20081155 Ver 3_More Info Received_20090929

N •FJCUS
Planning • Design • Engineering ?k p O$- I I .S S V
LETTER OF TRANSMITTAL
Date: October 6, 2009
To: Joseph Gyamfi
North Carolina Department of Environment and Natural Resources
Division of Water Quality
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Project # 08-01.1
Re: Integra Springs at Kellswater- SWM/BMP Pond # 1 Redesign
Please find attached:
PA 11D
? 2 Sets 6 - 24"x36" Stormwater Management Plan
? 1 Check $500.00 Express Review Application Fee
? 2 Copies 10 - 8.5"x11" Express Review Program Stormwater Management Application Form
? 2 Copies 8 - 8.5"x11" Wet Detention Basin - Pond # 1 - Operation and Maintenance Agreement
? 2 Copies 110 - 8.5"x11" Stormwater Management Plan - Supporting Calculations
? 1 Disc PDF Data Disc of Submission Packet
Comments:
Please contact me if you have any questions or comments.
Sincerely,
ocus Design, Inc.
A M. Nowocin, P.E.
anowo [e-mail]
N•Focus Design, Inc.
P.O. Box 85 Kannapolis, NC 28082
Tel: [phone] Fax: [phone]
www.nfocusplanning.org
QR R ow [a N
OCT 8 2009
DENR • WATER QUALITY
W00108 AND STORMWATER BRANCH
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Date Received Pee Paid Permit Number{s)

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This farm may be photocopied for use as an original
L GENERAL INFORMATION
1: APPLICANT'S NAME (specify the name of the corporation, individual, etc, who owns the project):
Integra Springs, LLC
2.OWNER/SIGNING OFFICIAL'S NAME AND TITLE (person legally responsible for facility and
compliance): David G. McDaniel, Managing Partner
3. OWNER MAILING ADDRESS (for person listed in item 2 above):
1525 International Parkway, Suite 2001
Lake Mary, FL 32746
4. OWNER ADDITIONAL CONTACT INFORMATION:
Phone: [phone] Fax: [phone] Email: [e-mail]
5. PROJECT NAME (subdivision, facility, or establishment name - should be consistent with project name
on plans, specifications, letters, inspection and maintenance agreements, etc.):
Integra Springs at KelIswater
6. PROJECT LOCATION:
Street Address: Intersection of Kannapolis Parkway and Rogers Lake Road
City: Kannapolis County: Cabarrus State:NC Zip Code: 28081
Latitude: 35.4695*N Longitude: 80.6670*W
7. DIRECTIONS TO PROJECT SITE (from nearest major intersection):
Travel East on HWY 3 from the City of Kannapolis. Turn left onto the Kannapolis Parkway. Turn left onto Rogers
Lake Road. The project site is located on the right hand side at the intersection of Kannapolis Parkway and Rogers
Lake Road.
8. CONTACT PERSON (who can answer stormwater-related questions about the project):
Name: Adam M. Nowocin, P.E. Company: N-Focus Design, Inc,
Phone: [phone] Fax: [phone] Email: [e-mail]
112009 Version 1,1 Page 1 of 5
H. PERMIT INFORMATION
1. THE PROJECT IS (check one): ? NEW ? A RENEWAL X? A MODIFICATION
2. OTHER JURISDICTIONS:
Which local government(s) has jurisdiction over the project (e.g. Town of Cary or Johnston County)?:
City of Kannapolis, NC
3. STORMWATER MANAGEMENT PROGRAM
Check all of the state-approved stormwater management programs (implemented by either the State or
local government) that apply to your project:
?X Phase II Post Construction ? Water Supply Watershed ? Neuse or Tar-Pamlico NSW
? Randleman WSWS ? USMP ? Coastal Counties ? HQW ? ORW
4. PERMIT HISTORY (renewal or modification requests must complete this item):
Existing DWQ Permit Number: 08-1155 Date Issued: August 11, 2008
5. PROJECT TYPE (check one): ? Low Density* X? High Density*
* Low Density projects shall be under 24% Impervious with only vegetated stormwater conveyances. A
curb and gutter or pipe system for stormwater conveyance shall result in reclassification of project as
High Density even if below 24%, except when pipes are used for road or driveway crossing purposes.
6. ADDITIONAL PROJECT REQUIREMENTS (check all that apply):
? CAMA Major ? Sedimentation/Erosion Control ? NPDES Stormwater
?X 404/401 Permit ? Nan-404 Jurisdictional Permit ? Other:
Note: Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III. PROJECT INFORMATION
1. STORMWATER TREATMENT METHODS (Describe briefly how stormwater will be treated):
Pond # 1 sits at a low point in a 21.99-acre basin. 1.93 acres of that basin will bypass Pond 91. The remaining 20.06
acres will be treated by Pond #1. The site will be mass graded and developed for multifamily use. The bio-retention
wet ponds are designed to provide for a 900% removal rate of Total Suspended Solids (TSS) which is greater than the
minimum 85% required.
Important Note: attach a detailed narrative (one to two pages) describing stormwater management for the
project.
2. RIVER BASIN/STREAM INFORMATION
a. Stormwater runoff from this project drains to which River Basin?: Yadkin
b. Nearest named stream: Irish Buffalo Creek
c. Water quality classification of nearest named stream: C
1/2009 Version 1.1 Page 2 of 5
3. TOTAL PROJECT AREA: 24.05 (acres)
4. PROJECT BUILT UPON AREA: 1 58%
5. DRAINAGE AREAS (How many drainage areas does the project have?): One (1)
Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Infonnation Drainage Area 1 Drainage',Area 2y.
Receiving Stream Name UT of Irish Buffalo Crek
Receiving Stream Class C
Drainage Area 873,816.60 SF
Existing Impervious* Area 0.00 SF
Proposed Impervious*Area 611,669.52 SF
% Impervious* Area (total) 70%
Impervious* Surface Area Determination (Breakdown)
Impervious* Surface Area Drainage Area I Drainage;Area 2 .x
On-site Buildings
On-site Streets
On-site Parking
On-site Sidewalks
Other on-site
Off-site
Total: Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
6. EXPLAIN HOW THE OFF-SITE IMPERVIOUS AREA WAS DERIVED:
No proposed off-site impervious area was derived.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
1/2009 Version 1.1 Page 3 of 5
V. SUPPLEMENT FORMS
1. The applicable stormwater management supplement form(s) listed below must be submitted for each
BAH specified for this project. The most current form(s) located on the 401/wetlands unit website at
htt2://h2o.enr.state.nc.us/su/bmp forms.htm must be used. Please include both the Design Summary and
the Required Items Checklist along with all required items and supporting design calculations.
(Check the supplement forms that will be required for your project):
? Bioretention Supplement
? Dry Detention Supplement
? Grassed Swale Supplement
? Infiltration Basin Supplement
? Infiltration Trench Supplement
? Level Spreader/Filter Strip/Restored Buffer
Supplement
? Sand Filter Supplement
? Stormwater Wetland Supplement
Q Wet Detention Supplement
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
1. Please indicate that you have provided the fallowing required information by initialing in the space
provided next to each item.
Initials
• Original and two copies of the Express Review Stormwater Management Application
• Signed and Notarized Inspection and Maintenance Agreement Ali
• Three copies of the applicable Supplement Form(s) for each BIT
• Application processing fee (payable to DWQ)
• Detailed narrative description of stormwater treatment/management
• Three copies ofplans and specifications, including:
R Development/Project name
FX1 Engineer and firm
?X Legend
Fx-1 North arrow
Scale
?X Revision number & date
?X Mean high water line
Q Dimensioned property/project boundary
[]X Location map with named streets or NCSR numbers
Q Original contours, proposed contours, spot elevations, finished floor elevations
Q Details of roads, drainage features, collection systems, and stormwater control measures
0 Wetlands and streams delineated, or a note on plans that none exist
Q Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
?X Drainage areas delineated
? Vegetated buffers (where required)
1/2009 Version 1.1 Page 4 of 5
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
1. DESIGNATED AGENT (individual or firm):
2. NL IL NG ADDRESS:
Phone: Fax:
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2)
David G. McDaniel, Managing Partner , certify that the information included on this application form is, to
the best of my knowledge, correct and that the project will be constructed in conformance with the approved
plans, that the required deed restrictions and protective covenants (if applicable) will be recorded, and that the
proposed project complies with the requirements of 15A NCAC 211.1000.
Signature: `v( ,Z Date: ?/0- 6 `6
112009 Version 1.1 Page 5 of 5
N *F?U
Planning • Design • Engineering
LETTER OF TRANSMITTAL
Date: October 6, 2009
To: Joseph Gyamfi
North Carolina Department of Environment and Natural Resources
Division of Water Quality
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Project # 08-01.1
Re: Integra Springs at Kellswater - SWM/BMP Pond # 1 Redesign
Please find attached:
? 2 Sets 6 - 24"x36" Stormwater Management Plan
? 1 Check $500.00 Express Review Application Fee
? 2 Copies 10 - 8.5"x11" Express Review Program Stormwater Management Application Form
? 2 Copies 8 - 8.5"x11" Wet Detention Basin - Pond # 1 - Operation and Maintenance Agreement
? 2 Copies 110 - 8.5"x11" Stormwater Management Plan - Supporting Calculations
? 1 Disc PDF Data Disc of Submission Packet
Comments:
Please contact me if you have any questions or comments.
Sincerely,
ocus Design, Inc.
A M. Nowocin, P.E.
anowo [e-mail]
N•Focus Design, Inc.
P.O. Box 85 Kannapolis, NC 28082
Tel: [phone] Fax: [phone]
www.nfocusplanning.org
Permit Number;
(to be provided by DWQ)
Drainage Area Number, -t
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does Z does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected. once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem.- How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed, remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential roblem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than raying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the lams rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50 % of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 2
BMP element: Potential problem: How I will remediate the oblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs re air. if a h able
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6.50 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 6.50 feet in the forebay, the sediment
shall be removed.
BASINDIAGRAM
(fill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 671.50
665 I l
---------------+--
FOREBAY
t -ft Min.
Sediment
Storage
_ -- _ Sediment Removal Elevation-665 Volume
Bottom Elevation 664 ,j,1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Integra Springs at Kellswater
BMP drainage area number:
Print name:David G. McDaniel
Titie:Managing Partner
Address: 1525 International Parkway - Suite 2001, Lake Mary. FL 32746
Date: l?- - on
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, ?Mc H. i4(-ch - To hnsw , a Notary Public for the State of
OC* 6tro ( i (D , County of 1-OLLO- O , do hereby certify that
I)OLVi 6 (--?, ? (Clan C? personally appeared before me this
day of QC6b'n- , aa09 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL My commission expires SEbce- a , ?O (
Form 8W401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
NF(2-0)l C U
Planning • Design • Engineering
Stormwater Management Plan
Supporting Calculations
SWM / BMP Pond #1 Redesign
Prepared For:
INTEGRA SPRINGS at KELLSWATER
City of Kannapolis, NC
Date: July 22, 2009
Revised. July 23, 2009
Revised. October 6, 2009
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Prepared By:
N•Focus Design, Inc.
P.O. Box 85 Kannapolis, NC 28082
Tel: [phone] Fax: [phone]
www.nfocusplanning.org
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TABLE OF CONTENTS
Stormwater Management Overview 3
SWM / BMP Pond # 1 Average Depth of Wet Pond 4
SWM / BMP Pond # 1 Surface Area to Drainage Area Ratio 4
SWM / BMP Pond # 1 Max Impervious Cover 4
SWM / BMP Pond # 1 Temporary Pool Volume (TPV) 4
SWM / BMP Pond # 1 TPV Draw Down Orifice Sizing 4
SWM / BMP Pond # 1 Length to Width and Flow Path Ratio 4
SWM / BMP Pond # 1 Pre-Development Runoff 5
SWM / BMP Pond # 1 Post-Development Pond By-Pass Pond Runoff 5
SWM / BMP Pond # 1 Post-Development Allowable Release Rate 5
SWM / BMP Pond # 1 Post-Development Pond Runoff 5
SWM / BMP Pond # 1 Post-Development Pond Routing 5
SWM / BMP Pond # 1 Structure Uplift Calculations 6
SWM / BMP Pond # 1 Outlet Protection Calculations 7
Summary g
1 Year Hydrograph Summary Report g
10 Year Hydrograph Summary Report 10
50 Year Hydrograph Summary Report 11
100 Year Hydrograph Summary Report 12
APPENDIX
USDA Hydrologic Soil Group Information A
SWM / BMP Pond # 1 Wet Detention Basin Supplement
B
NCDENR Stormwater BMP Manual - Wet Detention Basin - Table 10-3
C
SWM / BMP Pond # 1 Pre-Development Runoff Hydrograph Reports D
SWM / BMP Pond # 1 Post-Development Pond By-Pass Runoff Hydrograph Reports E
SWM / BMP Pond # 1 Post-Development Runoff Hydrograph Reports F
SWM / BMP Pond # 1 Post-Development Pond Routing Hydrograph Reports G
SWM / BMP Pond # 1 Pond Report H
re 8.06a Rip-Rap Outlet Desian Chart H
Forebav - Pond Report
Main Pool - Pond Report I
Wet Pond - Pond
Detention Pond - Pond Report I
3
Stormwater Manaaement Overview
This project comprises three parcels of property for a total project area of 24.05 acres. 21.99 acres will
be disturbed during construction while only 20.06 acres will be draining to the stormwater management /
bio-retention wet pond. The bio-retention wet pond is designed to provide for a 90% removal rate of Total
Suspended Solids (TSS) which is greater than the minimum 85% required. This project proposes the
development of a multi-family apartment complex with two out parcels for future commercial development.
The maximum allowable impervious surface draining to SWM/BMP Pond # 1 is 70% of the drainage area.
4
SWM / BMP Pond # 1
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
Step 1: Solve for Average Depth of Wet Pond (See Pond Report, Appendix H)
Avg. Depth = (Volume / Surface Area) _ (145,460 CF / 34,693 SF) = 4.19 FT
Step 2: Solve for Surface Area to Drainage Area Ratio.
SA/DA Ratio = [34,693 SF / (20.06 AC)(43560 SF/AC) ][100] = 3.97
Step 3: Solve for Max Impervious Cover (See Table 10-3, Appendix C)
Max Allowable Impervious Cover for the Wet Detention Basin Drainage Area = 90%
I Step 4: Solve for Temporary Pool Volume (TPV)
TPV = 49,517 CF Required (See Wet Detention Basin Supplement, Appendix B)
Total Volume Provided = 52,266 CF @ Elevation 672.80 (See Detention Pond - Pond Report, Appendix 1)
Step 5: Solve for TPV Draw Down Orifice (TPV shall draw down completely within two (2) to five (5) days)
H = 1.30 ft Q = (Co)(A)(2gH/3)
Co = 0.60 A = Trr2
g = 32.2 ft/s2 D = 2r
Solve for Q:
Q = (52,266 CF / 3 Days)(1 Day / 24 hr)(1 hr / 60 min)(1 min / 60 sec) = 0.202 cfs
Solve for A:
A = Q / [Co(2gH/3)112] = 0.202 cfs / [0.60(2*32.2 ft/s2*(1.30 ft / 3)] = 0.064 sf
Solve for r:
r = (A / Tr) 112 = (0.064 sf / 3.1416)1'2 = 0.14 ft(12 in / ft) = 1.68 in
Solve for D:
D = 2r = 2(1.68 in) = 3.36 in
Use 3.30 in Diameter Orifice
Step 6: Solve for Pond Length to Width Ratio and Flow Path Ratio
Pond Length= 323 FT Pond Width = (Surface Area / Length) _ (34,963 SF / 323 FT) = 109 FT
Length / Width Ratio = 323 FT / 109 FT = 2.96:1
Flow Path = 365 LF Flow Path Ratio = 365 FT / 109 FT = 3.35:1
5
SWM / BMP Pond # 1 Pre-Development Runoff
DA: 21.99 AC Flow Path:
CN: 66 (woods/Field) Elevation Difference: 91 FT
Tc: 23.30 min (Lag Method) Flow Length: 1,360 FT
Q1: 8.40 cfs Slope: 6.69%
Q10: 39.66 cfs
Q50: 69.70 cfs (See Appendix D for supporting calculations)
Q100: 84.44 cfs
SWM / BMP Pond # 1 Post-Development Pond By-Pass Runoff
DA: 1.93 AC
CN: 66 (Lawn)
Tc: 5.00 min (user)
Q1: 1.51 cfs
Q10: 6.36 cfs
Q50: 10.87 cfs (See Appendix E for supporting calculations)
Q100: 13.05 cfs
SWM / BMP Pond # 1 Post-Development Allowable Release Rate
Pre-Development - Post-Development = Post-Development
Runoff Pond By-Pass Runoff Allowable Release Rate
Q1: 8.40 cfs - 1.51 cfs = 6.89 cfs
Q10: 39.66 cfs - 6.36 cfs = 33.30 cfs
Q50: 69.70 cfs - 10.87 cfs = 58.83 cfs
Q100: 84.44 cfs - 13.05 cfs = 71.39 cfs
SWM / BMP Pond # 1 Post-Development Pond Runoff
Solve for CN: DA: 20.06 AC
Per Declaration of Covenants the max allowabl e Impervious is 70% CN: 88
Therefore: (20.06 AC)(0.70) = 14.04 AC Tc: 11.40 min
Description DA CN (Per Storm Sewer Pipe/Channel Calculations)
Impervious 14.04 AC 98 Q1: 56.81 cfs
Grass/Lawn 6.02 AC 66 Q10: 119.43 cfs
Total 20.06 AC 88 Q50: 167.83 cfs
Q100: 189.89 cfs
(See Appendix F for supporting calculations)
SWM / BMP Pond # 1 Post-Development Pond Routin
Assume the Temporary Pond Volume (TPV) is Full at Elevation 672.80
Storm Event Allowable Runoff Actual Runoff
1 Year: 6.89 cfs 5.12 cfs @ Elevation 674.17
10 Year: 33.30 cfs 12.49 cfs @ Elevation 675.71
50 Year: 58.83 cfs 30.14 cfs @ Elevation 676.60
100 Year: 71.39 cfs 32.14 cfs @ Elevation 677.08
(See Appendix G for supporting calculations)
SWM / BMP Pond # 1 Structure Uplift Calculations
Outlet Structure Dimensions: Riser Height = 5.5 ft
Outside Dimensions = 5 ft x 5 ft
Inside Dimensions = 4 ft x 4 ft
Base Dimensions = 5 ft x 5 ft
Base Thickness = 1.5 ft
Orifice(s) = 1 x 24 in; 1 x 3.3 in; 3 x 8 in
Step 1: Assume Structure is fully submerged with each orifice blocked. Calculate Volume of
displaced water and corresponding uplift force.
Volume of Water Displaced by Structure = 5 ft x 5 ft x 5.5 ft =137.5 cf
Unit Weight of Water = 62.4 Ib/cf
Weight of Displaced Water (Uplift Force) _ (137.5)(62.4 Ib/cf) = 8,580 lb
Step 2; Determine Weight of Structure.
Volume of Concrete = (5 ft x 5 ft x 5.5 ft) - (4 ft x 4 ft x 4 ft) = 73.5 cf
Unit Weight of Concrete = 150 Ib/cf
Weight of Structure = (73.5 cf)(150 Ib/cf) =11,025 lb
Step 3: Determine Factor of Safety (1.2 is the minimum required)
Factor of Safety = Weight of Structure / Uplift Force of Water
=11,025 lb / 8,580 LB = 1.28
SWM / BMP Pond # 1 Outlet Protection Calculations
VCDENR Erosion & Sedimentation Control Design Manual
Determine outlet protection size and shape by using Figure 8.06a from the NCDENR Erosion &
Sedimentation Control Design Manual.
BMP Outlet # 1
Q10: 12.49 CFS (See Post-Development Pond Routing on Sheet 5)
d: 24 Inches d50: 0.50 FT
D0: 2.0 FT d5o(max): 0.75 FT
3Do: 6.0 FT T: 1.13 FT
La: 10.0 FT
W: 12.0 FT (See Figure 8.06a, Appendix H)
Summary
As shown SWM/BMP Pond # 1 releases the Post-Development Pond Runoff at less than the Pre-
Development Release Rates for the 1 Year and 10 Year 24 hour storm events and safely passes the 50
Year and 100 Year 24 hour storm events all while providing a minimum of one (1) foot freeboard.
SWM/BMP Pond # 1 has been designed to provide for a 90% removal rate of Total Suspended Solids
since the addition of a level spreader and buffer could not be provided due to site constraints.
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 8.403 1 730 38,659 ---- ------ ------ Pre-Development
2 SCS Runoff 1.512 1 719 3,531 ---- ------ ------ Post Pond By-Pass
3 SCS Runoff 56.81 1 718 121,542 ---- ------ ------ Post Pond Runoff
4 Reservoir 2.394 1 808 87,137 3 673.31 219,838 PPV Full
5 Reservoir 5.121 1 749 120,696 3 674.17 258,539 TPV Full
SWM - BMP # 1 -Alternative Constructi l n@pturn Period: 1 Year Tuesday, Oct 6, 2009
10
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 39.66 1 728 140,463 ---- ------ ------ Pre-Development
2 SCS Runoff 6.361 1 718 12,828 ---- ------ ------ Post Pond By-Pass
3 SCS Runoff 119.43 1 718 265,208 ---- ------ ------ Post Pond Runoff
4 Reservoir 7.468 1 762 229,178 3 675.08 301,905 PPV Full
5 Reservoir 12.49 1 742 264,201 3 675.71 333,444 TPV Full
SWM - BMP # 1 - Alternative Constructi n@pturn Period: 10 Year Tuesday, Oct 6, 2009
11
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 69.70 1 727 239,298 ---- ------ ------ Pre-Development
2 SCS Runoff 10.87 1 718 21,854 ---- ------ ------ Post Pond By-Pass
3 SCS Runoff 167.83 1 718 381,269 ---- ------ ------ Post Pond Runoff
4 Reservoir 26.84 1 729 344,444 3 676.14 355,746 PPV Full
5 Reservoir 30.14 1 729 380,185 3 676.60 380,000 TPV Full
SWM - BMP # 1 -Alternative Constructi l n@pturn Period: 50 Year Tuesday, Oct 6, 2009
12
H yd rog ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 84.44 1 727 288,121 ---- ------ ------ Pre-Development
2 SCS Runoff 13.05 1 718 26,313 ---- ------ Post Pond By-Pass
3 SCS Runoff 189.89 1 718 435,131 ---- ------ ------ Post Pond Runoff
4 Reservoir 30.38 1 729 398,033 3 676.66 382,769 PPV Full
5 Reservoir 32.14 1 729 434,012 3 677.08 405,104 TPV Full
SWM - BMP # 1 -Alternative Constructi +@pturn Period: 100 Year Tuesday, Oct 6, 2009
Appendix A
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Hydrologic Soil Group-Cabarrus County, North Carolina
Kellswater Commons Integra Springs
Hydrologic Soil Group
Hydrologic Soil' Group-Summary by Map Unit - Cabarrus County, North Carolina
Map unit symbol Map unit name Rating Acres in-AOI Percent of AO1
CcB2 Cecil sandy clay loam, 2 to 8 percent
slopes, moderately eroded B 227.9 51.1%
CcD2 Cecil sandy clay loam, 8 to 15 percent
slopes, moderately eroded B 25.9 5.8%
ChA Chewacla sandy loam, 0 to 2 percent
slopes, frequently flooded C 21.1 4.7%
CoB Coronaca clay loam, 2 to 8 percent
slopes B 0.1 0.0%
CuB2 Cullen clay loam, 2 to 8 percent slopes,
moderately eroded C 41.2 9.2%0
CuD2 Cullen clay loam, 8 to 15 percent slopes,
moderately eroded C 62.9 14.1%
EnB Enon sandy loam, 2 to 8 percent slopes C 13.9 3.1%
EnD Enon sandy loam, 8 to 15 percent slopes C 25.1 5.6%
MeD Mecklenburg loam, 8 to 15 percent
slopes C 3.8 0.8%
PaF Pacolet sandy loam, 15 to 35 percent B 21.5 4.8%
PoF Poindexter loam, 15 to 45 percent slopes B 0.7 0.2%
W Water 2.1 0.5%
Totals for Area of Interest 446.11 100.0%
naturai mesources Web Soil Survey 9/21/2009
Conservation Service National Cooperative Soil Survey Page 3 of 5
Hydrologic Soil Group-Cabarrus County, North Carolina
Kellswater Commons Integra Springs
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method. Dominant Condition
USDA Natural Resources Web Soil Survey 9/21/2009
aiiiiiiiiiii Conservation Service National Cooperative Soil Survey Page 4 of 5
Hydrologic Soil Group-Cabarrus County, North Carolina
Kellswater Commons Integra Springs
Aggregation is the process by which a set of component attribute values is reduced
to a single value that represents the map unit as a whole.
A map unit is typically composed of one or more "components". A component is
either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute
being aggregated, the first step of the aggregation process is to derive one attribute
value for each of a map unit's components. From this set of component attributes,
the next step of the aggregation process derives a single value that represents the
map unit as a whole. Once a single value for each map unit is derived, a thematic
map for soil map units can be rendered. Aggregation must be done because, on
any soil map, map units are delineated but components are not.
For each of a map unit's components, a corresponding percent composition is
recorded. A percent composition of 60 indicates that the corresponding component
typically makes up approximately 60% of the map unit. Percent composition is a
critical factor in some, but not all, aggregation methods.
The aggregation method "Dominant Condition" first groups like attribute values for
the components in a map unit. For each group, percent composition is set to the
sum of the percent composition of all components participating in that group. These
groups now represent "conditions" rather than components. The attribute value
associated with the group with the highest cumulative percent composition is
returned. If more than one group shares the highest cumulative percent
composition, the corresponding "tie-break" rule determines which value should be
returned. The "tie-break" rule indicates whether the lower or higher group value
should be returned in the case of a percent composition tie.
The result returned by this aggregation method represents the dominant condition
throughout the map unit only when no tie has occurred.
Component Percent Cutoff. None Specified
Components whose percent composition is below the cutoff value will not be
considered. If no cutoff value is specified, all components in the database will be
considered. The data for some contrasting soils of minor extent may not be in the
database, and therefore are not considered.
Tie-break Rule: Lower
The tie-break rule indicates which value should be selected from a set of multiple
candidate values, or which value should be selected in the event of a percent
composition tie.
Natural Resources Web Soil Survey 9/21/2009
Conservation Service National Cooperative Soil Survey Page 5 of 5
Appendix B
Permit
AiAlr
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWQ)
??F W A T??,p
o G
o
j.':PROJ?CI
Project name Integra Springs at Kellswaier
Contact person Adam Nowocin, P.E.
Phone number (704) 784 - 2022
Date 21-Sep-09
Drainage area number 1
1l. DaMM-INF4RMA 1 IOhI
Site Characteristics
Drainage area 873,817 le
Impervious area, post-development 611,670; fe
% impervious 70.00 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5° runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity:1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
49,517 fe OK
52,266- fts
OK, volume provided is equal to or in excess of volume required.
fe
fe
If
fe
Y `(Y or N)
2,9 in
0.30 (unitless)
0.72 (unitless)
0.12 in/hr OK
8.40 fta/sec
52.14 ft3/sec
43.74 fe/sec
672.80 fmsl
671.50 fmsl
666:50 fmsl
672.00. fmsl
671.00 fmsl Data not needed for calculation option #1, but OK if provided.
665:00 fmsl
664.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9117109 Parts I. & II. Design Summary, Page 1 of 2
Permit No
(to be provided by DWQ)
It _DI4SIGCt Ift ORIUI,R1 ION T.. ,- ,
JMW
Surface Areas
Area, temporary pool 42,666 ffz
Area REQUIRED, permanent pool 34,691 frz
SAIDA ratio 3,97` (unitiess)
Area PROVIDED, permanent pool, Aperm w 34,691-ff OK
Area, bottom of 10ft vegetated shelf, Ant shelf 29;237: fe
Area, sediment cleanout, top elevation (bottom of pond), Anotpwd 14,490 fe
Volumes
Volume, temporary pool 52,266; fe OK
Volume, permanent pool, Vpe 11,E 145,460. fe
Volume, forebay (sum of forebays if more than one forebay) _ 26,626 ft3
Forebay % of permanent pool volume 18.3%e % OK
SAIDA Table Data
Design TSS removal 90 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 3.97 (unifiers)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vp._pw 145,460 fe
Area provided, permanent pool, Ap,._pw 34,693 ff
Average depth calculated 4.19. It OK
Average depth used in SAIDA, da„ (Round to nearest 0.5ft) 4.0 ft OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Apem,_,w 34,693 ftz
Area, bottom of 1 Oft vegetated shelf, Ac"t shelf 29,237 W
Area, sediment cleanout, top elevation (bottom of pond), Anotld 14,490 fe
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment) 6.00 ft
Average depth calculated ft
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 3.30 in
Area of orifice (if-non-circular) In2
Coefficient of discharge (CD) 0.60 (unifless)
Driving head (Ha) 1.30 ft
Drawdown through weir 9 N (Y or N)
Weir type (unitless)
Coefficient of discharge (C,) (unitless)
Length of weir (L) it
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 8.40 felsec
Post-development 1-yr, 24-hr peak flow 52.14; fe/sec
Storage volume discharge rate (through discharge orifice or weir) 0.20`fe/sec
Storage volume drawdown time 3.00 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 2`9 :1 OK
Trash rack for overflow & orifice? Y - (Y or N) OK
Freeboard provided 2:9 ft OK
Vegetated filter provided? N _ (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y _ (Y or N) OK
Drain mechanism for maintenance or emergencies is: 6" PVC Outlet Pipe with 6° Valve -
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2
Appendix C
--7 w K ) tmv, P04t) # )
t
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

4.0 Permanent Pool Average Depth (ft)

5.0 6.0 7.0

8.0

9.0
10% 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Coastal Region, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0

6.5

7.0

7.5'
10% 0.9 0.8 0.7 0.6 0.5 0 0 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3.3a 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 479-
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0 6.5 7.0

7.5

8.0

8.5

9.0
10% 0.9 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.4
20% 1.5 1.3 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7
30% 1.9 1.8 1.7 1.5 1.4 1.4 1.3 1.1 1.0 1.0 1.0 0.9 0.9
40% 2.5 2.3 2.0 1.9 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1
50% 3.0 2.8 2.5 2.3 2.0 1.9 1.9 1.8 1.7 1.6 1.6 1.5 1.5
60% 3.5 3.2 2.8 2.7 2.5 2.4 2.2 2.1 1.9 1.9 1.8 1.8 1.7
70% 4.0 3.7 3.3 3.1 2.8 2.7 2.5 2.4 2.2 2.1 2.0 2.0 1.9
80% 4.5 4.1 3.8 3.5 3.3 3.0 2.8 2.7 2.6 2.4 2.3 2.1 2.0
90% 5.0 4.5 4.0 1 3.8 3.5 3.3 3.0 2.9 2.8 2.7 2.6 2.5 2.4
Ale, ptno ..4.IM K
SAS = t?A f kfW = °t7
Wet Detention Basin 10-9 July 2007
a.3
Appendix D
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 8.403 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 1 min Hyd. volume = 38,659 cuft
Drainage area = 21.990 ac Curve number = 66*
Basin Slope = 6.7% Hydraulic length = 1360 ft
Tc method = LAG Time of conc. (Tc) = 23.30 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.990 x 66)] / 21.990
Q (cfs)
10.00
8.00
Pre-Development
Hyd. No. 1 --1 Year
Q (cfs)
10.00
6.00
4.00
2.00
0.00
0 2 4
Hyd No. 1
6 8
8.00
6.00
4.00
2.00
i i i i i 1 s 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 39.66 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 1 min Hyd. volume = 140,463 cuft
Drainage area = 21.990 ac Curve number = 66*
Basin Slope = 6.7% Hydraulic length = 1360 ft
Tc method = LAG Time of conc. (Tc) = 23.30 min
Total precip. = 5.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(21.990 x 66)] / 21.990
Pre-Development
Q (cfs) Hyd. No. 1 -- 10 Year
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 1
Q (cfs)
40.00
30.00
20.00
10.00
I I I I I 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 69.70 cfs
Storm frequency = 50 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 239,298 cuft
Drainage area = 21.990 ac Curve number = 66*
Basin Slope = 6.7% Hydraulic length = 1360 ft
Tc method = LAG Time of conc. (Tc) = 23.30 min
Total precip. = 6.77 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(21.990 x 66)] 121.990
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 2 4
Hyd No. 1
Pre-Development
Hyd. No. 1 -- 50 Year
Q (cfs)
70.00
6 8
60.00
50.00
40.00
30.00
20.00
10.00
_A.._ I I I I I 1• 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 84.44 cfs
Storm frequency = 100 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 288,121 cult
Drainage area = 21.990 ac Curve number = 66*
Basin Slope = 6.7% Hydraulic length = 1360 ft
Tc method = LAG Time of conc. (Tc) = 23.30 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.990 x 66)] / 21.990
Pre-Development
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Appendix E
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.88 in
Storm duration = 24 hrs
Wednesday, Oct 7, 2009
Peak discharge = 1.512 cfs
Time to peak = 11.98 hrs
Hyd. volume = 3,531 cuft
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
Post Pond By-Pass
Hyd. No. 2 -- 1 Year
1.00
0.00 ' '
0 2 4
Hyd No. 2
Q (cfs)
2.00
1.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 1.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.07 in
Storm duration = 24 hrs
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 2
Wednesday, Oct 7, 2009
Peak discharge = 6.361 cfs
Time to peak = 11.97 hrs
Hyd. volume = 12,828 cuft
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Post Pond By-Pass
Hyd. No. 2 -- 10 Year
Q (cfs)
7.00
6 8
6.00
5.00
4.00
3.00
2.00
1.00
-- ' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff Peak discharge = 10.87 cfs
Storm frequency = 50 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 21,854 cuft
Drainage area = 1.930 ac Curve number = 66
Basin Slope = 0.0% Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 6.77 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
12.00
10.00
Post Pond By-Pass
Hyd. No. 2 -- 50 Year
Q (cfs)
12.00
8.00
6.00
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 2
6 8
10.00
8.00
6.00
4.00
2.00
- ' ' ' - 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff Peak discharge = 13.05 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 26,313 cult
Drainage area = 1.930 ac Curve number = 66
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 2
Post Pond By-Pass
Hyd. No. 2 --100 Year
a (cfs)
14.00
6 8
12.00
10.00
8.00
6.00
4.00
2.00
..A.- ' ' ' F- 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Appendix F
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff Peak discharge = 56.81 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 121,542 cuft
Drainage area = 20.060 ac Curve number = 88*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.950 x 98) + (13.020 x 58) + (7.330 x 71)] / 20.060
Post Pond Runoff
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 3 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff Peak discharge = 119.43 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd, volume = 265,208 cuft
Drainage area = 20.060 ac Curve number = 88*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 5.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.950 x 98) + (13.020 x 58) + (7.330 x 71)] / 20.060
Q (cfs)
120.00
Post Pond Runoff
Hyd. No. 3 --10 Year
100.00
80.00
60.00
40.00
20.00
0.00 '
0.0 2.0 4.0
Hyd No. 3
6.0 8.0
Q (cfs)
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)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff Peak discharge = 167.83 cfs
Storm frequency = 50 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 381,269 cuft
Drainage area = 20.060 ac Curve number = 88*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 6.77 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.950 x 98) + (13.020 x 58) + (7.330 x 71)] / 20.060
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
Post Pond Runoff
Hyd. No. 3 -- 50 Year
Q (cfs)
180.00
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 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 3 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff Peak discharge = 189.89 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 435,131 cuft
Drainage area = 20.060 ac Curve number = 88*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.950 x 98) + (13.020 x 58) + (7.330 x 71)] / 20.060
Q (cfs)
210.00
Post Pond Runoff
Hyd. No. 3 --100 Year
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0.0 2.0 4.0
Hyd No. 3
6.0 8.0
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Appendix G
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 5
TPV Full
Hydrograph type = Reservoir Peak discharge = 5.121 cfs
Storm frequency = 1 yrs Time to peak = 12.48 hrs
Time interval = 1 min Hyd. volume = 120,696 cuft
Inflow hyd. No. = 3 - Post Pond Runoff Max. Elevation = 674.17 ft
Reservoir name = BMP -FULL Max. Storage = 258,539 cuft
Storage Indication method used. Wet pond routing start elevation = 672.80 ft.
Q (cfs)
60.00
TPV Full
Hyd. No. 5 --1 Year
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 11
0 4 8
Hyd No. 5
12 16
Hyd No. 3
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
20 24 28 32 36 40
Time (hrs)
I11111til Total storage used = 258,539 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 5
TPV Full
Hydrograph type = Reservoir Peak discharge = 12.49 cfs
Storm frequency = 10 yrs Time to peak = 12.37 hrs
Time interval = 1 min Hyd. volume = 264,201 cuft
Inflow hyd. No. = 3 - Post Pond Runoff Max. Elevation = 675.71 ft
Reservoir name = BMP -FULL Max. Storage = 333,444 cuft
Storage Indication method used. Wet pond routing start elevation = 672.80 ft.
Q (cfs)
120.00
TPV Full
Hyd. No. 5 --10 Year
100.00
80.00
60.00
40.00
20.00
0.00 '
0 3 6
Hyd No. 5
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
9 12 15 18 21 24 27 30 33
Time (hrs)
Hyd No. 3 LUM11Ll Total storage used = 333,444 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, Oct 7, 2009
Hyd. No. 5
TPV Full
Hydrograph type = Reservoir Peak discharge = 30.14 cfs
Storm frequency = 50 yrs Time to peak = 12.15 hrs
Time interval = 1 min Hyd. volume = 380,185 cuft
Inflow hyd. No. = 3 - Post Pond Runoff Max. Elevation = 676.60 ft
Reservoir name = BMP -FULL Max. Storage = 380,000 cuft
Storage Indication method used. Wet pond routing start elevation = 672.80 ft.
Q (cfs)
Q (cfs)
180.00 180.00

160
00
. 160.00

140
00
. 140.00

120
00
. 120.00

100
00
. 100.00

80
00
. 80.00

60.00 60.00

40
00
. 40.00

20
00
. 20.00
0.00 0 00
0 3
Hyd No. 5
TPV Full
Hyd. No. 5 -- 50 Year
6 9 12
Hyd No. 3
15 18 21 24 27
LIII 1II1 Total storage used = 380,000 cuft
30
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 5
TPV Full
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Pond Runoff
Reservoir name = BMP -FULL
Wednesday, Oct 7, 2009
Peak discharge = 32.14 cfs
Time to peak = 12.15 hrs
Hyd. volume = 434,012 cuft
Max. Elevation = 677.08 ft
Max. Storage = 405,104 cuft
Storage Indication method used. Wet pond routing start elevation = 672.80 ft.
TPV Full
Q (cfs) Hyd. No. 5 --100 Year Q (cfs)
210
00 210
00
. .

180
00 180
00
. .

150
00 150
00
. .

120
00 120
00
. .
90
00 90
00
. .

60
00 60
00
. .
30
00 30
00
. .
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30
Time (hrs)
Hyd No. 5 Hyd No. 3 M11111 Total storage used = 405,104 cuft
Appendix H
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 6, 2009
Pond No. 1 - SWM / BMP # 1
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 665.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 665.00 14,490 0 0
1.00 666.00 16,682 15,586 15,586
2.00 667.00 19,004 17,843 33,429
3.00 668.00 21,433 20,219 53,648
4.00 669.00 23,947 22,690 76,338
5.00 670.00 26,548 25,248 101,585
6.00 671.00 29,237 27,893 129,478
6.50 671.50 34,693 15,983 145,460
7.00 672.00 40,527 18,805 164,265
8.00 673.00 43,201 41,864 206,129
9.00 674.00 45,941 44,571 250,700
10.00 675.00 48,745 47,343 298,043
11.00 676.00 51,613 50,179 348,222
12.00 677.00 53,852 52,733 400,955
13.00 678.00 56,143 54,998 455,952
14.00 679.00 58,485 57,314 513,266
15.00 680.00 60,880 59,683 572,949
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.30 8.00 0.00 Crest Len (ft) = 16.00 20.00 0.00 0.00
Span (in) = 24.00 3.30 8.00 0.00 Crest El. (ft) = 675.50 678.00 0.00 0.00
No. Barrels = 1 1 3 0 Weir Coeff. = 3.00 3.00 3.33 3.33
Invert El. (ft) = 671.50 671.50 672.80 0.00 Weir Type = Riser Cipiti --- ---
Length (ft) = 84.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.79 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (tc) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 665.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.10 1,559 665.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.20 3,117 665.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.30 4,676 665.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.40 6,234 665.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 7,793 665.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.60 9,352 665.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.70 10,910 665.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.80 12,469 665.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.90 14,027 665.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 15,586 666.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.10 17,370 666.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.20 19,155 666.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.30 20,939 666.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.40 22,723 666.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.50 24,508 666.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.60 26,292 666.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.70 28,076 666.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.80 29,860 666.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.90 31,645 666.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 33,429 667.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.10 35,451 667.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.20 37,473 667.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.30 39,495 667.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.40 41,516 667.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
Continues on next page...
SWM / BMP # 1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.50 43,538 667.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.60 45,560 667.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.70 47,582 667.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.80 49,604 667.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.90 51,626 667.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 53,648 668.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.10 55,917 668.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.20 58,186 668.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000
3.30 60,455 668.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000
3.40 62,724 668.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000
3.50 64,993 668.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.60 67,262 668.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.70 69,531 668.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.80 71,800 668.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.90 74,069 668.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.00 76,338 669.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.10 78,862 669.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.20 81,387 669.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.30 83,912 669.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.40 86,437 669.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.50 88,961 669.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.60 91,486 669.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.70 94,011 669.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.80 96,536 669.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.90 99,060 669.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.00 101,585 670.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.10 104,374 670.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.20 107,164 670.20 0.00 0.00 0.00 --- 0.00 0.00 --- - - -- --- 0.000
5.30 109,953 670.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- - - --- 0.000
5.40 112,742 670.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.50 115,531 670.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.60 118,321 670.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.70 121,110 670.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.80 123,899 670.80 0.00 0.00 0.00 --- 0.00 0.00 --- - - --- --- 0.000
5.90 126,688 670.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.00 129,478 671.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.05 131,076 671.05 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.10 132,674 671.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.15 134,272 671.15 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.20 135,871 671.20 0.00 0.00 0.00 --- 0.00 0.00 --- - - --- --- 0.000
6.25 137,469 671.25 0.00 0.00 0.00 --- 0.00 0.00 --- - - --- --- 0.000
6.30 139,067 671.30 0.00 0.00 0.00 --- 0.00 0.00 --- - - --- --- 0.000
6.35 140,665 671.35 0.00 0.00 0.00 --- 0.00 0.00 --- - - --- --- 0.000
6.40 142,264 671.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.45 143,862 671.45 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.50 145,460 671.50 0.00 0.00 0.00 --- 0.00 0.00 --- - - --- --- 0.000
6.55 147,341 671.55 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- - - --- --- 0.006
6.60 149,221 671.60 0.02 is 0.02 is 0.00 --- 0.00 0.00 - - - - - - --- 0.020
6.65 151,102 671.65 0.04 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.042
6.70 152,982 671.70 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- --- --- --- 0.070
6.75 154,863 671.75 0.11 is 0.10 is 0.00 --- 0.00 0.00 --- --- --- --- 0.097
6.80 156,743 671.80 0.12 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- --- 0.115
6.85 158,624 671.85 0.13 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- --- 0.131
6.90 160,504 671.90 0.15 is 0.14 is 0.00 --- 0.00 0.00 --- - - --- --- 0.144
6.95 162,385 671.95 0.16 is 0.16 is 0.00 --- 0.00 0.00 - - - - - - --- 0.155
7.00 164,265 672.00 0.17 is 0.17 is 0.00 --- 0.00 0.00 --- --- --- --- 0.167
7.10 168,451 672.10 0.19 1s 0.19 is 0.00 --- 0.00 0.00 --- --- --- --- 0.187
7.20 172,638 672.20 0.21 is 0.21 is 0.00 --- 0.00 0.00 --- --- --- --- 0.206
7.30 176,824 672.30 0.22 is 0.22 is 0.00 --- 0.00 0.00 --- --- - - --- 0.224
7.40 181,011 672.40 0.24 is 0.24 is 0.00 --- 0.00 0.00 --- --- - - --- 0.241
7.50 185,197 672.50 0.27 is 0.26 is 0.00 --- 0.00 0.00 - - - - --- --- 0.256
7.60 189,383 672.60 0.27 is 0.27 is 0.00 --- 0.00 0.00 --- - - --- - - 0.270
7.70 193,570 672.70 0.29 is 0.28 is 0.00 --- 0.00 0.00 --- --- --- --- 0.285
7.80 197,756 672.80 0.30 is 0.30 is 0.00 --- 0.00 0.00 --- --- --- --- 0.298
7.90 201,943 672.90 0.41 is 0.31 is 0.11 is --- 0.00 0.00 --- --- --- --- 0.414
8.00 206,129 673.00 0.73 is 0.31 is 0.40 is --- 0.00 0.00 --- --- - - --- 0.713
8.10 210,586 673.10 1.20 is 0.31 is 0.86 is --- 0.00 0.00 - - - - - - --- 1.168
8.20 215,043 673.20 1.73 is 0.31 is 1.42 is --- 0.00 0.00 - - --- --- --- 1.726
8.30 219,500 673.30 2.38 is 0.31 is 2.04 is --- 0.00 0.00 - - --- --- --- 2.350
8.40 223,957 673.40 2.94 is 0.31 is 2.63 is --- 0.00 0.00 --- --- --- --- 2.938
8.50 228,415 673.50 3.39 is 0.32 is 3.05 is --- 0.00 0.00 --- --- --- --- 3.370
Continues on next page...
SWM/BMP#1
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cis cfs cfs cfs cfs cfs
8.60 232,872 673.60 3.77 is 0.32 is 3.44 is --- 0.00 0.00 --- --- --- --- 3.768
8.70 237,329 673.70 4.17 is 0.33 is 3.79 is --- 0.00 0.00 --- --- --- --- 4.126
8.80 241,786 673.80 4.45 is 0.34 is 4.12 is --- 0.00 0.00 --- --- --- --- 4.455
8.90 246,243 673.90 4.76 is 0.35 is 4.41 is --- 0.00 0.00 --- --- --- --- 4.760
9.00 250,700 674.00 5.05 is 0.35 is 4.69 is --- 0.00 0.00 --- --- --- --- 5.048
9.10 255,434 674.10 5.32 is 0.36 is 4.96 is --- 0.00 0.00 --- --- --- --- 5.320
9.20 260,169 674.20 5.61 is 0.37 is 5.21 is --- 0.00 0.00 --- --- --- --- 5.578
9.30 264,903 674.30 5.91 is 0.38 is 5.45 is --- 0.00 0.00 --- --- --- --- 5.824
9.40 269,637 674.40 6.06 is 0.39 is 5.67 is --- 0.00 0.00 --- --- --- --- 6.062
9.50 274,372 674.50 6.37 is 0.39 is 5.89 is --- 0.00 0.00 --- --- --- --- 6,288
9.60 279,106 674.60 6.53 is 0.40 is 6.11 is --- 0.00 0.00 --- --- --- --- 6.509
9.70 283,840 674.70 6.72 is 0.41 is 6.31 is --- 0.00 0.00 --- --- --- --- 6.721
9.80 288,575 674.80 7.00 is 0.42 is 6.51 is --- 0.00 0.00 --- --- --- --- 6.927
9.90 293,309 674.90 7.16 is 0.43 is 6.70 is --- 0.00 0.00 --- --- --- --- 7.128
10.00 298,043 675.00 7.32 is 0.43 is 6.89 is --- 0.00 0.00 --- --- --- --- 7.323
10.10 303,061 675.10 7.51 is 0.44 is 7.07 is --- 0.00 0.00 --- --- --- --- 7.512
10.20 308,079 675.20 7.80 is 0.45 is 7.25 is --- 0.00 0.00 --- --- --- --- 7.697
10.30 313,097 675.30 7.96 is 0.46 is 7.42 is --- 0.00 0.00 --- --- --- --- 7.878
10.40 318,115 675.40 8.12 is 0.46 is 7.59 is --- 0.00 0.00 --- --- --- --- 8.054
10.50 323,133 675.50 8.28 is 0.47 is 7.76 is --- 0.00 0.00 --- --- --- --- 8,227
10.60 328,150 675.60 10.00 is 0.47 is 7.92 is --- 1.51 0.00 --- --- --- --- 9,899
10.70 333,168 675.70 12.70 is 0.45 is 7.96 is --- 4.29 0.00 --- --- --- --- 12.70
10.80 338,186 675.80 15.80 is 0.42 is 7.49 is --- 7.88 0.00 --- --- --- --- 15.80
10.90 343,204 675.90 19.24 is 0.38 is 6.73 is --- 12.13 0.00 --- --- --- --- 19.24
11.00 348,222 676.00 22.85 is 0.32 is 5.56 is --- 16.97 0.00 -- --- --- --- 22.85
11.10 353,495 676.10 26.29 is 0.22 is 3.83 is --- 22.25s 0.00 --- --- --- --- 26,29
11.20 358,769 676.20 27.57 is 0.18 is 3.09 is --- 24.30s 0.00 --- --- --- --- 27.57
11.30 364,042 676.30 28.40 is 0.15 is 2.64 is --- 25.61 s 0.00 --- --- --- --- 28.40
11.40 369,315 676.40 29.06 is 0.13 is 2.30 is --- 26.63s 0.00 --- --- --- --- 29.06
11.50 374,588 676.50 29.63 is 0.12 is 2.04 is --- 27.47s 0.00 --- --- --- --- 29.62
11.60 379,862 676.60 30.13 is 0.10 is 1.83 is --- 28.20s 0.00 --- --- --- --- 30.13
11.70 385,135 676.70 30.60 is 0.09 is 1.65 is --- 28.85s 0.00 --- --- --- --- 30.59
11.80 390,408 676.80 31.04 is 0.09 is 1.51 is --- 29.43s 0.00 --- --- --- --- 31.03
11.90 395,681 676.90 31.45 is 0.08 is 1.38 is --- 29.99s 0.00 --- --- --- --- 31.45
12.00 400,955 677.00 31.86 is 0.07 is 1.28 is --- 30.50s 0.00 --- --- --- --- 31.85
12.10 406,454 677.10 32.24 is 0.07 is 1.19 is --- 30.98s 0.00 --- --- --- --- 32.23
12.20 411,954 677.20 32.62 is 0.06 is 1.11 is --- 31.45s 0.00 --- --- --- --- 32.62
12.30 417,454 677.30 32.99 is 0.06 is 1.04 is --- 31.87s 0.00 --- --- --- --- 32.96
12.40 422,954 677.40 33.35 is 0.06 is 0.97 is --- 32.32s 0.00 --- --- --- --- 33.35
12.50 428,453 677.50 33.71 is 0.05 is 0.92 is --- 32.72s 0.00 --- --- --- --- 33.69
12.60 433,953 677.60 34.06 is 0.05 is 0.87 is --- 33.12s 0.00 --- --- --- --- 34.04
12.70 439,453 677.70 34.40 is 0.05 is 0.82 is --- 33.49s 0.00 --- --- --- --- 34.36
12.80 444,953 677.80 34.74 is 0.04 is 0.79 is --- 33.90s 0.00 --- --- --- --- 34.73
12.90 450,452 677.90 35.07 is 0.04 is 0.75 is --- 34.27s 0.00 --- --- --- --- 35.06
13.00 455,952 678.00 35.41 is 0.04 is 0.71 is --- 34.60s 0.00 --- --- --- --- 35.36
13.10 461,683 678.10 35.73 is 0.04 is 0.69 is --- 35.00s 1.90 --- --- --- --- 37.63
13.20 467,415 678.20 36.06 is 0.04 is 0.66 is --- 35.36s 5.36 --- --- --- --- 41.42
13.30 473,146 678.30 36.38 is 0.04 is 0.63 is --- 35.70s 9.86 --- --- --- --- 46.23
13.40 478,878 678.40 36.69 is 0.03 is 0.61 is --- 36.03s 15.17 --- --- --- --- 51.85
13.50 484,609 678.50 37.01 is 0.03 is 0.58 is --- 36.33s 21.21 --- --- --- --- 58.15
13.60 490,340 678.60 37.32 is 0.03 is 0.57 is --- 36.72s 27.88 --- --- --- --- 65.19
13.70 496,072 678.70 37.62 is 0.03 is 0.54 is --- 36.99s 35.13 --- --- --- --- 72,70
13.80 501,803 678.80 37.93 is 0.03 is 0.53 is --- 37.29s 42.92 --- --- --- --- 80.76
13.90 507,535 678.90 38.23 is 0.03 is 0.51 is --- 37.58s 51.21 --- --- --- --- 89.33
14.00 513,266 679.00 38.53 is 0.03 is 0.49 is --- 37.87s 60.00 --- --- --- --- 98,39
14.10 519,234 679.10 38.83 is 0.03 is 0.48 is --- 38.32s 69.22 --- --- --- --- 108.05
14.20 525,203 679.20 39.12 is 0.03 is 0.46 is --- 38.49s 78.87 --- --- --- --- 117.84
14.30 531,171 679.30 39.42 is 0.03 is 0.45 is --- 38.78s 88.93 --- --- --- --- 128.18
14.40 537,139 679.40 39.71 is 0.02 is 0.44 is --- 39.14s 99.38 --- --- --- --- 138.98
14.50 543,107 679.50 40.00 is 0.02 is 0.43 is --- 39.48s 110.21 --- --- --- --- 150.15
14.60 549,076 679.60 40.28 is 0.02 is 0.42 is --- 39.71s 121.41 --- --- --- --- 161.56
14.70 555,044 679.70 40.57 is 0.02 is 0.41 is --- 40.09s 132.97 --- --- --- --- 173.49
14.80 561,012 679.80 40.85 is 0.02 is 0.40 is --- 40.23s 144.87 --- --- --- --- 185.52
14.90 566,980 679.90 41.13 is 0.02 is 0.39 is --- 40.49s 157.11 --- --- --- --- 198.01
15.00 572,949 680.00 41.41 is 0.02 is 0.38 is --- 40.88s 169.71 --- --- --- --- 210.98
..End
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Appendix
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 6, 2009
Pond No. 10 - BMP # 1 FOREBAY
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 665.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 665.00 2,313 0 0
1.00 666.00 2,779 2,546 2,546
2.00 667.00 3,284 3,032 5,578
3.00 668.00 3,832 3,558 9,136
4.00 669.00 4,423 4,128 13,263
5.00 670.00 5,059 4,741 18,004
6.00 671.00 5,740 5,400 23,404
6.50 671.50 7,150 3,223 26,626
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Odfice outflows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 665.00 - - --- --- --- --- -- --- --- --- --- 0.000
1.00 2,546 666.00 --- --- --- --- --- --- --- --- --- --- 0.000
2.00 5,578 667.00 --- --- --- --- --- - - --- --- °-- °-- 0.000
3.00 9,136 668.00 --- --- --- --- --- --- --- --- --- --- 0.000
4.00 13,263 669.00 --- --- - - --- --- --- --- --- --° --- 0.000
5.00 18,004 670.00 --- --- --- --- --- --- --- --- --- --- 0.000
6.00 23,404 671.00 --- --- --- --- --- --- --- --- --- - - 0.000
6.50 26,626 671.50 - - --- --- --- --- --- --- --- - ° - - 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 6, 2009
Pond No. 11 - BMP # 1 MAIN POOL
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 665.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 665.00 12,177 0 0
1.00 666.00 13,903 13,040 13,040
2.00 667.00 15,720 14,812 27,852
3.00 668.00 17,601 16,661 44,512
4.00 669.00 19,524 18,563 63,075
5.00 670.00 21,489 20,507 83,581
6.00 671.00 23,497 22,493 106,074
6.50 671.50 27,543 12,760 118,834
Culvert I Orifice Structures Weir Structures
[A] [Bl [C] [PrfRSr] [A] [B] [C] [D]
Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = ___ ___ ___ ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cis cfs cfs cfs cis cis cfs cfs cis cis
0.00 0 665.00 0.00 --- --- --- ___ -__ --- ___ ___ 0.000
1.00 13,040 666.00 0.00 --- --- --- --- --- --- --- -- -- 0.000
2.00 27,852 667.00 0.00 --- --- --- --- --- -- -- -- - 0.000
3.00 44,512 668.00 0.00 --- --- --- --- --- --- -- --- --- 0.000
4.00 63,075 669.00 0.00 --- --- --_ ___ ___ __- ___ ___ ___ 0.000
5.00 83,581 670.00 0.00 --- --- --- -- --- --- --- --- -- 0.000
6.00 106,074 671.00 0.00 --- --- --- --- --- -- --- --- - 0.000
6.50 118,834 671.50 0.00 --- --- --- --- --- --- --- --- --- 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 6, 2009
Pond No. 12 - BMP # 1 WET POND
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 665.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 665.00 14,490 0 0
1.00 666.00 16,682 15,586 15,586
2.00 667.00 19,004 17,843 33,429
3.00 668.00 21,433 20,219 53,648
4.00 669.00 23,947 22,690 76,338
5.00 670.00 26,548 25,248 101,585
6.00 671.00 29,237 27,893 129,478
6.50 671.50 34,693 15,983 145,460
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 665.00 --- --- --- --- --- - - --- --- --- --- 0.000
1.00 15,586 666.00 --- --- --- --- --- --- --- --- --- --- 0.000
2.00 33,429 667.00 --- --- --- --- --- --- - - --- --- ° - 0.000
3.00 53,648 668.00 --- --- --- --- --- --- - - --- --- - - 0.000
4.00 76,338 669.00 --- --- --- --- --- --- --- --- - - --- 0.000
5.00 101,585 670.00 --- --- --- --- --- --- --- - - - - --- 0.000
6.00 129,478 671.00 --- --- --- --- --- - - --- --- --- --- 0.000
6.50 145,460 671.50 - - --- --- --- --- - - --- --- --- --- 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 6, 2009
Pond No. 13 - BMP # 1 DETENTION POND
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 671.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 671.50 34,693 0 0
0.50 672.00 40,527 18,784 18,784
1.50 673.00 43,201 41,853 60,637
2.50 674.00 45,941 44,560 105,197
3.50 675.00 48,745 47,331 152,528
4.50 676.00 51,613 50,167 202,695
5.50 677.00 53,852 52,723 255,418
6.50 678.00 56,143 54,988 310,406
7.50 679.00 58,485 57,304 367,711
8.50 680.00 60,880 59,673 427,383
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 671.50 --- --- --- --- --- --- --- ---
0.05 1,878 671.55 --- --- --- - - --- --- --- ---
0.10 3,757 671.60 --- --- --- --- --- --- --- ---
0.15 5,635 671.65 --- - - --- --- --- --- --- ---
0.20 7,514 671.70 --- --- --- --- --- --- --- ---
0.25 9,392 671.75 --- --- --- --- --- --- --- ---
0.30 11,271 671.80 --- --- --- - - --- --- --- ---
0.35 13,149 671.85 --- --- --- --- --- --- --- ---
0.40 15,027 671.90 --- --- --- --- --- --- --- ---
0.45 16,906 671.95 --- --- --- --- --- --- --- ---
0.50 18,784 672.00 --- --- --- --- --- --- --- ---
0.60 22,970 672.10 --- --- --- --- --- --- --- ---
0.70 27,155 672.20 --- --- --- --- --- --- --- ---
0.80 31,340 672.30 --- --- --- --- --- --- --- ---
0.90 35,525 672.40 --- --- --- --- --- --- --- ---
1.00 39,711 672.50 --- --- --- --- --- --- --- ---
1.10 43,896 672.60 --- --- --- --- - --- --- ---
1.20 48,081 672.70 --- --- --- --- --- --- --- ---
TPV 1.30 52`266 672.80 --- --- --- --- --- --- --- ---
1.40 56,452 672.90 --- --- --- --- --- --- --- ---
1.50 60,637 673.00 --- --- --- --- --- --- --- ---
1.60 65,093 673.10 --- --- --- --- --- --- --- ---
1.70 69,549 673.20 --- --- --- --- --- --- --- ---
1.80 74,005 673.30 --- --- --- --- --- --- --- ---
1.90 78,461 673.40 --- --- --- --- --- --- --- ---
2.00 82,917 673.50 --- --- --- --- --- --- --- ---
2.10 87,373 673.60 --- --- --- --- --- --- --- ---
2.20 91,829 673.70 --- - - --- --- --- --- --- ---
2.30 96,285 673.80 --- --- --- --- --- --- --- ---
2.40 100,741 673.90 --- --- --- --- --- --- --- ---
2.50 105,197 674.00 --- --- --- --- --- --- --- ---
2.60 109,930 674.10 --- --- --- --- --- --- -- --
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
Continues on next page...
BMP # 1 _ DETENTION POND
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft Cuft ft Cfs cfs cfs cfs cfs cfs cfs cfs cfs Cfs cfs
2.70 114,663 674.20 --- --- --- --- --- --- --- --- --- --- 0.000
2.80 119,396 674.30 --- --- --- --- --- --- --- --- --- --- 0.000
2.90 124,129 674.40 --- --- --- --- --- --- --- --- --- --- 0.000
3.00 128,862 674.50 --- --- --- --- --- --- --- --- --- --- 0.000
3.10 133,595 674.60 --- --- --- --- --- --- --- --- --- --- 0.000
3.20 138,328 674.70 --- --- --- --- --- --- --- --- --- --- 0.000
3.30 143,062 674.80 --- --- --- --- --- --- --- --- --- --- 0.000
3.40 147,795 674.90 --- --- --- --- --- --- --- --- --- --- 0.000
3.50 152,528 675.00 --- --- --- --- --- --- --- --- --- --- 0.000
3.60 157,545 675.10 --- --- --- --- --- --- --- --- --- --- 0.000
3.70 162,561 675.20 __ ___ ___ ___ ___ ___ --_ _-- 0.000
3.80 167,578 675.30 --- --- --- --- --- --- --- --- --- --- 0.000
3.90 172,595 675.40 --- --- --- --- --- --- --- --- --- --- 0.000
4.00 177,611 675.50 --- --- --- --- --- --- --- --- --- --- 0.000
4.10 182,628 675.60 --- --- --- --- --- --- --- --- --- --- 0.000
4.20 187,645 675.70 --- --- --- --- --- --- --- --- --- --- 0.000
.30
4 192,662 675.80 - - - --- -- --- - --- -- --- ---
0.000
4.40 197,678 675.90 --- --- --- --- --- --- - --- --- --- 0.000
4.50 202,695 676.00 --- --- --- --- --- --- --- --- --- --- 0.000
4.60 207,967 676.10 --- --- --- --- --- --- --- --- --- --- 0.000
4.70 213,240 676.20 --- --- --- --- --- --- --- --- --- --- 0.000
4.80 218,512 676.30 --- --- --- --- --- --- --- --- --- --- 0.000
4.90 223,784 676.40 --- --- --- --- --- --- --- --- --- --- 0.000
5.00 229,057 676.50 --- --- --- --- --- --- --- --- --- --- 0.000
5.10 234,329 676.60 --- --- --- --- --- --- --- --- --- --- 0.000
5.20 239,601 676.70 --- --- --- --- --- --- --- --- --- --- 0.000
5.30 244,874 676.80 --- --- --- --- --- --- --- --- --- --- 0.000
5.40 250,146 676.90 --- --- --- --- --- --- --- --- --- --- 0.000
5.50 255,418 677.00 --- --- --- --- --- --- --- --- --- --- 0.000
5.60 260,917 677.10 --- --- --- --- --- --- --- --- --- - 0.000
5.70 266,416 677.20 --- --- --- --- --- --- --- --- --- - - 0.000
5.80 271,915 677.30 --- --- --- --- --- --- --- --- --- - - 0.000
5.90 277,414 677.40 --- --- --- --- --- --- --- --- --- --- 0.000
6.00 282,912 677.50 --- --- --- --- --- --- --- --- --- --- 0.000
6.10 288,411 677.60 --- - - --- --- --- --- --- --- --- --- 0.000
6.20 293,910 677.70 --- --- --- --- --- --- --- --- --- --- 0.000
6.30 299,409 677.80 --- --- --- --- --- --- --- --- --- --- 0.000
6.40 304,908 677.90 --- --- --- --- --- --- --- --- --- --- 0.000
6.50 310,406 678.00 --- --- --- --- --- --- --- --- --- --- 0.000
6.60 316,137 678.10 --- --- --- --- --- --- --- --- --- --- 0.000
6.70 321,867 678.20 --- --- --- --- --- --- --- --- --- --- 0.000
6.80 327,598 678.30 --- --- --- --- --- --- --- --- --- --- 0.000
6.90 333,328 678.40 --- --- --- --- --- --- --- --- --- --- 0.000
7.00 339,058 678.50 --- --- --- --- - - --- --- --- --- --- 0.000
7.10 344,789 678.60 --- --- --- --- - - --- --- --- --- --- 0.000
7.20 350,519 678.70 --- --- --- --- --- --- --- --- --- --- 0.000
7.30 356,250 678.80 --- --- --- --- --- --- --- --- --- --- 0.000
7.40 361,980 678.90 --- --- --- --- --- --- --- --- --- --- 0.000
7.50 367,711 679.00 --- --- --- --- --- --- --- --- --- --- 0.000
7.60 373,678 679.10 --- --- --- --- --- --- --- --- --- --- 0.000
7.70 379,645 679.20 --- --- --- --- --- --- --- --- --- --- 0.000
7.80 385,612 679.30 --- --- --- --- --- --- --- --- --- --- 0.000
7.90 391,580 679.40 --- --- --- --- --- --- --- --- --- --- 0.000
8.00 397,547 679.50 --- --- --- --- --- --- --- --- --- --- 0.000
8.10 403,514 679.60 --- --- --- --- --- --- --- --- --- - - 0.000
8.20 409,481 679.70 --- --- --- --- --- -- --- --- --- - - 0.000
8.30 415,449 679.80 --- --- --- --- --- --- --- --- --- --- 0.000
8.40 421,416 679.90 --- - - --- --- --- --- --- --- --- --- 0.000
8.50 427,383 680.00 --- - - --- --- --- --- --- --- --- --- 0.000
...End