20060922 Ver 2_Stormwater Info_20070808

~1~EELAND and KAUF~MAN, INC. ~ ~ - ©a a a, v 2
ENGII~ERS • LANDSCAPE fI Rll4lTECTS
August 7, 2007
To: Mrs. Annette Lucas
NC Division of Water Quality
2321 Crabtree Boulevard
Raleigh, NC 27604
[phone]
Re; Wa/-MartSupercenter#1179-02
Buncombe Coun#y, NC
Please find enclosed the following information for the proposed Wal-Mart Supercenter in
Asheville, NC:
• Wet Detention Basin Worksheet -Pond Al (Small Pond)
• Wet Detention Basin Worksheet-Pond B1 (Large Pond)
• Bio-Retention area Worksheet-Cell 1
• Bio-Retention area Worksheet-Cell 2
• Bio-Retention area Worksheet-Cell 3
• Bio-Retention area Worksheet-Cell 4
• (1) Stamped and Signed Stormwater Management Report
• (1) Set of Stamped and Signed Plans
Please review this information for approval at your earliest convenience. Should you have any
questions or need additional information, please call me directly at [phone].
Thank you,
Todd Burnett
Freeland & Kauffman, Inc.
Enclosures
~~.t~ ~ L; ~`J ~ ill
A~,IG ~ - 2001
?~:'r:'~{ - VVfiTr~t C2UAUIY
+u~'„_nr~n. rru~ ?Tn~~fi1~iAT ER 9
RANCH
209 West Stone Avenue • Greenville, South Carolina 29609 • Telephone [phone] • Fax [phone]

Project No. DWQ O LP - ~ g a a v 2, (to be provided by DWQJ
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : WAL-MART Sc+pR~R Ci'NT62 ~# l179-OZ
Contact Person: /rlsN E RANMS Phone Number: (86Y) X72 - 3 S'4'/
For projects with multiple basins, specify which basin this worksheet applies to: R~+D A I- Sr+al~ P..~o
Basin Bottom Elevation ,?2'i"7S' ft.
Permanent Pool Elevation ~25~. 0 ft.
Temporary Pool Elevation ?2S?, DS ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area 9~1~73 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 3.73 ac. (on-site and off-site drainage to the basin)
[mpervious Area 2 ?S ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 1>~y63.Y cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume ~O 8[S . S cu. ft. (volume detained on top of the permanent pool)
Forebay Volume ySo3 •Y' cu. ft.
SA/DA used 5.8 (surface area to drainage area ratio)
Diameter of Orifice 2 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
Applicants Initials
.~A F The temporary pool controls runoff from the 1 inch storm event.
S1zF The basin length to width ratio is greater than 3:1.
SnF The basin side slopes are no steeper than 3:1.
TR F A submerged and vegetated perimeter shelf at less than 6:1 is provided.
SRF Vegetation to the permanent pool elevation is specified.
TR F An emergency drain is provided to drain the basin.
3RP The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
SRF The temporary pool draws down in 2 to 5 days.
~'RF The forebay volume is approximately equal to 20% of the total basin volume.
SR F Sediment storage is provided in the permanent pool.
5'RP Access is provided for maintenance.
~'RF A minimum 30-foot vegetative filter is provided at the outlet.
~RF A site specific operation and maintenance (O&M) plan is provided.
Two A vegetation management/mowing schedule is provided in the O&M plan.
SRF Semi-annual inspections are specified in the O&M plan.
3'Rr A debris check is specified in the O&M plan to be performed after every storm event.
TRF A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
52 F A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

Project No. DWQ ~ ~ ~ ~ 2 ~. ~ ~• (to be provided by DWQ
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : W~L•MA~ T S~pER GFNT`R # //7g• OZ
Contact Person: /?'~rHE RANKS Phone Number: (p69) 6>Z •3'F'Y/
For projects with multiple basins, specify which basin this worksheet applies to: ~7Nt~ 41 • L~R`E MN'N ~~
Basin Bottom Elevation 2231• S ft. (average elevation of the floor of the basin)
Permanent Pool Elevation .?2 35. ~ ft. (elevation of the orifice invert out)
Temporary Pool Elevation ,?23.50 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 3~tS79. $ sq. ft. (water surface area at permanent pool elevation)
Drainage Area 210.37 ac. (on-site and off-site drainage to the basin)
Impervious Area ~b • 7S ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 82 687• `! cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume ~6~97.0 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume lQySt7 cu. ft.
SA/DA used 3. 8 (surface area to drainage area ratio)
Diameter of Orifice y in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
Aoolicants Initials
SRP The temporary pool controls runoff from the 1 inch storm event.
SRr The basin length to width ratio is greater than 3:1.
5•RF The basin side slopes are no steeper than 3:1.
SRF A submerged and vegetated perimeter shelf at less than 6:1 is provided.
SRF Vegetation to the permanent pool elevation is specified.
S(zF An emergency drain is provided to drain the basin.
SRF The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
'SRr The temporary pool draws down in 2 to 5 days.
'rRF The forebay volume is approximately equal to 20% of the total basin volume.
TR F Sediment storage is provided in the permanent pool.
S' R ~ Access is provided for maintenance.
SRF A minimum 30-foot vegetative filter is provided at the outlet.
SRr A site specific operation and maintenance (O&M) plan is provided.
SRF A vegetation management/mowing schedule is provided in the O&M plan.
~It F Semi-annual inspections are specified in the O&M plan.
SRF A debris check is specified in the O&M plan to be performed after every storm event.
5R f A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
tRF A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

DWQ Project No. ~ (...D ~ ~ q Z 2 y 2-
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : W,4L-MA(~T Sr/PeR CE.vrE2 ~#//7q-OZ
Contact Person: /!?1'~rE RANIfS Phone Number: ~9ffy) 672 • 3H~1/
For projects with multiple basins, specify which basin this worksheet applies to: Bxo R~TEN Tty.V C ECC ~ /
Permanent Pool Elevation /V~ ft. (elevation of the orifice invert out)
Temporary Pool Elevation 22 60.7S ft. (elevation of the outlet structure invert in)
Bioretention Surface Area ,Z67S.S sq. ft.
Drainage Area n• 3'7 ac. (on-site and off-site drainage to the basin)
Impervious Area ~ • 37 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient o •95
Size % ! 6 % (either 5% in w/sand under drain or 7% in w/o)
Inlet Velocity Y 2.O fps
Inlet flow depth 9 in
Depth to Ground Water N~ ft.
Planting Soil Infiltration Rate I "' ~'~ in.lhr. (the soil layer down to 4 feet)

In-Situ Soil Infiltration Rate N
~ (
in.lhr.
(the soil layer below 4 feet or below the sand bed)
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, 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.
Aoolicants Initials
5RF No vertical sand bed is proposed
sh F The bioretention area is at least 40 feet by 15 feet.
~v/A Sheet flow is provided at inlet.
sA F Water table depth is greater than 6 feet.
Thf Minimum of 6" ponding is provided.
3'R~ The ponded area will draw down in less than 4 days.
SRf Planting soil infiltration rate is greater than 0.52 in/hr.
'AF The in-situ soil infiltration rate is greater than 0.2 in/hr.
T F A planting plan with species and densities is provided.
SAf Mulch layer is specified in plans.
SRF Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
~ AF Plan details for the bioretention area provided.
SAS Plan details for the inlet and outlet are provided.
SR t; An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains

DWQ Project No. ~ ~ - ~ ~ 2 2 V
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : WAL • MART .PER L~.~+TEK -~' 11 79 aZ
Contact Person: ~ZK F RANXS Phone Number: f8y) 672. 3yy/
For projects with multiple basins, specify which basin this worksheet applies to: 8jc~ R~rsvT.sati DELL i~ 2
Permanent Pool Elevation NA ft.
Temporary Pool Elevation 226?. 7S ft.
Bioretention Surface Area 3'93`/• 7S- sq. ft.
Drainage Area O•~/9 ac.
Impervious Area o~36 ac.
Rational C Coefficient ~~95
Size % 19
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/sand under drain or 7% in wlo)
Inlet Velocity f ~.O fps
Inlet flow depth 9 in
Depth to Ground Water nrA ft.
Planting Soil Infiltration Rate ~'~'2" in./hr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate ~ ,• " in./hr. (the soil layer below 4 feet or below the sand bed)
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 heen met, attach an explanation of why. At a minimum, a complete stonrtwater 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.
Aoolicants Initials
SXf No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
/jy Sheet flow is provided at inlet.
3' F Water table depth is greater than 6 feet.
SFiF Minimum of 6" ponding is provided.
S•F-F The ponded area will draw down in less than 4 days.
~' Planting soil infiltration rate is greater than 0.52 in/hr.
~ F The in-situ soil infiltration rate is greater than 0.2 in/hr.
Sf~F A planting plan with species and densities is provided.
'S7?r Mulch layer is specified in plans.
'S"~F Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management

~~ P Practices Manual, April 1999)
Plan details for the bioretention area provided.
5RP Plan details for the inlet and outlet are provided.
RF An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains

DWQ Project No. ~ ~ _ D -l a ~• y 2-
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : LclA~ - /~'!A~ 1" S~Pfld GENTL~12 ~ //79•- Q2
Contact Person: /~SI'1 f ~RANkS Phone Number: fsYy l `7 Z - 3y's//
For projects with multiple basins, specify which basin this worksheet applies to: L3so RErs~/ Tta~ ~EIC ~3
Permanent Pool Elevation NA ft. (elevation of the orifice invert out)
Temporary Pool Elevation 2260.75 ft. (elevation of the outlet structure invert in)
Bioretention Surface Area 23'Y? O.f sq. ft.
Drainage Area /• /S ac. (on-site and off-site drainage to the basin)
Impervious Area o•S~ ac. (on-site and off-site drainage to the basin)
Rational C Coefficient O•~S'
Size % .~ % (either 5% in w/sand under drain or 7% in wlo)
Inlet Velocity f 2.0 fps
Inlet flow depth in
Depth to Ground Water '~/A ft.
Planting Soil Infiltration Rate 1 "• 2" in./hr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate ~ ~ M in./hr. (the soil layer below 4 feet or below the sand bed)
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, 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.
Aoolicants Initials
'SRF No vertical sand bed is proposed
R F The bioretention area is at least 40 feet by 15 feet.
'u Sheet flow is provided at inlet.
SAP Water table depth is greater than 6 feet.
SRP Minimum of 6" ponding is provided.
3A1` The ponded area will draw down in less than 4 days.
SRS Planting soil infiltration rate is greater than 0.52 in/hr.
Sip The in-situ soil infiltration rate is greater than 0.2 in/hr.
sRF A planting plan with species and densities is provided.
SAF Mulch layer is specified in plans.
SR!` Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
'SRtf Plan details for the bioretention area provided.
'SRt~ Plan details for the inlet and outlet are provided.
SR F An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains

DWQ Project No. ~ ~ - Oq 2 2
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : WAL•MA(~T S~~R GFNtER ~' //7`f-02
Contact Person: /~?SME RANMS Phone Number: (9l9 1 672 • 3 y`r/
For projects with multiple basins, specify which basin this worksheet applies to: l3TO AE r~Nrt•N ARE. ~
Permanent Pool Elevation NA ft. (elevation of the orifice invert out)
Temporary Pool Elevation 2253 ti5' ft. (elevation of the outlet structure invert in)
Bioretention Surface Area '~`s91.97 sq. ft.
Drainage Area 4.79 ac. (on-site and off-site drainage to the basin)
Impervious Area e. ?4 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient c •9S
Size % 13 % (either 5% in w/sand under drain or 7% in w/o)
Inlet Velocity = ?• 0 fps
Inlet flow depth 9 in
Depth to Ground Water NA ft.
Planting Soil Infiltration Rate / "-?' in./hr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate ~ 1 " in./hr. (the soil layer below 4 feet or below the sand bed)
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.
Aoolicants Initials
~R~ No vertical sand bed is proposed
SRP The bioretention area is at least 40 feet by 15 feet.
N~ Sheet flow is provided at inlet.
SRi• Water table depth is greater than 6 feet.
Stet Minimum of 6" ponding is provided.
.~RiF' The ponded area will draw down in less than 4 days.
•SRF Planting soil infiltration rate is greater than 0.52 in/hr.
5Rf The in-situ soil infiltration rate is greater than 0.2 in/hr.
,TaF A planting plan with species and densities is provided.
5RF Mulch layer is specified in plans.
~Ar Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
~IZr Practices Manual, April 1999)
Plan details for the bioretention area provided.
SRF Plan details for the inlet and outlet are provided.
SRF An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains

~~ -Dg22 ~2
Wal-Mart Supercenter
(Wal-Mart Store # 1179-02)
Storm Water Management Report
and
Erosion Control Results
Airport Road
Buncombe County, North Carolina
Original Submittal:
November 29, 2006
Re-Submittal:
March 1, 2007
NCDENR Submittal:
August 6, 2007
~~~~~, ..
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FREELAND and KAUFFMAN, Inc. ~ ~~~~~~.~ ^~~
Engineers • Landscape Architects ~
209 West Stone Avenue p,~G rq ~~~® I
Greenville, South Carolina 29609 n~,~o-~_~'~Tx~~~Ua~~~s«,,
Tel: [phone] ,+o$ Sao
Fax: [phone]

INDEX
Cover ............................................................ i
Index .............. ............................................. ii,iii
I. Executive Summary ....................................................... 1-3
Hydrograph Summary Report 4-7
II. Pre-Development Conditions ............................................ .... 8
USGS Quadmap 9
Buncombe County GIS Soil Survey 10
Soil Series Information, taken from the NCRS Website and from the Buncombe 1 1-12
County Planning and Development Office
North Carolina Rainfall Data 13
Pre-Development Drainage Map 14
Runoff Curve Number Summary 15
Time of Concentration Summary 16
Rainfall Summary 17
Rate of Runoff Summary 17-18
TR-55 Sub-Area Summary (Pre-Development) 19
TR-55 Land-Use Curve Number Summary (Pre-Development) 20
TR-55 Time of Concentration Details (Pre-Development) 21
Pre-Developed Area A: 2, 10, 25 and 100-year Hydrographs 22-25
Pre-Developed Area B: 2, 10, 25 and 100-year Hydrographs 26-29
Pre-Developed Area C: 2, 10, 25 and 100-year Hydrographs 30-33
III. Post-Development Conditions ............................................ . 34-35
Post-Development Drainage Map 36
Runoff Curve Number Summary 37
Time of Concentration Summary ~ 38
Rainfall Summary 39
Rate of Runoff Summary 39-40
TR-55 Sub-Area Summary (Post-Development) 41
TR-55 Land-Use Curve Number Summary (Post-Development) 42
TR-55 Time of Concentration Details (Post-Development) 43
Post-Developed Area A1: 2, 10, 25 and 100-year Hydrographs 44-47
Post-Developed Area A2 (Direct Discharge): 2, 10, 25 and 100-year Hydrographs n 48-51
Post-Developed Area B1: 2, 10, 25 and 100-year Hydrographs 52-55
Post-Developed Area B2 (Direct Discharge): 2, 10, 25 and 100-year Hydrographs 56-59
Post-Developed Area C: 2, 10, 25 and 100-year Hydrographs 60-63
IV. Detention Pond Design and Results ......................................... 64-69
Total Combined Pre-Developed Discharge to Final Analysis Point: 2, 10, 25, and 70-73
100-Year Hydrographs
Total Combined Post-Developed Direct Discharge to Final Analysis Point: 2, 10, 25, & 74-77
100-Year Hydrographs
Pond Al Report with Stage/Storage Graph 78
Pond Al Report with Stage/Discharge Graph 79
Runoff hydrograph for 1 "Volume, "First Flush" (Hydrograph) 80

Pond Al Routing of 1" of Runoff, "First Flush" (hydrograph) 81
Pond Al Routing of 2-year Storm Event (hydrograph) 82
Pond Al Routing of 10-year Storm Event (hydrograph) 83
Pond Al Routing of 25-year Storm Event (hydrograph) 84
Pond Al Routing of 100-year Storm Event (hydrograph) 85
Pond B1 Report with Stage/Storage Graph 86
Pond B1 Report with Stage/Discharge Graph 87
Runoff hydrograph for 1"Volume, "First Flush" (Hydrograph). 88
Pond B1 Routing of 1" of Runoff, "First Flush" (hydrograph) 89
Pond B1 Routing of 2-year Storm Event (hydrograph) 90
Pond B1 Routing of 10-year Storm Event (hydrograph) 91
Pond B1 Routing of 25-year Storm Event (hydrograph) 92
Pond B1 Routing of 100-year Storm Event (hydrograph) 93
Total Combined Post-Developed Pond Discharge to Final Analysis Point: 2, 10, 25, & 94-97
100-Year Hydrographs
Total Combined Post-Developed Direct Discharge & Pond Discharge to Final Analysis 98-101
Point: 2, 10, 25, and 100-Year Hydrographs
Detention Pond Hand Calculations 102-1 12
TR-55 Figure 6.1 for Estimating Storage Volumes 113
V. Low Impact Development (LID) Measures ...................................... 1 14
Bioretention Work sheets 115-118
Bioretention Area Hand Calculations 119-122
Rainwater Harvesting Narrative 123-125
Rainwater Harvesting Schematic 126
Rainwater Balance Calculations 127-145
VI. Adjacent Property Runoff ................................................ 146-147
USGS QuadMap-Off-site Drainage Areas to Site 148
TR-55 Sub-Area Summary (Off-Site Drainage Areas to Site) 149
TR-55 Land-Use Curve Number Summary (Off-Site Drainage Areas to Site) 150
TR-55 Time of Concentration Details (Off-Site Drainage Areas to Site) 151
Off-Site Basin to Point 1:25-year Hydrograph 152
Off-Site Basin to Point 2:25-year Hydrograph 153
Off-Site Basin to Point 3: 25-year Hydrograph 154
Off-Site Basin to Point 4: 25-year Hydrograph 155
Off-Site Basin to Point 5: 25-year Hydrograph 156
Off-Site Basin to Point 6:25-year Hydrograph 157
Combined Hydrographs of points 3, 4, 5, & 6 158
Hydraflow Storm Sewers Pipe Calculations-On-Site Storm Drain Bypass Design 159-163
VII. Pipe Sizing Calculations .................................................... 164
Hydraflow Storm Sewers Pipe Calculations 165-172
VIII. Erosion and Sediment Control Summary ...........................................173

•
•
Wal-Mart Supercenter
Airport Road (NC-280)
Buncombe County, North Carolina
I. EXECUTIVE SUMMARY
This report details the storm water management system for the proposed shopping center
development in Buncombe County, North Carolina. The site will be developed to contain
a +/- 196,000 square foot Wal-Mart Supercenter and two outparcels for future
development. The site lies on the northwest side of NC-280 (Airport Road), in between
Interstate 26 and Hwy-25 approximately 1000-ft north of the intersection with Bradley
Branch Road.
The primary receiving body of water for the runoff from the site will be an unnamed
tributary. The unnamed tributary discharges directly into Julian Lake (Powell Creek). The
Buncombe County Stormwater Ordinance currently states that, at a minimum, the 1-year
24-hr storm event be analyzed. The design of these detention ponds will fully mitigate the
2, 10, 25, & 100-year storm events to less than pre-development flow-rates, without the
use of the emergency spillway, and therefore will far exceed the minimum 1-year storm
requirement.
Detention Pond Routing Results. Ponds Al & B1:
Storm Event Combined Pre- 'Area Al Pond 'Area B1 Pond Combined Total Combined
Developed Peak Discharge `Discharge Post-Developed Post Developed
Flow (cfs) (cfs) (cfs) Direct Peak Flow Rate
Discharge (cfs) (at overall
analysis point) -
(cfs)
"First Flush" N/A 0.10 0.46 N/A N/A
2 yr. 6.36 0.29 1.38 4.52 5.72
10 yr. 27.04 1.42 6.99 16.26 17.81
25 yr. 44.15 2.35 13.30 25.49 28.60
100 yr~. 76.36 3.38 26.70 42.57 55.18
" rust-slush Clow rate is based on inflow volume only, matching 1.0" of runoff from the entire
pond drainage basin

In accordance with NCDENR, each of the two retention ponds will be designed to capture
the first 1-inch of rainfall (the "first-flush") and release it over a period of 2-5 days. These
discharge values can be seen below.
Water Quality Discharge Rates
First Flush 1-inch volume Allowable/Estimated Actual
Storm Event over entire Site Discharge rate for Dischar
(CuFT) Minimum 2-day ge Rate
Detention {cfs) (cfs)
Pond Al 13,540 CuFT 0.08 cfs 0.10
cfs
Pond B1 73,943 CuFT 0.43 cfs 0.46
cfs
As can be seen in the chart, the actual discharge rate for Ponds "A" and "B" exceeds the
estimated allowable discharge rate by 0.02 and 0.03 cfs, respectively. These are negligible
amounts and for the sake of constructability and maintenance, the 2-inch orifice used is
the smallest feasible size. Anything smaller and the orifice would be constantly clogged
with trash and debris. Therefore, we feel that this is the best choice for a sensibly
designed outlet.
The ponds will be designed as wet detention basins, which will maintain a permanent pool,
with a depth that will not be less than 3-ft. A staged outlet structure will be designed to
properly regulate the outflows for each storm event, and will include different orifices and
weirs at specific elevations, with the top of the concrete outlet structure acting as the
primary spillway. An additional 30' length grass spillway (broad-crested weir) will be
installed in the detention pond dam to properly direct outflows during an extreme storm
event (greater than a 100-year storm).
As a complement to the two NC DENR Wet Detention Ponds, this project will utilize
additional Low Impact Development (LID) measures for treatment and management of
storm water runoff. These additional measures include bio-retention cells in selected areas
of the site, as well as a system for harvesting rainwater for use as lawn irrigation. These
LID measures are briefly summarized as follows:
Bio-Retention Cells: Bio-retention cells, designed in substantial accordance with NC
DENR details and specifications, will be selectively employed throughout the site. A total
of four separate bio-retention cells have been incorporated into the plans. The bio-
retention areas will serve as pre-treatment of storm water runoff from portions of the
project, including the store's proposed garden center area. The bio-retention cells are not

specifically required for this project by state regulations, but have been incorporated into
the design following consultation with DENR DWQ staff.
Rainwater Harvesting System: Rainwater will be harvested from the roof of the proposed
store for use in the site irrigation system. This is a voluntary effort on behalf of the
applicant and in consultation with DENR DWQ staff during the 401 Certification
processes, to enhance the sustainability of this project. The rainwater harvesting system
will include a potable water feed, in the event there is insufficient rainwater to service the
irrigation system.
This report will also discuss the erosion control measures planned for the proposed
development. The permanent detention pond will be installed at the start of construction,
and will serve as a temporary sediment basin. Additional Best Management Practices are
required to be in place for the duration of land-disturbance activities, as detailed on the
Site Development Plans.

•Hydrograph Summary Report
•

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

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description

• 1 SCS Runoff 5.06 1 734 37,031 --- --- --- Pre-Developed: Area A
• 2 SCS Runoff 1.32 1 736 10,393 -- -- --- Pre-Developed: Area B
• 3 SCS Runoff 0.30 1 731 1,956 -- ----- ----- Pre-Developed: Area C
6 SCS Runoff 18.07 1 717 40,353 - ---- ---- Post-Developed: Area Al to the small
7 SCS Runoff 4.31 1 719 12,416 ---- ----- ---- Post-Developed: Area A2 Direct Disc
8 SCS Runoff 86.68 1 719 213,694 --- ---- ---- Post-Developed: Area B1 to the large
9 SCS Runoff 0.78 1 735 5,903 ---- ----- ---- Post-Developed: Area B2 Direct Disc
10 SCS Runoff 0.13 1 730 810 ---- ----- ----- Post-Developed: Area C

• 12 Combine 4.52 1 720 18,319 7, 9, -- --- Post-Developed: Direct Discharge
14 SCS Runoff 29.36 1 717 73,943 - --- --- Water Quality Event Area B1

15 Reservoir 0.46 1 976 53,303 14 2236.38 55,227 WQ to Large Pond B1

17 SCS Runoff 4.88 1 719 13,540 -- ------ ---- Water Quality Event Area Al
• 18 Reservoir 0.10 1 941 10,785 17 2251.95 9,740 WQ to Small Pond Al

20 Reservoir 1.38 1 1042 146,618 8 2238.65 160,784 Post Dev: Pond B1

21 Reservoir 0.29 1 984 29,788 6 2253.55 29,632 Post Dev: Pond Al

22 Combine 1.67 1 1032 176,406 20, 21 ----- ------ Ponds Combined

• 24 Combine 5.72 1 720 194,725 12, 22, --- ---- Ponds Plus Direct Discharge
• 25 Combine 6.36 1 734 47,424 1, 2, ------ ---- Combined Pre-Dev. A & B

~ PondDesignwith new small pond siz . ~+a~turn Period: 2 Year Wednesday, Aug 1 2007, 10:04 AM
__
~ Hydraflow Hydrographs by Intelisolve

•Hydrograph Summary Report

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

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
•

• 1 SCS Runoff 21.52 1 731 100,689
-
--
--- Pre-Developed: Area A
• 2 SCS Runoff 5.59 1 734 28,259 --- - ----- Pre-Developed: Area B
• 3 SCS Runoff 1.27 1 729 5,318 - - --- Pre-Developed: Area C
6 SCS Runoff 26.27 1 717 60,189 -- ------ ---- Post-Developed: Area Al to the small
7 SCS Runoff 15.11 1 718 32,710 --- ----- ---- Post-Developed: Area A2 Direct Disc
8 SCS Runoff 126.12 1 719 318,737 -- --- Post-Developed: Area B1 to the large
9 SCS Runoff 3.33 1 732 16,050 -- - ----- Post-Developed: Area 62 Direct Disc
10 SCS Runoff 0.54 1 728 2,203 --- -- ----- Post-Developed: Area C
12 Combine 16.26 1 718 48,759 7, 9, ------ ---- Post-Developed: Direct Discharge
14 SCS Runoff 41.61 1 717 104,806 -- ----- --- Water Quality Event Area B1
15 Reservoir 0.75 1 942 72,874 14 2236.88 77,301 WQ to Large Pond B1
17 SCS Runoff 6.91 1 719 19,192 --- -- ----- Water Quality Event Area Al
18 Reservoir 0.16 1 913 14,709 17 2252.29 13,675 WQ to Small Pond Al
20 Reservoir 6.99 1 776 245,076 8 2239.57 207,127 Post Dev: Pond B1
21 Reservoir 1.42 1 767 48,310 6 2254.19 38,517 Post Dev: Pond Al
22 Combine 8.40 1 774 293,385 20, 21 --- ----- Ponds Combined
24 Combine 17.81 1 719 342,144 12, 22, --- ----- Ponds Plus Direct Discharge
25 Combine 27.04 1 732 128,948 1, 2, ----- ---- Combined Pre-Dev. A & B
~`
J
PondDesignwith new small pond siz . ~+aturn Period: 10 Year Wednesday, Aug 1 2007, 10:04 AM
~ Hydraflow Hydrographs by Intelisolve

~Hydrograph Summary Report

Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (ft) (tuft)

• 1 SCS Runoff 35.14 1 731 149,406 -- -- -- Pre-Developed: Area A
2 SCS Runoff 9.14 1 733 41,932 --- -- --- Pre-Developed: Area B
• 3 SCS Runoff 2.06 1 728 7,891 --- --- -- Pre-Developed: Area C
6 SCS Runoff 31.25 1 717 72,373 -- ----- -- Post-Developed: Area Al to the small
7 SCS Runoff 23.21 1 718 48,079 ---- -- -- Post-Developed: Area A2 Direct Disc
8 SCS Runoff 150.03 1 719 383,259 -- --- ----- Post-Developed: Area B1 to the large
9 SCS Runoff 5.43 1 732 23,815 ---- ----- ---- Post-Developed: Area B2 Direct Disc
10 SCS Runoff 0.88 1 727 3,269 ---- ----- -- Post-Developed: Area C
12 Combine 25.49 1 718 71,894 7, 9, ----- ---- Post-Developed: Direct Discharge
14 SCS Runoff 49.10 1 717 123,667 ---- ---- ---- Water Quality Event Area B1
15 Reservoir 0.90 1 938 86,131 14 2237.18 90,743 WQ to Large Pond 61
17 SCS Runoff 8.16 1 719 22,646 -- ---- ------ Water Quality Event Area Al
18 Reservoir 0.19 1 909 17,290 17 2252.49 16,087 WQ to Small Pond Al
20 Reservoir 13.30 1 750 308,305 8 2240.15 237,370 Post Dev: Pond B1
21 Reservoir 2.35 1 749 60,233 6 2254.59 44,636 Post Dev: Pond Al
22 Combine 15.64 1 750 368,538 20, 21 --- ----- Ponds Combined
24 Combine 28.60 1 720 440,432 12, 22, ----- -- Ponds Plus Direct Discharge
25 Combine 44.15 1 731 191,337 1, 2, ----- -- Combined Pre-Dev. A & B
6
PondDesignwith new small pond siz . ~~turn Period: 25 Year Wednesday, Aug 1 2007, 10:04 AM
~ Hydraflow Hydrographs by Intelisolve

•Hydrograph Summary Report
i

. Hyd. Hydrograph Peak Time Time to .Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
• (origin} (cfs) (min) (min) (cult) (ft) (cult)

1 SCS Runoff 60.84 1 730 240,713 - -- - Pre-Developed: Area A
• 2 SCS Runoff 15.85 1 732 67,558 -- --- --- Pre-Developed: Area B
• 3 SCS Runoff 3.54 1 728 12,713 --- --- ------ Pre-Developed: Area C
6 SCS Runoff 39.35 1 717 92,362 --- --- -- Post-Developed: Area Al to the small
7 SCS Runoff 37.98 1 718 76,708 - ---- -- Post-Developed: Area A2 Direct Disc
8 SCS Runoff 188.97 1 719 489,113 - ---- ----- Post-Developed: Area 61 to the large
9 SCS Runoff 9.41 1
1 731 38,369 -- --- --- Post-Developed: Area B2 Direct Disc
10 SCS Runoff 1.52 1 727 5,267 ---- ---- ----- Post-Developed: Area C

. 12 Combine 42.57 1 718 115,077 7, 9, ---- ------ Post-Developed: Direct Discharge
14 SCS Runoff 61.35 1 717 154,530 ---- ----- Water Quality Event Area B1

15 Reservoir 1.09 1 944 107,536 14 2237.68 113,800 WQ to Large Pond 61

• 17 SCS Runoff 10.19 1 719 28,297 ---- ---- -- Water Quality Event Area Al
• 18 Reservoir 0.23 1 916 21,436 17 2252.84 20,210 WQ to Small Pond Al
20 Reservoir 26.70 1 733 412,627 8 2241.10 289,694 Post Dev: Pond B1
21 Reservoir 3.38 1 745 79,925 6 2255.30 56,016 Post Dev: Pond Al
22 Combine 30.04 1 734 492,551 20, 21 ---- ------ Ponds Combined
24 Combine 55.18 1 720 607,628 12, 22, ----- ----- Ponds Plus Direct Discharge
25 Combine 76.36 1 730 308,271 1, 2, ---- ---- Combined Pre-Dev. A & B

PondDesignwith new small pond siz . ~~turn Period: 100 Year Wednesday, Aug 1 2007, 10:04 AM
~ -
~ Hydraflow Hydrographs by Intelisolve

i
•
•
•
•
•
II. PRE-DEVELOPMENT CONDITIONS:
The proposed development is situated on a +/- 37.3 acre tract of land. This tract will be
divided into the Wal-Mart development and two out parcels.
The project site lies on the northwest side of NC-280 (Airport Road), in between Interstate
26 and Hwy-25, approximately 1000-ft North of the intersection with Bradley Branch
Road. Approximately 100% of the site is currently covered with brush and small trees
with fair to good cover. The property slopes down to the Northwest, with 5-7% slopes on
the east side and 23% slopes in the western portion. There is no development on the
subject property. There are wetlands (jurisdictional) within the development area, and a
US Army Corps of Engineers (USAGE) permit is being obtained.
The 37.3 acre tract can be divided into three separate drainage basins (see Pre-
Deve%pmentOrainage Map). Basin A is the largest of the three, comprised of
approximately 27.93 acres and currently discharges to the northwest, into an existing
drainage feature. Basin B, comprising approximately 7.9 acres, discharges via a second
drainage feature to the northwest of the site. Basin C is the smallest of the three at
approximately 1.5 acres, discharging via overland flow along the western boundary.
The discharge points for basins A & B are close together and eventually come together just
off of the project site. For that reason, the post developed runoff condition will be
designed to meet the pre developed condition of Basins A and B combined. Basin C will
experience a significant reduction in area, and therefore in overall runoff to the respective
discharge point.

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Map Output

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htt // is.buncombecoun or /servlet/com.esri.esrima .Esrima ~ServiceName=sid3&Fo... 10/18/2006 ~~
p~ g tY• g P P•

t'
BUNCOMBE COUNTY SOIL SURVEYMAP UNIT LEGEND --- coi~[i«cred
Field Other
Symbol Symbols Status Map Unit Name
87A (87,85A) A French loam, 0 to 3 percent slopes, occasionally flooded
1016 (124B,100A, P Whiteside loam, 2 to 8 percent slopes
100)
101 C (124C) P Whiteside loam, 8 to 15 percent slopes
121 B A Tate loam, 2 to 8 percent slopes
121C A Tate loam, 8 to 15 percent slopes
121D (124D,151D) A Tate loam, 15 to 30 percent slopes
125C A Tate loam, 8 to 15 percent slopes, stony
125D A Tate loam, 15 to 30 percent slopes, stony
171 D P Northcove-Maymead complex, 15 to 30 percent slopes, very stony
181 C (181 B) A Toecane-Tusquitee complex, 8 to 15 percent slopes, very stony
181 D A . Toecane -Tusquitee complex, 15 to 30 percent slopes, very bouldery
181E (181 F) A Toecane -Tusquitee complex, 30 to 50 percent slopes, very bouldery
185D P Toecane very cobbly loam, 15 to 30 percent slopes, extremely bouldery
185E A Toecane very cobbly loam, 30 to 50 percent slopes, extremely bouldery
201 B P Statler loath, 1 to 5 percent slopes, rarely flooded
211A (211) A Hemphill clay loam, 0 to 3 percent slopes, rarely flooded-
2336 (233A) P Dillard loam, 1 to 5 percent slopes, rarely flooded
2406 P Unison Variant gravelly loam, 2 to 8 percent slopes
240C P Unison Variant gravelly loam, 8 to 15 percent slopes
2426 A Unison loam, 2 to 8 percent slopes
242C A Unison loam, 8 to 15 percent slopes
242D A Unison loam, 15 to 30 percent slopes
2446 A Braddock clay loam, 2 to 8 percent slopes, eroded
244C (340C) A Braddock clay loam, 8 to 15 percent slopes, eroded
244D (340D,340E) P Braddock clay loam, 15 to 30 percent slopes, eroded
301 B A Clifton sandy loam, 2 to 8 percent slopes
301 C A Clifton sandy loam, 8 to 15 percent slopes
301 D A Clifton sandy loam, 15 to 30 percent slopes
3136 (7836) A Clifton clay loam, 2 to 8 percent slopes, eroded
313C (783C) A Clifton clay loam, 8 to 15 percent slopes, eroded
313D A Clifton clay loam, 15 to 30 percent slopes, eroded
313E (301 E) A Clifton clay loam, 30 to 50 percent slopes, eroded
351 B P Fannin-Fannin Variant complex, 2 to 8 percent slopes
351 C P _; Fannin-Fannin Variant complex, 8 to 15 percent slopes
351 D P Fannin-Fannin Variant complex, 15 to 30 percent slopes
351E P Fannin-Fannin Variant complex, 30 to 50 percent slopes
375D A Soco-Stecoah complex, 15 to 30 percent slopes
375E A Soco-Stecoah complex, 30 to 50 percent slopes
375E A Soco-Stecoah complex, 50 to 95 percent slopes
385D A Sylco-Soco complex, 15 to 30 percent slopes, stony
385E P Sylco-Soco complex, 30 to 50 percent slopes, stony
.4nV,4NC'F; C'OPY.SUBJF.C'T TO C'HANGIi ---- RUNC'OMB1: C'C)UNT)'. NnRlYI ('.4RO/,/N:1 I'u,~~' '_
I ?~

Hydrologic Group Rating
•
•
Tables -Hydrologic Group
Summary by Map Unit -Buncombe County, North Carolina
Soil Survey Area Map Map Unit Name
• Unit Symbol
• x 1~~~~2
TmB
TmC-
~_
•
Description -Hydrologic Group
Hydrologic soil groups are based on estimates of runoffpotential. 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 sous in the United States are placed into four groups A, B, C, and D, and three dual classes, A/D, B/D, and C/D.
Definitions of the classes are as follows:
The four hydrologic soil groups are:
Group A. Soils having a high infiltration rate (low runoffpotential) 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 I3. 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 (:. 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 I). Soils having a very slow infiltration rate (high runoffpotential) 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 soils that are rated D in their natural condition are assigned to dual classes.
~ Parameter Summary -Hydrologic Group
•
Aggregation Method: Dominant Condition
Component Percent Cutoff:
Tie-break Rule: Lower
USDA Natural Resources Web Soil Survey 1.] 10/18/2006
Conservation Serrice National Cooperative Soil Survey Page 1 of 1
•
Rating
[ annin-Lau jda complex, ~ tai 1 ~ perccnE B
,a slope, mod~ratel~, er~~ded
Tate-Urban land complex, 2 to 8 percent B
slopes
r
Tats Urban 1 tnd complex, ~ ~0 1 ~ percent ~ F3
slopes
-.
(2

•
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•
Precipitation Frequency Data Server

POINT PRECIPITATION "~ ,~.~'
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 `k~::N~ .~~g
North Carolina 35.45105 N 82.5281 W 2299 feet
Page 1 of 5
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parrybok, M.Yelcta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Sep 8 2006
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Help D
~ Precipitation Frequency Estimates (inches) ~
ARI* 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day day day
0.36 0.58 0.73 1.00 1.24 1.45 1.55 1.92 2.43 2.88 3.41 3.87 4.50 5.16 7.01 8.61 10.96 13.15
0 0.43 0.69 0.87 1.20 1.51 1.76 1.87 2.29 2.90 3.45 4.08 4.61 5.35 6.11 8.25 10.10 12.79 15.32
0 0.52 0.83 1.05 1.50 1.92 .2.23 2.34 2.82 3.56 4.25 4.98 5.53 6.42 7.25 9.59 11.56 14.42 17.11
10 0.58 0.94 1.18 1.72 2.23 2.59 2.74 3.28 4.08 4.89 5.69 6.27 7.27 8.15 10.63 12.66 15.60 18.41
25 0.67 1.07 1.35 2.01 2.67 3.11 3.31 3.95 4.82 5.77 6.67 7.25 8.41 9.37 11.98 14.05 17.04 19.96
50 0.74 1.17 1.48 2.23 3.03 3.53 3.78 4.51 5.42 6.48 7.46 8.02 9.32 10.33 13.00 15.07 18.05 21.05
100 0.80 1.27 1.61 2.47 3.40 3.98 4.28 5.12 6.03 7.21 8.27 8.80 10.25 11.30 14.01 16.03 18.98 22.03
200 0.87 1.38 1.73 2.70 3.79 4.45 4.83 5.78 6.68 7.98 9.11 9.59 11.20 12.28 14.98 16.95 19.83 22.91
500 0.95 1.51 1.90 3.02 4.33 5.11 5.62 6.75 7.57 9.04 10.26 10.66 12.48 13.60 16.25 18.09 20.84 23.95
1000 1.02 1.61 2.02 3.27 4.77 5.64 6.26 7.55 8.27 9.88 11.18 11.51 13.49 14.63 17.19 18.92 21.55 24.66
Text version of table ~ These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
http://hdsc.nws.noaa.goV/cgi-bin/hdsc/buildout.perl?type~f&series=pd&units=us&statena... 9/8/2006 ~ ~

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Runoff Calculations:
TR-55 (VVin TR-55, Version 1.00.00): TR-55 is used to calculate only the Runoff Curve
Number and the Time of Concentration for each of the drainage basins in both the pre-
and post-development condition. TR-55 allows for several distinct land-use characteristics
and runoff flow properties to be considered, and therefore offers accurate values for the
two variables.
Hydraflow Hydrographs (2004, Version 8.0.0.0): Hydraflow Hydrographs, a computer
model based on the SCS Method, is used to generate the pre-developed and post-
developed runoff hydrographs, using the runoff curve number and time of concentration
values generated by TR-55. Hydrographs also models the detention pond, the outlet
structure, and provides the routing for each storm event through the pond system.
A. Runoff Curve Number:
The site is first analyzed to determine all different types of land use. Each land use is
assigned a runoff curve number between 0 and 100. The more impervious a material is,
the higher the runoff curve number. For example, pavement is almost completely
impervious, and has a runoff curve number of 98. Soil type factors also factor into the
curve number for each land use. Site soils on this property are .identified as Tate Urban
Land Complex and Fannin Loam, both with a hydrologic soil group of B. A weighted
average of all land use curve numbers, based on the percentage of the total tract for each
land use, is then calculated, so that a single curve number represents an entire drainage
basin.
Following are the individual components of the weighted curve number:
Basin A
Brush/Weed/Grass
mix:' 27.93 Ac.
CN =56
Total Land Area = 27.93 Acres
1Neighted Runoff Curve Number = 56
Basin B
Brush/Weed/Grass
mix: 7.9 Ac.
l~

Total Land Area = 7.9 Acres
Weighted Runoff Curve Number = 56
Basin C
Brush/Weed/Grass
mix: 1.5 Ac.
CN = 56
Total Land Area = 1.5 Acres
Weighted Runoff Curve Number = 56
B. Time of Concentration:
The time of concentration for the existing drainage basins are calculated by determining
the path that runoff takes from the farthest corner of the property to the discharge
location. Runoff assumes three separate flow characteristics when traversing a properly,
sheet flow, shallow concentrated flow, and open-channel flow. Sheet flow defines typical
overland flow over open areas. Shallow concentrated flow is used for any overland flow
over 100', assuming the flow has concentrated somewhat. Open-channel flow describes
flow through ditches and pipes. TR-55 calculates travel times for each type of flow, given
certain parameters. These parameters include slope, roughness, and velocity. The
assumed Time of Concentration travel path is shown on the Pre-Deve%pment Drainage
Map. Following are the individual components of the Time of Concentration:
Basin A
Sheet Flow (100 feet at Shallow Concentrated. Opeh Channel Flow
7.5% average slope) flow (328 feet at 6% (825 feet at average
through dense and 211 feet at 5% 5.0 fps)
underbrush average slope), over
unpaved surface
Tc = 21.2min. Tc = 2.3 min. Tc = 2.8 min.
Total Time of Concentration = 26.3 minutes
Basin B
Sheet Flow (100 Shallow. Open ChannelFlovv
feet at 6% average Concentrated flow (435 feet at average
slope) through (380 feet at 4% and 5.0 fps)
dense underbrush 470 feet at 4.3%
average slope), over
unpaved surface
Tc = 23.2 min. Tc = 4.3 min. Tc = 1.4 min.
~~

Total Time of Concentration = 28.9 minutes
Basin C
Sheet Flow (100 Shallow
feet at 7% average Concentrated
slope) through flow (180 feet
dense underbrush at 7% average
slope), over
unpaved surface
Ti: = 21.8 min. Tc = 0.7 min.
Total Time of Concentration = 22.5 minutes
C. Rainfall
The 24-hour precipitation amounts for the project site were obtained from the National
Oceanic & Atmospheric Administration's National Weather Service Website.
2-year storm event: 3.45 inches
10-year storm event: 4.89 inches
25-year storm event: 5.77 inches
100-year storm event: 7.21 inches
D. Rate of Runoff
The above curve number and time of concentration are parameters used to determine rate
of runoff using the SCS hydrograph method. A hydrograph for the pre-developed
conditions of Basins A, B and C can be generated showing rate of flow versus time. These
hydrographs are included in this section. Following are the computed rates of runoff for
each drainage basin:
Basin A
Storm Event Flow Rate, Q (cfs)
2 year 5.06 cfs
10 year 21.52 cfs
25 year 35.14 cfs
100 year 60.84 cfs
l7

Basin B
Storm Event Flow Rate, Q (cfs)
2 year 1.32 cfs
10 year 5.59 cfs
25 year 9.14 cfs
100 year 15.85 cfs
Basin C
Storm Event Flow Rate, Q (cfs)
2 year 0.30 cfs
10 year 1.27 cfs
25 year 2.06 cfs
100 year 3.54 cfs
IS

Todd B. Asheville (Airport Road)
Wal-Mart
Buncombe South County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description

------------ (ac)
----------- (hr)
--------------
--------
------------------------------------
A:rea A 27.93 0.439 56 Outlet
Area B 7.90 0.483 56 Outlet
Area C 1.50 0.376 56 Outlet
Total Area: 37.33 (ac)
W:inTR-55, Version 1.00.00 Page 1 10/18/2006 5:13:14 PM
`~

•
•
•
Todd B. Asheville (Airport Road)
Wal-Mart
Buncombe South County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number

-----------
------
-----------------------------
------- Group
------------ (ac)
-----------
-----
Ai:ea A Brush - brush, weed, grass mix (fair) B 27.93 56
Total Area / Weighted Curve Number 27.93 56
Area B Brush - brush, weed, grass mix (fair) B 7.9 56
Total Area / Weighted Curve Number 7.9 56
Area C Brush - brush, weed, grass mix (fair) B 1.5 56
Total Area / Weighted Curve Number 1.5 56
wi.nTR-55, Version 1.00.00 Page 1 10/18/2006 5:13:22 PM
D

•
•
•
Todd B. Asheville (Airport Road)
Wal-Mart
Buncombe South County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's
Identifier/ Length Slope n
(ft) (ft/ft)
Area A
SHEET 100 0.0750 0.800
SHALLOW 328 0.0600 0.050
SHALLOW 211 0.0500 0.050
CHANNEL 825
Area B
SHEET 100 0.0600 0.800
SHALLOW 380 0.0400 0.050
SHALLOW 470 0.0430 0.050
CHANNEL 435
Area C
SHEET 100 0.0700 O.B00
SHALLOW 180 0.0700 0.050
End Wetted Travel
Area Perimeter Velocity Time
(sq ft) (ft) (ft/sec) (hr)
--------------------------------------
0.354
0.023
0.016
5.000 0.046
Wi.nTR-55, Version 1.00.00 Page 1
Time of Concentration .439
0.387
0.033
0.039
5.000 0.024
Time of Concentration .483
0.364
0.012
Time of Concentration .376
10/18/2006 5:13:19 PM
~~

~
H d ro ra h
Y 9 p Plot
~
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 1
~
Pre-Developed: Area A
~ Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 27.93 ac
~ Basin Slope = 0.0
~ Tc method =USER
.Total precip. = 3.45 in
• Storm duration = 24 hrs

Q (cfs)

• 6.00
• 5.00
• 4.00
. 3.00
• 2.00
• 1.00
0 00
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 5.06 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.3 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 37,031 cult
Pre-Developed: Area A
Hyd. No. 1 -- 2 Yr
0 3 5 8
• Hyd No. 1
10 13 15 18 20 23
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
`~- 0.00
25
Time (hrs)
n
~~

~ H d ro ra h P l of
• Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. N~o. 1
•
Pre-Developed: Area A
• Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
• DrainagE; area = 27.93 ac
• Basin Slope = 0.0
• Tc method =USER
Total precip. = 4.89 in
• Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 21.52 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.3 min
Distribution = Type II
Shape factor = 484
•
•
• Pre-Developed: Area A
Q (cfs) Hyd. No. 1 -- 10 Yr
•
• 24.00 -
•
• 20.00 _ -- --- ----- - - - --
•
•
• 16.00 - - --- --- -- --- -- --
• 12.00 _ - -- ---
• 8.00 -- - --- - - --- - - ---- -- ---
• 4.00 - - -- ------- -- -- - - -
•
•
0 00 - -- -- -----
Hydrograph Volume = 100,689 tuft
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
• 0 3 5 8
•
• Hyd No. 1
•
•
10 13 15 18 20 23
~- 0.00
25
Time (hrs)
23

~ Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
~ Hyd. N~. 1
•
~ Pre-Developed: Area A
~ Hydrograph type = SCS Runoff
. Storm frequency = 25 yrs
Drainage area = 27.93 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total pre~cip. = 5.77 in
Storm duration = 24 hrs
•
Q (cfs)
. 40.00
30.00
s 20.00
10.00
0 00
Hydrograph Volume = 149,406 cuff
Pre-Developed: Area A
Hyd. No. 1 -- 25 Yr
Q (cfs)
40.00
30.00
20.00
10.00
0 3
-- Hyd No. 1
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 35.14 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.3 min
Distribution = Type II
Shape factor = 484
5 8 10 13 15 18 20 23
0.00
25
Time (hrs)
~~

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 1
~
Pre-Developed: A rea A
~ Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
Drainage area = 27.93 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 7.21 in
Storm dl.lration = 24 hrs

Peak discharge = 60.84 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.3 min
Distribution = Type II
Shape factor = 484
~ Pre-Developed: Area A
Q (cfs) Hyd. No. 1 --100 Yr
• 70.00

~ 60.00

• 50.00

40.00

30.00

20.00
.

10.00

0 00
Hydrograph Volume = 240,713 cult
0 3 5 8
• -- Hyd No. 1
Wednesday, Aug 1 2007, 8:32 AM
10 13 15 18 20 23
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Pre-Developed: Area B
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 7.90 ac
Basin Slope = 0.0
Tc method =USER
Total precip. = 3.45 in
Storm dl.~ration = 24 hrs
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 1.32 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 29 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 10,393 cult
Q (cfs)
2.00
1.00
Pre-Developed: Area B
Hyd. No. 2 -- 2 Yr
Q (cfs)
2.00
1.00
0.00 _~ ~ ~ ~ ~ ~ ~ ~ _ ~ -_~_ ~------~- 0.00
0 3 5 8 10 13 15 18 20 23 25
-- Hyd No. 2 Time (hrs)
26

~
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 2
~
Pre-Developed: Area B

~ Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
~ Drainage area = 7.90 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 4.89 in
~ Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 5.59 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 29 min
Distribution = Type II
Shape factor = 484
~ Pre-Developed: Area B
Q (cfs) Hyd. No. 2 -- 10 Yr
. 6.00 ------ -- -- ----
• 5.00 -- ---- --- --- ----- --- --- -
• 4.00 - -- ---- --- -- --- - - --- --- -
• 3.00 - ----- - - ------- - -
2.00 - ---- - -- -- -- ---
• 1.00 - --- --- - -- - -
0.00 - --- -- --- --
Hydrograph Volume = 28,259 cult
0 3 5 8
• -- Hyd No. 2
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
10 13 15 18 20 23
~-~- 0.00
25
Time (hrs)
?~

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 2
a
. Pre-Developed: A rea B
~ Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
Drainage area = 7.90 ac
~ Basin Slope = 0.0
~ Tc method =USER
~ Total precip. = 5.77 in
Storm duration = 24 hrs

Q (cfs)
A /1 AA
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 9.14 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 29 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 41,932 cult
Pre-Developed: Area B
Hyd. No. 2 -- 25 Yr
~ vvv 0 3 5 8
-- Hyd No. 2
10 13 15 18 20 23
Q (cfs)
10.00
8.00
6.00
4.00
2.00
-~- 0.00
25
Time (hrs)
h~

H dro ra h Plot
• Y 9 p
Hydraftow Hlydrographs by Intelisolve
~ Hyd. N'o. 2
~
Pre-Developed: A rea B
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
Drainage area = 7.90 ac
• Basin Slope = 0.0
• Tc method =USER
• Total precip. = 7.21 in
Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 15.85 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 29 min
Distribution = Type II
Shape factor = 484
•
•
• Q (cfs)
Q ~~
Hydrograph Volume = 67,558 cult
Pre-Developed: Area B
Hyd. No. 2 -- 100 Yr
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
~ 0 3 5 8
• -- Hyd No. 2
•
•
10 13 15 18 20 23
-~-L- 0.00
25
Time (hrs)
~~

~

• H dro ra h
Y 9 p Plot
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 3
•

• Pre-Developed: Area C
• Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 1.50 ac
• Basin Slope = 0.0
• Tc method =USER
• Total precip. = 3.45 in
Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 0.30 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.6 min
Distribution = Type II
Shape factor = 484
•
• Pre-Developed: Area C
Q (cfs) Hyd. No. 3 -- 2 Yr
• 0.50 - - -
• 0.45 - ---- - -- - - ---
• 0.40 - ------------ -----
0.35 - ---- ------ ------
--- --- -
•
• 0.30 ----- ----- - - -------- ------ --
•
• 0.25 - ------ - ------ -
• 0.20 - ----- - - --- ---- -- --
•
• 0.15 - --- - -- -- ---- --
•
• 0.10 - -------~ ----- - --- ---- - -
•
0-05 ------ - ---- ---- -
• 0.00 - - -
0 3 5 8
• Hyd No. 3
•
10 13 15 18 20 23
Hydrograph Volume = 1,956 tuft
Q (cfs)
0.50
- 0.45
- 0.40
--- - 0.35
-- - 0.30
-- 0.25
- 0.20
-- - 0.15
--- 0.10
_._-- _ 0.05
~-- 0.00
25
Time (hrs)
30

Hydrograph Plot
Hydraflow Flydrographs by Intelisolve
Hyd. Mo. 3
Pre-Developed: A rea C
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0
Tc method =USER
Total precip. = 4.89 in
Storm duration = 24 hrs
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 1.27 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 5,318 cult
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 .~ ~ ~ i i ~-1_, l. -----~---~- _~ ~- 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
-- Hyd No. 3
Pre-Developed: Area C
Hyd. No. 3 -- 10 Yr
~~

~ Hydrograph Plot
Hydraflow H:ydrographs by Intelisolve
~
Hyd. No. 3
•
~ Pre-Developed: A rea C
~ Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
Drainage area = 1.50 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 5.77 in
Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 2.06 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.6 min
Distribution = Type II
Shape factor = 484
~ Pre-Developed: Area C
Q (cfs) Hyd. No. 3 -- 25 Yr
• 3.00 - --- --
• 2.00 - -- -- ----- ----- ---- -- - - -
• 1.00 -- ---- ---- - ------ ---
0 00 - --- -
Hydrograph Volume = 7,891 cult
Q (cfs)
3.00
2.00
1.00
~ 0 3 5 8
-- Hyd No. 3
10 13 15 18 20 23
'- 0.00
25
Time (hrs)
3~

~ H d ro ra h P l of
~ Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 3
~
Pre-Developed: A rea C
~ Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
• Drainage area = 1.50 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 7.21 in
• Storm duration = 24 hrs
n
~~
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 3.54 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.6 min
Distribution = Type II
Shape factor = 484
Q (cfs)
• 4.00
3.00 -
• 2.00
1.00
0 00 --
Hydrograph Volume = 12,713 tuft
Pre-Developed: Area C
Hyd. No. 3 -- 100 Yr
Q (cfs)
4.00
3.00
2.00
1.00
0 3
• -- Hyd No. 3
5 8 10 13 15 18 20 23
~- '- 0.00
25
Time (hrs)
~.
~~

III. POST-DEVELOPMENT CONDITIONS:
Two detention ponds are proposed to be located on the +/- 37.3 acre tract The outflow
from both ponds will be routed to the north west side of the subject property. These
ponds will be designed to store and release all runoff generated by the proposed
development, including the Wal-Mart parcel and the two additional out parcels. In
addition to the wet detention ponds, selected areas of the site will be pre-treated, using
Bio-Retention areas, before going to the wet detention ponds. These Bio-Retention areas
will be described in greater detail later in this report. The post developed drainage areas
have not been adjusted to account for the Bio-Retention areas. This was done to ensure
that the wet detention ponds are designed conservatively.
The same area analyzed in the pre-development condition will be analyzed in the post-
development condition, comprising a total of approximately 37.6 acres. This total area of
analysis can be broken down into five separate drainage basins. Post-developed Basin A is
divided into two different basins, Al contains the out parcels and a part of the entrance
drive that drains to the northern detention pond and A2 is the residual portion of Pre-
Developed Basin A, that continues to discharge to the pre-developed point (refer to the
Post-Development Drainage Map). Post-developed Basin B is also divided into two
different basins: B 1 contains the majority of the developed area that drains to the larger of
the two proposed ponds (western pond) and B2 is the residual portion of Pre-Developed
Basin B, which continues to discharge to the pre-developed point. Since the discharge
points of Pre-developed basin A and B are so close together, they will be considered as
one single discharge point for all calculations. In order to do this, the "Direct" discharge
of areas A2 and B2 must be combined with the proposed pond discharge from Al and the
proposed pond discharge from B1. This combined discharge from Basin A2, B2, and the
two proposed Detention Ponds will be used for direct comparison to the Pre-Development
flow rated from Basin A and B combined. Post-developed Basin C has an outfall point at
the same location as Pre-developed Basin C.
Post-Development Basins Al & 61 are comprised of the entire development area, and are
assumed to be nearly completely impervious (curve number of 95) with various green
areas. This curve number was obtained by using 93% impervious area and 7% green areas
over the entire pond drainage basins. Both of the proposed ponds will discharge into the
original flow paths of Pre-developed basins A and B to the northwest. A review of the Pre-
and Post-Deve%pment Drainage Mapswill help to clarify this Basin setup.
As will be noted later in this section, the peak outflow for Basin C in the developed
condition will be less than the outflow in the existing condition, primarily due to the
reduction in drainage area to the discharge point.
~~

r
Slopes across the majority of the developed areas range between 1 % and 3% in the
parking and building areas and 5% to 6% in the proposed drive areas. All water from the
Wal-Mart and out parcels will be collected by catch basins, and routed to the detention
pond via the underground storm drainage system.
The proposed ponds will be designed and installed as wet detention ponds with a
permanent pool depth that will not be less than 3-ft. The bottom of the pond will be
sloped at approximately 0.5% toward the outlet structure in order to drain the permanent
pool when maintenance is necessary
3S

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Runoff Calculations:
Runoff calculations are performed for Post-Developed Basin A1, A2, B 1, B2 and C. Each
drainage basin has an analysis point labeled on the Post-Deve%pment Drainage Map.
A. Runoff Curve Number:
Basin Al
Asphalt Area and Open spaces, lawns
Roof etc. 3.47 Ac. Parks, etc. 0.26 Ac.
CN=98 CN=61
Total Land Area = 3.73Acres
Weighted Runoff Curve Number = 95
Basin A2
Brush/Weed/Grass Open spaces,'Lawns
'Fait. -7.01 Ac. Parks etc. 1..34 Ac.
CN=56. CN=61
Total Land Area = 8.35 Acres
Weighted Runoff Curve Nunnber = 57
Basin 61
Asphalt Area'and I Open spaces, Lawns
Roof etc. 18.94 Ac. Parks, etc. 1.43 Ac.
CN=98 I CN=61
Total Land Area = 20.37 Acres
Weighted Runoff Curve Number = 95
Basin B2
Brush/Weed/Grass
Fair. 4.52 Ac
Total Land Area = 4.52 Acres
~7

Weighted Runoff Curve Number = 56
Basin C
Brush/Weed/Grass
Fair. 0.61 Ac
CN = 56
Total Land Area = 0.61 Acres
Weighted Runoff Curve Number = 56
B. Time of Concentration:
Basin Al
Sheet Flow (40 feet Shallow Open channel flow
at 28% average Concentrated Flow (500 feet at average.'
slope) over grass (230 feet at 1.8% 5.0 fps)
surface over paved surface)...
Tc = 2.3 min. Tc = 1.4 min. Tc = 1.7 min.
Total Time of Concentration =USE MINIMUM 6 minutes
Basin A2
Sheet Flow (100 Shallow. Open channel flow
feet at 30% average Concentrated Flow (150 feet at average
slope) over grass >(311 feet at 5% over 5.0 fps)
surface unpaved surface)
Tc = 4.7 min. Tc = 1.4 min. Tc = 0.5 min.
Total Time of Concentration = 6.6 minutes
Basin B1
.:Sheet Flow (80 feet Shallow Open channel flow
at 25% average Concentrated Flow (1410 feet at
slope) over grass (170 feet at 2.6% average 5.0 fps)
surface over paved surface)
Tc = 4.2 min. Tc = 0.8 min. Tc = 4.7 min.
Total Time of Concentration = 9.7 minutes
Basin B2
Sheet Flow (100 Shallow Open. channel flow
feet at 6.5% average Concentrated Flow (766 feet at average
slope) through (260 feet at 4% and 5.0 fps)
dense underbrush 266 feet at 4.1
average slope) over
~~

unpaved surface
Tc = 22.5 min. Tc = 2.7 min. Tc = 2.6 min.
Total Time of Concentration = 27.8 minutes
Basin C
Sheet Flow (100 Shallow
feet at 8% average Concentrated Flow
slope) over dense (163 feet at 6.7%
underbrush over unpaved
surface)
Tc = 20.7 min. Tc = 0.7 min.
Total Time of Concentration = 21.4 minutes
C. Rainfall
The 24-hour precipitation amounts for the project site were obtained from the National
Oceanic & Atmospheric Administration's National Weather Service Website.
2-year storm event: 3.45 inches
10-year storm event: 4.89 inches
25-year storm event: 5.77 inches
100-year storm event: 7.21 inches
D. Rate of Runoff
From this information, a hydrograph can be generated showing rate of flow versus time.
Post-developed hydrographs for each storm event are included in this section.
Basin Al
Storm Event Flow Rate, Q (cfs)
2 year 18.07 cfs
10 year 26.27 cfs
25 year 31.25 cfs
100 year 39.35 cfs
Basin A2
Storm Event Flow Rate, Q (cfs)
2-year 4.31 cfs
10 year 15.11 cfs
~~

~ 25 year 23.21 cfs
~ 100 year 37.98 cfs
~ Basin 61

r
Storm Event Flow Rate, Q (cfs)
2 year 86.68 cfs
10 year 126.12 cfs
25 year 150.03 cfs
100 year 188.97 cfs
Basin B2
Storm Event Flow Rate, Q (cfs)
2 year 0.78 cfs
10 year 3.33 cfs
25 year 5.43 cfs
100 year 9.41 cfs
Basin C
Storm Event Flow Rate, Q (cfs)
2 year 0.13 cfs
10 year 0.54 cfs
25 year 0.88 cfs
100 year 1.52 cfs

Todd B. Asheville (Airport Road)
Wal-Mart
Buncombe South County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description

----------- (ac)
---------- (hr)
---------

B1 Post
20.37 ------
0.162 --------------------------------------------
95
Al Post 3.73 0.100 95
DD A 8.35 0.110 57
DD B 4.52 0.463 56
DD C .61 0.356 56
Total Area: 37.58 (ac)
WinTR-55, Version 1.00.00 Page 1 10/18/2006 5:56:19 PM
~~

•
Todd B. Asheville (Airport Road)
Wal-Mart
Buncombe South County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number

--
-------
----------------------------
----------- Group
------- (ac)

B1
Post
CN directly entered by user --------
- ------------
20.37 -----
95
Total Area / Weighted Curve Number 20.37 95
A.1 Post CN directly entered by user - 3.73 95
Total Area / Weighted Curve Number 3.73 95
DD A CN directly entered by user - 8.35 57
Total Area / Weighted Curve Number 8.35 57
DD B CN directly entered by user - 4.52 56
Total Area / Weighted Curve Number 4.52 56
DD C CN directly entered by user - .61 56
Total Area / Weighted Curve Number .61 56
W_inTR-55, Version 1.00.00 Page 1
10/18/2006 5:56:28 PM
~2

•
•
•
•
Todd B. Asheville (Airport Road)
Wal-Mart
Buncombe South County, North Carolina
Sub-Area Time of Concen tration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time

-------------- (ft)
-------- (ft/ft)
---------
------------- (sq ft) (ft) (ft/sec)
------------------------------ (hr)
-------
B1 Post
SHEET 80 0.2500 0.240 0.070
SHALLOW 170 0.0260 0.025 0.014
CHANNEL 1410 5.000 0.078
Time of Concentration 0.162
Al Post
SHEET 40 0.2800 0.240 0.038
SHALLOW 230 0.0180 0.025 0.023
CHANNEL 500 5.000 0.028
Time of Concentration 0.100
DD A
SHEET 100 0.3000 0.240 0.078
SHALLOW 311 0.0500 0.050 0.024
CHANNEL 150 5.000 0.008
Time of Concentration 0.110
DD B
SHEET 100 0.0650 0.800 0.375
SHALLOW 260 0.0400 0.050 0.022
SHALLOW 266 0.0410 0.050 0.023
CHANNEL 766 5.000 0.043
Time of Concentration 0.463
DD C
SHEET 100 0.0800 0.800
SHALLOW 163 0.0670 0.050
0.345
0.011
T~.me of Concentration .0.356
WinTR-55, Version 1.00.00 Page 1
10/18/2006 5:56:23 PM
~f 3

~ Hydrograph Plot
~ Hydraflow I-lydrographs by Intelisolve
~ Hyd, fro. 6
~

• Post-Developed: Area Al to the small pond
~ Hydrograph type = SCS Runoff
• Storm frequency = 2 yrs
Drainage area = 3.73 ac
~ Basin Shope = 0.0
~ Tc method =USER
• Total precip. = 3.45 in
Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 18.07 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution =Type II
Shape factor = 484
~ Post-Developed: Area Al to the small pond
Q (cfs) Hyd. No. 6 -- 2 Yr
21.00 - - - --
~ 18.00 - - ---- - -- -- -- -- -
N 15.00 - --- ----- ----- --
12.00 - --- ---- -- -- - - -
9.00 --- -- -- - ---- - -
• 6.00 - ------ - - - - ---- - - -
3.00 - --- --- -- ------ - - --
0.00 - -- _ -------- i
Hydrograph Volume = 40,353 tuft
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.0 2.0 4.0 6.0 8.0
. -- Hyd No. 6
r
10.0 12.0 14.0 16.0 18.0
0.00
20.0
Time (hrs)

~
• H dro ra h
Y g p Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. N~. 6
~

• Post-Developed: Area Al to the small pond
~ Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
Drainage area = 3.73 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 4.89 in
Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 26.27 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 60,189 cult
~ Post-Developed: Area Al to the small pond
Q (cfs) Hyd. No. 6 --10 Yr
• 28.00 --- - ---

00 -
24 ----- - -
. - -- --- ---- - - -- -

20
00 - - - ----
•
. -

~ 16
00 -------- ------- ---- ----- --
. - -

12
00 - --- --
.

00 -
• 8 ----- - ------ --- -- -
. -- --

4
00 ----
. ---- - - - -

Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 - _-- _-- - --- -- ------~ ~ ~ ---~- 0 00
0.0 2.0 4.0 6.0 8.0
• Hyd No. 6
10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)
~~

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 6
•
• Post-Developed: Area Al to the small pond
~ Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
Drainage area = 3.73 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 5.77 in
Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 31.25 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution =Type II
Shape factor = 484
Post-Developed: Area Al to the small pond
Q (cfs) Hyd. No. 6 -- 25 Yr
• 35.00 --- - -

- -----
30.00 - ---- -- - --- -- ---

- ------
• 25.00 - - - --- - -- -

- - ----
20.00 - --- - --- - -

- - -- ---
15.00 --- - - - -- --

• 10
00 - ----- - - ---- - - -
-
. --- - -- - - - -

----- --- -
5.00 - -- i - - --- - -

Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00

• 0.00 - - --- ~ 1--- L_ ~ L 0 00
0.0 2.0 4.0 6.0 8.0
• -- Hyd No. 6
Hydrograph Volume = 72,373 cult
10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)
IG

~ H dro ra h Plot
~ Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 6
S
Post-Developed: Area Al to the small pond
~ Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
• Drainage area = 3.73 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 7.21 in
~ Storm duration = 24 hrs
Q (cfs)
• 40.00
30.00
~ 20.00
10.00
0.00
0.0
r
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 39.35 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 92,362 cult
Post-Developed: Area Al to the small pond
Hyd. No. 6 -- 100 Yr

2.0
Hyd No. 6
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
40.00
30.00
20.00
10.00
0.00
20.0
Time (hrs)
~7

~
H dro ra h
Y 9 p Plot
~
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 7
~
Post-Developed: Area A2 Direct Discharge

~ Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
~' Drainage area = 8.35 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 3.45 in
~ Storm duration = 24 hrs
•
Q (cfs)
• 5.00
4.00
• 3.00
2.00
1.00 -
0 00 -
Hydrograph Volume = 12,416 tuft
Post-Developed: Area A2 Direct Discharge
Hyd. No. 7 -- 2 Yr
0 2
• Hyd No. 7
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 4.31 cfs
Time interval = 1 min
Curve number = 57
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.6 min
Distribution =Type II
Shape factor = 484
5 7 9 12 14 16 19 21 23
Q (cfs)
5.00
4.00
3.00
2.00
1.00
-'- 0.00
26
Time (hrs)
yg

•
~

• H dro ra h
Y 9 p Plot
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 7
•
Post-Developed: Area A2 Direct Discharge
• Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
Drainage area = 8.35 ac
• Basin Slope = 0.0
• Tc method =USER
• Total precip. = 4.89 in
Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 15.11 cfs
Time interval = 1 min
Curve number = 57
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.6 min
Distribution =Type II
Shape factor = 484
•
•
•
• Post-Developed: Area A2 Direct Discharge
Q (cfs) Hyd. No. 7 -- 10 Yr
• 18.00 - -
•
15.00 - - - -- - - --
•
•
• 12.00 -- ------ -- - --- -- --- ----
•
•
• 9.00 - ---- __ ------ ---
•
•
• 6.00 -- -- --- - - --- ----- -----
•
•
• 3.00 - --- -- - --- - --
i
•
i
• 0 00 - --L---- ~- --~--
Hydrograph Volume = 32,710 cult
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
• 0 2 5 7 9
• Hyd No. 7
•
•
12 14 16 19 21 23
~- 0.00
26
Time (hrs)
~~

~

• H dro ra h
Y 9 p Plot
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 7
•

• Post-Developed: Area A2 Direct Discharge
• Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
Drainage area = 8.35 ac
• Basin Slope = 0.0
• Tc method =USER
• Total precip. = 5.77 in
Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 23.21 cfs
Time interval = 1 min
Curve number = 57
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.6 min
Distribution = Type II
Shape factor = 484
•
• Post-Developed: Area A2 Direct Discharge
Q (cfs)
• Hyd. No. 7 -- 25 Yr
• 24.00 - -- -
•
• 20.00 - ---
•
• 16.00 - ---- --- --- - ------
•
•
• 12.00 - ---- ---- - ---
•
•
• 8.00 ----- - ----- ---- -- - ------ ------ -
•
•
• 4.00 -------- ----- -- --- -
•
0 00
Hydrograph Volume = 48,079 cult
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
• 0 2 5 7 9
•
• Hyd No. 7
•
•
12 14 16 19 21 23
=- 0.00
26
Time (hrs)
~0

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 7
~
Post-Developed: Area A2 Direct Discharge
~ Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
• Drainage area = 8.35 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 7.21 in
• Storm duration = 24 hrs
•
Q (cfs)
A/l /1/1
Hydrograph Volume = 76,708 tuft
Post-Developed: Area A2 Direct Discharge
Hyd. No. 7 -- 100 Yr
Q (cfs)
40.00
30.00
20.00
10.00
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 37.98 cfs
Time interval = 1 min
Curve number = 57
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.6 min
Distribution = Type II
Shape factor = 484
~ V.vv 0 2
• Hyd No. 7
5 7 9 12 14 16 19 21 23
-~- 0.00
26
Time (hrs)
~~

~ H dro ra h Plot
~ Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 8
~
Post-Developed: Area B1 to the large Pond
~ Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 20.37 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 3.45 in
• Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 86.68 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.7 min
Distribu#ion =Type II
Shape factor = 484
~ Post-Developed: Area B1 to the large Pond
Q (cfs) Hyd. No. 8 -- 2 Yr
Hydrograph Volume = 213,694 cult
• 90.00 - ---- - - -
•
00 -
80 - --- ---
.
•
70
00 - --- --
. - ------ ---
•
00 -
60 ----- ------ -- ------
.
•
50
00 -- -----
.
r --- ---- - ---

40
00 ----- - ------ -
.
•
00 -
30 --- - -- --- --- ---
.
• - -
----
-

20
00 - --
•
. - -

00 -
10 - - -
•
. - - --- -- -- ----- -

Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
_ n nn - --- - - - ------ ~ --- ---- ~ -~ 0 00
~ 0.0 2.2 4.3 6.5 8.7
• Hyd No. 8
10.8 13.0 15.2 17.3 19.5
21.7
Time (hrs)
~z

~ H d ro ra h P l of
~ Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 8
~
Post-Developed: Area B1 to the large Pond

~ Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
~ Drainage area = 20.37 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 4.89 in
~ Storm duration = 24 hrs
Q (cfs
• 140.00
120.00
• 100.00
80.00
60.00
40.00
20.00
Hydrograph Volume = 318,737 cult
Post-Developed: Area B1 to the large Pond
) Hyd. No. 8 -- 10 Yr

Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00

• 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
• Hyd No. 8
• ~3
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 126.12 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.7 min
Distribution = Type II
Shape factor = 484

~ H dro ra h Plof
~ Y g p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 8
~
Post-Developed: Area B1 to the large Pond
~ Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 20.37 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 5.77 in
• Storm duration = 24 hrs
•

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 150.03 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.7 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 383,259 cult
~ Post-Developed: Area B1 to the large Pond
Q (cfs) Hyd. No. 8 -- 25 Yr
a
• 160.00
140.00 - -__-_-- -
120.00 - ---- ----
100.00 --- - - -
• 80.00 ---
60.00 - - ---- - - -
40.00 - - -
20.00 - -- - - -- --
0 00 ---
0.0 2.0 4.0 6.0 8.0
• Hyd No. 8
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
' ~- 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
ec~

~
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 8
~
Post-Developed: Area B1 to the large Pond

~ Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
~ Drainage area = 20.37 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 7.21 in
~ Storm duration = 24 hrs
• -
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 188.97 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.7 min
Distribution = Type II
Shape factor = 484
~ Post-Developed: Area B1 to the large Pond
Q (cfs) Hyd. No. 8 --100 Yr
Hydrograph Volume = 489,113 cult
• 210.00 - -

180
00 - --- ----- -- -
. - - - --

150
00 - - - --
. - - -

120
00 - - - -- -
. --

90
00 -- - -
.

60
00 ---- ---- -- - --- -----
. - - - -- -
-
-

30
00 - -- --- - - -
. -- - - - -

~
0.00 - _- -- - ~-
~ 0.0 2.0 4.0 6.0 8.0
• Hyd No. 8
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
n nn
10.0 12.0 14.0 16.0 18.0 20.0 22.Ov VV
Time (hrs)
mac`

~ H d ro ra h P l of
~ Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 9
~
Post-Developed: Area B2 Direct Discharge
•
~ Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 4.52 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 3.45 in
• Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 0.78 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.8 min
Distribution = Type II
Shape factor = 484
~ Post-Developed: Area B2 Direct Discharge
Q (cfs) Hyd. No. 9 -- 2 Yr
. 1.00 -- -- --
0.90 - - - - - -
0.80 - --- ----- - --
0.70 - -- - -- -- -
0.60 - --- -- ------- - --
• 0.50 - -- - --- - - --
0.40 - -- ------ ----- ------- -- - --
0.30 - --- --- - ---
0.20 --- -- - ---- -- - -
• ----
• 0.10 - - - ---
• 0.00 - -- -----
0 3 5 8 10
• Hyd No. 9
13 15 18 20 23
Hydrograph Volume = 5,903 cult
Q (cfs)
- 1.00
0.90
0.80
-- 0.70
- 0.60
- 0.50
- 0.40
- 0.30
- 0.20
-- 0.10
-`-- 0.00
25
Time (hrs)
r

~

~ H d ro ra h
Y 9 p P l of
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 9
~
Post-Developed: Area B2 Direct Discharge
~ Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
Drainage area = 4.52 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 4.89 in
Storm duration = 24 hrs
n
u
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 3.33 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.8 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00 -
3.00 -
. 2.00 -
1.00 -
0.00 -
Hydrograph Volume = 16,050 cult
Post-Developed: Area B2 Direct Discharge
Hyd. No. 9 -- 10 Yr
Q (cfs)
4.00
3.00
2.00
1.00
0 3 5
• Hyd No. 9
i
8 10 13 15 18 20 23
- 0.00
25
Time (hrs)
S~

~

• H d ro ra h
Y g p P l of

Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 9
•
• Post-Developed: Area B2 Direct Discharge
~ Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
Drainage area = 4.52 ac
~ Basin Slope = 0.0
i Tc method =USER
• Total precip. = 5.77 in
Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 5.43 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.8 min
Distribution = Type II
Shape factor = 484
w
~ Post-Developed: Area B2 Direct Discharge
Q (cfs) Hyd. No. 9 - 25 Yr
6.00
• 5.00 - -- -- --- -- - -
• 4.00 - - -- ---- - -- -
3.00 - -- - -- - - -
• 2.00 - -- - - ---- - - - - --
. 1.00 ---- - - -
0 00 ----- --- --
Hydrograph Volume = 23,815 tuft
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 3 5 8 10
i
• Hyd No. 9
a
13 15 18 20 23
~- 0.00
25
Time (hrs)

~ H dro ra h Plot
~ Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 9
~
Post-Developed: Area B2 Direct Discharge
~ Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
Drainage area = 4.52 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 7.21 in
Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 9.41 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.8 min
Distribution = Type II
Shape factor = 484
~ Post-Developed: Area B2 Direct Discharge
Q (cfs) Hyd. No. 9 -- 100 Yr
• 10.00 - - - --
8.00 - - -- ----- --- -- - -
• 6.00 - -- -- -------- - - -- - -
• 4.00 - - ------ ------ ----- -_ _------
2.00 - - ----- ------- --- -- -
• 0.00 --- - -~- -
Hydrograph Volume = 38,369 cult
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 3 5 8 10
• Hyd No. 9
13 15 18 20 23
'-1- 0.00
25
Time (hrs)
cc~

p
p Hydrograph Plot
w Hydraflow Hydrographs by Intelisolve
~
Hyd. No. 10
•
~ Post-Developed: Area C
~ Hydrograph type = SCS Runoff
~ Storm frequency = 2 yrs
Drainage area = 0.61 ac
~ Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 3.45 in
Storm duration = 24 hrs

•
Q (cfs)

• 0.50
• 0.45
0.40
0.35
0.30
. 0.25
• 0.20
0.15
~ 0.10
0.05
0 00
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 0.13 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 21.4 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 810 tuft
Post-Developed: Area C
Hyd. No. 10 -- 2 Yr
0 3 5 8
Hyd No. 10
10 13 15 18 20 23
Q (cfs)
0.50
-- 0.45
0.40
0.35
0.30
0.25
- 0.20
- 0.15
---- - 0.10
--- 0.05
0.00
25
Time (hrs)
60

~ Hydrograph Plot
~ Hydraflow Hydrographs by Intelisolve

~ Hyd. No. 10
~ Post-Developed: Area C
~ Hydrograph type = SCS Runoff
~ Storm frequency = 10 yrs
Drainage area = 0.61 ac
~ Basin Slope = 0.0
~ Tc method =USER
~ Total precip. = 4.89 in
Storm duration = 24 hrs

Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 0.54 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 21.4 min
Distribution = Type II
Shape factor = 484
~ Post-Developed: Area C
• Q (cfs) Hyd. No. 10 -- 10 Yr
A AA
Hydrograph Volume = 2,203 tuft
~ 0 3 5 8
Hyd No. 10
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10 13 15 18 20 23 25
Time (hrs)
~f

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 10
~
Post-Developed: Area C
•
~ Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
~ Drainage area = 0.61 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 5.77 in
~ Storm duration = 24 hrs
• ---
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 0.88 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 21.4 min
Distribution = Type II
Shape factor = 484
~ Post-Developed: Area C
Q (cfs) Hyd. No. 10 -- 25 Yr
• 1.00 -- --
0.90 -- - -
0.80 - - -- -
0.70 ------ --- ----- -
• 0.60 - -
• 0.50 - - - -
0.40 - -------- ----
0.30 ----- - ----
0.20 - - - - -
• 0.10 - - - - - --
0 00 -
Hydrograph Volume = 3,269 cult
0 3 5 8
• Hyd No. 10
•
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10 13 15 18 20 23 25
Time (hrs)
GZ

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Post-Developed: Area C
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 0.61 ac
Basin Slope = 0.0
Tc method =USER
Total precip. = 7.21 in
Storm duration = 24 hrs
Wednesday, Aug 1 2007, 8:32 AM
Peak discharge = 1.52 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 21.4 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 5,267 tuft
Q (cfs)
2.00
1.00
Post-Developed: Area C
Hyd. No. 10 --100 Yr
Q (cfs)
2.00
1.00
0.00 -~ ~ ~ ~ ~ ~-- -~-- ' -~-------__~- ~ - 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 10 Time (hrs)
63

IV. DETENTION POND DESIGN AND RESULTS:
Drainage Basin C:
The post-developed peak flow for Drainage Basin C was lower than the pre-developed peak
flow, primarily due to the reduction in drainage area to point C. Therefore, mitigation of
the stormwater is not necessary for Drainage Basin C.
Basin C
Storm Event Pre-Development Peak
Flow Rate (cfs) to
Point C (allowable) Post-Development
Peak Flow Rate (cfs)
to Point C (actuaU
2 year 0.3 cfs 0.13 cfs
10 year 1.27 cfs 0.54 cfs
25 year 2.06 cfs 0.88 cfs
100 year 3.54 cfs 1.52 cfs
Drainage Basins A & B:
Following are the results of the drainage study for this project. The proposed ponds will
be designed and installed as wet detention ponds with a permanent pool depth that will
not be less than 3-ft. The design of this pond exceeds the Buncombe County and
NCDENR standards and requirements, as it will fully mitigate up to and including the 100-
yearstorm event to Pre-Development flow rates. The pond will also be designed to meet
NCDENR water quality requirements to detain and release the "first-flush" (first inch of
runoff over the entire development area) over a period of 2-5 days. Bio-Retention areas
are also being used to pre-treat for water quality for selected areas of the site, which will
be described later in this report. Routing of the first-flush is included in the following
analysis.
Storm water management design for this site is based on detaining total discharge from
the post developed condition to less than pre-developed levels. The developed site will
have several discharge components, including discharge from the two detention ponds
and un-detained discharge ("direct discharge")from residual portions of the pre-developed
drainage areas. Pond design is based on the following equations:
Direct Discharge from Basins Az & BZ + Pond Discharge from both ponds <Pre-Deve%ped
Discharge
The two main drainage basins (A&B) both exit the site via existing drainage channels,
located within 150-FT of each other. The USGS topographical map confirms that both of
these drainage features converge approximately 160-FT outside of the property line. For
~~

r
r
this reason the hydrographs of Pre-Developed Basins A & B were combined at this single
point, considered the overall analysis point, to determine the total flow exiting the site in
the pre-developed condition. Hydrographs for the combination of these two pre-
developed flows are included in this section of the report. The Post-Developed direct
discharge hydrographs for areas A2 & B2 were also combined at the same single point.
The total allowable pond discharge was then determined by subtracting the combined
post-developed direct discharge flow from the combined pre-developed flow. This total
allowable pond discharge was then broken up into two separate flows for each of the
ponds on site, by using the percentage of drainage area that contributes to each pond.
Both ponds were designed not to exceed that flow rate for each storm event. The outflow
for both ponds was then combined together with the combined direct discharge and
compared to the combined pre-developed flow.
Freeland & Kauffman acknowledges that the analysis points for the drainage basins and
retention ponds are not at the same location, and a "reach" could be applied to account
for travel of the calculated discharge to the overall analysis point. We attempted to model
this reach for each discharge, but the effect of the reach on the calculated flow rate was
either incalculable or insignificant. Because the reach serves only to further attenuate the
calculated flow rates, we have ignored that effect, which will result in a more conservative
pond design.
The results for the combination of the drainage basins are as follows:
BasinA&B
Pre-Developed Basin A & B Combined Flow
Storm'" Pre- Pre- Combined Pre-
Event Development Development Development
Peak Flow Rate Peak Flow Rate Peak Flow Rate
(cfs) from Basin (cfs) from Basin for Basin A & B
A B (Column' 1)
2 year 5.06 cfs 1.32 cfs 6.36 cfs
10 year 21.52 cfs 5.59 cfs 27.04 cfs
25 year 35.14 cfs 9.14 cfs 44.15 cfs
100 year 60.84 cfs 15.85 cfs 76.36 cfs
65

rvsz-ueveiv pea basin ~ rr ts~ (uirect uiscnarg e~ c:otndmeg riow
Storm Post- Post- Combined Post-'
Event Development Development Development.
Peak flow Rate. Peak Flow Rate Peak Flow Rate
(cfs) from Basin (cfs) from Basin 'for Basin A2 &
A 2 B2 ' 62 (Column 2)
2 year 4.31 cfs 0.78 cfs 4.52 cfs
10 year 15.11 cfs 3.33 cfs 16.26 cfs
25 year 23.21 cfs 5.43 cfs 25.49 cfs
100 year 37.98 cfs 9.41 cfs 42.57 cfs
In order to determine how much flow would be assigned to each pond, the Total
Allowable Pond Discharge was multiplied by a factor based on how much of the total
drainage area was directed towards each pond. Below is the calculation of the
multiplying factor:
Total Post-Developed Drainage area to the Ponds = 24.10 Acres
Drainage Area contributing to Pond Al =3.73 Acres
Drainage Area contributing to Pond B 1 =20.37 Acres
Multiplying Factor for the Total Allowable Pond Discharge:
Pond A1= 3.73 _ 24.1= .15 x 100= 15%
Pond B 1= 20.37 = 24.1= .85 x 100= 85%
Allowable Pond Discharge
Storm Total Allowable Area B1 Area Al
Event .Pond Discharge Allowable Pond Allowable Pond
(cfs) (Column 1- bischarge (cfs) Discharge (cfs)
Column 2) (85% of Total (15% of Total
Allowable) Allowable)
2 year 1.84 cfs 1.56 cfs 0.28 cfs
10 year 10.78 cfs 9.16 cfs 1.62 cfs
25 year 18.66 cfs 15.86 cfs 2.80 cfs
100 year 33.79 cfs 28.72 cfs 5.07 cfs
~G

i
i
s
a
Actual Post-Develoced Pond Discharee
Storm Area B1 Area 61 Actual Area Al Area Al Actual Combined Post-
Event Allowable Pond Pond Discharge Allowable Pond Pond Discharge .Developed
Discharge (cfs) (cfs)) Discharge (cfs) (cfs) Areas Al & B1
(85% of Total (15% of Total Actual Pond
Allowable) Allowable) ,Discharge (cfs)
2 year 1.56 cfs 1.38 cfs 0.28 cfs 0.29 cfs 1.67 cfs
10 year 9.16 cfs 6.99 cfs 1.62 cfs 1.42 cfs 8.40 cfs
25 year 15.86 cfs 13.30 cfs 2.80 cfs 2.35 cfs 15.64 cfs
100 year 28.72 cfs 26.70 cfs 5.07 cfs 3.38 cfs 30.04 cfs
Combined Pond Discharge dlus Direct Discharee
Storm Combined Post- Combined Post- Combined Post-
Event _ Developed Developed Peak Developed Peak
- Areas Al & B 1 Flow Rate for Pond Discharge
.Actual Peak Basin A2 & B2 and Combined
Pond Discharge (Direct Direct
(cfs) Discharge) (cfs) Discharge
(cfs)(at overall
analysis point)
2 year 1.67 cfs 4.52 cfs 5.72 cfs
10 year 8.40 cfs 16.26 cfs 17.81 cfs
25 year 15.64 cfs 25.49 cfs 28.60 cfs
100 year 30.04 cfs 42.57 cfs 55.18 cfs
As stated earlier in this report, there will be two ponds on the site to handle the
stormwater from the Wal-mart property and the outlots. The larger of the two ponds for
Drainage area B 1, as can be seen on the grading plan, will be a surface pond with a
bottom elevation of 2231 and a top elevation of 2244. The smaller of the two ponds for
Drainage Area A1, will also be a surface pond with a bottom elevation of 2247 and a top
elevation of 2257. The ponds will be constructed partially in cut and partially in fill. The
ponds will be designed and constructed in conformance with NCDENR and Buncombe
County standards and regulations. The ponds will maintain a permanent pool which will
not drain following each storm event. The permanent pool volume is set at a minimum of
3-ft deep, and is based on the appropriate Surface Area/Drainage Area charts provided by
NCDENR. The bottom of the ponds will be sloped at approximately 0.5% toward the
outlet structure in order to drain the permanent pool when maintenance is necessary, and
the outlet structures will have sufficient depth to drain the permanent pools by gravity.
Approximately 20% of the permanent pool is separated into fore bays, which act as an
6~

r
initial settling basin at pond inflows. The volume of water below the top of the permanent
pool (2235 for pond B 1, 2251 for pond A1) is not considered in the pond routing design.
The water quality volume was calculated separately for each drainage basin, as the first 1 "
of a storm over the entire drainage basin that flows to the pond. The detention pond is
designed to outlet the calculated water quality volume over a period of 2 to 5 days. Above
this water quality volume, the pond is designed to store and release all storm events up,
and including, the 100-year storm. For both of these pond designs the 2, 10, 25, & 100
year storm events will be fully mitigated to less than their pre-development flow rates, as
can be seen in the Flow Rate Summary Table, below. The 100-year storm event will be
passed through the pond without exceeding pre-developed flow conditions, without use of
the emergency spillway, and while maintaining 2.9 ft and 1.5 ft of freeboard to the top of
the dike on ponds 61 and A1, respectively.
A staged outlet structure is designed to mitigate outflows for the 2, 10, 25, and 100-year
storms to less than pre-developed rates. In addition to the staged outlet structure, a 30-
footwidth emergency spillway will be located along the dike, at an elevation 1.0-foot
below the top of the dike. The top edge of the 30-foot emergency spillway will be sodden
in order to insure stabilization. The remainder of the pond slopes will be grassed with the
permanent seed mixture immediately upon construction completion.
Based on the hand calculations for sizing of the outlet structure (included in this section),
the entire pond can be modeled. Hydrographs are generated showing the actual routing
of the design storm events through the detention ponds. These hydrographs are included
in this section.
~vmpansvn ~ aoie ror overall rre ana Nost-Deve loped Discharge from Basins A&E
Storm Combined Pre- Combined Post- Pond Bl (cfs) Pond A1(cfs)
Event' Development Developed Peak
Peak Flow Rate Pond Discharge
(cfs) from Basin and Combined
A iJ B (allowable Direct
release) Discharge (cfs)
First-Flush n/a n/a 0.46 0.10
2 year 6.36 cfs 5.72 cfs n/a n/a
10 year 27.04 cfs 17.81 cfs n/a n/a
25 year 44.15 cfs 28.60 cfs n/a n/a
100 year 76.36 cfs 55.18 cfs n/a n/a
The ponds discharge will be regulated by a 5-ft x 5-ft concrete riser with a series of release
points at various elevations. The pond's Stage/Discharge and Stage/Storage charts are
b~

included in this section. The top of the concrete riser will act as a primary spillway for
storms events greater than 100-year. The outlets are designed using the following
equations:
Manning's Orifice Equation: Q= 0.6 x A x (2gh)^0.5 x 1
Weir Equation: Q= 3.33 x L x h^1.5 (sharp-crested weir)
Weir Equation: Q = 3.0 x L x h^1.5 (broad crested weir/spillway)
The above table illustrates that the designed detention ponds act to mitigate the release
rates from the proposed development for the 2-, 10-, 25-, and 100-year storm events.
These ponds also mitigate the "first flush" (1" of rainfall over entire drainage area) over the
required minimum period of 2-days. It is important to note that neither Buncombe
County nor the North Carolina Department of Environment and Natural Resources require
flood mitigation beyond the 1-year storm event. Flood mitigation is being provided in
addition to the proposed water quality requirements in the best interest of this project. In
total, this pond design represents an extremely conservative approach to storm water
mitigation for this project.
Other design features of the detention pond include:
• 12-foot wide shallow depth bench sloped at 6:1 to provide wetlands-type
vegetation.
• 10-foot wide maintenance bench immediately above the permanent pool on the
large pond for Area B 1
• Graded access drive from the parking lot elevation to the top of the pond for both
ponds.
• 6' Fence with access gates around top edge of pond
• Low orifice (controlled by valve to allow draining of the permanent pool by gravity)
~~

~

• H d ro ra h
Y 9 p P l of

Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 25
•
• Combined Pre-Dev. A & B
~ Hydrograph type =Combine
• Storm frequency = 2 yrs
Inflow hyds. = 1, 2

Peak discharge = 6.36 cfs
Time interval = 1 min
Q (cfs)
• 7.00
6.00 - --- --
• 5.00 - - ---
4.00 - -
3.00 - -- --- -
• 2.00 - -- ---- -
1.00 - ---
0.00 -
Hydrograph Volume = 47,424 cult
Combined Pre-Dev. A & B
Hyd. No. 25 -- 2 Yr
Q (cfs)
7.00
0 3 5 8 10
• Hyd No. 25 Hyd No. 1
6.00
5.00
4.00
3.00
2.00
1.00
Wednesday, Aug 1 2007, 8:37 AM
13 15
Hyd No. 2
18 20 23
`L-1- 0.00
25
Time (hrs)
7d

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 25
•
~ Combined Pre-Dev. A & B
~ Hydrograph type =Combine
. Storm frequency = 10 yrs
Inflow hyds. = 1, 2

Peak discharge = 27.04 cfs
Time interval = 1 min
Q (cfs)
• 28.00 ----
24.00 - - -
20.00 - ---- -
16.00 - - - ---
12.00 - - - -
• 8.00 - -- -
4.00 - ----- - --
0 00 -
Hydrograph Volume = 128,948 tuft
Combined Pre-Dev. A & B
Hyd. No. 25 --10 Yr
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 3 5 8 10
• Hyd No. 25 Hyd No. 1
Wednesday, Aug 1 2007, 8:37 AM
13 15
Hyd No. 2
18 20 23
~- 0.00
25
Time (hrs)
7~

~ Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 25
~
Combined Pre-Dev. A & B
~ Hydrograph type =Combine
• Storm frequency = 25 yrs
Inflow hyds. = 1, 2

Q (cfs)
• 50.00
S
40.00
30.00
• 20.00
10.00
0.00
Wednesday, Aug 1 2007, 8:37 AM
Hydrograph Volume = 191,337 cuff
Combined Pre-Dev. A & B
Hyd. No. 25 -- 25 Yr
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 3 5 8 10
• Hyd No. 25 Hyd No. 1
Peak discharge = 44.15 cfs
Time interval = 1 min
13 15
Hyd No. 2
18 20 23
~ 0.00
25
Time (hrs)
~z

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 25
•
~ Combined Pre-Dev. A & B
~ Hydrograph type =Combine
• Storm frequency = 100 yrs
Inflow hyds. = 1, 2
Q (cfs)
~~ ~~
Wednesday, Aug 1 2007, 8:37 AM
Peak discharge = 76.36 cfs
Time interval = 1 min
Hydrograph Volume = 308,271 cult
Combined Pre-Dev. A & B
Hyd. No. 25 -- 100 Yr
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
~ vvv 0 3 5 8 10
• Hyd No. 25 Hyd No. 1
13 15
Hyd No. 2
18 20 23
'--1- 0.00
25
Time (hrs)
73

~ Hydrograph Plot
~ Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 12
•
• Post-Developed: Direct Discharge
~ Hydrograph type =Combine
• Storm frequency = 2 yrs
Inflow hyds. = 7, 9
Wednesday, Aug 1 2007, 8:36 AM
Peak discharge = 4.52 cfs
Time interval = 1 min
~ Post-Developed: Direct Discharge
Q (cfs) Hyd. No. 12 -- 2 Yr
• 5.00 - -
4.00 - -- -- - --- --- --
3.00 - -- -- - ----
• 2.00 - -- - - -
1.00 - ------- - ----_ - ----
~ i
0.00 -
Hydrograph Volume = 18,319 cult
0 2 5 7 9
. Hyd No. 12 Hyd No. 7
12
Q (cfs)
5.00
4.00
3.00
2.00
1.00
14 16
- Hyd No. 9
19 21 23
~- 0.00
26
Time (hrs)
7~

~ Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 12
•
• Post-Developed: Di rect Discharge
~ Hydrograph type =Combine
• Storm frequency = 10 yrs
Inflow hyds. = 7, 9
a
Q (cfs)
• 18.00
• 15.00
• 12.00
• 9.00
• 6.00
• 3.00
0 00 -
Hydrograph Volume = 48,759 cult
Post-Developed: Direct Discharge
Hyd. No. 12 -- 10 Yr
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00

0

r
Wednesday, Aug 1 2007, 8:36 AM
Peak discharge = 16.26 cfs
Time interval = 1 min
_ ~ ~ - --- 0.00
2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 12 Hyd No. 7 Hyd No. 9
7S

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 12
•
~ Post-Developed: Direct Discharge
~ Hydrograph type =Combine
• Storm frequency = 25 yrs
Inflow hyds. = 7, 9
Wednesday, Aug 1 2007, 8:36 AM
Peak discharge = 25.49 cfs
Time interval = 1 min
~ Post-Developed: Direct Discharge
Q (cfs) Hyd. No. 12 -- 25 Yr
28.00 - --- ---
24.00 - - --- -- -- --
~ .20.00 - -
16.00 -- -- -
12.00 - - -- --
• 8.00 - ---- ----- - - -- - -
4.00 - - -- - -
0 00 - '
Hydrograph Volume = 71,894 tuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 2 5 7 9
• Hyd No. 12 Hyd No. 7
12
14 16
- Hyd No. 9
19 21 23
--~- 0.00
26
Time (hrs)
7~

•
• H dro ra h Plot
• Y 9 p
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 12
• Post-Developed: Direct Discharge
•
• Hydrograph type =Combine
• Storm frequency = 100 yrs
Inflow hyds. = 7, 9
•
•
•
•
•
•
•
• Q (cfs)
• 50.00
•
•
• 40.00
•
•
•
• 30.00 -
•
• 20.00 -
•
•
•
• 10.00
•
0.00 -
Hydrograph Volume = 115,077 cult
Post-Developed: Direct Discharge
Hyd. No. 12 -- 100 Yr
Q (cfs)
50.00
40.00
30.00
20.00
10.00
• 0
•
•
•
•
Wednesday, Aug 1 2007, 8:36 AM
Peak discharge = 42.57 cfs
Time interval = 1 min
.~ 1 __ - 0.00
2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 12 Hyd No. 7 Hyd No. 9
~~

• Pond Report
•
• Hydraflow Hydrographs by Intelisolve
Pond No. 2 -Small-Outlot pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
• Stage /Storage Table
Wednesday, Aug 1 2007, 10:28 AM
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)

0.00 2251.00 9,487 0 0
1.00 2252.00 11,056 10,272 10,272
2.00 2253.00 12,684 11,870 22,142
3.00 2254.00 14,369 13,527 35,669
4.00 2255.00 16,111 15,240 50,909
5.00 2256.00 17,909 17,010 67,919
6.00 2257.00 19,764 18,836 86,755

•
Culvert /Orifice Structures Weir Structures
•
[Al [B1 [Cl ID] [Al IBl [C] ID]

Rise (in) = 36.00 2.00 2.00 10.00 Crest Len (ft) = 20.00 30.00 0.00 0.00
Span (in) = 36.00 2.00 2.00 10.00 Crest EI. (ft) = 2255.50 2256.00 0.00 0.00
No. Barrels = 1 1 1 1 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. (ft) = 2246.50 2251. 00 2252.05 2253.60 Weir Type =Riser Broad
• Length (ft) = 105.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 .013
• Orif. Coeff. = 0.60 0.60 0.60 0.60
Multf-Stage = n/a Yes Yes Yes Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
__
•
•
i
•
•
•
•
Stage (ft)
6.00 -
• 5.00
• 4.00
. 3.00 -
• 2.00
1.00
0.00 --
Note: CuIveNOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage /Storage
0 9,000
• Storage
18,000 27,000 36,000 45,000 54,000 63,000 72,000 81,000
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
-~ 0.00
90,000
Storage (cuff)
7~'

~ Pond Report
•
Hydraflow Hydrographs by Intelisolve Wednesday, Aug 1 2007, 10:28 AM
• Pond No. 2 -Small-Outlot pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Co
ntour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
• 0.00 2251.00 9,487 0 0
. 1.00 2252.00 11,056 10,272 10,272
2.00 2253.00 12,684 11,870 22,142
• 3.00 2254.00 14,369 13,527 35,669
4.00 2255.00 16,111 15,240 50,909
• 5.00 2256.00 17,909 17,010 67,919
6.00 2257.00 19,764 18,836 86,755
•
Culvert /Orifice Structures

IA] IB] [C] ID]

Rise (in) = 36.00 2.00 2.00 10.00

Span (in) = 36.00 2.00 2.00 10.00
. No. Barrels = 1 1 1 1
Invert EI. (ft) = 2246.50 2251.00 2252.05 2253.60
Length (ft) = 105.00 0.00 0.00 0.00
• Slope (%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes Yes
•
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 20.00 30.00 0.00 0.00
Crest EI. (ft) = 2255.50 2256.00 0.00 0.00
Weir Coeff. = 3.33 2.60 0.00 0.00
Weir Type =Riser Broad - --
Multi-Stage =Yes No No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CuIveNOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage /Discharge
~ - --0.00 20.00
N Total O
40.00 60.00 80.00 100.00 120.00 140.00 160.00
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
~ 0.00
180.00
Discharge (cfs)

~~
~~
~~ Hydrograph Plot
~~ Hydraflow Hydrographs by Intelisolve
~~
Hyd. No. 17
I,
I, Water Quality Event Area Al
1~ Hydrograph type = SCS Runoff
I, Storm frequency = 2 yrs
Drainage area = ~
1~ Basin Slope = 0.0
~~ Tc method =USER

~~ Total precip. = 3.45 in
Storm duration = 24 hrs
It
Wednesday, Aug 1 2007, 8:38 AM
Peak discharge
Time interval = 1 min
Curve number
Hydraulic length = 0 ft
Time of conc. (Tc) _ i
Distribution = Type II
Shape factor = 484
It
1~
~/
It
~~ Water Quality Event Area Al
Q (cfs) Hyd. No. 17 -- 2 Yr
~~
I, 5.00
~/
~/
~~ 4.00
N
N
N
N s.oo
N
N
N
N 2.00
N
N
N 1.00
N
N
N
0.00
`Hydrograph Volume = 13,540 cult ~
~uAT6R QW4CS'T'r ~~li~'
is CcGs,,c>tE~ Q y
YoLur>t~ oNL Y
N 0.0 2.0 4.0 6.0
N
® Hyd No. 17
N
N
N
8.0
Q (cfs)
5.00
4.00
3.00
2.00
1.00
-L- - ~ ~ -~----- --~ L 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
~~

~~
~~
1~ Hydrograph Plot

~, Hydraflow Hydrographs by Intelisolve
1~ Hyd. No. 18
11
1, WQ to Small Pond Al
I, Hydrograph type =Reservoir
I, Storm frequency = 2 yrs
Inflow hyd. No. = 17
I• Reservoir name =Small-Outlot pond
11
Wednesday, Aug 1 2007, 8:37 AM
Peak discharge = 0.10 cfs
Time interval = 1 min
Max. Elevation = 2251.95 ft
Max. Storage = 9,740 cult
I, Storage Indication method used.
It
11
11
~,
~~
1~ WQ to Small Pond Al
I, Q (cfs) Hyd. No. 18 -- 2 Yr
1~ 5.00 ------ -
1/
it
N 4.00-- - - -
N
N
a
~ 3.00 -- - - -
0 2.00 ------- - --
N
p
N 1.00 ----- ---- - ----- -
N
N
N
0 00 - - - ------ -
Hydrograph Volume = 10,785 cult
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0 5 10 15 19
N
Hyd No. 18 Hyd No. 17
a
N
24 29 34 39 44
_~- o.oo
48
Time (hrs)
~I

~/
~/
1~

Hydrograph

Plot
~/ Hydraflow Hydrographs by Intelisolve
1~ Hyd. No. 21
It
I, Post Dev: Pond Al
1~ Hydrograph type =Reservoir

1~ Storm frequency = 2 yrs
Inflow hyd. No. = 6
1~ Reservoir name =Small-Outlot pond
~~
Wednesday, Aug 1 2007, 8:38 AM
Peak discharge = 0.29 cfs
Time interval = 1 min
Max. Elevation = 2253.55 ft
Max. Storage = 29,632 cult
I, Storage Indication method used.
It
11
~/
It
~~
1~ Post Dev: Pond Al
Q (cfs) Hyd. No. 21 -- 2 Yr
It
" 21.00 -
1~
Ir 18.00 - -- -
1~
~/
15.00
a
a 12.00
a
a
a 9.00 -
N
~ s.oo -- -
N
3.00
M
N
0 00 -
Hydrograph Volume = 29,788 cult
M 0 5 10 15 19
Hyd No. 21 Hyd No. 6
N
N
N
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
24 29 34 39 44
_~- o.oo
48
Time (hrs)
~~

~~
11
1~ Hydrograph Plot

~/ Hydraflow Hydrographs by Intelisolve
1~ Hyd. No. 21
11
I, Post Dev: Pond Al
1~ Hydrograph type =Reservoir

1/ Storm frequency = 10 yrs
Inflow hyd. No. = 6
1~ Reservoir name =Small-Outlot pond
11
Wednesday, Aug 1 2007, 8:38 AM
Peak discharge = 1.42 cfs
Time interval = 1 min
Max. Elevation = 2254.19 ft
Max. Storage = 38,517 cult
I, Storage Indication method used.
It
~,
11
11
I,
1~ Post Dev: Pond Al
Q (cfs) Hyd. No. 21 -- 10 Yr
11
~o ~~
Hydrograph Volume = 48,310 tuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
p 0 5 10 15 19
® Hyd No. 21 Hyd No. 6
N
N
N
24 29 34 39 44
=L 0.00
48
Time (hrs)
~~

+~
~~ H dro ra h Plot
~~ Y 9 p
~1 Hydraflow Hydrographs by Intelisolve
~~ Hyd. No. 21
~~

It Post Dev: Pond Al
~~ Hydrograph type = Reservoir
~, Storm frequency = 25 yrs
Inflow hyd. No. = 6
~~ Reservoir name = Small-Outlot pond
11
Storage Indication method used.
~1
~1
~~
H
~,
Q (cfs)
• 35.00 -
30.00
25.00 -
r
20.00
15.00 -
• 10.00 -
5.00
0.00 -
Wednesday, Aug 1 2007, 8:38 AM
Peak discharge = 2.35 cfs
Time interval = 1 min
Max. Elevation = 2254.59 ft
Max. Storage = 44,636 cult
Hydrograph Volume = 60,233 cult
Post Dev: Pond Al
Hyd. No. 21 -- 25 Yr
0 5 10 15 19
Hyd No. 21 Hyd No. 6
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
24 29 34 39 44
= L 0.00
48
Time (hrs)
~~(

•
•

• H d ro ra h
Y 9 p P lot

• Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 21
~

• Post Dev: Pond Al
• Hydrograph type =Reservoir
• Storm frequency = 100 yrs
Inflow hyd. No. = 6
• Reservoir name =Small-Outlot pond
•
Storage Indication method us ed.
•
•
•
•
•
Q (cfs)
• 40.00
30.00
•
• 20.00 -
•
10.00
0 00 --
Hydrograph Volume = 79,925 cult
Post Dev: Pond Al
Hyd. No. 21 --100 Yr
Q (cfs)
40.00
0 5
• Hyd No. 21
Wednesday, Aug 1 2007, 8:38 AM
Peak discharge = 3.38 cfs
Time interval = 1 min
Max. Elevation = 2255.30 ft
Max. Storage = 56,016 cult
10
30.00
20.00
10.00
15 19
- Hyd No. 6
24 29 34 39 44
~~ 0.00
48
Time (hrs)
gS

•
•
•
•
•
Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Aug 1 2007, 10:27 AM
Pond No. 1 -Large-Main Pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 2235.00 34,574 0 0
1.00 2236.00 42,581 38,578 38,578
2.00 2237.00 45,105 43,843 82,420
3.00 2238.00 47,685 46,395 128,815
4.00 2239.00 50,322 49,003 177,818
5.00 2240.00 53,015 51,668 229,486
6.00 2241.00 55,765 54,390 283,876
7.00 2242.00 58,571 57,168 341,044
8.00 2243.00 61,434 60,003 401,046
9.00 2244.00 64,360 62,897 463,943
Culvert /Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 4.00 4.00 0.00 Crest Len (ft) = 20.00 2.00 30.00 0.00
Span(in) = 36.00 4.00 4.00 0.00 Crest El, (ft) = 2241.40 2238.70 2243.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 2.60 0.00
Invert EI. (ft) = 2230.50 2235.00 2236.50 0.00 Weir Type =Riser Rect Broad ---
Length (ft) = 115.00 0.00 0.00 0.00 Multistage =Yes Yes No No
Slope (%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0. 000 in/hr (Con tour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outFlows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft)
10.00 -
8.00
6.00 - -
4.00 -
2.00 -
0.00
0 90,000
Storage
Stage /Storage
180,000 270,000 360,000 450,000
Stage (ft)
- 10.00
8.00
6.00
4.00
2.00
0.00
540, 000
Storage (cult)
~~

~ Pond Report
• Hydraflow Hydrographs by Intelisolve
• Pond No. 1 -Large-Main Pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
• Stage /Storage Table
Wednesday, Aug 1 2007, 10:27 AM
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)

0.00 2235.00 34,574 0 0
• 1.00 2236.00 42,581 38,578 38,578
2.00 2237.00 45,105 43,843 82,420
3.00 2238.00 47,685 46,395 128,815
4.00 2239.00 50,322 49,003 177,818
• 5.00 2240.00 53,015 51,668 229,486
6.00 2241.00 55,765 54,390 283,876
• 7.00 2242.00 58,571 57,168 341,044
8.00 2243.00 61,434 60,003 401,046
• 9.00 2244.00 64,360 62,897 463,943
~ Culvert /Orifice Structures
[A] [B] [Cl IDl
Rise (in) = 36.00 4.00 4.00 0.00
• Span (in) = 36.00 4.00 4.00 0.00
No. Barrels = 1 1 1 0
• Invert EI. (ft) = 2230.50 2235.00 2236.50 0.00

• Length (ft) = 115.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 0.00
• N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No
•
•
•
•
•
•
Stage (ft)
• 10.00
i
• 8.00
•
• 6.00
•
• 4.00
• 2.00
0.00
Note: CulverUOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked far orifice conditions.
Stage /Discharge
• 0.00 20.00
• Total Q
Weir Structures
IA] IBI [Cl [DI
Crest Len (ft) = 20.00 2.00 30.00 0.00
Crest EI. (ft) = 2241.40 2238.70 2243.00 0.00
Weir Coeff. = 3.33 3.33 2.60 0.00
Weir Type =Riser Rect Broad -
Multi-Stage =Yes Yes No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00
Stage (ft)
10.00
s.oo
6.00
4.00
2.00
~ 0.00
200.00
Discharge (cfs)
8~

•
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 14
•
• Water Quality Event Area B1
• Hydrograph type = SCS Runoff
• Storm frequency = 2 yrs
Drainage area = b~~rc
• Basin Slope = 0.0
~ Tc method =USER
• Total precip. = 3.45 in
Storm duration = 24 hrs
•
Wednesday, Aug 1 2007, 10:35 AM
Peak discharge
Time interval = 1 min
Curve number = ~9
Hydraulic length = 0 ft
Time of conc. (Tc) _ $~n~
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
•
• 30.00
•
•
• 25.00
•
•
• 20.00
•
•
• 15.00
•
•
• 10.00
•
•
• 5.00
•
•
0 00
• 0.0 2.0 4.0 6.0
•
• Hyd No. 14
•
•
•
Hydrograph Volume = 73,943 cult
wA~R 4ugLr7y E~e~rr
.~y pfr FsN ~ D f3 y Y~w~-Z
Water Quality Event Area B1 °N~~
Hyd. No. 14 -- 2 Yr Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
8.0 10.0 12.0 14.0 16.0
' 0.00
18.0 20.0
Time (hrs)
~~

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 15
~ WQ to Large Pond B1
~ Hydrograph type =Reservoir
• Storm frequency = 2 yrs
Inflow hyd. No. = 14
~ Reservoir name =Large-Main Pond
Wednesday, Aug 1 2007, 8:39 AM
Peak discharge = 0.46 cfs
Time interval = 1 min-
Max. Elevation = 2236.38 ft
Max. Storage = 55,227 cult
.~
Storage Indication method used.
~ WQ to Large Pond B1
Q (cfs) Hyd. No. 15 -- 2 Yr
30.00
25.00 -
• 20.00
i 15.00 -
10.00 - -
5.00 - -
r
0 00 - ---
Hydrograph Volume = 53,303 cult
0 5 10 15 19
r
Hyd No. 15 Hyd No. 14
24 29 34 39 44
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
=1- 0.00
48
Time (hrs)
j

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 20
•
~ Post Dev: Pond B1
* Hydrograph type =Reservoir
~ Storm frequency = 2 yrs
Inflow hyd. No. = 8
~ Reservoir name =Large-Main Pond
Wednesday, Aug 1 2007, 8:39 AM
Peak discharge = 1.38 cfs
Time interval = 1 min
Max. Elevation = 2238.65 ft
Max. Storage = 160,784 cult
• Storage Indication method used.
~ Post Dev: Pond B1
Q (cfs) Hyd. No. 20 -- 2 Yr
• 90.00
80.00
70.00
60.00 -
• 50.00
• 40.00
• 30.00 -
. 20.00
10.00 -
0 5 10 15 19
• Hyd No. 20 Hyd No. 8
24 29 34 39 44
Hydrograph Volume = 146,618 tuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
- - 30.00
20.00
10.00
o.oo
48
Time (hrs)
1~

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 20
•
Post Dev: Pond B1
•
~ Hydrograph type =Reservoir
• Storm frequency = 10 yrs
Inflow hyd. No. = 8
~ Reservoir name =Large-Main Pond
•
Wednesday, Aug 1 2007, 8:39 AM
Peak discharge = 6.99 cfs
Time interval = 1 min
Max. Elevation = 2239.57 ft
Max. Storage = 207,127 cult
• Storage Indication method used.
~ Post Dev: Pond B1
Q (cfs) Hyd. No. 20 -- 10 Yr
. 140.00 -
120.00 -
100.00
80.00
60.00
• 40.00
20.00 -
0 00 - -
Hydrograph Volume = 245,076 cult
0 5 10 15 19
• Hyd No. 20 Hyd No. 8
24 29 34 39 44
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
_~- 0.00
48
Time (hrs)
`~ i

•
•
• Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 20
•
• Post Dev: Pond B1
• Hydrograph type =Reservoir
• Storm frequency = 25 yrs
Inflow hyd. No. 8
• Reservoir name =Large-Main Pond
•
Wednesday, Aug 1 2007, 8:39 AM
Peak discharge = 13.30 cfs
Time interval = 1 min
Max. Elevation = 2240.15 ft
Max. Storage = 237,370 cult
• Storage Indication method used.
•
•
•
•
•
~ Post Dev: Pond B1
Q (cfs)
• Hyd. No. 20 -- 25 Yr
• 160.00
•
~ 140.00 -
•
• 120.00
•
• 100.00
•
•
• 80.00 - -
•
• 60.00 - - --
•
• 40.00 - -
•
• 20.00 - -
•
•
0 00 - ~
Hydrograph Volume = 308,305 tuft
0 5 10 15 19
•
• Hyd No. 20 Hyd No. 8
•
•
•
24 29 34 39 44
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
=L 0.00
48
Time (hrs)
~Z

•

• H d ro ra h
Y 9 p P l of
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 20
•

• Post Dev: Pond B1
• Hydrograph type =Reservoir
• Storm frequency = 100 yrs
Inflow hyd. No. = 8
• Reservoir name =Large-Main Pond

Wednesday, Aug 1 2007, 8:39 AM
Peak discharge = 26.70 cfs
Time interval = 1 min
Max. Elevation = 2241.10 ft
Max. Storage = 289,694 cult
• Storage Indication method used.
•
•
•
•
•
• Q (cfs)
•
• 210.00 -

180.00 - -
•
•

• 150.00 -
•
•
120.00
•

90
00
-
•
. --

• 60
00
.
-
• - -
•
•
30.00
•
•
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00

• 0.00 - - 0 00
0 5 10 15 19
•
• Hyd No. 20 Hyd No. 8
•
•
•
Hydrograph Volume = 412,627 cult
Post Dev: Pond B1
Hyd. No. 20 -- 100 Yr
24 29 34 39 44
48
Time (hrs)
c~

•
A
•
S
i
i
•
•
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Aug 1 2007, 8:40 AM
Hyd. No. 22
Ponds Combined
Hydrograph type =Combine Peak discharge = 1.67 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyds. = 20, 21
Hydrograph Volume = 176,406 cult
Q (cfs)
2.00
Ponds Combined
Hyd. No. 22 -- 2 Yr
1.00
0.00 -=
0
Q (cfs)
2.00
1.00
~i i i i i i ~ ~ ' 0.00
5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 22 Hyd No. 20 Hyd No. 21
~~

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 22
•
~ Ponds Combined
~ Hydrograph type =Combine
~ Storm frequency = 10 yrs
Inflow hyds. = 20, 21

Peak discharge = 8.40 cfs
Time interval = 1 min
Q (cfs)
• 10.00 - -
i 8.00 - -- -
6.00 -------- ------ --
• 4.00 - - ---- --
2.00 - -- ---- -- --
0 00 - - -
Hydrograph Volume = 293,385 cult
Ponds Combined
Hyd. No. 22 --10 Yr
Q (cfs)
10.00
0 5 10
i
• Hyd No. 22 -
i
8.00
6.00
4.00
2.00
15 19
- Hyd No. 20
Wednesday, Aug 1 2007, 8:40 AM
24 29
Hyd No. 21
34 39 44
~- 0.00
48
Time (hrs)
IJ

~ Hydrograph Plot
~ Hydraflow Hydrographs by Intelisolve
~

• Hyd. No. 22
~ Ponds Combined
~ Hydrograph type =Combine
~ Storm frequency = 25 yrs
Inflow hyds. = 20, 21
.
15 19
- Hyd No. 20
• Q (cfs)
18.00 -

- - -
15.00 - ------ ---- - -- -- --

12.00 - - - - - -- -----

9
00
-
.

6.00 - -- --- - ----- - -

3.00 - - - -

Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 - __- I ~ - - 0 00
0 5 10
Hyd No. 22 -
Hydrograph Volume = 368,538 cult
Ponds Combined
Hyd. No. 22 -- 25 Yr
Wednesday, Aug 1 2007, 8:40 AM
24 29
Hyd No. 21
Peak discharge = 15.64 cfs
Time interval = 1 min
34 39 44
48
Time (hrs)
~6

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 22
~
Ponds Combined
~ Hydrograph type =Combine
. Storm frequency = 100 yrs
Inflow hyds. = 20, 21

~ Q (cfs)
• 35.00
30.00
25.00
20.00
15.00
• 10.00
5.00
0 00
Hydrograph Volume = 492,551 cuff
Ponds Combined
Hyd. No. 22 -- 100 Yr
Q (cfs)
35.00
0

Wednesday, Aug 1 2007, 8:40 AM
Peak discharge = 30.04 cfs
Time interval = 1 min
30.00
25.00
20.00
15.00
10.00
5.00
- --~ - ----- ---- - -- ~ 0.00
5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 22 Hyd No. 20 Hyd No. 21

• Hydrograph Plot
~ Hydraflow Hydrographs by Intelisolve

~ Hyd. No. 24
~ Ponds Plus Direct Discharge
~ Hydrograph type =Combine
~ Storm frequency = 2 yrs
Inflow hyds. = 12, 22
•
Peak discharge = 5.72 cfs
Time interval = 1 min
• Q (cfs)
6.00

5.00

• 4.00

~ 3.00

• 2.00

1.00

0 00
Wednesday, Aug 1 2007, 8:40 AM
Hydrograph Volume = 194,725 cult
Ponds Plus Direct Discharge
Hyd. No. 24 -- 2 Yr
Q (cfs)
6.00
• 0 5 10
Hyd No. 24 -
5.00
4.00
3.00
2.00
1.00
15 19
- Hyd No. 12
24 29
Hyd No. 22
34 39 44
-~ 0.00
48
Time (hrs)
~g

~, Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 24
•
~ Ponds Plus Direct Discharge
~ Hydrograph type =Combine
• Storm frequency = 10 yrs
Inflow hyds. = 12, 22
Peak discharge = 17.81 cfs
Time interval = 1 min
Q (cfs)
• 18.00 -l- -1- I
r~
`J
• 15.00
. 12.00
• 9.00
• 6.00
• 3.00
0 00
Hydrograph Volume = 342,144 cult
Ponds Plus Direct Discharge
Hyd. No. 24 -- 10 Yr
Q (cfs)
18.00
0 5 10 15 19
• Hyd No. 24 Hyd No. 12
15.00
12.00
9.00
6.00
3.00
Wednesday, Aug 1 2007, 8:40 AM
24 29
Hyd No. 22
34 39 44
-~ 0.00
48
Time (hrs)
~~

~ Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 24
•
Ponds Plus Direct Discharge
~ Hydrograph type =Combine
• Storm frequency = 25 yrs
Inflow hyds. = 12, 22

~ Q (cfs)
• 30.00
• 25.00
• 20.00
• 15.00 -
r
• 10.00
. 5.00
0 00 -
Ponds Plus Direct Discharge
Hyd. No. 24 -- 25 Yr
0
Wednesday, Aug 1 2007, 8:40 AM
Peak discharge = 28.60 cfs
Time interval = 1 min
Hydrograph Volume = 440,432 cult
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
- - - 0.00
5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 24 Hyd No. 12 Hyd No. 22
/Oo

,~ Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 24
•
~ Ponds Plus Direct Discharge
~ Hydrograph type =Combine
• Storm frequency = 100 yrs
Inflow hyds. = 12, 22

~ Q (cfs)
• 60.00
• 50.00
• 40.00
• 30.00
20.00
• 10.00
0 00
Wednesday, Aug 1 2007, 8:40 AM
Peak discharge = 55.18 cfs
Time interval = 1 min
Ponds Plus Direct Discharge
Hyd. No. 24 -- 100 Yr
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00

0

Hydrograph Volume = 607,628 cult
_~ r--,~ ~ ~ ~ ~ -~- 0.00
5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 24 Hyd No. 12 Hyd No. 22
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• F~G~ t~4~~ Ta l s~ ~" ~.,,~ ®F ~'@.uJ) e ?~ S ~ - 2,G SS SU s 1 SfT
I~Z ,

Chapter 6
•~'
~ Input requirements and
• procedures
• Use figure 6-1 estimate storage volume (V~ required or
peak outflow discharge (qo). The most frequent appli-
cation is to estimate VS, for which the required inputs
• are runoff volume (Vr), qo, and peak inflow discharge
(q~. To estimate qo, the required inputs are Vr, V5i
and q;.
• Figure 6-1
.6
0.56 : MAx
UM.ue

•
.5

~ .

~ > I> .4
• °~
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• ~
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.1
Approximate detention basin routing for rainfall types I, IA, II, and III
.1

• 6-2

Storage Volume for Detention Basins
Technical Release 55
Urban Hydrology for Small watersheds
Estimating VS
Use worksheet 6a to estimate VS, storage volume
required, by the following procedure.
1. Determine qo. Many factors may dictate the selec-
tion of peak outflow discharge. The most common
is to limit downstream discharges to a desired
,level, such as predevelopment discharge. Another
factor maybe that the outflow device has already
been selected.
2. Estimate qi by procedures in chapters 4 or 5. Do
not use peak discharges developed by other proce-
dure. When using the Tabular Hydrograph method
to estimate q; for a subarea, only use peak dis-
charge associated with Tt = 0.
-2 .3 .4 .5
Peak outflow discharge qo
Peak inflow discharge ~ qi ~
(210-VI-TR-55, Second Ed., June 1986)
.6 .7 .8
~~

•
V. Low Impact Development (LID) Measures:
As a complement to the two NC DENR Wet Detention Ponds which are proposed to be
installed at the above-referenced project site, this project will utilize additional Low Impact
Development (LID) measures for treatment and management of storm water runoff. These
additional measures include bio-retention cells in selected areas of the site, as well as a
system for harvesting rainwater for use as lawn irrigation. These LID measures are briefly
summarized as follows:
Bio-Retention Cells: Bio-retention cells, designed insubstantial accordance with NC
DENR details and specifications, will be selectively employed throughout the site. A total
of four separate bio-retention cells have been incorporated into the plans. The bio-
retention areas will serve as pre-treatment of storm water runoff from portions of the
project, including the store's proposed "garden center" area. The bio-retention cells are
not specifically required for this project by state regulations, but have been incorporated
into the design following consultation with DENR DWQ staff. Design plans for the bio-
retention cells are included in the Construction Drawings, and appropriate vegetation is
specified to be installed within the bio-retention cells.
Rainwater Harvesting System: Rainwater will be harvested from the roof of the proposed
store for use in the site irrigation system. This is a voluntary effort on behalf of the
applicant and in consultation with DENR DWQ staff during the 401 Certification
processes, to enhance the sustainability of this project. Rainwater from approximately half
of the roof will be routed to an underground concrete holding tank, where it will be stored
for irrigation use. The rainwater harvesting system will include a separate potable water
feed, in the event there is insufficient rainwater to service the irrigation system. A
narrative and schematic of the rainwater harvesting system design is included in this
section. This narrative and schematic are subject to change during the final design
process, but is representative of the planned system.
~i~

-
-
• DWQ Project No.
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: L-~./~EL-M~4/31" SUPER Ge.~rER ~#//7q•OZ
• Contact Person: /Y1.ThE RANffS Phone Number. (9tfy) 67~ . 3y y/
• .For projects with multiple basins, specify which basin this worksheet applies to: Qro ReT'E.y TTu.V CELL .xf /
• Permanent Pool Elevation /y~ ft. (elevation of the orifice invert out)
• Temporary Pool Elevation Q2 60.75 ft. (elevation of the outlet structure invert in)
• Bioretention Surface Area ,267S.S` sq. ft.
• Drainage Area n• 37 ac. (on-site and off-site drainage to the basin)
Impervious Area o ~ 37 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient o •9S
• Size % 16 % (either 5% in w/sand under drain or 7% in w/o)
Inlet Velocity r 2.o fps
Inlet flow depth 9 in
• Depth to Ground Water NA ft
• Planting Soil Infiltration Rate I "-.~'' in./hr. (the soil layer down to 4 feet)
• In-Situ Soil Infiltration Rate ~ ~ N in./hr. (the soil layer below 4 feet or below the sand bed)
• 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, affach 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.
• Applicants Initials
SRF No vertical sand bed is proposed
• sR P The bioretention area is at least 40 feet by 15 feet.
• N/A Sheet flow is provided at inlet.
sA F Water table depth is greater than 6 feet.
• 3'R F Minimum of 6" ponding is provided.
~ rR~' The ponded area will draw down in less than 4 days.
5RF Planting soil infiltration rate is greater than 0.52 in/hr.
~ 'SAF The in-situ soil infiltration rate is greater than 0.2 in/hr.
S F A planting plan with species and densities is provided.
SAS Mulch layer is specified in plans.
• SRF Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
• ~ AE Plan details for the bioretention area provided.
• SPIt= Plan details for the inlet and outlet are provided.
'SR F An operation and maintenance agreement signed and notarized by the responsible party is provided.
•
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
-
-
• ~~S

DWQ Project No.
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Gc/AL • n'+ART S<.pErz LE•vTE/Z -#~f' // y9 aZ
Contact Person: I172~ ~ RANXS Phone Number. J~jy) 672. 3yY/
• For projects with multiple basins, specify which basin this worksheet applies to: 81u RersvT.r~w LEtC. ~ 2
Permanent Pool Elevation N'q ft. (elevation of the orifice invert out)
. Temporary Pool Elevation ?261. 7S ft. (elevation of the outlet structure invert in)
Bioretention Surface Area 39,3`}. 7S sq. tt.
• Drainage Area O.H9 ac. (on-site and off-site drainage to the basin)
Impervious Area ~~ 3 6 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient ~ •9S
• Size % !Q % (either 5% in w/sand under drain or 7% in w/o)
Inlet Velocity t.7.0 fps
Inlet flow depth 9 in
Depth to Ground Water rtiA tt,
• Planting Soil Infiltration Rate t "'2 " in./hr. (the soil layer down to 4 feet)
• In-Situ Soil Infiltration Rate ~ / " in.lhr. (the soil layer below 4 feet or below the sand bed)
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, 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.
Applicants Initials
SXF No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
• N Sheet flow is provided at inlet.
~ F Water table depth is greater than 6 feet.
SRF Minimum of 6° ponding is provided.
~ r/~F The ponded area will draw down in less than 4 days.
~ F Planting soil infiltration rate is greater than 0.52 in/hr.
~ F The in-situ soil infiltration rate is greater than 0.2 in/hr.
5RF A planting plan with species and densities is provided.
'S7Pr Mulch layer is specified in plans.
• 's'~F Planting soil meets minimum soil specifications (NCDENR stormwater Best Management
Practices Manual, April 1999)
~~ F Plan details for the bioretention area provided.
• ~R P Plan details for the inlet and outlet are provided.
3'RF An operation and maintenance agreement signed and notarized by the responsible party is provided.
• Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
~ 116

DWQ Project No.
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : 41AL - ~A~T" Svpt~ GENTEI2 ~ //79- a2
Contact Person: MS/•!E /RRNkS Phone Number. ,(wry) ~7Z' 3y5~/
• For projects with multiple basins, specify which basin this worksheet applies to: __ Qro RE76.c~ TIaN ~Blf ~3
Permanent Pool Elevation NQ ft. (elevation of the orifice invert out)
• Temporary Pool Elevation ZZ6O.7S ft. (elevation of the outlet structure invert in)
Bioretention Surface Area 23Y?.Ot sq. ft.
• Drainage Area /. !S ac, (on-site and off-site drainage to the basin)
Impervious Area a•sS' ac. (on-site and off-site drainage to the basin)
Rational C Coefficient O•~,,
• Size % S` % (either 5% in w/sand under drain or 7% in w/o)
Inlet Velocity ~ Z•0 fps
Inlet flow depth 9 in
Depth to Ground Water "~/A ft.
• Planting Soil Infiltration Rate 1 "• 2" in./hr. (the soil layer down to 4 feet)
~ ~,
• In-Situ Soil Infiltration Rate ~ in./hr. (the soil layer below 4 feet or below the sand bed)
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, 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.
Applicants Initials
'SRF No vertical sand bed is proposed
1s'R F The bioretention area is at least 40 feet by 15 feet.
• Sheet flow is provided at inlet.
SAF Water table depth is greater than 6 feet.
S•Rt" Minimum of 6" ponding is provided.
• 3At` The ponded area will draw down in less than 4 days.
TRH Planting soil infiltration rate is greater than 0.52 in/hr.
Saf' The in-situ soil infiltration rate is greater than 0.2 in/hr.
SRF A planting plan with species and densities is provided.
SRF Mulch layer is specified in plans.
;Rt` Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
SR r Plan details for the bioretention area provided.
• 'SRr< Plan details for the inlet and outlet are provided.
SR F An operation and maintenance agreement signed and notarized by the responsible party is provided.
• Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
~~~

DWQ Project No.
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : cuRC•~ART Su(~CR GENt ER ~` /~/~f-02
Contact Person: /~sHE RANKS Phone Number. (pEy) 672 • 3 ys
. For projects with multiple basins, specify which basin this worksheet applies to: L3~o !i a r~~urt.N A
Permanent Pool Elevation NA ft. (elevation of the orifice invert out)
• Temporary Pool Elevation 2253 '9S ft. (elevation of the outlet structure invert in)

Bioretention Surface Area ~fS'g~. q7 sq. ft.
Drainage Area 4.74 ac.
Impervious Area e. 7~4 ac.
Rational C Coefficient a.qs
Size % 13
Inlet Velocity % ?. d fps
Inlet flow depth 9 in
Depth to Ground Water Na ft.
Planting Soil Infiltration Rate / "-2' in./hr.
In-Situ Soil Infiltration Rate ~ I " in./hr.
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
II. REQUIRED ITEMS CHECKLIST
(either 5% in w/sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
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.
Applicants Initials
sRr No vertical sand bed is proposed
sRF The bioretention area is at least 40 feet by 15 feet.
/y~ Sheet flow is provided at inlet.
SRr Water table depth is greater than 6 feet.
5(~t Minimum of 6" ponding is provided.
3'Rf The ponded area will draw down in less than 4 days.
'SRf Planting soil infiltration rate is greater than 0.52 in/hr.
SRF The in-situ soil infiltration rate is greater than 0.2 in/hr.
sRf A planting plan with species and densities is provided,
3RF Mulch layer is specified in plans.
~AI° Planting soil meets minimum soil specifications (NCDENR stormwater Best Management
Sit: Practices Manual, April 1999)
Plan details for the bioretention area provided.
"SRF Plan details for the inlet and outlet are provided.
SRfr An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
ll~

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WAL*MART° STORES, INC.
WAL*MART SUPERCENTER #1179
ASHEVILLE, NC
RAINWATER HARVESTING
DESIGN DEVELOPMENT NARRATIVE
~~HENDERSON
ENGINEERS=
AUGUST 1, 2007
l2~

r
~ Introduction
~ During the design development of the Wal-Mart Supercenter to be constructed at this location, Wal-
~ Mart identified an opportunity to reduce the impact on the surrounding environment and municipal
~ utilities. The idea of a rainwater harvesting system was proposed that could collect, store, and reuse
rainwater. By collecting and storing the rainwater that fell on the site, the load on the municipal storm
~ sewer would be reduced. By reusing that collected rainwater, the demand on the municipal water
~ supply would also be reduced. The benefits of a rainwater harvesting system were clear, and the
design team began investigating how best to implement these ideas.
~ Basis of Design
~ The following is an overview of the considerations and decisions made during the design process of the
S proposed rainwater harvesting system.
~ 1. Demand for Rainwater
~
•

~
•

~ As a first step in the design process, consideration was given to how the collected rainwater would
be utilized. It was decided that the harvested rainwater would be used solely for the purpose of
irrigating the proposed landscaping on the site. Efforts were made to first reduce the water
requirements of this landscaping, including limiting areas of turf grass and using drought tolerant
plant species. Still, the water demand for irrigation is considerable and the design team felt this
would be the most beneficial use of the harvested rainwater.
2. Collection of Rainwater
r Determining the method of collecting rainwater was the next step in the design process. Because
i the proposed building design had already included the use of roof drains and internal piping, it was
a logical choice to capture and collect the rainwater from the roof of the structure. Also, by using
~ the roof of the building as a catchment area, we could be assured of relatively clean source of
~ rainwater.
~ Historical weather data for the city of Asheville, NC was used in determining the amount of
rainwater that could be collected for reuse. Using a portion of the roof as the catchment area, it
~ was calculated that roughly 2.8 million gallons of rainwater would be available for harvesting.

~ 3. Storage of Rainwater

A cost effective and easily constructed means of storing the collected rainwater was the next item to
be addressed by the design team. Several options were considered and investigated. Ultimately,
. an underground cast-in-place concrete cistern was determined to be the best option. The roof
drains on the building would be piped to a common sediment trap, and from there the rainwater
~ would enter the cistern and stored until reused.
~ The size of the cistern was determined by balancing rainwater supply, rainwater usage, and cost. A
35,000 gallon capacity was calculated to be the most effective solution. This decision was made
realizing that there would be periods when the cistern would be dry as well as periods when the
cistern would be full and excess rainwater would overflow into the municipal storm sewer.

~ 4. Distribution of Rainwater for Reuse
A means of distributing the harvested rainwater was needed. The solution needed to be reliable,
cost-effective, and easily maintained. A submersible, duplex pump package was selected that
. could be installed within the cistern. The pump package would be able to provide the pressure and
i -2-

12~

S flow required by the irrigation system. The pumps would also be equipped with a controls package
• capable of operating the pumps effectively in varying modes of operation.
~ 5. Makeup Water from Municipal Supply
~ During periods of little precipitation, it is possible for the system to use all of the stored rainwater
• and empty the cistern. Additional water is needed from the municipal water supply for irrigation
during these periods. A direct connection of the municipal water into the system is proposed, and
~ the system will be capable of switching from rainwater to municipal water as needed.
Description of Operation
Along with the attached schematic diagram, the following describes the operation of the proposed
rainwater harvesting system and its use in the landscape irrigation.
Rainwater falling on the roof is collected thru roof drains and is then piped to the building's exterior.
The collected rainwater then enters a sediment trap where dirt and debris is separated from the water.
The water is then piped to underground cistern where it is stored until needed. Once the cistern is full,
any additional rainwater that enters the system will overflow from the cistern and will then piped to the
municipal storm sewer.
The irrigation system will operate on a set weekly schedule that is adjustable. When the irrigation
system initiates watering, there are two operational scenarios that the system will encounter.
• When watering is initiated and there is a sufficient amount of rainwater stored within the cistern,
that rainwater will be supplied to the irrigation system. Submersible pumps within the cistern will
energize and begin pumping the rainwater until the call for water subsides, or until the water level
within the tank reaches a low limit.
When watering is initiated and there is not a sufficient amount of rainwater stored within the
cistern, water will be supplied to the irrigation system from the municipal water supply. A normally
closed solenoid valve is installed at the connection of the municipal water to the irrigation system.
This valve will open when municipal water is needed. The cistern and pumps are completely
bypassed in the scenario and the pressure and flow provided by the municipal water supply is
used to operate the irrigation system.
~ Conclusion
~ The proposed rainwater harvesting system as described above will provide a reliable and cost effective
. means of reusing rainwater for the purpose of site irrigation. It is estimated that this system will provide
approximately 894,000 gallons per year of rainwater for reuse. By using this water that would
~ otherwise runoff the site, the design team feels that they have developed a solution that would
• effectively reduce the impact on the municipal storm sewer and water supply.
Attachments
Appendix A -Rainwater balance calculations
Appendix B -Schematic diagram of rainwater harvesting system and components
-3-
25'

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~

• VI. ADJACENT PROPERTY RUNOFF:
~

~ Due to the location of this project, there are several adjacent properties in the existing
condition which entirely or partially drain onto the subject site. Following is a summary of
~ off-site water which currently drains to and traverses the subject properly:

~ 24" RCP culvert beneath NC 280 (Airport Road) (Point 1): the outfall of this culvert
~ discharges directly on the Northeast corner of the subject site, and flows into a drainage
~ channel that exits the subject site to the northwest. This culvert will be extended beneath
• the developed portion of the project, and made to discharge into same pre-developed
drainage channel. The extension of this culvert will become the primary "bypass" storm
~ drain line through the property. Because this drainage through the culvert is existing, and
~ will remain unaffected by improvements within the subject property, drainage in the
~ bypass system will be piped through the site with no detention. Based on USGS topo
~ maps (included in this section), it is estimated that 16.5 acres drains to the 24" culvert.
~
30" RCP culvert beneath NC 280 (Airport Road) (Point 2): the outfall of this culvert
discharges directly onto the subject site just south of the proposed northern entrance
~ drive, and flows into a drainage channel that exits the subject site to the northwest. This
~ culvert will be connected to the "bypass" storm drain line for the 24" RCP (Point 1)
~ discussed above, and discharge directly into the same pre-developed drainage channel.
~ Based on USGS topo maps (included in this section), it is estimated that 12.9 acres drains
~ to the 30" culvert.
~ 15" RCP culvert beneath NC 280 (Airport Road) (Point 3): the outfall of this culvert
~ discharges directly onto the subject site between the two proposed entrance drives, and
~ flows to the southwest into a drainage channel that exits the subject site at the western
~ property boundary. This culvert will be redirected around the developed portion of the
~ subject site along the southern property line and discharge directly into the same pre-
~ developed drainage channel and exit the site to the northwest. Based on USGS topo maps
• (included in this section), it is estimated that 3.6 acres drains to the 15" culvert
~ 30" RCP culvert beneath NC 280 (Airport Road) (Point4): the outfall of this culvert
~ discharges directly onto the subject property just south of the southern entrance drive,
~ and flows to the southwest into a drainage channel that exits the subject site at the
~ western properly boundary. This culvert will be connected to the "bypass" line for the 15"
~ RCP (Point 3) discussed above, and discharge directly into the same pre-developed
• drainage channel. The area contributing to point 4 is partially developed and was assumed
to be 40% impervious, based on a review of USGS maps and aerial photos. Based on
~ USGS topo maps (included in this section), it is estimated that 6.2 acres drains to the 15"
~ culvert

~ ~~~

~

~ 48" Onsite Drainage Channel 6 -Pass line: this bypass line was sized to carry the flow
from the combined total of points 3, 4, 5 & 6. The Flow to point 5 is from approximately
~ 10.0 Acres of land on the east side of Hwy X80 (Airport Road), which discharges to
~ approximately 6.4 Acres of land to the South of the subject site (Point 6). Both points 5
~ and 6 ultimately flow onto the subject site The flow from point 5 and 6 were combined
~ and added to the combined total of points 3 and 4, this total flow was routed through the
~ 48" onsite drainage channel By-Pass line. The areas contributing to points 5 and 6 are
developed areas assumed to be 70% impervious and 75% impervious, respectively.
~ The storm drain bypass systems are sized appropriately to collect all of these flows and
~ convey them through the proposed development. These bypass systems will discharge
~ these off-site flows directly to the same Pre-Developed drainage channels.

~ Included in this section are TR-55 summaries for each of the drainage areas to each of the
• culverts under NC-280 (Airport Road). USGS topo maps and aerial photos have been
used to estimate groundcover and slope characteristics of the adjacent properties. The
~ TR-55 reports can be cross-referenced with the depiction of the off-site areas shown on
~ the USGS map included in this section, for clarification.

~ Once the basin parameters (size, time of concentration and weighted curve numbers) are
~ determined for each off-site drainage areas, these parameters are entered into the
• hydrogpraph modeling program to generate peak flows at different design storms. For the
• purposes of sizing the on-site storm drain bypass system, we will use the 25-year storm
event.

~ The estimated 25-year flows are input as "known flows" into the Hydraflow Storm Sewers
~ pipe design program for sizing of all on-site storm drain lines within the bypass system.
~ Relevant reports from TR-55, peak flow hydrographs, and pipe design calculations are
~ included in this section.

~ `~~

TerraServer Image Courtesy of the USGS
Page 1 of 1
Send To Printer Back To TerraServer Change to 11x17 Print Size Show Grid Lines Change to Landscape
Image courtesy of the U.S. Geological Survey
© 2004 Microsoft Corporation. Terms of Use Privacy Statement
http://terraserver-usa.com/PrintImage.aspx?T=2&S=12&Z=17&X=452&Y=4905&W=1... 11/29/2006 ~~g
~ '.5Km 0' '.25Mi

Todd B. Asheville Airport Road
Buncombe South County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
---
-------------------
----
---------------------
-----------
Area 1 -----------
16.50 -----------
0.270 67 29' RCP at North of site
Area 2 12.94 0.351 67 30' RCP at North Entrance
Area 3 3.62 0.290 67 15' RCP at Between Entran
Area 4 6.20 0.287 78 30' RCP at Lower Entrance
Area 5 9.98 0.313 88
Area 6 6.44 0.217 90
Total Area: 55.68 (ac)
WinTR-55, Version 1.00.00 Page 1 11/28/2006 10:46:52 AM
~ I

Todd B. Asheville Airport Road
Buncombe South County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number

---------
-------
------------------------------
------ Group
----------- (ac)
------------
-----
Area 1 Paved parking lots, roofs, driveways B 1.15 98
Woods - grass combination (fair) B 15.35 65
Total Area / Weighted Curve Number 16.5 67
Area 2 Paved parking lots, roofs, driveways B .91 98
Woods - grass combination (fair) B 12.03 65
Total Area / Weighted Curve Number 12.94 67
Area 3 Paved parking lots, roofs, driveways B .25 98
Woods - grass combination (fair) B 3.37 65
Total Area / Weighted Curve Number 3.62 67
Area 4 Paved parking lots, roofs, driveways B 2.48 98
Woods - grass combination (fair) B 3.72 65
Total Area / Weighted Curve Number 6.2 78
Area 5 Paved parking lots, roofs, driveways B 6.99 98
Woods - grass combination (fair) B 2.99 65
Total Area / Weighted Curve Number 9.98 88
Area 6 Paved parking lots, roofs, driveways B 4.83 98
Woods - grass combination (fair) B 1.61 65
Total Area / Weighted Curve Number 6.44 90
WinTR-55, Version 1.00.00 Page 1
11/28/2006 10:46:52 AM
~S~

•
•
s
•
•
•
•
i
Todd B. Asheville Airport Road
Buncombe South County, North Carolina
Sub-Area Time of Concen tration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time

------------ (ft)
-------- (ft/ft}
----------
------------- (sq ft) (ft) (ft/sec)
------------------------------ (hr)
-------
Area 1
SHEET 100 0.2000 0.800 0.239
SHALLOW 800 0.2000 0.050 0.031
Time of Concentration 0.270
Area 2
SHEET 100 0.1000 0.800 0.315
SHALLOW 800 0.1500 0.050 0.036
Time of Concentration 0.351
Area 3
SHEET 100 0.1500 0.800 0.268
SHALLOW 500 0.1500 0.050 0.022
Time of Concentration 0.290
Area 4
SHEET 100 0.1500 0.800 0.268
SHALLOW 500 0.2000 0.050 0.019
Time of Concentration 0.287
Area 5
SHEET 100 0.1200 0.800 0.293
SHALLOW 500 0.1200 0.025 0.020
Time of Concentration 0.313
Area 6
SHEET 100 0.1000 0.900 0.181
SHALLOW 650 . 0.0600 0.025 0.036
Time of Concentration 0.217
WinTR-55, Version 1.00.00 Page 1
11/28/2006 10:46:52 AM
Isl

~
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 1
~
Area 1

~ Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
~ Drainage area = 16.50 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 5.77 in
~ Storm duration = 24 hrs
•
Tuesday, Nov 28 2006, 11:10 AM
Peak discharge = 49.46 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.2 min
Distribution =Type II
Shape factor = 484
~ Area 1
Q (cfs) Hyd. No. 1 -- 25 Yr
50.00
40.00
• 30.00
20.00
10.00
0 00
Hydrograph Volume = 142,989 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
~---
0 2 5 7
Hyd No. 1
9 12 14 16 19 21
' ~ 0.00
23 26
Time (hrs)
~ SZ
1

~ Hydrograph .Plot
•
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 2
~
Area 2

~ Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
~ Drainage area = 12.94 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 5.77 in
~ Storm duration = 24 hrs
•
Tuesday, Nov 28 2006, 11:10 AM
Peak discharge = 33.37 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 21.06 min
Distribution = Type II
Shape factor = 484
~ Area 2
Q (cfs) Hyd. No. 2 -- 25 Yr
• 35.00
30.00
• 25.00
20.00 -
15.00
• 10.00 -
5.00
0 00 -
Hydrograph Volume = 111,819 cult
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 3 5 8
• Hyd No. 2
0.00
10 13 15 18 20 23 25
Time (hrs)
1S>'
2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 3
~
Area 3

~ Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
~ Drainage area = 3.62 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 5.77 in
~ Storm duration = 24 hrs
•
Tuesday, Nov 28 2006, 11:10 AM
Peak discharge = 10.19 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 17.4 min
Distribution = Type II
Shape factor = 484
~ Area 3
Q (cfs) Hyd. No. 3 -- 25 Yr
.~ n nn
Hydrograph Volume = 30,632 cult
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 2 5 7
• Hyd No. 3
9 12 14 16 19 21 23
J- 0.00
26
Time (hrs)
~ -~
3

•
~
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 4
~
Area 4
•
~ Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 6.20 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 5.77 in
• Storm duration = 24 hrs
•
Tuesday, Nov 28 2006, 11:10 AM
Peak discharge = 25.33 cfs
Time interval = 1 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 17.22 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Area 4
Q (cfs) Hyd. No. 4 - 25 Yr
• 28.00
•
•
• 24.00
•
•
• 20.00 -
•
16.00
•
•
• 12.00
•
8.00
•
•
• 4.00
•
•
0 00
Hydrograph Volume = 75,129 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
• 0 2 5 7
•
• Hyd No. 4
•
•
•
0.00
9 12 14 16 19 21 23 26
Time (hrs)
155"
4

•
• Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 5
~
Area 5
•
• Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 9.98 ac
Basin Slope = 0.0
• Tc method =USER
Total precip. = 5.77 in
• Storm duration = 24 hrs

Tuesday, Nov 28 2006, 11:10 AM
Peak discharge = 49.50 cfs
Time interval = 1 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 18.78 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Area 5
Q (cfs) Hyd. No. 5 - 25 Yr
• 50.00
•
•
•
• 40.00
•
•
•
• 30.00
•
•
20.00 -
•
•
•
• 10.00
•
•
•
0 00
Hydrograph Volume = 159,569 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
• 0 2 5 7
•
• Hyd No. 5
•
•
•
9 12 14 16 19 21 23
-1- 0.00
26
Time (hrs)
ls6
5

~ Hydrograph-Plot
•
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 6
~
Area 6
•
~ Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 6.44 ac
~ Basin Slope = 0.0
~ Tc method =USER
Total precip. = 5.77 in
~ Storm duration = 24 hrs
•
Tuesday, Nov 28 2006, 11:10 AM
Peak discharge = 39.64 cfs
Time interval = 1 min
Curve number = 90
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.02 min
Distribution = Type II
Shape factor = 484
~ Area 6
Q (cfs) Hyd. No. 6 -- 25 Yr
40.00
30.00
• 20.00
10.00
0 00
Hydrograph Volume = 106,363 tuft
Q (cfs)
40.00
30.00
20.00
10.00
0 2 5 7
• Hyd No. 6
•
0.00
9 12 14 16 19 21 23 26
Time (hrs)
1s7
s

~ H dro ra h Plot
~ Y 9 p
Hydraflow Hydrographs by Intelisolve
~ Hyd. No. 11
~ Area 3, 4, 5, and 6 Combined
Hydrograph type =Combine
• Storm frequency = 25 yrs
Inflow hyds. = 8, 9
•
Tuesday, Nov 28 2006, 11:10 AM
Peak discharge = 121.35 cfs
Time interval = 1 min
Q (cfs)
1
• 40.00

120
00
.

100
00
•
.

80
00
.

60
00
.

• 40
00
.

20
00
.
r

Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 0 00
0 2 5 7
• Hyd No. 11 -
Hydrograph Volume = 371,692 cult
Area 3, 4, 5, and 6 Combined
Hyd. No. 11 -- 25 Yr
9
Hyd No. 8
12
14 16
- Hyd No. 9
19 21 23
26
Time (hrs)
152
9

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Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 86.04 36 c 58.0 2263.06 2263.35 0.500 2265.88* 2266.90* 1.96 End
2 86.06 36 c 114.0 226822 2269.36 1.000 2271.22* 2273.12* 2.30 1
3 86.09 36 c 226.0 2269.46 2283.02 6.000 2275.42 2285.84 2.42 2
4 52.74 30 c 97.0 2286.17 2287.14 1.000 2288.67* 2290.28* 0.90 3
5 51.16 30 c 194.0 2287.24 2289.18 1.000 2291.17* 2294.19* 0.84 4
6 49.46 30 c 95.0 2289.28 2290.23 1.000 2295.04* 2296.42* 1.58 5
7 33.37 24 c 104.0 2283.12 2284.16 1.000 2288.26* 2290.53* 1.75 3
8 40.18 24 c 90.0 2274.00 2275.86 2.067 2275.96* 2278.68* 2.16 End
9 14.90 18 c 131.0 2280.57 2281.88 1.000 2282.07* 2284.71* 0.55 8
10 13.27 18 c 194.0 2281.98 2283.92 1.000 2285.26* 2288.36* 0.61 9
11 10.19 18 c 81.0 2284.02 2286.83 3.469 2288.98* 2289.74* 0.52 10
12 140.6 48 c 308.0 2231.00 2246.40 5.000 2234.52 2249.92 2.24 End
13 140.6 48 c 35.0 2246.50 2246.85 1.000 2252.16* 2252.50* 1.95 12
Project File: by-passlines.stm Number of lines: 13 Run Date: 08-03-2007
NOTES: c =circular; a =elliptical; b =box; Return period= 25 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003 ~ /~

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~ VII. PIPE SIZING CALCULATIONS:
~

~ Included in this report are the pipe sizing calculations for the on-site pipes and catch
basins. These are generated by the rational method, and are based on a 25-year intensity
~ for Buncombe County, North Carolina. These calculations show total flow for each pipe
~ section, velocity, hydraulic grade elevations, and spreads at each inlet. The flow, velocity,
~ percent full, and hydraulic grades have also been placed on the storm drain profile
~ drawings.

• It is noted that for certain pipes, these calculations show the "Total Flow (cfs)" exceeding
the listed "Capacity Full (cfs)." The Hydraflow Storm Sewers program calculates the
~ "Capacity Full" using the Manning's pipe equation for full flow. This equation assumes the
~ slope of the Energy Grade Line (EGL) to be equal to the slope of the pipe, and a flow depth
~ equal to the diameter of the pipe. For this project, the pipe sizes are minimized so that
~ certain pipes are allowed to flow under a surcharged condition. Surcharging a pipe places
~ the Hydraulic Grade Line above the crown of the pipe, builds up head on the flow through
• the pipes, and puts the pipes under pressure. The EGL becomes steeper than the pipe
inverts, and a flow greater than the full flow capacity is observed. The Hydraflow Storm
~ Sewers Version 8.0 User Manual (p.52) explains this phenomenon as a common and
~ expected occurrence.

16 ~t

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Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 96.09 48 c 33.0 2236.00 2236.17 0.515 2239.03 2239.23 0.20 End
2 Inserted Line 96.52 48 c 79.0 2236.27 2237.06 1.000 2239.43 2239.97 1.51 1
3 62.88 48 c 97.0 2239.69 2240.66 1.000 2241.55 2243.23 0.42 2
4 60.01 48 c 186.0 2240.76 2242.62 1.000 2243.65 2244.91 1.11 3
5 58.67 36 c 187.0 2242.72 2244.59 1.000 2246.02 2247.24 0.92 4
6 58.90 36 c 65.0 2247.40 2248.05 1.000 2249.59 2250.60 1.97 5
7 50.73 30 c 123.0 2248.15 2249.38 1.000 2252.57' 2254.46* 0.83 6
8 42.38 30 c 122.0 2249.48 2250.70 1.000 2255.29* 2256.59* 0.58 7
9 34.17 30 c 122.0 2250.80 2252.02 1.000 2257.17' 2258.02* 0.38 8
10 25.95 30 c 122.0 2252.12 2253.34 1.000 2258.39* 2258.88* 0.22 9
11 17.36 30 c 122.0 2253.44 2254.66 1.000 2259.10* 2259.32* 0.14 10
12 9.04 24 c 141.0 2254.76 2256.17 1.000 2259.45* 2259.68* 0.19 11
13 Inserted Line 0.77 18 c 67.0 2256.27 2256.94 1.000 2259.87* 2259.88* 0.00 12
14 36.97 30 c 120.0 2244.95 2246.15 1.000 2246.81 2248.18 1.28 2
15 31.25 24 c 198.0 2246.25 2248.40 1.086 2249.46* 2253.25* 0.77 14
16 Inserted Line 22.39 24 c 160.0 2248.50 2250.10 1.000 2254.01* 2255.58* 0.39 15
17 11.96 24 c 146.0 2250.20 2251.66 1.000 2255.98* 2256.39* 0.11 16
18 4.36 24 c 109.0 2251.76 2252.85 1.000 2256.50* 2256.54* 0.03 17
19 4.48 18 c 137.0 2252.95 2254.32 1.000 2256.57* 2256.82* 0.07 18
20 Inserted Line 3.60 18 c 44.0 2254.42 2254.73 0.705 2256.89* 2256.94* 0.05 19
21 3.64 18 c 44.0 2254.83 2255.14 0.704 2257.00* 2257.05* 0.07 20
22 Inserted Line 2.70 18 c 149.0 2255.24 2256.73 1.000 2257.12 2257.36 0.23 21
23 2.09 18 c 133.0 2254.19 2256.85 2.000 2254.57 2257.40 0.14 4
24 1.70 18 c 350.0 2256.95 2274.45 5.000 2257.54 2274.95 0.17 23
25 19.90 18 c 25.0 2251.00 2251.13 0.520 2252.47* 2253.34* 1.97 End
26 20.04 18 c 135.0 2251.27 2257.61 4.696 2255.31 * 2260.23* 3.00 25
27 16.02 18 c 153.0 2261.61 2264.67 2.000 2263.23* 2266.79* 1.28 26
28 16.17 18 c 140.0 2266.77 2268.17 1.000 2268.27* 2271.59* 1.63 27
29 14.87 18 c 71.0 2268.27 2268.98 1.000 2273.22* 2274.64* 1.21 28
30 9.33 18 c 50.0 2271.98 2273.16 2.360 2275.85* 2276.25* 0.43 29
Project File: onsitelines.stm Number of lines: 30 Run Date: 08-03-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 25 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003
166

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•
•
•
VII. EROSION and SEDIMENT CONTROL:
The following is the report of the sediment and erosion control devices to be used
throughout construction of the currently proposed improvements. Erosion will be
controlled with two temporary sediment basins, perimeter silt fence, storm drain inlet
protection, and diversion ditches. In addition, a stabilized stone construction entrance,
rip-rap aprons at storm drain outfalls, and temporary and permanent seeding will be
utilized throughout construction. These erosion control measures will be phased
appropriately. Appropriate maintenance schedules will be followed. Storm Water
Pollution Prevention Plan and Details, as well as pond sections, a generalized sequence of
construction, and maintenance notes can be found in the Site Development Plans,
prepared by Freeland and Kauffman, Inc.
There are three proposed phases of construction. Phase I will include the installation of
perimeter controls, including silt fence, the construction exit, etc. Phase II includes
installation of the two temporary sediment basins, clearing and grubbing of the site, and
the initial grading for the Wal-Mart building pad. The temporary sediment basins will
become the permanent detention ponds in the post-development condition. The sediment
basin is designed to manage sediment loading from nearly the entire construction area
(approximately 37.3 acres). Temporary diversions will be used to direct water to the
sediment basins until the storm drainage system is in place and sufficiently operational to
accept water from the construction site. Once the storm drainage system to the ponds is
constructed, with appropriate inlet protection installed, diversions will be used to direct
water to the storm drainage inlets. Sediment will be cleaned out from the inlet protection
and the sediment basin as necessary.
Phase III of construction generally includes completion of mass grading activities and
construction of physical improvements to the property, including structures, pavements,
utilities, etc. The sediment basins will remain operational in this phase. Once the site is
fully stabilized, the inlet protection can be removed from all storm drain inlets, and the
sediment basin can be fully drained, cleaned out and fine-graded to the permanent
detention pond configuration.
»3