice Pond-2 Out-1 640.50 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-BOXT Weir Pond-2 Out-2 0.00 0.11
8 P2.OVR Weir Pond-2 Out-2 0.00 0.55

' 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
Paved parking & roofs (acres) Group Number
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)A0.8)) / ((PA0.5)' (SfA0.4))
Where :
Tc = Time of Concentration (hrs)
n = Manning's Roughness
' Lf =Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf =Slope (ft/ft)
Shallow Concentrated Flow Equation
' V = 16.1345 (SfA0.5) (unpaved surface)
V = 20.3282 (SfA0.5) (paved surface)
V = 15.0 (SfA0.5) (grassed waterway surface)
V = 10.0 ' (SfA0.5) (nearly bare & untilled surface)
' V = 9.0 (SfA0.5) (cultivated straight rows surface)
V = 7.0 (SfA0.5) (short grass pasture surface)
V = 5.0 (SfA0.5) (woodland surface)
V = 2.5 (SfA0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
' Where:
Tc = Time of Concentration (hrs)
=Flow Length (ft)
V
V =Velocity (ft/sec)
' Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49' (RA(213))' (SfA0.5)) / 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 (fUft)
n = Manning's Roughness
1
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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 (ft/sec) : 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
Subbasin : BMP-4-13A
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) ............................................................ 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

' 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) ............................................................ 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 (ft:) ....................... .......................... ...... 31029.00
Evaporation Loss ....................... .......................... ...... 0.00
1
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

F
D

1
1

u

1
1

1
1

1
11
L

1
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
_ 2.2
d 2
y 7.8
1.6
1.4
1.2
1
0.8
0.6
OA
0.2
a
Storage Area Volume Curves
Storage Volume (fV)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000
r r r------ - 4
,
------------------
3.6
3.2
------------------------ ------- --- 3
,
-------
-2.8
.
4
.
2
8
1
--------i = 1.4
-- ------- -------- ----- ------- ------ -- 1
.
0
32,000 346000 36,000 38,000 40,000 42,000 446000
Storage Area (ftj
--- Storage Area - Storage Volume
it
d
of
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 Pt-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
I 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
I Output Summary Results
Peak Inflow (cis) ................................................... ..... 0.67
' Peak Lateral Inflow (cfs) ........................................
Peak Outflow (cfs) .... ..... 0.67
... 0.03
Peak Exfiltration Flow Rate (cfm) ......................... ..... 0.00
Max HGL Elevation Attained (ft) ........................... ..... 635.18
Max HGL Depth Attained (ft) ................................ ..... 0.18
Average HGL Elevation Attained (ft) .................... ...... 635.10
Average HGL Depth Attained (ft) .... ... 0.1
0.1
1 Time of Max HGL Occurrence (days hh:mm) ...... ...... 1 00:26
Total Exfiltration Volume (1000-fN) ... ... 0.000
Total Flooded Volume (ac-in) ............................... ..... 0
Total Time Flooded (min) ..................................... ..... 0
Total Retention Time (sec) ................................... ..... 0.00

li

11

1
1
1

Detention Pond : Pond-2
Input Data
Invert Elevation
....... ...640.50
tio
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
4 27373 0.000
94804.00

1

F]
1

1
i

1
1
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
w 2.2
2
y 1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
----------------------------- -------------------------- -------- 4
3
e
-------------- -------------- ------ ---------------
-------------------------------- --------- ------ 3.6
-------- --------- --------- --------- ------- 3.4
32
--------- ----------- -------------- ---- --- -------- -3
----------------------------- --------------
8
--------------
--------------------------- ------ - -- --------- 2.6
-------------- ------------ -----------
--' ----------- - 2.4
----------- ------------ ---------- ----------- ------- 1.6
--------------
----- ----------- ----------- --------- 1.2
-------- -------- ---------- ------------ ------ 1
--------- ------------------ ------------- ------------- --------- 0.6
' 0
20,000 21,000 22,000 23,000 246000 25,000 26,000 27,000
Storage Area (ftj
- Storage Area - Storage Volum e
w
a+
y
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
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
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 Exfiltration Volume (1000-fN) ...................... ...... 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
1 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
1

1

1
1

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-1-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
1
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
4 Out-4 OutFall 0.00
0.00 9.04
18.15 0.00
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

'
Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average D iameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flaw 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
(ft) (ft) (ft) (%) (in) A) Ids) (fusec) (ft) (min)
1 1 Reg-1 Orifice Pond-1 Out-1 635.00 0.00 2.000 0.21
2 Reg-2 Orifice 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
7 P2-1OXT Weir Pond-2 Out-2 0.00 14.65
8 P2.OVR Weir Pond-2 Out-2 0.00 45.14
1

1
1
V

' 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 (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 (fuft)
Channel Flow Equation :
V = (1.49 ` (R^(2/3)) * (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 seGhr)
Where:
' Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ft')
Wp = Wetted Perimeter (ft)
' V = Velocity (ft/sec)
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
' 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 (ft/sec) : 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) .................................................
Weighted Curve Number ..................................... .......... 9.05
.......... 80.74
Time of Concentration (days hh:mm:ss) .............. .......... 0 00:28:31
L

u
1
n

1

1
1
1

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) :
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 (crs) ........................................................... 18.23
Weighted Curve Number ............................................... 78.32
Time of Concentration (days hh:mm:ss) ........................ 0 00:27:05
1

I I
I

1
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
r
1

1
ri

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 (f /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
1
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
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
_ 2.2
m 2
of
y 7.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
---------,---------I-------- r-------- -------------r--- 4
3.6
------ -----` ------ -- -- --- --` --- -3
2.
------- ---- 2
,
*--- 1.2
-------- - ----- -------- ------- -------- ---------
----- 0.9
0
t ------- Z? -------- ---------------- --------------------
32,000 34,000 36,000 38,000 40,000 42,000 44,000
Storage Area (ft)
Storage Area - Storage Volume
w
of
as
un
i 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 (cfs) ............................................ 67.45
Peak Outflow (cfs) ..................................................... 7.80
Peak Exfiltration 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
Time of Max HGL Occurrence (days hh:mm) ........... . 0 13:14
Total Exfiltration Volume (1000-ft) ............................ 0.000
Total Flooded Volume (ac-in) .................................... 0
Total Time Flooded (min) .......................................... 0
Total Retention Time (sec) ........................................ 0.00
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
Storage Area Volume Curves
Storage Volume (ft)
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
a? 2
A
y 1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
8
r-------------. -------------.------------ r-------- 4
-------------- : --------- 3.8
-------------- --------------
--------------------- ---------- ----------- ---- 3.6
3
-------------- -------------- -------------
' = ----- 8
--------------
2.4
-------- --------- --- - --------- ----------
2.2
----------- ----------------- ------ ---------- --- 2
------------ ' 1.8
-------------------------- ---------------------- ------- 1.6
------------------
-------- 1.4
-------- --- ---------------------------- ------- 1
'------------- '--------------'-------------"-------------"---------- 0.8
- - - - - 0.6
------ --------------------------------------------- --------- 0.4
--- --------------------------- ---------------
------------- ------------ -
0
20,000 21,000 22,000 23,000 246000 26,000 26,000 27,000
Storage Area (ftj
- Storage Area - Stor=volume
w
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
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) ................................................... ..... 75.97
Peak Lateral Inflow (cis) ....................................... ..... 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-fN) ....................... ..... 0.000
Total Flooded Volume (ac-in) ............................... ..... 0
Total Time Flooded (min) ..................................... ..... 0
Total Retention Time (sec) ................................... ..... 0.00