HomeMy WebLinkAbout07-61P The Hillstead IWA/CC h
RECEIVED
OCT 16 7007
TOWN OF SOUTH WINDSOR South Windsor
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
INLAND WETLANDS, WATERCOURSES AND CONSERcV�ATION APPLICATION
Application# 0 Date Received I I I' u
-41
INSTRUCTIONS
1. Fifteen applications (15) with map and plans (2 copies) shall be submitted together with the fee set forth
in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See
Regulations, Section VII-X)
2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with
respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII-X)
3. The applicant understands that this application is to be considered complete only when all information and
documents required by the Agency have been submitted. The applicant shall also complete the state filing
form.
A. Applicant's Name: The South Windsor Housing Authority&The Metro Realty Group,Ltd.c/o Mr.Geoff Sager,President
Address: 1540 Sullivan Avenue,South Windsor,CT 06074;6 Executive Drive,Suite 100;Farmington,CT 06032
Phone: (home) (work) 860-644-3082 (fax) 860-677-6919 (Metro)
860-674-5629 (Metro)
B. Legal owner's name: Gerber Scientific, Inc.
Address: 83 Gerber Road, South Windsor, CT 06074
Phone (home) (work) 860-644-1551 (fax)
(List additional owners, addresses, and phone numbers on back of application)
C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed
regulated activity set forth in the application must accompany this form and will be part of the application.
D. Project Name (if any): The Hillstead
Project Address 25 Gerber Road
1. Contact Person(if further information is needed)
Karen M. Isherwood, P.E., Design Professionals, Inc. 291-8755
E. The geographical location of the property which is to be affected by the proposed regulated activities
including a description of the land in sufficient detail to allow identification of the property on the Inland
Wetland and Watercourse Map.
Assessor's map# 55 Parcel # 71-1 Zone I
1
s
F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if
necessary) SEE ATTACHED.
G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that
an application is pending before the Agency?
❑ ** (you are required to supply a copy of the letter with the list of the names of the abutters).**
H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet
and types of fill and the time element involved:
The development of an elderly apartment complex, including 4 residential buildings, a community building,
associated parking, roads, and utilities. There are no wetlands on site, so there is not an Upland Review
Area.
I. A class A-2 map of the property drawn to 1"=40', showing the area to be developed, extent of the wetlands
and watercourses affected, topography, existing and proposed activities and names and locations of adjacent
property owners must be submitted.
J. Amount of regulated area disturbance (within upland review area or regulated buffers) 0 SF.
K. Acreage of wetlands and watercourses in regulated areas to be altered: 0
L. Acreage of wetlands and watercourses to be created: 0
M. Lineal feet of proposed stream alteration: 0
N. Total land area of project and percentage, which is wetlands: Total land area = 9.579 acres/0.0% wetlands
(0.00 acres+/-).
O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the
proposed activity set forth in this application. (These may include but not be limited to, local Planning &
Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other
State, Local or Federal Permits.) NONE
P. The applicant (or designated representative) hereby attests that a sign will be posted at the following
location(s) Kelly Road, Gerber Road East, & Gerber Road West by DPI
on or before the following date: as directed by Town Staff
Signature: - N mi
�JESIC�N S�o'F'�S51oNAt S, ING.
2
R
These signs must be displayed continuously for at least ten (10) days prior to scheduled meeting (see
Regulations, Section 7.3a)
The undersigned hereby applies for the regulated activities listed in paragraph H above, for a Inland Wetlands,
Watercourses and Conservation permit for the property described herein and confirms that:
1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations
of the Town of South Windsor.
2. She/he understands that at any time during the review period, the Agency may require the applicant to
provide more information about the wetlands and/or watercourses in question and/or any proposed activity.
3. All information submitted in the application for review shall be considered factual, or in the case of
anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to provide correct
information, or performance exceeding the levels of activity anticipated, shall be sufficient grounds for
revocation of any permit under these regulations.
4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and
Conservation Commission members and/or its representative to enter the portions of the premises which are
subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits
oft appli tion oth before and after a final decision has been issued.
Sign re of Owner of Property - Date
/-
�
Signatur of App ca t
Date
3
SOW N Sf4
Town O-P SoitdA
� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
SOR-CO � TELEPHONE (860) 644-2511
November 7, 2007
Karen Isherwood, P.E.
Design Professionals_
P.O. Box 1167
South Windsor, CT 06074
Dear Ms. Isherwood:
RE: Appl. # 07-61P- The Hillstead Senior Residence- 25 Gerber Road
At the November 7, 2007 regular meeting, the Inland Wetlands Agency/Conservation
Commission approved application Appl. #07-61P — The Hillstead Senior Residence — 25
Gerber Road — Conservation Commission application for the construction of a 88 unit
senior residence development and associated improvements on property located
southerly of Kelly Road and easterly of Gerber Road West. I-Industrial Zone.
This approval is subject to the following conditions:
1. The final approved copy of the entire set of plans and this letter reproduced
thereon must be submitted to the Planning Department. This must be
completed within 65 days of approval prior to any construction activity on the
site. Plans submitted to Planning & Zoning Commission shall, be considered
having met this requirement.
2. The application shall indemnify and hold harmless the Town of South Windsor
against any liability, which might result from the proposed operation or use.
3. The permit is valid for five years and shall expire on November 7, 2012. It is the
landowner(s)/applicant(s) responsibility to track expiration dates and notify the
Commission of a renewal request at least 65 days prior to expiration.
4. All approvals required must be obtained and submitted prior to any activity on
the site.
5. A contact person shall be identified on the plans.
it
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AN RECEIVED
SHIPMAN &GOODWINLLP- NUV OQ Z007
COUNSELORS AT LAW SouthWinasor
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
Christopher j. Smith
Phone: (860)251-5606
Fax: (860)251-5318
cjsmithagoodwin.com
November 7, 2007
Hand Delivered
Inland Wetlands Commission
of the Town of South Windsor
Attn: Mr. Jeffrey H. Folger, Environmental Planner/Conservation Officer
1540 Sullivan Avenue
South Windsor, CT 06074
Re: Application Number 07-61P: Application for approval of regulated
activities associated with a proposed eighty-eight (88) unit elderly assisted
housing community on real property designated Assessor's Map #55,
Parcel#71-1, known as 25 Gerber Road, located in South Windsor,
Connecticut ("subject property") submitted by co-applicants Metro Realty
Group, Ltd, and the Housing Authority of the Town of South Windsor,
Connecticut (collectively, "Applicant"), to the Inland Wetlands
Agency/Conservation Commission of the Town of South Windsor,
Connecticut ("Commission").
Dear Mr. Folger:
Enclosed please find copies of the Notice to Abutters, the List of Property
Owners, the Certificate of Mailing list, the Certificate of Mailing receipts and the
Certified mail receipts that we've received to date regarding the above-referenced
application. The engineer, Design Professionals, will submit the original Certified mail
receipts, Certificate of Mailing list and Certificate of Mailing receipts at the meeting
this evening.
If you have any questions or would like additional information, please call the
undersigned at 860.251.5606, or Peter DeMallie of Design Professionals at
860.291.8755.
One Constitution Plaza Hartford,Connecticut 06103-1919 www.shipmangoodwin.com
Thank you for your cooperation and assistance concerning this matter.
Very truly yours,
Christopher J. Smith
Enclosures
CJS/enc
cc: Metro Realty Group, Ltd
Peter R. DeMallie, Design Professionals
South Windsor Housing Authority
SHIPMAN &GOODWINLLP
COUNSELORS AT LAW
Christopher J.Smith RECEIVE®
Phone:(860)251-5606
Fax:(860)251-5318 OCT 2 s Z007
cismithCc�goodwin.com
October 18, 2007
01 LAS CER AT ON COMMISSION
Certified Mailing /Return Receipt Requested and
Certificate of Mailing
Inland Wetlands Commission
Of the Town of Vernon
Attn: Stephen Taylor, Chairman
14 Park Place
Vernon, CT 06066
Re: Notice of filing of Application for approval of regulated activities
associated with a proposed eighty-eight (88) unit elderly assisted housing
community on real property designated Assessor's Map#55, Parcel #71-1,
known as 25 Gerber Road, located in South Windsor, Connecticut ("subject
property"). The subject property is located within five hundred (500) feet
of the Town of Vernon, Connecticut. Application submitted by co-
applicants Metro Realty Group, Ltd, and the Housing Authority of the
Town of South Windsor, Connecticut (collectively, "Applicant"), to the
Inland Wetlands Agency/Conservation Commission of the Town of South
Windsor, Connecticut ("Commission").
Notice provided pursuant to Section 7.3(M) of the Town of South
Windsor's Inland Welland/Watercourse and Conservation Regulations, and
Section 8-7d of the Connecticut General Statutes (collectively, "Notice
Requirements").
Dear Chairperson Stephen Taylor:
Please be advised that the undersigned law firm represents Metro Realty Group,
Ltd. concerning the above-referenced Application. Notice of the filing of this
Application is hereby provided pursuant to the above-referenced Notice Requirements.
This notice is required because the subject property is located within five hundred (500)
feet of the Town of Vernon, Connecticut. For your convenience, a copy of the
Application, along with excerpts from the support plans, are enclosed.
ONE CONSTITUTION PLAZA ! HARTFORD,CONNECTICUT 06103-1919 860-251-5000 I WWW.SHIPMANGOODWIN.COM
RECEIVED
l-
OCTa 2 3 Z007
SOUTH WINDSOR PLANNING DEPT. SH I PMAN&GOODW I N L Lew
COUNSELORS AT LAW
Christopher j. Smith
Phone: (860)251-5606
Fax: (860)251-5318
cismithCc)600dwin.com
October 19, 2007
Certified Mailing /Return Receipt Requested and
Certificate of Mailing
TO: Abutters of 25 Gerber Road,South Windsor, Connecticut.
Re: Notice of filing of Application for approval of regulated activities associated
with a proposed eighty-eight (88) unit elderly assisted housing community on T
real property designated Assessor's Map #55, Parcel #71-1, known as 25
Gerber Road, located in South Windsor, Connecticut ("subject property").
Application submitted by co-applicants Metro Realty Group, Ltd, and the
Housing Authority of the Town of South Windsor, Connecticut (collectively,
"Applicant"), to the Inland Wetlands Agency/Conservation Commission of the
Town of South Windsor, Connecticut ("Commission").
Notice provided pursuant to Section 7.3(B) of the Town of South Windsor's
Inland Wetland/Watercourse and Conservation Regulations, and Section 8-7d of
the Connecticut General Statutes (collectively, "Notice Requirements").
Dear Abutters:
Please be advised that the undersigned law firm represents Metro Realty Group,
Ltd. concerning the above-referenced Application. Notice of the filing of this
Application is hereby provided pursuant to the above-referenced Notice Requirements.
This notice is required because your property abuts the subject property.
A full copy of the Application is on file in the offices of the Inland Wetlands
Agency/Conservation Commission of the Town of South Windsor, Connecticut. If you
have any questions or would like additional information, please call the undersigned at
860.251.5606, or Peter DeMallie of Design Professionals at 860.291.8755.
Thank you.
eV ly yours
hristophe J. Smith
One Constitution Plaza Hartford,Connecticut 06103-1919 www.shipmangoodwin.com
cc: Metro Realty Group, Ltd
Peter R. DeMallie, Design Professionals
South Windsor Housing Authority /
South Windsor Inland Wetlands Agency/Conservation Commission ✓
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0 EXISTING IRON PIN
• MONUMENT TO BE SET
EXISTING MONUMENT
EXISTING UTILITY POLE
= EXISTING CATCH BASIN AND PIPE
PROPOSED CATCH BASIN AND PIPE
• PROPOSED STORM MANHOLE
EXISTING SANITARY MANHOLE AND PIPE
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MEMORANDUM
To: South Windsor Inland Wetland/Conservation Commission.
From: Jeffrey H. Folger—Environmental Planner/Conservation Officer
Date: November 1, 2007
Re: Appl. #07-61 P -Review of the proposed Hillstead Senior Apartment Complex—
Kelley Road and Gerber Road, Plans dated 10/16/07.
The project is to construct an 88 unit senior apartment complex on 9.5 acres. There are
no wetlands on the site and no disturbance within the URA.
Site: The site is located in the Hockanum River watershed directly adjacent to 1-84 and
the Vernon town line. The parcel is comprised of 9.5 acres.
The site is an early to mid successional mixed hardwood and shrub forest and old field
habitat. Native and exotic invasive species are present on the site. The site shows
evidence of past excavations. The land slopes moderately from northwest to southeast.
An entrance drive exists on both the western and eastern boundaries of the parcel.
Impacts:
The site is comprised Cheshire Fine Sandy Loam(CsB), 3 to 8% slopes. This soil is
described as well drained fine to medium sands and gravels. Erosion potential is
expected to be low because of the sandy soil and high percolation rate. Proposed erosion
controls should be adequate. The E&S narrative describes using temporary interior berms
to compartmentalize the site.
Grading on the site will result in a three-tiered terrace configuration with berms placed
along to outer perimeter which will be planted with landscape trees and shrubs. The
grading activities will proceed from west to east in the middle of the site. The
construction narrative describes the sequence of activities with the construction of the
detention basin as a temporary sediment basin prior to sub-grade removal. The grading
plan will result in the removal of most of the existing trees on the site.
Stormwater is planned to be through catchbasins with 4-foot sumps to a gross particle
separator, into a detention basin/biofilter that would connect to the existing storm system.
This consists of a 36"'concrete pipe discharging to an energy dissipater on State land next
to the highway. This leads to a riprap swale that goes underneath the highway and into
the Hockanum.
I have recommended that an underdrain be installed at the outlet of the basin to prevent
standing pools of water occurring for longer than two to three days.
There is a area southwest of the proposed detention basin that contains contaminated soil
from historic discharges into the then existing septic system. This area should not be
subjected to any additional groundwater movement. A clay liner should be applied to the
bottom and west side of the basin to prevent movement of groundwater toward the
contaminated area.
Cheshire Series(63)
The Cheshire series consists of deep,well drained, -1 soils formed is friable,glacud
till ftm Triassic materials, Twy are nearly level to strongly sloping soils on till plains,s,low
ridges and drurnloidal landforms. These sails developed in glacial till derived manly from
reddish Triassic sandstone,conglomerate,and shale with some
T . ,these sow have a dark brown fine wady loam surface lager 8 inches thick, The
subsoil from 8 to 26 inches is reddish brown,friable fine sandy 1 'Me substratum from 26 to
60 inches is reddish brown.fable,gravelly sandy loam.
Cheshire snails are well drained. The water table is commonly at a depth ofmore than 6 fed.
Surface runoff is slow to medium. Permeability is moderate in the surface layer and subsoil and
moderate or moderately rapid in the sub
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•Wetland Delineation -Wet and&Aquatic Evaluation - Mitigation J
• Natural Resource Inventory - Pennit Assistance - bq�ort Testimony
September 20, 2007
The Metro Realty Group
Ann.- Mr. Gea Sager
6 Executive Drive
Farmington,CT 06032
Re.r Ael&,Rbad So&d� Wndsm, CT
CFJob.*07-70
Dear Geoff,
At your request on September 20, 2007 1 inspected the above-referenced property
for the purpose of determining whether it contains any regulated we ands or
watercourses. I inspected the on-site soils with a soil auger.
The property supports an early successional shrub thicket young Brest and grass
lawn, The soft on the property belong to the non wetland.well drained Cheshire
fine sandy loom series(see attachmend.
used upon my inspection, I have determined that the subject property contains no
regulated wetlands or watercourses.
Please do not hesitate to contact me I you have any questions regarding this
correspondence.
VW fly yours,
Connecticut Ecosystems LLC
Edward M.PaMok
Registered Soil Scientist
Certffied Professional Wetiand Scientist
38 Westland Avenue - West Harfford,CT 06107
Phone(860)561-8598 - Im(80 561-0223 - emil ecosys6comcastnet
SI-IIPMAN&GOODWIN ELF
COUNSELORS AT LAW
Christopher j. Smith
Phone:(860) 251-5606
Fax: (860)251-5318
dsmith(@goodwin.com
October 19, 2007
Certified Mailing / Return Receipt Requested and
Certificate of Mailing
TO: Abutters of 25 Gerber Road, South Windsor, Connecticut.
Re: Notice of filing of Application for approval of regulated activities associated
with a proposed eighty-eight (88) unit elderly assisted housing community on
real property designated Assessor's Map #55, Parcel #71-1, known as 25
Gerber Road, located in South Windsor, Connecticut ("subject property").
Application submitted by co-applicants Metro Realty Group, Ltd, and the
Housing Authority of the Town of South Windsor, Connecticut (collectively,
"Applicant"), to the Inland Wetlands Agency/Conservation Commission of the
Town of South Windsor, Connecticut ("Commission").
Notice provided pursuant to Section 7.3(B) of the Town of South Windsor's
Inland Wetland/Watercourse and Conservation Regulations, and Section 8-7d of
the Connecticut General Statutes (collectively, "Notice Requirements").
Dear Abutters:
Please be advised that the undersigned law firm represents Metro Realty Group,
Ltd. concerning the above-referenced Application. Notice of the filing of this
Application is hereby provided pursuant to the above-referenced Notice Requirements.
This notice is required because your property abuts the subject property.
A full copy of the Application is on file in the offices of the Inland Wetlands
Agency/Conservation Commission of the Town of South Windsor, Connecticut. If you
have any questions or would like additional information, please call the undersigned at
860.251.5606, or Peter DeMallie of Design Professionals at 860.291.8755.
Thank you.
V my yours
hristophe J. Smith
One Constitution Plaza Hartford,Connecticut 06103-1919 www.shipmangoodwin.com
L
P.O.BOX 1167
42S SUWVAN AVENUE
SOUTH WINDSOR,CT 06074
PHONE:860.291.8755
FAX:8onalsi c.co 7
www.designprofessionalsinc.com
CIVIL &TRAFFIC ENGINEERS I PLANNERS I SURVEYORS 1613 ANALYSTS I LANDSCAPE ARCHITECTS
Direct Abutters
Application of-
The Metro Realty Group Ltd. & The South Windsor Housing Authority
25 Gerber Road
DPI Project No. 2525
May Lot No. Property Owner Mailin Address
55 72 Gerber Scientific,Inc.c/o Jim Kelley 83 Gerber Road,South Windsor,CT 06074
55 73 Gerber Scientific,Inc.c/o Jim Kelley 83 Gerber Road,South Windsor,CT 06074
:
P.O. BOX 1167
425 SULLIVAN AVENUE
SOUTH WINDSOR,CT 06074
PHONE 860.291.8755
FAX:860.291.875 7
www.designprofessionalsinc.com
CIVIL &TRAFFIC ENGINEERS/PLANNERS I SURVEYORS/013 ANALYSTS/ LANDSCAPE ARCHITECTS
Transmitted via certified mail
October 16,2007
• Dear Current Abutting Property Owner:
Re: The Hillstead
25 Gerber Road
South Windsor,Connecticut
DPI Project No.2525
In accordance with Section 7.3b of the"Town of South Windsor Inland Wetlands,Watercourses,and
Conservation Regulations",we are required to notify you that an application has been filed on the property
abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission.The
application and plans are on file with the South Windsor Planning Department.
As an abutting property owner you are invited to the hearing to ask questions and/or give comments,
however,you are not required to attend.You may also submit written comments regarding the application
prior to the hearing if you so desire.For further information regarding the specific date this will hear please
contact Jeff Folger,Environmental Planner/Conservation Officer,Planning Department,644-2511,ext.
253.
Furthermore,in accordance with regulations of the Planning&Zoning Commission,we are required to
notify you that an application has been filed on the property abutting yours and is subject to a hearing(s)by
the Planning&Zoning Commission. The applications and plans are on file with the South Windsor
Planning Department in the Town Hall.
As an abutting property owner you are invited to the hearing(s)to ask questions and/or give comments,
however,you are not required to attend. You may also submit written comments regarding the
application(s)prior to the meeting if you so desire. For further information regarding the specific date this
application will be heard,please contact Michele Lipe,Deputy Planning Director,at the South Windsor
Planning Department at 644-2511,ext.252.Thank you
Sincerely,
DESIGN PROFESSIONALS,INC.
• By: ,
enjamin P.Wheeler
• Director of Operations
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
f�OSOR•c0 TELEPHONE (860) 644-2511
To: Design Professionals
425 Sullivan Avenue
South Windsor, CT 06074
From: Jeffrey H. Folger—Environmental Planner/Conservation Officer
Date: October 26, 2007
Re: App. #07-61P - Review of the proposed Hillstead Site plan,25 Gerber Road—Plans dated
10/05/07.
I have reviewed the proposed plan with the following initial comments:
Inlet protection in the proposed detention basin must be installed.
Details on topsoil with the detention basin must be provided.
A gross particle separator must be installed prior to the detention basin.
The seeding schedule on page# 10 refers to infiltration swales. Please indicate on the plans
where these swales are located.
A seeding mixture appropriate for slopes must be included in the plans.
CC. Town Engineer
Director of Planning
Page 1 of 1
Folger, Jeffrey
From: Barbara Kelly[kelly10@snet.net]
Sent: Thursday, November 01, 2007 10:53 AM
To: Folger, Jeffrey �l
Subject: GeitMF'rge
Dear Jeff,
Here are the questions about this project.
Where does the stormwater go when it exits the site and what path does it take to reach the Hockanum River? What
does the discharge point look Like?
What is the%of impervious cover(include everything-roofs,walks, roads...)? (Add in any off site road widening...)
What is the total annual increase in stormwater runoff(not peak flow)? How much will the reduced infiltration affect the
base flow of the Hockanum? Would infiltration be feasible in some way? How will the stormwater from the widened
portion of the road be handled -flow and treatment?
Thanks for the help!
BK
11/1/2007
Stormwater Management Plan
The Hillstead
Kelly Road/Gerber Road East
South Windsor, Connecticut
RICEI ID
off 16 0d7
South Windw
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
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Prepared by
Design Professionals,Inc.
425 Sullivan Avenue
South Windsor,CT 06074
DPI Project No.07-2525
October 16,2007
Table of Contents: Page#
Introduction 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Erosion/Sedimentation Control Systems 1
Storm-water Runoff Quality 2
Conveyance System 2
Discharge at the Natural Location 2
Maintenance and Operation 2
Topographic Contour Maps 3
Floodplain Boundaries 3
Drainage Design 3
Water Quality 4
On-Site Storm Sewer Calculations 5
Conclusions 5
Appendices
Site Location Map A
TR-55 Existing Conditions B
TR-55 Developed Conditions C
Detention/Infiltration-Basin Design D
Detention/Infiltration Basin Routings E
Water Quality Volume Calculations F
Storm Sewer Calculations G
Introduction: The Hillstead is an elderly housing complex consisting of four two-story
residential buildings with 22 units per building.A community building is also proposed
for recreation purposes. The development is proposed on a 9.58 acre parcel located
within the Industrial Zone and is located south of Kelly Road, east of Gerber Road West
and west of Gerber Road East. The site is bordered by residential use across Gerber Road
West and Kelly Road, and industrial use to the south. Appendix A contains a site location
map.
Proposed Development: The proposed development of the site includes the construction
of a private,24' wide access drive, in addition to a boulevard entrance at Gerber Road
East. Four two-story residential buildings providing 22 dwelling units per building and a
community building for recreation purposes are to be constructed along with 119 parking
spaces.
The Storm drainage system proposed for the development includes the installation of
storm-sewers and the construction a water quality detention basin. The drainage from the
site will be routed through the water quality detention basin and discharge to an existing
catch basin located within Gerber Road East.
Off-Site Analysis: The site slopes southeasterly onto adjacent property and drains into
the existing storm structures located both within the existing paved parking lot and also
into the storm structures within Gerber Road East.
Peak Runoff Control: The intent of the design is to provide sufficient detention to
provide post development peak discharges for the 2-100 year storm events at or below
existing peak discharges in order to ensure no down stream impacts.
Nonstructural Drainage Systems: The site will make use of a number of nonstructural
measures to help control the runoff on the site,and help treat the runoff. The most
important measure is the Water Quality Detention basin that has been designed to treat
the runoff prior to discharge.
Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control
plan has been developed as part of the site design. These measures include the following:
I. Installation of silt fence down-slope of disturbed areas.
2. Installation of silt fence around stockpiled materials.
3. Installation of haybales around catch basins.
4. Use of temporary sediment basins during construction.
5. Seeding and mulching disturbed areas as soon as practical during construction.
6. Installation of construction entrance pad and sweeping of roadways as needed.
7. Maintenance of the above measures.
Stormwater Runoff Quality:A number of water quality measures have been integrated
into the site design to provide for treatment of the stormwater runoff from the site. These
include the sump areas within the catch basin structures,
The primary treatment proposed for the site is the detention basin(Micropool Extended
Detention Pond)that will treat the runoff from the site prior to discharge. The two
secondary treatments proposed for the development include the sumps areas within the
catch basin structures,and also the installation of a high density polyethylene water
quality unit(ADS Water Quality Unit 6020WQA). Documentation pertaining to the
emergent technology has been included in Appendix F.
Conveyance System: The on-site conveyance system consists of a piped stormwater
system. The piped drainage system has been designed to accommodate the runoff from a
10 Yr design storm. Storm pipe calculations have been included in Appendix G.
Discharge at the Natural Location: The site presently drains to the piped storm system
within Gerber Road East, and will continue to under developed conditions.
Maintenance and Operation: The following maintenance operations will be required to
ensure the proper and efficient operation of the Storm Water Systems and detention
basins. The following maintenance schedule is intended to be a minimum guide, and
additional inspections and maintenance measures may required following large storm
events that could cause the deposition of excess debris in the,system.
Pipe Outlet Locations: The-pipe outlets and-associated riprap shall be inspected
annually and cleaned of silt and/or debris. The riprap shall be re-shaped.and
replenished as required.
Catch Basins: The catch basins shall be inspected annually. The sumps shall be
cleaned when the depth of material within the sumps reaches 1'.
Pavement Sweeping: The pavement areas shall be swept at a minimum of once
per year, in the spring shortly after the end of the snow season.
Water Quality Detention Basin: The water quality basin shall be inspected
twice yearly. All large woody growth that may affect the flow of water or the
stability of the basin shall be removed. The riprap shall be re-arranged and added
to as required to maintain the design as per the design plans. Any erosion or other
problems that may affect the proper operation of the water quality basin shall be
repaired promptly.
Topographic Contour Maps: A Topographic contour map have been provided showing
the drainage areas for the site at a scale of 1"=60'. The map showing the existing and
developed conditions are included in the rear of this report.
Floodplain Boundaries: There are no floodplain boundaries depicted on the site.
Drainage Design: The drainage design of the site has been completed utilizing a number
of computer programs and generally accepted design methods. The runoff from the site
under existing and developed conditions was developed utilizing the TR-55 computer
program. The drainage piping on site was designed using the rational formula. The
detention basin was sized using a computer program by Hydrographs called Hydroflow.
The program allows for the development of hydrographs representing the developed
flows into the basin, and the modeling of the basin with elevation/storage/discharge
curves to represent the basin. The program then provides the routing of the hydrograph
through the basin,and provides peak discharge and storage information.
The site was analyzed under existing and developed conditions using the TR-55 computer
program. Under developed conditions,there will be an increase in peak runoff from the
site. The TR-55 calculations are included in appendix B and C respectively and a
summary of the existing and developed peak discharges(in cubic feet per second)
follows:
Stone Ex. Peak Q Ex.Peak Q Dev.Peak Q Dev.Peak Q
Gerber Rd-W.: Gerber Rd-E (By-pass basin) to WQ basin
2 0 2 1 9
10 1 5 2 17
25 1 8 3 22
50 2 10 3 26
100 2 13 4 31
Stone Dev. Peak Q
Gerber Rd.-W.:
2 0
10 0
25 1
50 1
100 2
In order to mitigate for the increase in peak flows and protect down-stream development,
a detention basin is proposed. The basin has been designed to provide sufficient
detention to post-developed peak flows at or below existing conditions from the site for
the 2-100 year storm events.
The proposed detention basin was modeled using the Hydrograph Hydroflow computer
program. The basin design is included in appendix D. The Routing of the storm flows
under developed conditions for the 2-100 year storm events were prepared, and are
included in appendix E. The results are summarized below:
Storm Total Ex. Peak Q Dev.Peak Q Dev. Peak Q Total Dev.
Gerber Rd.-E By-Pass WQbasin outlet: (Gerber Rd.-E)
2 2 1 0.57/(EL:206.03) 2
10 5 2 3.34/(EL:206.83) 5
25 8 3 5.51/(EL:207.32) 9
50 10 3 6.99/(EL:207.81) 10
100 13 4 8.16/(EL:208.28) 12
Note: Discharges are in cubic feet per second(cfs).
As can be seen from the detention basin design,the discharge for the 2-100 year storm
events is generally less than or equal to the existing peak discharge to the Gerber Road
East storm system.
Water Quality: A number of measures have been integrated into the site design to
address water quality issues from the development of the site. The most significant
design measure is the detention basin.The detention:basin_is the primary treatment
proposed for the development.
The detention basin has-been designed-as-a 1 water quality basin. The water quality
functions of the basin will be accomplished through the design of the basin to function as
a "Micropool Extended Detention Pond" as specified in the 2004 Connecticut
Stormwater Quality Manual. There will be a permanent volume of water within the basin
equal to a minimum of 20% of the water quality volume, and extended detention for the
remaining 80% of the water quality volume. The calculations for the water quality
volume are included in appendix F. In addition, a water quality unit is specified to treat
runoff prior to discharge into the water quality basin. Manufacturer's specifications are
included within appendix F. The specifications indicate that the 6020WQA model will
treat a flow rate of 2.95 cfs. The water quality flow calculated for the watershed entering
the unit and basin,at 1.0 cfs. The ADS Water Quality Unit, along with catch basin sumps
will provide two means of secondary treatment for the development.
On-Site Storm Sewer Calculations: The storm sewer calculations for the storm piping
within the proposed development are included in appendix G. The storm sewer has been
designed for a 10-year design storm utilizing the rational formula
Conclusions: The on-site stormwater system with the associated water quality detention
basins will mitigate any potential water quality and quantity impacts from the
development of the site.
APPENDIX A
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APPENDIX B
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: EXIST.RUNOFF-GERBER RD EAST-30 IN. (ALL) 2525 C 30 A
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc. )
Good condition; grass cover > 75% - 2.53(61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 0.79(98) - -
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair - 3.55(56) - -
Woods good - 1.82(55) - -
Total Area (by Hydrologic Soil Group) 8.69
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 8.69 Acres WEIGHTED CURVE NUMBER: 61*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: EXIST.RUNOFF-GERBER RD EAST-30 IN. (ALL)
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 150 .04 H 0.375
Sheet 85 .07 H 0.190
Shallow Concent'd 110 .036 U 0.010
Shallow Concent'd 170 .05 U 0.013
Time of Concentration = 0.59*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.O0
Project THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: EXIST.RUNOFF-GERBER RD EAST-30 IN. (ALL)
Data: Drainage Area 8.69 * Acres
Runoff Curve Number 61 *
Time of Concentration: 0.59 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number 1 1 1 2 1 3 1 4 1 5 1
1----------------------1------1------1------1------1------1
Frequency (yrs) 1 2 1 10 1 25 1 50 1 100 i
I I I I I I I
1 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 I 6.2 I 6.9 I
1 I I I I I I
1 Ia/P Ratio 1 0.40 1 0.27 1 0.23 1 0.21 1 0.19 1
I I I I I I I
1 Runoff (in) 1 0.44 1 1.19 1 1.68 1 2.14 1 2.63 1
I I I I I I I
1 Unit Peak Discharge 10.400 10.515 10.534 10.547 10.557 1
I (cfs/acre/in) I I I I I I
I I I I I I I
1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
1 0.0% Ponds Used I I I I I I
1----------------------1------1------1------1------1------1
Peak Discharge (cfs) I 2 1 5 1 8 1 10 1 13 1
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: EXIST.RUNOFF-GERBER RD WEST
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair - .98 (56) - -
Woods good - .35(55) - -
Total Area (by Hydrologic Soil Group) 1.33
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 1.33 Acres WEIGHTED CURVE NUMBER: 56*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: EXIST.RUNOFF-GERBER RD WEST
------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
---------------------------------------------------------------------
Sheet 3.2 135 .07 H 0.276
Shallow Concent'd 265 .03 U 0.026
Time of Concentration = 0.30*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: EXIST.RUNOFF-GERBER RD WEST
Data: Drainage Area 1.33 * Acres
Runoff Curve Number 56 *
Time of Concentration: 0.30 * Hours
Rainfall Type III
Pond and Swamp Area NONE
IStorm Number =I_=®1 �I ®=2=�1==®3-=�== 4==�== 5==
1----------------------1------1------1------1------1------i
Frequency (yrs) 1 2 1 10 1 25 ► 50 1 100 1
I I I I i I I
1 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1
I I i i I I I
I Ia/P Ratio 1 0.49 1 0.33 1 0.29 1 0.25 1 0.23 1
i i I I I I I
I Runoff (in) 10.28 1 0.89 1 1.31 1 1.72 1 2.15 i
I I I I I I I
I Unit Peak Discharge 10.359 10.618 10.671 10.690 10.705 1
I (cfs/acre/in) I I I I 1 I
I I I I I I I
I Pond and Swamp Factors 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds Used I I I I I I
I----- ----------------1------1------1------1------1------1
1 Peak Discharge (cfs) 1 0 1 1 1 1 1 2 I 2 1
* - Value(s) provided from TR-55 system routines
APPENDIX C
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-GERBER RD EAST-30 IN. (ALL) 2525 0 3a
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc. )
Good condition; grass cover > 75% - 1.52 (61) - -
Total Area (by Hydrologic Soil Group) 1.52
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 1.52 Acres WEIGHTED CURVE NUMBER: 61*
________________a____!_____________-s®___________ _________-__
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-GERBER RD EAST-30 IN. (ALL)
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 50 .33 G 0.068
Time of Concentration = 0.07*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-GERBER RD EAST-30 IN. (ALL)
Data: Drainage Area 1.52 * Acres
Runoff Curve Number 61 *
Time of Concentration: 0.07 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number i 1 al-- 2=-�=-=3 �===4 5==�
----------------------1------1------I------1------1------I
I Frequency (yrs) l 2 l 10 l 25 l 50 l 100
i I I I I I I
124-Hr Rainfall (in) l 3.2 l 4.7 I 5.5 l 6.2 l 6.9 l
I I I I I I I
I Ia/P Ratio l 0.40 l 0.27 l 0.23 l 0.21 l 0.19
I I I I I I I
I Runoff (in) l 0.44 11.19 l 1.68 i 2.14 12.63 l
I I I I I I I
I Unit Peak Discharge 10.778 11.022 11.038 11.049 11.057 l
I (cfs/acre/in) I I I I I I
I I I I I I I
I Pond and Swamp Factorl 1.00 l 1.00 11.00 l 1.00 l 1.00
I 0.0% Ponds Used I I I I I I
----------------------1------1------i------1------►------1
l Peak Discharge (cfs) I 1 1 2 I 3 I 3 1 4 1
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-DETENTION BASIN 25L5 D S
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc. )
Good condition; grass cover > 75% - 4.30(61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 3.80 (98) - -
Total Area (by Hydrologic Soil Group) 8.1
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 8.1 Acres WEIGHTED CURVE NUMBER: 78*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-DETENTION BASIN
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 120 .04 E 0.143
Shallow Concent'd 70 .023 P 0.006
Shallow Concent'd 40 .05 P 0.002
Open Channel 1120 5 0.062
Time of Concentration = 0.21*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 o Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-DETENTION BASIN
Data: Drainage Area 8.1 * Acres
Runoff Curve Number 78 *
Time of Concentration: 0.21 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number 1 1 1 2 1 a�3a�l �g4�s1� 5=�I
1----------------------1------1------1------i------1------1
Frequency (yrs) i 2 1 10 1 25 1 50 1 100 1
I I I I I I I
124-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1
I I I i I I I
Ia/P Ratio 1 0.18 1 0.12 1 0.10 1 0.09 1 0.08
I I I I I I I
I Used 1 0.18 1 0.12 1 0.10 ( 0.10 1 0.10 1
I I I I I I I
1 Runoff (in) 1 1.27 1 2.46 13.14 1 3.76 1 4.38 1
I I I I I I I
1 Unit Peak Discharge 10.826 10.859 10.869 10.871 10.871 1
I (cfs/acre/in) 1 I I I I I
I I I I I I I
1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds Used I I I I I I
1----------------------1------I------1------i------1------1
1 Peak Discharge (cfs) 1 9 I 17 1 22 I 26 1 31 1
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-GERBER RD WEST 2,525 06 V��
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc. )
Good condition; grass cover > 75% - 0.38 (61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 0.02 (98) - -
Total Area (by Hydrologic Soil Group) .4
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: .4 Acres WEIGHTED CURVE NUMBER: 63*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-GERBER RD WEST
--------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
---------------------------------------------------------
Sheet 3.2 130 .06 E 0.130
Time of Concentration = 0.13*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 o Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : THE HILLSTEAD User: KMI Date: 10-12-07
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVEL.RUNOFF-GERBER RD WEST
Data: Drainage Area .4 * Acres
Runoff Curve Number 63 *
Time of Concentration: 0.13 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number i 1® I ®2 -3= �===4 5==�
i----------------------1------1------1------I------1------1
1 Frequency (yrs) 1 2 1 10 1 25 1 50 I 100 [
I ! I I I I I
24-Hr Rainfall (in) 1 3.2 1 4.7 I 5.5 1 6.2 1 6.9 1
1 I I I I I i
I Ia/P Ratio 1 0.37 1 0.25 i 0.21 1 0.19 1 0.17 1
i I I I I I I
I Runoff (in) [ 0.52 1 1.32 1 1.83 1 2.32 1 2.83 [
I I I I I I I
I Unit Peak Discharge 10.746 10.899 10.919 10.932 10.943 1
I (cfs/acre/in) I I I I I I
I I I I I I I
I Pond and Swamp Factor[ 1.00 1 1.00 i 1.00 1 1.00 1 1.00 1
1 0.0% Ponds Used I I I I I I
1----------------------[------[------1------L------1------1
Peak Discharge (cfs) 1 0 I 0 1 1 1 1 1 1
* - Value(s) provided from TR-55 system routines
APPENDIX D
Reservoir Report Page 1
Reservoir No..,1. - DET. BASIN Hydraflow Hydrographs by Intelisolve
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(cuft)
0.00 204.00 8,219 0 0
1.00 205.00 10,088 9,154 9,154
2.00 206.00 12,965 11,527 20,680
4.00 208.00 17,280 30,245 50,925
4.50 208.50 18,305 8,896 59,821
Culvert/Orifice Structures Weir Structures
[A] [B] IC] ID] [A] [B] IC] [D]
Rise in = 15.0 4.0 15.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
Span in = 15.0 4.0 15.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00
No.Barrels = 1__ 1 1 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El.ft = 20�F.Q0 204.00 206.00 0.00 Weir Type = - - - -
Length ft = 55.0 1.0 1.0 0.0 Multi-Stage = No No No No
Slope% = 3.70 1.00 1.00 0.00
N-Value = .010 .013 .013 .000
Orif.Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No EAItration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft
Note:All outflows have been analyzed under inlet and outlet control.
Stage/Storage/Discharge Table:
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Total
ft cuft ft cfs cis cis dfs cis cfs cfs cfs cis cfs
0.00 0 204.00 0.00 0.00 0.00 - - - - - - 0.00
0.10 915 204.10 0.02 0.02 0.00 - - - - - - 0.02
0.20 1,831 204.20 0.08 0.08 0.00 - - - - - - 0.08
0.30 2,746 204.30 0.15 0.15 0.00 - - - - - - 0.15
0.40 3,661 204.40 0.19 0.19 0.00 - - - - - - 0.19
0.50 4,577 204.50 0.23 0.23 0.00 - -- - - - - 0.23
0.60 5,492 204.60 0.26 0.26 0.00 - - - - - - 0.26
0.70 6,407 204.70 0.30 0.29 0.00 - - - - - - 0.29
0.80 7,323 204.80 0.31 0.31 0.00 - - - - - - 0.31
0.90 8,238 204.90 0.35 0.34 0.00 - - - - - 0.34
1.00 9,154 205.00 0.36 0.36 0.00 - - - - - - 0.36
1.10 10,306 205.10 0.40 0.38 0.00 - - - - - - 0.38
1.20 11,459 205.20 0.40 0.40 0.00 - - - - - - 0.40
1.30 12,611 205.30 0.46 0.42 0.00 - - - - - - 0.42
1.40 13,764 205.40 0.46 0.44 0.00 - - - - - - 0.44
1.50 14,917 205.50 0.46 0.46 0.00 - -- - - - - 0.46
1.60 16,069 205,60 0.48 0.48 0.00 - - - -- - - 0.48
1.70 17,222 205.70 0.52 0.49 0.00 - - - - - o.49
Continues on next page...
Reservoir Report Page 1
Reservoir No. 2 - basin forebay Hydraflow Hydrographs by Intelisolve
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(cuft) Total storage(cuft)
0.00 202.00 792 0 0
0.50 202.50 965 439 439
1.00 203.00 1,152 529 969
2.00 204.00 2,641 1,897 2,865
3.00 205.00 3,415 3,028 5,893
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
Span in = 0.0 0.0 0.0 0.0 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 = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope% = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Oft Coeff. = 0.00 0.00 0.00 0.00
Multi-Stage = n/a No No No EAltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 It
Stage/Storage/Discharge Table Note:All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D ExHI Total
ft cuft ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs
0.00 0 202.00 -- - - - - --- -- -- - 0.00
0.50 439 202.50 - - - - - - - - - 0.00
1.00 969 203.00 - - - - - - - - - 0.00
2.00 2,865 204.00 - - -- - - - - - - 0.00
3.00 5,893 205.00 -- --- - -- -- -- - - - 0.00
APPENDIX E
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
RUNOFF TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 9.26 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 8.20 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 12.6 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 450
Hydrograph Volume=36,341 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.87 2.38
11.90 2.73
11.93 3.15
11.97 3.77
12.00 4.71
12.03 5.98
12.07 7.38
12.10 8.56
12.13 9.21
12.17 9.26 <<
12.20 8.88
12.23 8.28
12.27 7.58
12.30 6.81
12.33 6.05
12.37 5.42
12.40 4.92
12.43 4.52
12.47 4.13
12.50 3.74
12.53 3.34
12.57 2.95
12.60 2.61
12.63 2.32
...End
Hydrograph Report Page
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
RUNOFF TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 18.28 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 8.20 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 12.6 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 450
Hydrograph Volume=70,179 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 15.10
12.10 17.22
12.13 18.28 <<
12.17 18.16
12.20 17.24
12.23 15.91
12.27 14.40
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
RUNOFF TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 23.40 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 8.20 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 12.6 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 450
Hydrograph Volume=89,644 cuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.07 19.50
12.10 22.14
12.13 23.40<<
12.17 23.17
12.20 21.93
12.23 20.17
12.27 18.20
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
RUNOFF TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 27.96 cfs
Storm frequency = 50 yrs Time interval = 2 min
Drainage area = 8.20 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 12.6 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 450
Hydrograph Volume=107,199 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 23.44
12.10 26.53
12.13 27.96 <<
12.17 27.62
12.20 26.09
12.23 23.95
12.27 21.57
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
RUNOFF TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 32.57 cfs
Storm frequency = 100 yrs Time interval = 2 min
Drainage area = 8.20 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 12.6 min
Total precip. = 6.90 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 450
Hydrograph Volume=125,125 cuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.07 27.42
12.10 30.97
12.13 32.57 <<
12.17 32.12
12.20 30.28
12.23 27.76
12.27 24.95
...End
Hydrograph Report
Page 7
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 0.57 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = DET. BASIN
Max. Elevation = 206.03 ft Max. Storage = 21,080 cuft
Storage Indication method used. Outflow hydrograph volume=35,762 cuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 2.73 204.30 0.15 0.15 ----- ----- ----- ---- ----- ----- ---- 0.15
11.93 3.15 204.34 0.17 0.16 0.16
11.97 3.77 204.38 0.18 0.18 ----- ----- ----- ----- ----- ---- ----- 0.18
12.00 4.71 204.43 0.20 0.20 ----- ----- -- ----- ----- --- ----- 0.20
12.03 5.98 204.50 0.23 0.23 ----- ----- ---- ---- ----- --- ---- 0.23
12.07 7.38 204.58 0.25 0.25 -- ----- ---- ----- ----- ----- ----- 9.25
12.10 8.56 204.68 0.30 0.28 ----- ----- ---- ----- ----- ---- ----- 0.28
12.13 9.21 204.80 0.31 0.31 ---- ----- ---- ----- ----- -- ---- 0.31
12.17 9.26<< 204.91 0.35 0.34 ----- ----- ----- ----- ----- ----- ---- 0.34
12.20 8.88 205.02 0.37 0.36 ----- --- ----- ----- ---- __W ___ 0.36
12.23 8.28 205.11 0.40 0.38 ----- ----- --- ----- ----- ----- ----- 0.38
12.27 7.58 205.19 0.40 0.40 --- ----- -- ----- ----- --- ----- 0.40
12.30 6.81 205.26 0.44 0.41 ----- ----- ----- ---- ---- ----- --- 0.41
12.33 6.05 205.32 0.46 0.42 ---- _____ 0.42
12.37 5.42 205.37 0.46 0.44 ----- ----- ----- ----- ----- ----- ----- 0.44
12.40 4.92 205.42 0.46 0.45 ----- ---_ ____ ____ _____ _____ _____ 0.45
12.43 4.52 205.47 0.46 0.45 ----- ----- ----- --- ----- ---- ---- 0.45
12.47 4.13 205.51 0.46 0.46 ----- ----- ----- -- _____ 0.46
12.50 3.74 205.54 0.47 0.47 ----- ----- --- ----- ----- ---- ---- 0.47
12.53 3.34 205.58 0.47 0.47 ----- ---- --- ----- ---- -- ----- 0.47
12.57 2.95 205.60 0.48 0.48 ----- ----- --- ----- ----- ----- ---- 0.48
12.60 2.61 205.63 0.49 0.48 0.48
12.63 2.32 205.65 0.50 0.48 ----- ---- ---- ----- ---- ---- ----- 0.48
12.67 2.10 205.67 0.51 0.49 -- ----- ---- ---- ----- ---- ---- 0.49
12.70 1.93 205.68 0.51 0.49 ----- ----- ----- ---- ---- ----- ----- 0.49
12.73 1.80 205.70 0.52 0.49 0.49
12.77 1.71 205.71 0.52 0.50 ----- ----- --- ----- ----- ----- ----- 0.50
12.80 1.65 205.72 0.52 0.50 ----- ---- ---- ---- ----- ----- ---- 0.50
12.83 1.60 205.73 0.52 0.50 ---- ----- ----- ----- --- ----- ----- 0.50
12.87 1.56 205.75 0.52 0.50 0.50
12.90 1.51 205.76 0.52 0.50 ----- ----- ---- ----- ----- --- ----- 0.50
12.93 1.47 205.77 0.52 0.51 ---- ---- -- ----- ----- ----- ---- 0.51
12.97 1.42 205.78 0.52 0.51 ---- ----- ---- ----- ----- ---- ----- 0.51
13.00 1.38 205.79 0.52 0.51 -__ -___ 0.51
13.03 1.33 205.79 0.52 0.51 ----- ----- ---- ----- ---- --- ----- 0.51
13.07 1.29 205.80 0.52 0.51 ---- ----- ---- ----- ----- ----- ----- 0.51
13.10 1.25 205.81 0.52 0.51 ----- ----- ---- ----- ----- ---- ----- 0.51
13.13 1.22 205.82 0.52 0.51 -__ _-__ 0.51
Continues on next page...
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Civ D Wr A Wr B Wr C Wr D ExHl Outflow
(hrs) ds ft cfs ds cfs ds cfs cfs ds cfs cfs ds
13.17 1.19 205.83 0.52 0.52 ----- ----- --- ---- ----- ----- ----- 0.52
13.20 1.17 205.83 0.52 0.52 ----- ----- ----- ----- ----- ----- ----- 0.52
13.23 1.15 205.84 0.52 0.52 --- ----- ---- ----- ---- ----- ----- 0.52
13.27 1.14 205.85 0.52 0.52 ---- ---- ----- ----- ---- --- -- 0.52
13.30 1.12 205.85 0.53 0.52 ----- ----- --- ----- ----- ----- ----- 0.52
13.33 1.11 205.86 0.53 0.52 ----- ---- ---- ----- ----- ----- ----- 0.52
13.37 1.10 205.86 0.53 0.52 ----- ----- ----- ----- ---- ----- ----- 0.52
13.40 1.09 205.87 0.53 0.52 ---- _____ -___ -_ ___ _____ _____ 0.52
13.43 1.08 205.88 0.53 0.52 ----- ----- ----- ----- ----- ----- ----- 0.52
13.47 1.07 205.88 0.53 0.52 ----- ----- --- ----- ----- ---- ----- 0.52
13.50 1.06 205.89 0.53 0.53 ---- ----- ----- ----- ---- ----- ---- 0.53
13.53 1.05 205.89 0.53 0.53 -- _____ ____ _____ _M_ ____ 0.53
13.57 1.03 205.90 0.53 0.53 ----- ----- ----- ---- ----- ----- ----- 0.53
13.60 1.02 205.90 0.53 0.53 ----- ----- ---- ---- ---- ---- ----- 0.53
13.63 1.01 205.91 0.53 0.53 ----- ----- ----- ---- ----- ---- -- 0.53
13.67 1.00 205.91 0.54 0.53 --- ----- ----- -- ---- - -- 0.53
13.70 0.99 205.92 0.54 0.53 ----- ----- ---- ----- ----- ----- ----- 0.53
13.73 0.98 205.92 0.54 0.53 ----- ----- ----- ----- ----- --- ----- 0.53
13.77 0.96 205.93 0.54 0.53 ---- ---- ----- ----- ----- ----_ ---- 0.53
13.80 0.95 205.93 0.55 0.53 -- ----- ----- --- ---- --_ -- 0.53
13.83 0.94 205.94 0.55 0.53 ----- ----- ---- ----- ----- ----- ----- 0.53
13.87 0.93 205.94 0.55 0.53 ----- ----- --- ---- ----- ----- ----- 0.53
13.90 0.92 205.94 0.55 0.53 ----- ----- ----- ---- ----- ----- ----- 0.53
13.93 0.90 205.95 0.56 0.53 ---- ---- ----- ---- ----- --- -- 0.53
13.97 0.89 205.95 0.56 0.53 ----- ----- ----- ----- ----- ----- ----- 0.53
14.00 0.88 205.96 0.56 0.53 ----- ----- ----- ----- ---- ----- ----- 0.53
14.03 0.87 205.96 0.56 0.54 ---- ----- ----- ----- ----- ----- ----- 0.54
14.07 0.85 205.96 0.57 0.54 0.54
14.10 0.84 205.97 0.57 0.54 ----- ----- ----- ----- ----- ----- ----- 0.54
14.13 0.83 205.97 0.57 0.54 ----- ----- --- ----- ----- --- ----- 0.54
14.17 0.83 205.97 0.57 0.54 ----- ----- ----- ----- ----- ----- -- 0.54
14.20 0.82 205.98 0.57 0.54 --- ---- - --- ----- ---- -- 0.54
14.23 0.81 205.98 0.58 0.54 ----- ----- --- ----- ----- ----- ----- 0.54
14.27 0.80 205.98 0.58 0.54 ----- ----- -- ----- ----- --- ----- 0.54
14.30 0.80 205.98 0.58 0.54 ---- ----- ----- ----- ---- ---- ---- 0.54
14.33 0.79 205.99 0.58 0.54 -- --_ ___ -_ __W _____ ___ 0.54
14.37 0.79 205.99 0.58 0.54 ---- ----- ---- ----- ----- ----- ----- 0.54
14.40 0.78 205.99 0.58 0.54 ----- ----- ----- ----- ----- --- ----- 0.54
14.43 0.78 205.99 0.59 0.54 ---- ----- ----- ----- ----- ----- ----- 0.54
14.47 0.77 206.00 0.59 0.54 0.54
14.50 0.76 206.00 0.59 0.54 ----- ----- ----- ----- ----- ----- ----- 0.54
14.53 0.76 206.00 0.59 0.54 0.00 ----- ---- ----- ---- --- ---- 0.54
14.57 0.75 206.00 0.59 0.54 0.00 ---- _____ -__ ____ _____ ____ 0.54
14.60 0.75 206.00 0.59 0.54 0.00 -___ -___ a_ _____ _____ ___ 0.55
14.63 0.74 206.01 0.59 0.54 0.01 ----- ----- ---- ----- ---- ----- 0.55
14.67 0.73 206.01 0.60 0.54 0.01 ----- ---- ----- ---- --- ---- 0.55
14.70 0.73 206.01 0.60 0.54 0.01 ----- ----- ---- ----- ---- -- 0.55
14.73 0.72 206.01 0.60 0.54 0.01 ----- --- ----- ----- --- - 0.55
14.77 0.72 206.01 0.60 0.54 0.01 ----- ----- ----- ----- ----- ----- 0.55
14.80 0.71 206.01 0.60 0.54 0.01 ----- ----- ----- ----- ----- ----- 0.55
14.83 0.70 206.01 0.60 0.54 0.01 ---- ----- ----- ----- --- --- 0.56
Continues on next page...
Page 3
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D ExHl Outflow
(hrs) ds ft cfs cfs cfs cfs cfs ds cfs ds cfs cfs
14.87 0.70 206.01 0.60 0.54 0.01 ----- --- ----- ----- --- ---- 0.56
14.90 0.69 206.02 0.60 0.54 0.02 ----- ----- ---- ---- ----- ----- 0.56
14.93 0.69 206.02 0.60 0.54 0.02 ----- ----- ----- ----- ---- --- 0.56
14.97 0.68 206.02 0.60 0.54 0.02 ----- ---- --- ----- ---- -- 0.56
15.00 0.67 206.02 0.61 0.54 0.02 ----- ---- ----- ----- ----- ----- 0.56
15.03 0.67 206.02 0.61 0.54 0.02 ----- --- ----- ----- ---- ----- 0.56
15.07 0.66 206.02 0.61 0.54 0.02 ----- ----- ----- ---- ---- ----- 0.56
15.10 0.66 206.02 0.61 0.54 0.02 ----- - -- ----- ----- ----- 0.56
15.13 0.65 206.02 0.61 0.54 0.02 ----- -- ----- ----- ----- ---- 0.56
15.17 0.64 206.02 0.61 0.54 0.02 ----- -- ---- ---- ----- ----- 0.57
15.20 0.64 206.02 0.61 0.54 0.02 ----- ----- ---- ----- ---- ---- 0.57
15.23 0.63 206.02 0.61 0.54 0.02 ----- --- ----- --- - - 0.57
15.27 0.63 206.02 0.61 0.54 0.02 ----- ----- ----- ----- ---- ----- 0.57
15.30 0.62 206.02 0.61 0.54 0.02 ----- ---- ---- ---- --- ----- 0.57
15.33 0.61 206.03 0.61 0.54 0.02 ----- ---- ---- ----- ----- ----- 0.57
15.37 0.61 206.03 0.61 0.54 0.02 ----- --- -- ----- ----- -- 0.57
15.40 0.60 206.03 0.61 0.54 0.03 ----- ----- ----- ----- --- ----- 0.57
15.43 0.59 206.03 0.61 0.54 0.03 ----- --- ----- ----- ----- ----- 0.57
15.47 0.59 206.03 0.61 0.54 0.03 ----- ----- --- ----- ----- - 0.57
15.50 0.58 206.03 0.61 0.54 0.03 ----- ----- ---_ _____ ___ 0.57
15.53 0.58 206.03 0.61 0.54 0.03 ----- ----- ----- ----- ----- ----- 0.57
15.57 0.57 206.03 << 0.61 0.54 0.03 ---- ----- ---- ----- --- ----- 0.57 <<
15.60 0.56 206.03 0.61 0.54 0.03 ----- ----- ----- ----- ---- ----- 0.57
15.63 0.56 206.03 0.61 0.54 0.03 ----- ---- --- ---- ----- -- 0.57
15.67 0.55 206.03 0.61 0.54 0.03 ----- ----- ----- ----- ----- ----- 0.57
15.70 0.54 206.03 0.61 0.54 0.03 ----- ---- ----- ----- ----- ----- 0.57
15.73 0.54 206.03 0.61 0.54 0.03 ----- ---- ----- ----- ----- --_ 0.57
15.77 0.53 206.03 0.61 0.54 0.02 -___ -__ --- _____ _- ___ 0.57
15.80 0.53 206.03 0.61 0.54 0.02 ----- ----- ---- ----- ----- ----- 0.57
15.83 0.52 206.02 0.61 0.54 0.02 ----- -- ___ ____ _____ ____ 0.57
15.87 0.51 206.02 0.61 0.54 0.02 ----- ---- --- ----- --- ----- 0.57
15.90 0.51 206.02 0.61 0.54 0.02 ----- -- ----- ____ -- 0.57
15.93 0.50 206.02 0.61 0.54 0.02 ----- ----- ----- ----- ----- ----- 0.57
15.97 0.49 206.02 0.61 0.54 0.02 ----- --- ----- ----- ----- ---- 0.57
16.00 0.49 206.02 0.61 0.54 0.02 ----- ----- ---- ---- ---- -- 0.57
16.03 0.48 206.02 0.61 0.54 0.02 -- ___ _____ _-_ -_ 0.56
16.07 0.47 206.02 0.61 0.54 0.02 ----- --- ----- ----- ----- ----- 0.56
16.10 0.47 206.02 0.61 0.54 0.02 ----- ----- ----- ----- --- ----- 0.56
16.13 0.46 206.02 0.61 0.54 0.02 ----- ----- ----- ---- ----- ---- 0.56
16.17 0.46 206.02 0.61 0.54 0.02 ----- ---- -- ----- ----_ -_ 0.56
16.20 0.45 206.02 0.60 0.54 0.02 ----- ---- ----- ---- ----- ----- 0.56
16.23 0.45 206.02 0.60 0.54 0.02 ----- ---- ---- ----- ----- ---- 0.56
16.27 0.45 206.02 0.60 0.54 0.02 ----- ---- ---- ----- ----- ---- 0.56
16.30 0.44 206.02 0.60 0.54 0.01 ---- ----- ----- ---- --- ----- 0.56
16.33 0.44 206.01 0.60 0.54 0.01 ----- ---- ----- ----- ----- ---- 0.56
16.37 0.44 206.01 0.60 0.54 0.01 ---- ----- ----- ----- ----- ----- 0.56
16.40 0.44 206.01 0.60 0.54 0.01 ---- ----- ---- ---- ----- ---- 0.55
16.43 0.43 206.01 0.60 0.54 0.01 ----- --_ ____ _____ ___ _- 0.55
16.47 0.43 206.01 0.60 0.54 0.01 ----- ----- ----- ---- ---- ----- 0.55
16.50 0.43 206.01 0.60 0.54 0.01 ----- -- ----- ----- ---- ----- 0.55
16.53 0.43 206.01 0.60 0.54 0.01 ----- --- --- ----- --- - 0.55
Continues on next page...
Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs ds cfs
16.57 0.42 206.01 0.60 0.54 0.01 ----- ----- ----- ----- ----- ----- 0.55
16.60 0.42 206.01 0.60 0.54 0.01 ----- ----- ----- ----- ---- ----- 0.55
16.63 0.42 206.01 0.59 0.54 0.01 ----- ----- ----- ----- ----- ---- 0.55
16.67 0.41 206.00 0.59 0.54 0.00 ----- -_- -W _____ ____ ____ 0.55
16.70 0.41 206.00 0.59 0.54 0.00 ----- ---- ----- ----- ---- ----- 0.54
16.73 0.41 206.00 0.59 0.54 0.00 ----- ---- ----- ----- ---- ----- 0.54
16.77 0.41 206.00 0.59 0.54 0.00 ---- ---- ----- ----- ----- ----- 0.54
16.80 0.40 206.00 0.59 0.54 0.00 0.54
16.83 0.40 206.00 0.59 0.54 ----- ----- --- ----- ----- ----- ----- 0.54
16.87 0.40 206.00 0.59 0.54 ----- ---- ---- ----- ----- ---- ----- 0.54
16.90 0.40 206.00 0.59 0.54 --- ----- ----- ----- ----- ----- ---- 0.54
16.93 0.39 205.99 0.59 0.54 ---- --- -- ---- ---- ---- ---- 0.54
16.97 0.39 205.99 0.59 0.54 ----- ----- ---- ----- ----- ----- ----- 0.54
17.00 0.39 205.99 0.58 0.54 ----- ----- ----- ----- ----- ---- ----- 0.54
17.03 0.38 205.99 0.58 0.54 ----- ----- ---- ----- ----- ----- ----- 0.54
17.07 0.38 205.99 0.58 0.54 ---- ----- -- ----- ----- ----- -- 0.54
17.10 0.38 205.99 0.58 0.54 ----- ----- ----- ----- ----- ----- ----- 0.54
17.13 0.38 205.98 0.58 0.54 ----- ----- ---- ----- ----- ----- ----- 0.54
17.17 0.37 205.98 0.58 0.54 ----- ----- ---- ----- ----- ----- ----- 0.54
17.20 0.37 205.98 0.58 0.54 ---- ----- ---- --- ----- ----- ----- 0.54
17.23 0.37 205.98 0.58 0.54 ---- ----- ---- ----- ----- ----- ----- 0.54
17.27 0.36 205.98 0.58 0.54 ---- ----- ---- ----- ---- ----- ----- 0.54
17.30 0.36 205.98 0.57 0.54 ----- ----- ----- ---- ---- ----- --- 0.54
17.33 0.36 205.97 0.57 0.54 -- ----- ---- ---- ---- ----- ----- 0.54
17.37 0.36 205.97 0.57 0.54 ----- ----- ---- ----- ----- ----- ----- 0.54
17.40 0.35 205.97 0.57 0.54 ----- ----- ---- ----- ----- ----- ----- 0.54
17.43 0.35 205.97 0.57 0.54 ----- ---- ----- ----- ---- ----- -- 0.54
17.47 0.35 205.97 0.57 0.54 ----- ----- 0.54
17.50 0.34 205.96 0.57 0.54 ----- ----- ----- ----- ----- ----- ----- 0.54
17.53 0.34 205.96 0.57 0.54 ----- ----- --- ----- ----- ----- ----- 0.54
17.57 0.34 205.96 0.56 0.54 ---- ---- ----- ----- ---- ----- --- 0.54
17.60 0.34 205.96 0.56 0.54 ---- ----- ---- ---- ---- ---- ----- 0.54
17.63 0.33 205.96 0.56 0.54 ----- ---- ----- ----- ----- ---- ----- 0.54
17.67 0.33 205.95 0.56 0.53 ----- ----- -- ----- ----- ---- ----- 0.53
17.70 0.33 205.95 0.56 0.53 ----- ----- ---- ----- ----- ----- ----- 0.53
17.73 0.32 205.95 0.56 0.53 ---- ----- -- --- -- ---- ---- 0.53
17.77 0.32 205.95 0.56 0.53 ---- ----- -- ---- __-__ ____ ____ 0.53
17.80 0.32 205.95 0.56 0.53 ----- ----- ----- ----- ----- ---- ----- 0.53
17.83 0.32 205.94 0.55 0.53 ----- ----- ---- ----- ----- ----- ---- 0.53
17.87 0.31 205.94 0.55 0.53 0.53
17.90 0.31 205.94 0.55 0.53 ----- ----- ----- ----- ----- ----- ----- 0.53
17.93 0.31 205.94 0.55 0.53 ---- ---- --- ----- ----- ----- ----- 0.53
17.97 0.30 205.93 0.55 0.53 ----- ----- ---- ----- ----- ----- ----- 0.53
18.00 0.30 205.93 0.55 0.53 ----- ----- ----- ---- ----- ---- -- 0.53
18.03 0.30 205.93 0.55 0.53 ----- ----- ---- ----- ----- ----- ----- 0.53
18.07 0.30 205.93 0.54 0.53 ----- ----- ---- ----- ----- ----- ----- 0.53
18.10 0.29 205.92 0.54 0.53 ----- ----- ----- ----- ----- ----- --- 0.53
18.13 0.29 205.92 0.54 0.53 ----- ----- 0.53
18.17 0.29 205.92 0.54 0.53 ----- ----- ---- ----- ----- ----- ----- 0.53
18.20 0.29 205.92 0.54 0.53 ----- ----- -- ----- ---- ----- ----- 0.53
18.23 0.29 205.91 0.54 0.53 ---- ----- ----- ----- ----- ---- ---- 0.53
Continues on next page...
Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) cfs ft cfs eft cfs cfs cfs cfs cfs cfs cfs cfs
18.27 0.28 205.91 0.53 0.53 ---- ----- ----- ----- ----- ----- ----- 0.53
18.30 0.28 205.91 0.53 0.53 ----- ----- ----- ----- ----- ---- ---_ 0.53
18.33 0.28 205.91 0.53 0.53 ----- ----- ----- --- ----- ____ ___ 0.53
18.37 0.28 205.90 0.53 0.53 --- ----- ----- -- ----- - ----- 0.53
18.40 0.28 205.90 0.53 0.53 ----- ----- --- ----- _--- ----- ----- 0.53
18.43 0.28 205.90 0.53 0.53 ----- ---- -- ----- _--- -_-- ----- 0.53
18.47 0.28 205.90 0.53 0.53 ----- ----- ----- ----- ----- ----- ----- 0.53
18.50 0.28 205.89 0.53 0.53 ---- ----- ----- - ---- ----- -- 0.53
18.53 0.28 205.89 0.53 0.53 ----- ----- ----- ---- ----- ----- ----- 0.53
18.57 0.28 205.89 0.53 0.53 ----- ----- --- ----- ----- -_-- ----- 0.53
18.60 0.28 205.89 0.53 0.52 ----- ----- ---- ----- ----- --- ---- 0.52
18.63 0.28 205.88 0.53 0.52 ---- ---- --- ----- ____ ____ ____ 0.52
18.67 0.27 205.88 0.53 0.52 ----- ----- ---- ----- ---- ----- ----- 0.52
18.70 0.27 205.88 0.53 0.52 ----- ----- -- ----- ----- ---- ----- 0.52
18.73 0.27 205.88 0.53 0.52 ----- ----- ----- ---- ----- ----- --- 0.52
18.77 0.27 205.87 0.53 0.52 ----- ----- ---- --- ----- --- - 0.52
18.80 0.27 205.87 0.53 0.52 ----- ----- ---- ----- ----- --- ---- 0.52
18.83 0.27 205.87 0.53 0.52 ----- ----- _--- ----- ----- --- ----- 0.52
18.87 0.27 205.87 0.53 0.52 --- ----- ---- _--- ----- ----- ---- 0.52
18.90 0.27 205.86 0.53 0.52 0.52
18.93 0.27 205.86 0.53 0.52 ----- ----- ---- _--- ----- ----- ----- 0.52
18.97 0.27 205.86 0.53 0.52 ----- ----- --- ----- ----- -- ----- 0.52
19.00 0.27 205.85 0.53 0.52 ---- ----- ----- ---- ----- ---- ---- 0.52
19.03 0.27 205.85 0.53 0.52 ---- ----- -__ -__ _____ _- __- 0.52
19.07 0.26 205.85 0.52 0.52 ---- ----- ---- ----- ----- ----- ----- 0.52
19.10 0.26 205.85 0.52 0.52 ----- ----- ----- ----- ----- ----- ---- 0.52
19.13 0.26 205.84 0.52 0.52 ----- ---- ----- ----- ---- ----- ----- 0.52
19.17 0.26 205.84 0.52 0.52 -- -_ ----- ----- ----- ----- -- 0.52
19.20 0.26 205.84 0.52 0.52 ----- ----- ---- ----- ----- ----- ----- 0.52
19.23 0.26 205.84 0.52 0.52 ----- ----- _-_ ----- ----- --- ---- 0.52
19.27 0.26 205.83 0.52 0.52 ----- ----- ---_ ---- ----- ----- --- 0.52
19.30 0.26 205.83 0.52 0.52 0.52
19.33 0.26 205.83 0.52 0.52 ----- ----- ----- ----- ----- ---- ----- 0.52
19.37 0.26 205.83 0.52 0.52 --- ----- ---- ----- ----- ---- ---_ 0.52
19.40 0.26 205.82 0.52 0.51 --- ----- ----- ---- ----- ---- ---- 0.51
19.43 0.26 205.82 0.52 0.51 ---- ----- ----- ---- ----- - ---- 0.51
19.47 0.25 205.82 0.52 0.51 ----- ----- --- ----- ----- ---- ----- 0.51
19.50 0.25 205.81 0.52 0.51 ---- ----- ----- ----- ----- -- ----- 0.51
19.53 0.25 205.81 0.52 0.51 ----- ----- ---- ----- ----- ----- ---_ 0.51
19.57 0.25 205.81 0.52 0.51 -- ____ ___ ___ _____ -__ _____ 0.51
19.60 0.25 205.81 0.52 0.51 ---- ----- ____ ____ _____ ___ _____ 0.51
19.63 0.25 205.80 0.52 0.51 ----- ----- _- ----- ----- ----- ---- 0.51
19.67 0.25 205.80 0.52 0.51 ----- ----- ---- _--- __-- __- ----- 0.51
19.70 0.25 205.80 0.52 0.51 _____ _____ __- 0.51
19.73 0.25 205.80 0.52 0.51 ----- ---- ----- ----- ---- ----- ----- 0.51
19.77 0.25 205.79 0.52 0.51 ---- ----- ---- ----- ---- --- ----- 0.51
19.80 0.25 205.79 0.52 0.51 ----- ----- ----- ---- ----- ----- ----- 0.51
19.83 0.25 205.79 0.52 0.51 ---- ----- ----- -- ----- ---- ---- 0.51
19.87 0.24 205.78 0.52 0.51 ----- ----- ----- ---- ----- ---- ----- 0.51
19.90 0.24 205.78 0.52 0.51 ----- ----- ----- ----- ---- ---- ----- 0.51
19.93 0.24 205.78 0.52 0.51 ---- ----- ----- ----- ---_ ---- ---- 0.51
Continues on next page...
Page 6
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow
(hrs) ds ft cfs ds cfs cfs cfs cfs ds cfs cfs cfs
19.97 0.24 205.78 0.52 0.51 ----- ----- ----- ----- ----- ----- ----- 0.51
20.00 0.24 205.77 0.52 0.51 ----- ----- ---- ----- ----- --- ---- 0.51
20.03 0.24 205.77 0.52 0.51 ---- ----- ---- ---- ----- ----- ----- 0.51
20.07 0.24 205.77 0.52 0.51 -- ----- --- _____ _____ 0.51
20.10 0.24 205.77 0.52 0.51 ----- ----- --- ----- ----- ---- ----- 0.51
20.13 0.24 205.76 0.52 0.50 ----- ----- ---- ----- ----- ---- ----- 0.50
20.17 0.24 205.76 0.52 0.50 ----- ----- ----- ----- ---- ---- ---- 0.50
20.20 0.24 205.76 0.52 0.50 ----- ----- ----- - ---- -- --- 0.50
20.23 0.23 205.75 0.52 0.50 ----- ----- --- ----- ----- ----- ----- 0.50
20.27 0.23 205.75 0.52 0.50 ----- ----- -- ----- ----- ---- ----- 0.50
20.30 0.23 205.75 0.52 0.50 ----- ----- ----- ----- ----- ---- ----- 0.50
20.33 0.23 205.75 0.52 0.50 -- ----- ---- --- ----- --- ----- 0.50
20.37 0.23 205.74 0.52 0.50 ----- ----- ---- ----- ----- ----- ----- 0.50
20.40 0.23 205.74 0.52 0.50 ----- ----- ---- ----- ---- ----- ---- 0.50
20.43 0.23 205.74 0.52 0.50 ----- ----- ---- ----- ----- ----- ----- 0.50
20.47 0.23 205.73 0.52 0.50 ---- ----- ---- ----- ----- ----- -- 0.50
20.50 0.23 205.73 0.52 0.50 ----- ----- ----- ---- ----- ---- ----- 0.50
20.53 0.23 205.73 0.52 0.50 ----- ----- ---- ----- ----- ---- ----- 0.50
20.57 0.23 205.73 0.52 0.50 ----- ----- ----- ----- ----- ---- ----- 0.50
20.60 0.23 205.72 0.52 0.50 -- ----- -- ---- ----- -- ----- 0.50
20.63 0.22 205.72 0.52 0.50 ---- ----- ----- ---- ----- ----- ----- 0.50
20.67 0.22 205.72 0.52 0.50 ----- ---- --- ---- ---- ----- ---- 0.50
20.70 0.22 205.71 0.52 0.50 ---- ----- -___ _____ ____ ___- -__ 0.50
20.73 0.22 205.71 0.52 0.50 --- ---- ----- ----- ----- ---- --- 0.50
20.77 0.22 205.71 0.52 0.50 ---- ----- ----- ----- ----- --- ----- 0.50
20.80 0.22 205.71 0.52 0.49 ---- ----- ----- ----- ----- ---- ----- 0.49
20.83 0.22 205.70 0.52 0.49 ----- ----- ----- ----- ----- ----- -- 0.49
20.87 0.22 205.70 0.52 0.49 -- ----- --- -- -_ -_- ----- 0.49
20.90 0.22 205.70 0.52 0.49 ----- ----- --- ----- ----- ----- ----- 0.49
20.93 0.22 205.69 0.52 0.49 ---- ----- --- ----- ----- --- ----- 0.49
20.97 0.22 205.69 0.52 0.49 --- ----- ----- ---- ----- ----- ----- 0.49
21.00 0.21 205.69 0.52 0.49 ---- ----- ---- ---- _____ ___ _____ 0.49
21.03 0.21 205.69 0.52 0.49 ----- ----- ----- ----- ----- ----- ---- 0.49
21.07 0.21 205.68 0.51 0.49 ----- ----- -- ----- ---- --- ----- 0.49
21.10 0.21 205.68 0.51 0.49 ----- ---- ---- ---- ----- ----- ---- 0.49
21.13 0.21 205.68 0.51 0.49 --- ---- ---- ----- ---- -- ---- 0.49
21.17 0.21 205.67 0.51 0.49 ----- ----- ----- ----- ----- ----- ----- 0.49
21.20 0.21 205.67 0.51 0.49 ----- ----- ----- ----- ----- ----- ---- 0.49
21.23 0.21 205.67 0.51 0.49 --- ----- ---- ----- ----- ----- ---- 0.49
21.27 0.21 205.67 0.51 0.49 --- ----- ---- -- ----- ---- --- 0.49
21.30 0.21 205.66 0.51 0.49 ----- ----- ---- ----- ----- ----- ----- 0.49
21.33 0.21 205.66 0.50 0.49 ----- ----- ---- ----- ----- ---- ----- 0.49
21.37 0.21 205.66 0.50 0.49 ----- ---- ----- ----- ----- ----- ---- 0.49
21.40 0.20 205.65 0.50 0.49 ---- ----- ----- ---- ---- ---- -- 0.49
21.43 0.20 205.65 0.50 0.48 ----- ----- ----- ----- ----- ---- ----- 0.48
21.47 0.20 205.65 0.50 0.48 ----- ----- ---- ----- --- ----- ----- 0.48
21.50 0.20 205.65 0.50 0.48 ----- ---- ----- ---- ----- ----- ---- 0.48
21.53 0.20 205.64 0.50 0.48 -- ----- ---- ----- --- ----- ---- 0.48
21.57 0.20 205.64 0.49 0.48 ----- ----- ----- ----- ----- ----- ----- 0.48
21.60 0.20 205.64 0.49 0.48 ----- ----- -- ----- ----- ---- ---- 0.48
21.63 0.20 205.63 0.49 0.48 ---- ---- ----- ----- ---- ----- --- 0.48
Continues on next page...
age 7
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.67 0.20 205.63 0.49 0.48 ----- ----- ----- ----- ----- ----- ----- 0.48
21.70 0.20 205.63 0.49 0.48 ----- ----- --- ----- --- ----- ---- 0.48
21.73 0.20 205.62 0.49 0.48 ----- ----- ----- ---- ----- ----- ----- 0.48
21.77 0.19 205.62 0.49 0.48 ----- ----- ----- ----- ----- ---- ---- 0.48
21.80 0.19 205.62 0.48 0.48 ----- ----- ---- ----- ----- ---- ----- 0.48
21.83 0.19 205.62 0.48 0.48 ----- ----- ---- ----- ----- ---- ----- 0.48
21.87 0.19 205.61 0.48 0.48 ----- ----- ---- ---- --- --- ---- 0.48
21.90 0.19 205.61 0.48 0.48 ---- ----- ----- ----- ---- ---- ---- 0.48
21.93 0.19 205.61 0.48 0.48 ----- ----- ---- ----- ---- ----- ----- 0.48
21.97 0.19 205.60 0.48 0.48 ----- ----- ---- ----- ----- ---- ----- 0.48
22.00 0.19 205.60 0.48 0.48 ---- ----- ----- ----- ----- ----- ---- 0.48
22.03 0.21 205.60 0.48 0.48 ---- _____ -- -- _____ -___ - 0.48
22.07 0.23 205.60 0.47 0.47 ----- ----- ---- ----- ----- ----- ----- 0.47
22.10 0.25 205.59 0.47 0.47 ----- ----- ---- ----- ----- --- --- 0.47
22.13 0.27 205.59 0.47 0.47 ----- ----- ----- ---- ----- ----- ---- 0.47
22.17 0.26 205.59 0.47 0.47 ----- ----- --- --- ---- ----- --- 0.47
22.20 0.25 205.59 0.47 0.47 ---- ----- ---- ----- ----- ---- ----- 0.47
22.23 0.24 205.58 0.47 0.47 ----- ----- --- ----- ----- ----- ----- 0.47
22.27 0.23 205.58 0.47 0.47 ---- ----- ----- ---- ---- ----- ---- 0.47
22.30 0.22 205.58 0.47 0.47 -- ---- ----- ---- ---- ---- ---- 0.47
22.33 0.21 205.58 0.47 0.47 ---- ----- --- ----- ----- ----- ----- 0.47
22.37 0.19 205.57 0.47 0.47 ----- ----- ----- ---- ----- ----- ----- 0.47
22.40 0.19 205.57 0.47 0.47 ----- ----- ----- ----- ----- ----- ----- 0.47
22.43 0.19 205.57 0.47 0.47 - ----- ---- ---- ---- ---- --- 0.47
22.47 0.19 205.56 0.47 0.47 ---- ----- ---- ----- ----- ----- ----- 0.47
22.50 0.19 205.56 0.47 0.47 ----- ----- ---- ----- ----- ----- ----- 0.47
22.53 0.19 205.56 0.47 0.47 ----- ----- ---- ---- ----- ----- ---- 0.47
22.57 0.19 205.56 0.47 0.47 ----- ----- ----- ---- ---- --- - 0.47
22.60 0.19 205.55 0.47 0.47 ----- ----- ---- ----- ----- ----- ----- 0.47
22.63 0.19 205.55 0.47 0.47 ----- ----- --- ----- ----- ----- ----- 0.47
22.67 0.19 205.55 0.47 0.47 ----- ----- ----- ----- ----- ---- ---- 0.47
22.70 0.19 205.54 0.47 0.47 ----- ----- -- -- ---- ---- ---- 0.47
22.73 0.19 205.54 0.47 0.47 ---- ----- ----- ----- ----- ---- ----- 0.47
22.77 0.19 205.54 0.47 0.47 ----- ----- ---- ----- ----- ----- ----- 0.47
22.80 0.19 205.53 0.47 0.47 ----- ----- ----- ----- ----- ----- ---- 0.47
22.83 0.18 205.53 0.47 0.47 ---- ---- ----- ----- ---- ----- -- 0.47
22.87 0.18 205.53 0.46 0.46 ----- ----- ----- ----- ----- ----- ----- 0.46
22.90 0.18 205.53 0.46 0.46 ----- ----- ----- ----- ----- ----- ----- 0.46
22.93 0.18 205.52 0.46 0.46 ----- ----- ---- ----- ----- ----- ---- 0.46
22.97 0.18 205.52 0.46 0.46 ---- ---- ---_ __-_ ___ ____ ___ 0.46
23.00 0.18 205.52 0.46 0.46 ----- ----- ---- ----- ----- ----- ----- 0.46
23.03 0.18 205.51 0.46 0.46 ---- ----- ---- ----- ----- ---- ----- 0.46
23.07 0.18 205.51 0.46 0.46 ----- ----- ---- ----- ----- ----- ----- 0.46
23.10 0.18 205.51 0.46 0.46 ---- ----- ----- ----- ---- ----- ---- 0.46
23.13 0.18 205.51 0.46 0.46 --- ----- ---- ----- ----- ----- ----- 0.46
23.17 0.18 205.50 0.46 0.46 ---- ----- ----- ----- ----- ---- ----- 0.46
23.20 0.18 205.50 0.46 0.46 ---- ----- ----- ----- ----- ---- ---- 0.46
23.23 0.18 205.50 0.46 0.46 --- ----- ----- -- ----- ---- ---- 0.46
23.27 0.18 205.49 0.46 0.46 ----- ----- --- ----- ----- ----- ----- 0.46
23.30 0.18 205.49 0.46 0.46 ---- ----- -- ---- ----- ____ __-_ 0.46
23.33 0.17 205.49 0.46 0.46 ----- ----- ----- ----- ----- ---- -- 0.46
Continues on next page...
Page 8
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.37 0.17 205.48 0.46 0.46 ----- ----- ---- ----- ----- ---- ----- 0.46
23.40 0.17 205.48 0.46 0.46 ----- ----- ---- ---- ---- -- ----- 0.46
23.43 0.17 205.48 0.46 0.46 ----- ----- --- ----- ----- ---- ---- 0.46
23.47 0.17 205.48 0.46 0.46 ---- ----- ----- -- _____ 0.46
23.50 0.17 205.47 0.46 0.46 ----- ----- ---- ----- ----- ----- ----- 0.46
23.53 0.17 205.47 0.46 0.45 ----- ----- ----- ----- ----- ----- ----- 0.45
23.57 0.17 205.47 0.46 0.45 ----- ----- ----- ---- ----- ---- ---- 0.45
23.60 0.17 205.46 0.46 0.45 ----- ----- ----- -- ----- - - 0.45
23.63 0.17 205.46 0.46 0.45 ----- ----- ---- ----- ----- ----- ----- 0.45
23.67 0.17 205.46 0.46 0.45 ----- ----- ----- ----- ----- ----- ----- 0.45
23.70 0.17 205.46 0.46 0.45 ----- ----- ----- ---- ----- ____ ____ 0.45
23.73 0.17 205.45 0.46 0.45 --- ---- ---- ----- ----- ---- ----- 0.45
23.77 0.17 205.45 0.46 0.45 ---- ----- ---- ----- ----- ----- --- 0.45
23.80 0.17 205.45 0.46 0.45 ----- ----- ----- ----- ----- ----- ---- 0.45
23.83 0.16 205.44 0.46 0.45 ----- ----- ----- ----- ----- ----- ----- 0.45
23.87 0.16 205.44 0.46 0.45 ---- ----- ---- --- ----- -- --- 0.45
23.90 0.16 205.44 0.46 0.45 ----- ----- ---- ----- ----- ----- ----- 0.45
23.93 0.16 205.43 0.46 0.45 ---- ----- ----- ----- ---- ----- ----- 0.45
23.97 0.16 205.43 0.46 0.45 ---- ----- ----- ---- ----- ----- -- 0.45
24.00 0.16 205.43 0.46 0.45 ----- ---- -- ____ ____ _____ _- 0.45
24.03 0.15 205.43 0.46 0.45 ----- ----- ----- ----- ----- ---- ----- 0.45
24.07 0.14 205.42 0.46 0.45 ----- ----- ---- ----- ----- -- ----- 0.45
24.10 0.12 205.42 0.46 0.44 ----- ----- ----- --- ----- ---- _____ 0.44
24.13 0.09 205.42 0.46 0.44 --- ----- ---- ----- ----- --- --- 0.44
24.17 0.06 205.41 0.46 0.44 ----- ----- ----- ----- ---- ----- ----- 0.44
24.20 0.04 205.41 0.46 0.44 ----- ----- -- ----- ---- ----- ----- 0.44
24.23 0.02 205.40 0.46 0.44 ----- ----- ----- ----- ----- ----- ---- 0.44
24.27 0.01 205.40 0.46 0.44 -- ----- ---- --- ---- -- -_ 0.44.
24.30 0.00 205.39 0.46 0.44 ----- ----- ----- ----- ----- ----- ----- 0.44
24.33 0.00 205.39 0.46 0.44 ----- ----- -- ----- ---- ----- ----- 0.44
24.37 0.00 205.39 0.46 0.44 ----- ----- ----- ---- ----- ----- ---- 0.44
24.40 0.00 205.38 0.46 0.44 ----- ---- ---- ---- -- ____ -_ 0.44
24.43 0.00 205.38 0.46 0.44 ---- ----- --- ----- ----- ---- ---- 0.44
24.47 0.00 205.37 0.46 0.44 ---- ----- ----- ----- ----- ----- ----- 0.44
24.50 0.00 205.37 0.46 0.43 ----- ----- ----- ----- ----- _____ ___ 0.43
24.53 0.00 205.36 0.46 0.43 --- ----- ----- -- ____ ____ __- 0.43
24.57 0.00 205.36 0.46 0.43 ----- ----- ---- ----- ----- ---- ----- 0.43
24.60 0.00 205.35 0.46 0.43 ----- ----- ---- ----- ---- ----- ----- 0.43
24.63 0.00 205.35 0.46 0.43 ---- ---- ----- ----- ----- ----- ---- 0.43
24.67 0.00 205.34 0.46 0.43 0.43
24.70 0.00 205.34 0.46 0.43 ----- ----- ----- ----- ----- ----- ----- 0.43
24.73 0.00 205.34 0.46 0.43 ----- ----- --- ----- ----- ---- ----- 0.43
24.77 0.00 205.33 0.46 0.43 ---- ----- ----- --- _-_ _-_ _____ 0.43
24.80 0.00 205.33 0.46 0.43 --- ----- ---- --- ____ ___ ___ 0.43
24.83 0.00 205.32 0.46 0.43 ----- ----- --- ----- ---- ----- ----- 0.43
24.87 0.00 205.32 0.46 0.42 ----- ----- ----- ----- ----- ----- ----- 0.42
24.90 0.00 205.31 0.46 0.42 ---- ----- --_ ___ ----- _____ ___ 0.42
24.93 0.00 205.31 0.46 0.42 ----- ----- -- --- ----- --- -- 0.42
24.97 0.00 205.30 0.46 0.42 ----- ----- ---- ----- ----- ----- ----- 0.42
25.00 0.00 205.30 0.46 0.42 ----- ----- ----- ----- ----- ----- ----- 0.42
25.03 0.00 205.30 0.46 0.42 --- ----- ---- ----- ----- --- --- 0.42
Continues on next page...
Page 9
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
25.07 0.00 205.29 0.46 0.42 ----- ----- ---- ----- ----- ----- ----- 0.42
25.10 0.00 205.29 0.45 0.42 ---- ---- ---- ----- ----- ---- ----- 0.42
25.13 0.00 205.28 0.45 0.42 ----- ---- ----- --- _____ _____ ____ 0.42
25.17 0.00 205.28 0.45 0.42 ---- --- --- ----- ----- ---- ----- 0.42
25.20 0.00 205.27 0.45 0.42 ---- ----- ----- ----- ---- ----- ----- 0.42
25.23 0.00 205.27 0.44 0.42 ---- ----- ---- ----- ----- ----- ----- 0.42
25.27 0.00 205.27 0.44 0.41 ----- ----- ----- ----- ----- ----- ----- 0.41
25.30 0.00 205.26 0.44 0.41 0.41
25.33 0.00 205.26 0.44 0.41 ----- ----- ----- ----- ----- ----- ----- 0.41
25.37 0.00 205.25 0.43 0.41 ---- ----- ----- ----- ----- ---- ----- 0.41
25.40 0.00 205.25 0.43 0.41 ----- ----- ----- ---- ---- ----- --- 0.41
25.43 0.00 205.24 0.43 0.41 --- ----- ----- ----- ----- ----- -- 0.41
25.47 0.00 205.24 0.43 0.41 ----- ----- ----- ----- ----- ----- ----- 0.41
25.50 0.00 205.24 0.42 0.41 ----- ----- ---- ----- ----- ----- ----- 0.41
25.53 0.00 205.23 0.42 0.41 ----- ---- ----- -___ __-_ -___ _w 0.41
25.57 0.00 205.23 0.42 0.41 ----- ---- --- ----- ---- ----- --- 0.41
25.60 0.00 205.22 0.42 0.41 ----- ----- --- ----- ----- ----- ----- 0.41
25.63 0.00 205.22 0.41 0.41 ----- ----- ----- ----- ----- ----- ----- 0.41
25.67 0.00 205.21 0.41 0.41 ----- ---- ----- ---- ----- ----- ----- 0.41
25.70 000 205.21 0.41 0.41 ---- ----- ----- ---- ----- ---- ---- 0.41
25.73 0.00 205.21 0.41 0.40 ----- ----- ---- ----- ----- ----- ----- 0.40
25.77 0.00 205.20 0.40 0.40 ----- ----- ----- ----- ----- ----- ----- 0.40
25.80 0.00 205.20 0.40 0.40 ----- ----- ----- ----- ----- ----- ---- 0.40
25.83 0.00 205.19 0.40 0.40 ----- ----- ----- ---- ----- ----- --- 0.40
25.87 0.00 205.19 0.40 0.40 ----- ----- ---- ----- ----- ---- ----- 0.40
25.90 0.00 205.19 0.40 0.40 ----- ----- ---- ----- ----- ----- ----- 0.40
25.93 0.00 205.18 0.40 0.40 ----- ---- ---- ----- ----- ----- ----- 0.40
25.97 000 205.18 0.40 0.40 --- ----- 0.40
26.00 0.00 205.17 0.40 0.40 ----- ----- ----- ----- ----- ----- ----- 0.40
26.03 0.00 205.17 0.40 0.40 ----- ----- -- ----- ----- ---- ----- 0.40
26.07 0.00 205.16 0.40 0.40 --- ----- ---- ----- ----- ---- --- 0.40
26.10 0.00 205.16 0.40 0.39 ---- ----- ---- -- ----- ---- ----- 0.39
26.13 0.00 205.16 0.40 0.39 ---- ----- ---- ----- ----- ----- 0.39
26.17 0.00 205.15 0.40 0.39 ----- ----- --- ----- ----- ----- ----- 0.39
26.20 0.00 205.15 0.40 0.39 ----- ---- ----- _-__ ____ ____ ____ 0.39
26.23 0.00 205.14 0.40 0.39 ----- ---- ----- ----- ____ _M_ ___ 0.39
26.27 0.00 205.14 0.40 0.39 ----- ----- ----- ----- ----- ----- ----- 0.39
26.30 0.00 205.14 0.40 0.39 ----- ----- ----- ----- ---- ----- ----- 0.39
26.33 0.00 205.13 0.40 0.39 ---- ----- ---- ----- __w _-__ _-__ 0.39
26.37 0.00 205.13 0.40 0.39 ---- ---- --- -- ----- ---- --- 0.39
26.40 0.00 205.12 0.40 0.39 ----- ----- ----- ----- ----- ---- ----- 0.39
26.43 0.00 205.12 0.40 0.39 ----- ----- ---- ----- ----- ----- ----- 0.39
26.47 0.00 205.12 0.40 0.38 ----- ----- ----- ----- ----- ----- ----- 0.38
26.50 0.00 205.11 0.40 0.38 ----- ---- --- -- --- ___ W_ 0.38
26.53 0.00 205.11 0.40 0.38 ---- ----- ----- ----- ----- ----- ----- 0.38
26.57 0.00 205.10 0.40 0.38 ---- ----- --- ----- ----- ----- ----- 0.38
26.60 0.00 205.10 0.40 0.38 ---- ----- ----- ----- ----- ----- ----- 0.38
26.63 0.00 205.10 0.40 0.38 ---- ---- ----- ----- ----- ----- --- 0.38
26.67 0.00 205.09 0.40 0.38 ----- ----- ----- ----- ----- ----- ----- 0.38
26.70 0.00 205.09 0.40 0.38 ----- ----- ---- ----- ----- ---- ----- 0.38
26.73 0.00 205.08 0.40 0.38 ---- ----- ----_ -___ ____ ____ ____ 0.38
Continues on next page...
Page 10
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
26.77 0.00 205.08 0.39 0.38 ----- ----- --- ----- ----- ----- ----- 0.38
26.80 0.00 205.08 0.39 0.38 ----- ----- ----- ----- ----- ---- ---- 0.38
26.83 0.00 205.07 0.39 0.37 ---- ----- ----- ---- --- ---- ----- 0.37
26.87 0.00 205.07 0.39 0.37 ----- ----- ----- --- --- ----- -- 0.37
26.90 0.00 205.06 0.39 0.37 ----- ----- ----- ----- ----- ----- ----- 0.37
26.93 0.00 205.06 0.39 0.37 ----- ----- ----- ----- ----- ----- ---- 0.37
26.97 0.00 205.06 0.38 0.37 ----- ----- ----- ---- ----- ---- ----- 0.37
27.00 0.00 205.05 0.38 0.37 _- _____ ___ _-_ 0.37
27.03 0.00 205.05 0.38 0.37 ----- ----- ----- ---- ----- ----- ----- 0.37
27.07 0.00 205.05 0.38 0.37 ----- ----- --- ----- ----- ----- ----- 0.37
27.10 0.00 205.04 0.38 0.37 ----- ----- ----- ----- ---- ----- ---- 0.37
27.13 0.00 205.04 0.38 0.37 ---- ----- ---- ---- ----- ---- -- 0.37
27.17 0.00 205.03 0.37 0.37 ----- ----- ----- ----- ----- ----- ----- 0.37
27.20 0.00 205.03 0.37 0.37 ----- ----- ----- ----- ----- ---- ----- 0.37
27.23 0.00 205.03 0.37 0.36 ----- ----- ----- ----- ----- ---- ---- 0.36
27.27 0.00 205.02 0.37 0.36 0.36
27.30 0.00 205.02 0.37 0.36 ----- ----- ---- ----- ----- ---- ----- 0.36
27.33 0.00 205.01 0.37 0.36 ----- ----- ---- ----- ----- ---- ----- 0.36
27.37 0.00 205.01 0.36 0.36 ----- ----- ----- ----- ----- ----- ---- 0.36
27.40 0.00 205.01 0.36 0.36 _____ _____ ____ _____ 0.36
27.43 0.00 205.00 0.36 0.36 ----- ----- ----- ----- ----- ----- ----- 0.36
27.47 0.00 205.00 0.36 0.36 ---- ----- ---- ____ ____ _____ _____ 0.36
27.50 0.00 204.99 0.36 0.36 ---- ----- ----- ----- ----- ----- ----- 0.36
27.53 0.00 204.99 0.36 0.36 -- ----- ----- ----- ----- ---- ----- 0.36
27.57 0.00 204.99 0.36 0.36 ----- ----- ----- ----- ----- ---- ---- 0.36
27.60 0.00 204.98 0.36 0.35 ----- ----- --- ---- ----- ----- ----- 0.35
27.63 0.00 204.98 0.36 0.35 ----- ----- ----- ---- ----- --- ----- 0.35
27.67 0.00 204.97 0.36 0.35 0.35
27.70 0.00 204.97 0.36 0.35 ----- ----- ----- ----- ---- ----- ----- 0.35
27.73 0.00 204.96 0.36 0.35 ----- ----- ---- ----- ----- ---- --- 0.35
27.77 0.00 204.96 0.36 0.35 ----- ----- ---- ----- ----- ----- --- 0.35
27.80 0.00 204.95 0.36 0.35 -- ----- -- -- --- ----- -- 0.35
27.83 0.00 204.95 0.35 0.35 ----- ----- ---- ----- ----- ----- ----- 0.35
27.87 0.00 204.94 0.35 0.35 ----- ----- --- ----- ----- ----- ----- 0.35
27.90 0.00 204.94 0.35 0.35 ----- ---- ----- ----- ---- ----- ---- 0.35
27.93 0.00 204.94 0.35 0.34 ---- ---- ----- --- ----- ----- ---- 0.34.
27.97 0.00 204.93 0.35 0.34 ----- ----- ----- ----- ----- ---- ----- 0.34
28.00 0.00 204.93 0.35 0.34 ----- ----- ----- ----- ----- ---- ----- 0.34
28.03 0.00 204.92 0.35 0.34 ----- ----- ----- ____ _____ ____ ____ 0.34
28.07 0.00 204.92 0.35 0.34 ----- ----- --- ---- ---- ----- ---- 0.34
28.10 0.00 204.91 0.35 0.34 ----- ---- ---- ----- ----- ---- ----- 0.34
28.13 0.00 204.91 0.35 0.34 ----- ----- --- ----- ----- ---- ----- 0.34
28.17 0.00 204.90 0.35 0.34 ----- ----- ----- ----- ----- --- -- 0.34
28.20 0.00 204.90 0.35 0.34 --- ----- ---- ----- ---- ---- ---- 0.34
28.23 0.00 204.89 0.35 0.34 ----- ----- ----- ----- ----- ----- ----- 0.34
28.27 0.00 204.89 0.35 0.33 ----- ----- ---- ----- ----- ----- ----- 0.33
28.30 0.00 204.89 0.35 0.33 ---- ----- ---- ---- ----- ----- ----- 0.33
28.33 0.00 204.88 0.34 0.33 0.33
28.37 0.00 204.88 0.34 0.33 ----- ----- --- ----- ----- ----- ----- 0.33
28.40 0.00 204.87 0.34 0.33 ----- ----- ---- ----- ----- ----- ----- 0.33
28.43 0.00 204.87 0.34 0.33 --- ----- ---- ---- ----- ----- --- 0.33
Continues on next page...
Page 11
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) ds ft ds ds cfs ds cfs ds cfs ds eft cfs
28.47 0.00 204.86 0.34 0.33 ----- ---- ----- ----- ---- ----- ----- 0.33
28.50 0.00 204.86 0.34 0.33 ----- ----- ---- ----- ----- ----- ----- 0.33
28.53 0.00 204.86 0.33 0.33 ---- ----- ----- ----- ----- ----- ---- 0.33
28.57 0.00 204.85 0.33 0.32 ---- ---- ---- ---- ----- --- ---- 0.32
28.60 0.00 204.85 0.33 0.32 ----- ---- ----- ----- ---- ----- ----- 0.32
28.63 0.00 204.84 0.33 0.32 ----- ----- -- ----- ----- ---- ----- 0.32
28.67 0.00 204.84 0.33 0.32 ----- ----- ----- ----- ---- ---- ----- 0.32
28.70 0.00 204.83 0.33 0.32 ----- ----- ---- --- ----- ---- ---- 0.32
28.73 0.00 204.83 0.32 0.32 ----- ----- ----- ----- ----- ----- ----- 0.32
28.77 0.00 204.83 0.32 0.32 ---- ----- ----- ----- ----- ---- ----- 0.32
28.80 0.00 204.82 0.32 0.32 ----- ----- ----- ----- ----- ---- ---- 0.32
28.83 0.00 204.82 0.32 0.32 ---- ----- --- ---- ---- --- ----- 0.32
28.87 0.00 204.81 0.32 0.31 ----- ----- ----- ----- ----- ----- ----- 0.31
28.90 0.00 204.81 0.32 0.31 ----- ----- ----- ----- ----- ----- ----- 0.31
28.93 0.00 204.81 0.31 0.31 ----- ---- ----- ----- ---- ----- ----- 0.31
28.97 0.00 204.80 0.31 0.31 ---- ----- ----- ---- --_ - ---- 0.31
29.00 0.00 204.80 0.31 0.31 ----- ----- ----- ----- ----- ----- ----- 0.31
29.03 0.00 204.79 0.31 0.31 ----- ----- ---- ----- ---- ---- ----- 0.31
29.07 0.00 204.79 0.31 0.31 ---- ---- ----- ---- ---- ----- ---- 0.31
29.10 0.00 204.79 0.31 0.31 ---_ -___ _____ M__ _____ _____ _____ 0.31
29.13 0.00 204.78 0.31 0.31 ----- ----- ----- ----- ----- ----- ----- 0.31
29.17 0.00 204.78 0.31 0.31 ----- ----- ----- ----- ----- ----- ----- 0.31
29.20 0.00 204.77 0.31 0.30 ---- ----- ----- ----- ----- ----- ---- 0.30
29.23 0.00 204.77 0.31 0.30 --- ----- ---- ---- ----- ----- -- 0.30
29.27 0.00 204.77 0.31 0.30 ---- ----- ---- ---- ----- ---- ----- 0.30
29.30 0.00 204.76 0.31 0.30 ----- ---- ----- ---- ----- ----- ----- 0.30
29.33 0.00 204.76 0.31 0.30 ----- ----- ----- ----- ----- ----- ---- 0.30
29.37 0.00 204.75 0.31 0.30 --_-- _____ 0.30
29.40 0.00 204.75 0.31 0.30 ----- ----- ----- ----- ----- ----- ----- 0.30
29.43 0.00 204.75 0.31 0.30 ----- ----- ----- ----- ---- ----- ----- 0.30
29.47 0.00 204.74 0.31 0.30 ---- ----- ----- ----- ----- ---- ----- 0.30
29.50 0.00 204.74 0.31 0.30 ---- ----- ----- --- -- ----- --- 0.30
29.53 0.00 204.73 0.31 0.29 ---- ----- --- ----- ----- ---- ----- 0.29
29.57 0.00 204.73 0.31 0.29 ----- ----- _-_-- ----- ----- ----- ----- 0.29
29.60 0.00 204.73 0.31 0.29 ----- ----- ----- ---- ----- ----- ---- 0.29
29.63 0.00 204.72 0.30 0.29 ---- ----- ---- ---- ----- --- ---- 0.29
29.67 0.00 204.72 0.30 0.29 ----- ----- ---- ----- ----- ----- ----- 0.29
29.70 0.00 204.72 0.30 0.29 ----- ----- --- ----- ----- ----- ----- 0.29
29.73 0.00 204.71 0.30 0.29 ---- ----- ----- ----- ----- -- ----- 0.29
29.77 0.00 204.71 0.30 0.29 ----- ----- ---- ----- ----- -- ----- 0.29
29.80 0.00 204.70 0.30 0.29 ---- ----- ----- ----- ----- ----- ---- 0.29
29.83 0.00 204.70 0.30 0.29 ----- ----- ---- ----- ----- ----- ----- 0.29
29.87 0.00 204.70 0.30 0.28 ----- ----- ----- ---- ---- ----- ---- 0.28
29.90 0.00 204.69 0.30 0.28 ---- ---- ---- ---- ----- ---- -- 0.28
29.93 0.00 204.69 0.30 0.28 ----- ----- ----- ----- ----- ----- ----- 0.28
29.97 0.00 204.69 0.30 0.28 ----- ----- ----- ----- ----- ----- ----- 0.28
30.00 0.00 204.68 0.29 0.28 ----- ----- ----- ----- ----- ----- ---- 0.28
30.03 0.00 204.68 0.29 0.28 ---_ _____ ___- -- _____ _____ -__ 0.28
30.07 0.00 204.67 0.29 0.28 ----- ----- ----- ----- ----- ----- ----- 0.28
30.10 0.00 204.67 0.29 0.28 ----- ----- ----- ----- ----- ----- ----- 0.28
30.13 0.00 204.67 0.29 0.28 ----- ----- ----- ----- ----- ---- ---- 0.28
Continues on next page...
Page 12
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
30.17 0.00 204.66 0.29 0.28 ----- ----- ----- ----- ----- ----- ----- 0.28
30.20 0.00 204.66 0.29 0.27 ----- ---- ---- ----- ---- ----- ---- 0.27
30.23 0.00 204.66 0.28 0.27 ---- ----- ----- •----- ----- ----- ---- 0.27
30.27 0.00 204.65 0.28 0.27 ---- ----- ----- -- ---- -- -- 0.27
30.30 0.00 204.65 0.28 0.27 ---- ---- ----- ---- ----- ----- ----- 0.27
30.33 0.00 204.65 0.28 0.27 ----- ----- ----- ----- ----- ---- ---- 0.27
30.37 0.00 204.64 0.28 0.27 ----- ---- ----- ----- ----- ---- ---- 0.27
30.40 0.00 204.64 0.28 0.27 ---- ----- ----- -- ---- ----- -- 0.27
30.43 0.00 204.63 0.27 0.27 ----- ----- ----- ----- ----- ----- ----- 0.27
30.47 0.00 204.63 0.27 0.27 ----- ----- ---- ----- ---- ----- ----- 0.27
30.50 0.00 204.63 0.27 0.27 ----- ---- ----- ----- ----- --- --- 0.27
30.53 0.00 204.62 0.27 0.27 ----- ----- -- ----- ----- -- ----- 0.27
30.57 0.00 204.62 0.27 0.26 ----- ----- ----- ----- ----- ----- ----- 0.26
30.60 0.00 204.62 0.27 0.26 ----- ----- ---- ----- ----- ---- ----- 0.26
30.63 0.00 204.61 0.27 0.26 ---- ----- ---- ----- ----- ----- ----- 0.26
30.67 0.00 204.61 0.26 0.26 ---__ ____ ____ _-_ _____ _____ ____ 0.26
30.70 0.00 204.61 0.26 0.26 ----- ---- ----- ----- ---- --- ---- 0.26
30.73 0.00 204.60 0.26 0.26 ----- ----- ---- --- ----- ----- ----- 0.26
30.77 0.00 204.60 0.26 0.26 ---- ----- ----- ---- ----- ----- ---- 0.26
30.80 0.00 204.60 0.26 0.26 --- ----- ----- ___ ____ _- -__ 0.26
30.83 0.00 204.59 0.26 0.26 ----- ----- --- ----- ----- ---- ----- 0.26
30.87 0.00 204.59 0.26 0.26 ----- ----- ---- ----- ---- ---- ---- 0.26
30.90 0.00 204.59 0.26 0.25 ----- ----- ----- ---- ----- ----- ---- 0.25
30.93 0.00 204.58 0.25 0.25 ----- ----- --- ----- ----- --- ---- 0.25
30.97 0.00 204.58 0.25 0.25 ----- ----- ---- ----- ----- ---- ----- 0.25
31.00 0.00 204.58 0.25 0.25 ---- ----- ----- ----- ----- ----- ----- 0.25
31.03 0.00 204.57 0.25 0.25 ----- ----- ----- ----- ----- ----- --- 0.25
31.07 0.00 204.57 0.25 0.25 ---- ----- ----- --- ---- ----- ----- 0.25
31.10 0.00 204.57 0.25 0.25 ----- ----- ----- ----- ----- ---- ----- 0.25
31.13 0.00 204.56 0.25 0.25 ----- ----- ----- ----- ----- ----- ----- 0.25
31.17 0.00 204.56 0.25 0.25 --- ----- ----- ---- ----- ----- ----- 0.25
31.20 0.00 204.56 0.25 0.24 ---- ---- ----- --- ----- ----- ---- 0.24
31.23 0.00 204.55 0.24 0.24 ---- ----- ----- ----- ----- ---- ---- 0.24
31.27 0.00 204.55 0.24 0.24 ----- ----- ----- ----- ----- ---- ----- 0.24
31.30 0.00 204.55 0.24 0.24 -- ---- ----- ---- ---- ----- ----- 0.24
31.33 0.00 204.54 0.24 0.24 --- ----- ----- --- ---- - -- 0.24
31.37 0.00 204.54 0.24 0.24 ----- ----- ----- ----- ----- ----- ----- 0.24
31.40 0.00 204.54 0.24 0.24 ----- ----- ---- ----- ----- ----- --- 0.24
31.43 0.00 204.53 0.24 0.24 ---- --- ----- --- ----- ----- ----- 0.24
31.47 0.00 204.53 0.24 0.24 ----- ----- ____ ____ ____ ___ _____ 0.24
31.50 0.00 204.53 0.24 0.24 ----- ----- ----- ----- ---- ---- ----- 0.24
31.53 0.00 204.53 0.23 0.23 ----- ----- ---- ----- ----- ---- ----- 0.23
31.57 0.00 204.52 0.23 0.23 ----- ---- ----- ----- ----- ----- ---- 0.23
31.60 0.00 204.52 0.23 0.23 ---- ----- ----- -__ _____ ----- -_ 0.23
31.63 0.00 204.52 0.23 0.23 ---- ----- ---- ----- ----- ----- ----- 0.23
31.67 0.00 204.51 0.23 0.23 ---- ----- ---- ----- ---- ----- ----- 0.23
31.70 0.00 204.51 0.23 0.23 ----- ----- ---- ----- ----- ---- ---- 0.23
31.73 0.00 204.51 0.23 0.23 ---- ----- -- ---- ----- ----- -- 0.23
31.77 0.00 204.50 0.23 0.23 ----- ----- ---- ----- ----- ----- ----- 0.23
31.80 0.00 204.50 0.23 0.23 ----- ---- --- ----- ----- ----- ----- 0.23
31.83 0.00 204.50 0.23 0.23 ----- ----- ----- ---- ----- ----- --- 0.23
Continues on next page...
Page 13
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
31.87 0.00 204.50 0.22 0.22 ----- ----- ---- ----- ----- ----- ----- 0.22
31.90 0.00 204.49 0.22 0.22 ----- ----- ----- ----- ----- --- ----- 0.22
31.93 0.00 204.49 0.22 0.22 ----- ---- ----- ----- ----- ----- --- 0.22
31.97 0.00 204.49 0.22 0.22 0.22
32.00 0.00 204.48 0.22 0.22 ----- ---- ----- ----- ----- ----- ----- 0.22
32.03 0.00 204.48 0.22 0.22 ----- ----- ----- ----- ----- ----- ---- 0.22
32.07 0.00 204.48 0.22 0.22 ----- ----- ----- ---- ----- ----- ----- 0.22
32.10 0.00 204.48 0.22 0.22 -- ---- ---- ---- ---- ---- ---- 0.22
32.13 0.00 204.47 0.22 0.22 ----- ----- ----- ----- ----- ----- ---- 0.22
32.17 0.00 204.47 0.22 0.22 ----- ----- ---- ----- ---- ----- ----- 0.22
32.20 0.00 204.47 0.21 0.21 ----- ----- ----- ----- ---- --- ----- 0.21
32.23 0.00 204.46 0.21 0.21 --- ----- --- ---- ----- ----- --- 0.21
32.27 0.00 204.46 0.21 0.21 ----- ----- ----- ----- ---- ----- ----- 0.21
32.30 0.00 204.46 0.21 0.21 ----- ----- ----- ----- ----- ----- ----- 0.21
32.33 0.00 204.46 0.21 0.21 ----- ----- ---- ----- ---- ----- ----- 0.21
32.37 0.00 204.45 0.21 0.21 ---- ___ ____ _____ _____ ___ ___ 0.21
32.40 0.00 204.45 0.21 0.21 ----- ----- ----- ----- ----- ----- ----- 0.21
32.43 0.00 204.45 0.21 0.21 ---- ----- ----- ----- ----- ---- ----- 0.21
32.47 0.00 204.44 0.21 0.21 ----- ---- ----- ----- ----- ----- ----- 0.21
32.50 0.00 204.44 0.21 0.21 -- ----- ----- ----- ---- ----- ---- 0.21
32.53 0.00 204.44 0.20 0.20 ----- ----- ----- ----- ----- ----- ----- 0.20
32.57 0.00 204.44 0.20 0.20 ----- ----- ----- ----- ----- ----- ----- 0.20
32.60 0.00 204.43 0.20 0.20 ----- ----- ----- ---- ----- ----- ---- 0.20
32.63 0.00 204.43 0.20 0.20 ---- ---- ----- ----- ----- ----- - 0.20
32.67 0.00 204.43 0.20 0.20 ----- ---- ----- ----- ----- ---- ----- 0.20
32.70 0.00 204.43 0.20 0.20 ---- ----- ---- ----- ----- ---- ----- 0.20
32.73 0.00 204.42 0.20 0.20 ---- ---- ----- ----- ----- ----- ---- 0.20
32.77 0.00 204.42 0.20 0.20 ----- ---_ _____ _____ ____ __- ____ 0.20
32.80 0.00 204.42 0.20 0.20 ----- ----- ----- ----- ----- ----- ----- 0.20
32.83 0.00 204.42 0.20 0.20 ----- ----- -- ----- ----- ----- ---- 0.20
32.87 0.00 204.41 0.20 0.20 ----- ----- ----- ---- ----- ---- --- 0.20
32.90 0.00 204.41 0.19 0.19 0.19
32.93 0.00 204.41 0.19 0.19 ----- ----- ----- ---- ----- ----- ---- 0.19
32.97 0.00 204.41 0.19 0.19 ----- ----- ----- ----- ----- ----- ----- 0.19
33.00 0.00 204.40 0.19 0.19 ----- ---- ----- ---- ----- ---- ----- 0.19
33.03 0.00 204.40 0.19 0.19 -___ -___ _____ _-__ _____ 0.19
33.07 0.00 204.40 0.19 0.19 ----- ----- ----- ----- ----- ----- ----- 0.19
33.10 0.00 204.40 0.19 0.19 ----- ----- ----- ----- ----- ----- ----- 0.19
33.13 0.00 204.39 0.19 0.19 ---- ----- ----- ----- ---- ----- ----- 0.19
33.17 0.00 204.39 0.19 0.19 ----- ----- ----- --- ----- ----- ---- 0.19
33.20 0.00 204.39 0.19 0.19 ---- ----- ----- ----- ----- ---- ----- 0.19
33.23 0.00 204.39 0.19 0.18 ----- ----- ---- ----- ----- ---- ----- 0.18
33.27 0.00 204.38 0.18 0.18 ----- ----- ---- ----- ---- ---- ----- 0.18
33.30 0.00 204.38 0.18 0.18 -- ----- ----- --- ----- ----- -- 0.18
33.33 0.00 204.38 0.18 0.18 ---- ----- ---- ---- ----- ----- ----- 0.18
33.37 0.00 204.38 0.18 0.18 ----- ----- ---- ----- ----- ----- ----- 0.18
33.40 0.00 204.37 0.18 0.18 ----- ----- ---- ----- ----- ---- ----- 0.18
33.43 0.00 204.37 0.18 0.18 ----- ----- -- ---- ---- ---- --- 0.18
33.47 0.00 204.37 0.18 0.18 ----- ----- ----- ----- ----- ----- ----- 0.18
33.50 0.00 204.37 0.18 0.18 ----- ----- --- ----- ---- ----- ----- 0.18
33.53 0.00 204.36 0.18 .0.18 ---- ---- ---_ ____ _____ ____ ___ 0.18
Continues on next page...
Page 14
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D ExHI Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
33.57 0.00 204.36 0.18 0.17 ----- ----- ----- ----- ----- ----- ----- 0.17
33.60 0.00 204.36 0.18 0.17 ----- ----- ----- ----- ----- ----- ----- 0.17
33.63 0.00 204.36 0.18 0.17 ---- ----- ----- ----- ----- ----- ---- 0.17
33.67 0.00 204.36 0.17 0.17 ---- ----- 0.17
33.70 0.00 204.35 0.17 0.17 ----- ----- ----- ----- ----- ----- ----- 0.17
33.73 0.00 204.35 0.17 0.17 ----- ---- ----- ----- ----- ----- ----- 0.17
33.77 0.00 204.35 0.17 0.17 ----- ----- ----- ---- ---- ----- --- 0.17
33.80 0.00 204.35 0.17 0.17 ---_ _____ _____ ____ _-__ 0.17
33.83 0.00 204.34 0.17 0.17 ----- ----- ---- ----- ----- ----- ----- 0.17
33.87 0.00 204.34 0.17 0.17 ----- ----- ----- ----- ----- ----- --- 0.17
33.90 0.00 204.34 0.17 0.16 ---- ----- ----- ----- ----- ----- --- 0.16
33.93 0.00 204.34 0.17 0.16 ---- _____ ----- ____ ----- ____ _____ 0.16
33.97 0.00 204.34 0.17 0.16 ----- ----- ----- ----- ----- ----- ----- 0.16
34.00 0.00 204.33 0.17 0.16 ----- ---- ----- ----- ----- ----- ----- 0.16
34.03 0.00 204.33 0.17 0.16 ----- ----- ----- ----- ----- ----- ----- 0.16
34.07 0.00 204.33 0.17 0.16 -__ --__ ____ ----- _____ ___ ___ 0.16
34.10 0.00 204.33 0.16 0.16 ----- ----- ----- ----- ----- ----- ----- 0.16
34.13 0.00 204.33 0.16 0.16 -___ _-__ _____ ----- ____ _____ _____ 0.16
34.17 0.00 204.32 0.16 0.16 ----- ---- ----- ---- ----- ----- ----- 0.16
34.20 0.00 204.32 0.16 0.16 ---- ----- ----- ----- ----- ----- ---- 0.16
34.23 0.00 204.32 0.16 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15
34.27 0.00 204.32 0.16 0.15 ----- ----- ----- ----- ---- ----- ----- 0.15
34.30 0.00 204.32 0.16 0.15 ----- ----- ---- ----- ---- ----- ----- 0.15
34.33 0.00 204.31 0.16 0.15 ---- ----- ----- ----- ----- ---- --- 0.15
34.37 0.00 204.31 0.16 0.15 ----- ----- ----- ---- ----- ----- ----- 0.15
34.40 0.00 204.31 0.16 0.15 ----- ----- ----- ----- ---- ----- ----- 0.15
34.43 0.00 204.31 0.16 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15
34.47 0.00 204.31 0.16 0.15 ----- ----- ---- --- ----- ---- ----- 0.15
34.50 0.00 204.30 0.16 0.15 ----- ----- ---- ----- ----- ----- ----- 0.15
34.53 0.00 204.30 0.16 0.15 ----- ---- ----- ----- ----- ---- ----- 0.15
34.57 0.00 204.30 0.15 0.15 ----- ---- ----- ----- ----- ----- ----- 0.15
34.60 0.00 204.30 0.15 0.14 ---- ----- --- -- ----- --- -- 0.14
34.63 0.00 204.30 0.15 0.14 ----- ----- ----- ----- ----- ----- ---- 0.14
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 3.34 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = DET. BASIN
Max. Elevation = 206.83 ft Max. Storage = 33,292 cuft
Storage Indication method used. Outflow hydrograph volume=69,441 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D E>fiI Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.43 8.27 206.68 2.54 0.58 1.96 ----- ----- ----- ----- ----- ----- 2.54
12.47 7.54 206.72 2.76 0.58 2.18 ----- --- ----- --- ----- ----- 2.76
12.50 6.79 206.76 2.95 0.58 2.36 ---- ----- ----- ----- ----- ---- 2.94
12.53 6.04 206.78 3.09 0.58 2.50 ----- --- ----- --_ -- ----- 3.08
12.57 5.33 206.80 3.20 0.58 2.61 ----- ----- ----- ----- ----- ----- 3.19
12.60 4.70 206.82 3.27 0.58 2.68 ----- ---- ----- ----- ----- ----- 3.26
12.63 4.17 206.83 3.32 0.58 2.73 ----- ----- ----- ----- ---- ----- 3.31
12.67 3.76 206.83 3.34 0.58 2.76 --- --- ----- ----- --- ---- 3.33
12.70 3.45 206.83<< 3.35 0.58 2.77 ----- ----- ----- ----- ----- ----- 3.34<<
12.73 3.23 206.83 3.35 0.58 2.77 -- ---- ----- ----- ---- ---- 3.34
12.77 3.06 206.83 3.34 0.58 2.76 ---- ----- ----- ----- ----- ----- 3.34
12.80 2.95 206.83 3.33 0.58 2.75 ---- ---- ---- --- -- ---- 3.32
12.83 2.86 206.83 3.31 0.58 2.73 ----- ----- ----- --- ----- ----- 3.31
12.87 2.78 206.82 3.30 0.58 2.71 ---- ----- ---- --- ----- ---- 3.29
12.90 2.69 206.82 3.27 0.58 2.69 ---- ---- ----- ----- --- ---- 3.26
12.93 2.61 206.81 3.25 0.58 2.66 ---- ---- ----- ---- ----- ---- 3.24
12.97 2.53 206.81 3.22 0.58 2.64 ---- ----- ----- --- ----- ----- 3.21
13.00 2.45 206.80 3.19 0.58 2.61 --- --- ----- ----- --- ---- 3.18
13.03 2.37 206.80 3.16 0.58 2.58 ----- ----- ----- ---- ----- ---- 3.15
13.07 2.29 206.79 3.13 0.58 2.54 ----- ---_ ____ _____ _-__ 3.12
13.10 2.22 206.78 3.09 0.58 2.51 ----- --- ----- ---- ---- ----- 3.08
13.13 2.16 206.78 3.06 0.58 2.47 ----- - ----- --- ---- ----- 3.05
13.17 2.11 206.77 3.02 0.58 2.43 ----- ----- ----- ---- ----- ---- 3.01
13.20 2.07 206.76 2.98 0.58 2.39 ---- -- ---- ---- - ----- 2.97
13.23 2.03 206.76 2.94 0.58 2.36 ----- ----- ----- ---- ----- ----- 2.93
13.27 2.01 206.75 2.90 0.58 2.32 ----- ----- ----- --- ---- ----- 2.90
13.30 1.98 206.74 2.87 0.58 2.28 ----- ----- ----- ---- --- ----- 2.86
13.33 1.96 206.73 2.83 0.58 2.25 --- ----- ----- ---- - ----- 2.82
13.37 1.94 206.73 2.79 0.58 2.21 ----- ----- ----- ---- ---- ----- 2.79
13.40 1.92 206.72 2.76 0.58 2.17 ---- --- ----- ----- --- ----- 2.75
13.43 1.90 206.71 2.72 0.58 2.14 ----- ---- ----- ----- ---- ----- 2.72
13.47 1.88 206.71 2.69 0.58 2.11 --- --- ----- ----- ---- ---- 2.68
13.50 1.86 206.70 2.65 0.58 2.07 --__ ----- ---- ----- ----- ___- 2.65
13.53 1.83 206.70 2.62 0.58 2.04 ---- ---- ----- ---- ---- --- 2.62
13.57 1.81 206.69 2.59 0.58 2.01 ----- ---- ----- ----- ----- ----- 2.58
13.60 1.79 206.68 2.56 0.58 1.97 ----- ---- ----- -- -- ----- 2.55
13.63 1.77 206.68 2.52 0.58 1.94 ----- 2.52
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 5.51 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = DET. BASIN
Max. Elevation = 207.32 ft Max. Storage = 40,713 cuft
Storage Indication method used. Outflow hydrograph volume=88,862 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Will Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.33 14.17 207.05 4.42 0.57 3.84 ----- ----- ----- ----- --- ----- 4.42
12.37 12.55 207.12 4.73 0.57 4.15 ----- ---- ----- --- ----- ---- 4.73
12.40 11.32 207.17 4.98 0.57 4.41 ---- ----- ----- ---- ----- ---- 4.98
12.43 10.32 207.22 5.16 0.57 4.59 ----- ---- ----- ---- - - 5.16
12.47 9.40 207.26 5.28 0.57 4.71 ----- ---- ----- ----- ---- ----- 5.28
12.50 8.46 207.29 5.38 0.57 4.81 ---- --- ----- ----- --- ---- 5.38
12.53 7.52 207.31 5.45 0.57 4.88 ---- ----- ---- ---- ----- ----- 5.45
12.57 6.64 207.32 5.49 0.57 4.92 ---- ---- -- ----- --- ----- 5.49
12.60 5.84 207.32 5.51 0.57 4.94 ----- ----- ---- ----- ----- ----- 5.51
12.63 5.18 207.32 << 5.51 0.57 4.94 ----- ----- ----- ---- ---- ----- 5.51 <<
12.67 4.67 207.32 5.50 0.57 4.93 ----- ----- ----- ----- ---- ----- 5.50
12.70 4.29 207.31 5.47 0.57 4.90 ----- ---- ---- ---- ---- ----- 5.47
12.73 4.00 207.30 5.43 0.57 4.87 ----- ----- ----- ----- ----- ----- 5.43
12.77 3.80 207.29 5.39 0.57 4.83 ----- --- ----- ----- ----- ----- 5.39
12.80 3.65 207.28 5.35 0.57 4.78 ----- ----- ----- ----- ----- ---- 5.35
12.83 3.54 207.26 5.30 0.57 4.73 ----- -__ ___ ___- ____ _____ 5.30
12.87 3.44 207.25 5.25 0.57 4.69 ----- ----- ----- ----- ----- ----- 5.25
12.90 3.34 207.23 5.20 0.57 4.64 ----- ---- ---- --- --- ----- 5.20
12.93 3.23 207.22 5.15 0.57 4.59 ----- ---- ----- ----- ---- ----- 5.15
12.97 3.13 207.20 5.10 0.57 4.53 ---- -- --__ ___ _-_ -_ 5.10
13.00 3.03 207.19 5.04 0.57 4.47 ----- ---- ----- ----- ---- ---- 5.04
13.03 2.93 207.17 4.96 0.57 4.39 ----- ----- ----- ---- ---- ----- 4.96
13.07 2.83 207.16 4.89 0.57 4.32 ---- ----- ----- ----- ----- ----- 4.89
13.10 2.74 207.14 4.82 0.57 4.25 ----- -- --- ----- ----- - 4.82
13.13 2.67 207.12 4.75 0.57 4.17 ----- ---- ----- ----- ----- ----- 4.75
13.17 2.60 207.11 4.67 0.57 4.10 ----- ----- ----- ---- ---- ----- 4.67
13.20 2.55 207.09 4.60 0.57 4.03 ----- ----- ----- ----- ---- ---- 4.60
13.23 2.51 207.07 4.53 0.57 3.95 ---- ----- ____ ____ --_ _____ 4.53
13.27 2.48 207.06 4.46 0.57 3.88 ----- ---- ----- _--_ _____ ____ 4.46
13.30 2.45 207.04 4.39 0.57 3.81 ----- --- ----- ----- -- ---- 4.39
13.33 2.42 207.03 4.32 0.58 3.75 ----- ----- ---- ----- ---- ----- 4.32
13.37 2.39 207.01 4.25 0.58 3.68 ---- ---- --- __-_ ___ -_ 4.25
13.40 2.37 207.00 4.19 0.58 3.61 ----- ----- ---- ----- ---- ---- 4.19
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 6.99 cfs
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = DET. BASIN
Max. Elevation = 207.81 ft Max. Storage = 48,034 cuft
Storage Indication method used. Outflow hydrograph volume=106,388 cuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.27 21.57 207.32 5.48 0.57 4.91 ----- ---- ----- ----- ----- ---- 5.48
12.30 19.07 207.43 5.87 0.57 5.30 ---- ----- ----- ----- -- ----- 5.87
12.33 16.72 207.53 6.16 0.57 5.60 ----- ----- ----- ----- ----- ----- 6.16
12.37 14.78 207.60 6.40 0.56 5.84 ----- ----- ----- ---- ----- ----- 6.40
12.40 13.32 207.66 6.57 0.56 6.01 ----- ----- ----- ----- ----- ----- 6.57
12.43 12.14 207.71 6.71 0.56 6.14 ----- ----- ---- -- -- ---- 6.71
12.47 11.04 207.75 6.82 0.56 6.25 ----- ----- ----- ----- ----- ---- 6.82
12.50 9.93 207.78 6.90 0.56 6.34 ----- ---- ---- ----- ----- ---- 6.90
12.53 8.83 207.80 6.95 0.56 6.39 ----- ---- ----- ----- --- ---- 6.95
12.57 7.78 207.81 6.98 0.56 6.42 ---- -- --- ---- --- ---- 6.98
12.60 6.85 207.81 << 6.99 0.56 6.43 ----- ----- ----- ---- ----- ----- 6.99 <<
12.63 6.07 207.80 6.98 0.56 6.42 ----- --- ----- ----- ---- ----- 6.98
12.67 5.47 207.80 6.95 0.56 6.39 ----- ----- ----- ---- ----- ----- 6.95
12.70 5.02 207.78 6.91 0.56 6.35 ----- 6.91
12.73 4.68 207.77 6.87 0.56 6.31 ----- ----- ----- ----- ----- ----- 6.87
12.77 4.44 207.75 6.82 0.56 6.25 ----- --- ----- ----- ----- ----- 6.82
12.80 4.27 207.73 6.76 0.56 6.20 ----- ---- ----- ----- ---- ----- 6.76
12.83 4.14 207.71 6.71 0.56 6.14 --- ----- ----- ----- -- ---- 6.70
12.87 4.02 207.69 6.65 0.56 6.08 ---- ---- ----- ---- ----- ----- 6.65
12.90 3.90 207.67 6.59 0.56 6.02 --- ---- ----- --- ---- ----- 6.59
12.93 3.78 207.64 6.53 0.56 5.96 ---- ----- ----- ----- ---- ---- 6.53
12.97 3.66 207.62 6.46 0.56 5.90 ----- ----- ----- ----- ---- ----- 6.46
13.00 3.54 207.60 6.40 0.56 5.84 ----- ----- ----- ----- ----- ----- 6.40
13.03 3.42 207.58 6.33 0.56 5.76 ---- --- ----- -- ----- ---- 6.33
13.07 3.31 207.55 6.25 0.56 5.69 ----- ----- ----- ----- ----- ----- 6.25
13.10 3.20 207.53 6.18 0.57 5.61 ---- ---- ----- 6.18
13.13 3.11 207.51 6.11 0.57 5.54 ----- ---- ----- ---- ----- ----- 6.11
13.17 3.04 207.48 6.03 0.57 5.46 ---- ---- ----- ---- ----- ----- 6.03
13.20 2.98 207.46 5.96 0.57 5.39 ----- ----- ----- ----- ---- ----- 5.96
13.23 2.93 207.44 5.88 0.57 5.32 ---- -- ----- ---- ---- ---- 5.88
13.27 2.89 207.41 5.81 0.57 5.24 ----- ---- ----- ----- ----- ----- 5.81
13.30 2.85 207.39 5.73 0.57 5.17 ---- ---- ---- -- ----- ----- 5.73
13.33 2.82 207.37 5.66 0.57 5.09 ----- ----- ----- ----- ----- ----- 5.66
13.37 2.79 207.34 5.58 0.57 5.01 ---- --- ----- ---- - ---- 5.58
13.40 2.76 207.32 5.51 0.57 4.94 ---- ----- ---- ----- ----- ----- 5.51
13.43 2.73 207.30 5.43 0.57 4.87 ---- --- ----- --- ----- ----- 5.43
13.47 2.70 207.28 5.36 0.57 4.79 ----- ----- ----- ----- ----- ----- 5.36
13.50 2.67 207.26 5.29 0.57 4.72 ----- --- ---- ---- --- ----- 5.29
Continues on next page...
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D ExHI Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.50 3.05 207.63 6.49 0.56 5.93 ----- ---- ----- ---- ----- ----- 6.49
13.53 3.01 207.61 6.41 0.56 5.85 ----- ----- ----- ---- ----- ----- 6.41
13.57 2.97 207.58 6.33 0.56 5.77 ----- ---- ----- ---- ----- ----- 6.33
13.60 2.94 207.55 6.25 0.56 5.68 --_ _____ ---- ---- 6.25
13.63 2.90 207.53 6.17 0.57 5.60 ----- --- ----- ---- ---- ---- 6.17
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 8.16 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = DET. BASIN
Max. Elevation = 208.28 ft Max. Storage = 55,934 cuft
Storage Indication method used. Outflow hydrograph volume=124,289 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs eft
12.23 27.76 207.63 6.48 0.56 5.91 ----- ---- ----- ----- -- ----- 6.48
12.27 24.95 207.78 6.92 0.56 6.36 ----- ----- ---- ----- -- ----- 6.92
12.30 22.03 207.91 7.26 0.56 6.70 ----- ---- ----- ----- ----- ----- 7.26
12.33 19.28 208.02 7.53 0.56 6.97 ---- ----- ----- ---- ----- ----- 7.53
12.37 17.03 208.09 7.70 0.56 7.15 ----- ----- ----- ----- ---- --- 7.70
12.40 15.32 208.14 7.84 0.56 7.28 ----- ----- ---- ---- --- ----- 7.84
12.43 13.95 208.19 7.95 0.56 7.39 ----- ----- ----- ----- ----- ----- 7.95
12.47 12.69 208.23 8.03 0.56 7.48 ----- --_ ____ ____ ----- ___ 8.03
12.50 11.40 208.25 8.09 0.56 7.54 ----- ----- ----- ----- ---- ----- 8.09
12.53 10.13 208.27 8.13 0.56 7.58 -___ -_ _____ ____ ____ ____ 8.13
12.57 8.93 208.28 8.16 0.56 7.60 ----- ---- ----- ---- ----- ----- 8.16
12.60 7.85 208.28 8.16 0.56 7.60 ---- ----- _--- - ---- ---- 8.16<<
12.63 6.96 208.28 8.15 0.56 7.59 ---- ----- ----- ----- ---- ----- 8.15
12.67 6.27 208.27 8.12 0.56 7.57 ----- ----- ----- ----- --- ----- 8.12
12.70 5.75 208.25 8.09 0.56 7.54 --- ----- ----- ----- ----- ----- 8.09
12.73 5.36 208.24 8.05 0.56 7.50 --- ____ _____ __- ____ ____ 8.05
12.77 5.09 208.22 8.01 0.56 7.45 ----- --- ----- ---- ----- -- 8.01
12.80 4.89 208.20 7.96 0.56 7.41 --_ -__ _____ _____ ____ __- 7.96
12.83 4.74 208.17 7.91 0.56 7.36 ----- ----- ----- --- ----- ----- 7.91
12.87 4.60 208.15 7.86 0.56 7.30 ---- ----- ----- --- ----- ----- 7.86
12.90 4.46 208.13 7.81 0.56 7.25 ----- ---- ----- ----- ---- --- 7.81
12.93 4.32 208.11 7.75 0.56 7.20 - - ---- ----- --- ----- 7.75
12.97 4.19 208.08 7.70 0.56 7.14 ---- ----- ----- ---- ----- ----- 7.70
13.00 4.05 208.06 7.64 0.56 7.08 ----- ----- ----- ----- ---- ----- 7.64
13.03 3.91 208.04 7.58 0.56 7.02 ----- ----- ----- ----- ---- ----- 7.58
13.07 3.78 208.01 7.52 0.56 6.96 ---- ----- ----- ____ -_ ____ 7.52
13.10 3.66 207.98 7.44 0.56 6.88 ----- ----- ----- ---- ----- ----- 7.44
13.13 3.56 207.95 7.37 0.56 6.81 ---- --- ----- --- ----- ---- 7.37
13.17 3.48 207.92 7.29 0.56 6.73 ----- ---- ----- ----- ----- ----- 7.29
13.20 3.41 207.89 7.21 0.56 6.65 --- ---- ----- --- -- ---- 7.21
13.23 3.35 207.86 7.13 0.56 6.57 --- ___ _____ -__ ____ _____ 7.13
13.27 3.30 207.83 7.05 0.56 6.49 ----- ---- ----- -- ____ ____ 7.05
13.30 3.26 207.80 6.97 0.56 6.41 ---- ----- ----- ----- ---- -- 6.97
13.33 3.22 207.77 6.89 0.56 6.33 ---- ----- ----- ----- --- ----- 6.89
13.37 3.19 207.75 6.81 0.56 6.25 ----- ----- ----- ----- ----- ----- 6.81
13.40 3.15 207.72 6.73 0.56 6.17 ----- ----- ----- --- ---- ----- 6.73
13.43 3.12 207.69 6.65 0.56 6.09 ----- ---- ----- ----- ---- ----- 6.65
13.47 3.08 207.66 6.57 0.56 6.01 ---- --- ----- --- ---- ----- 6.57
Continues on next page...
Page 2
Hydrogtaph Discharge Table
Time fr t OW Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EXHI Outflow
(hrs) eft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.50 3.05 207.63 6.49 0.56 5.93 ----- ---- ----- ---- ---- ----- 6.49
13.53 3.01 207.61 6.41 0.56 5.85 ----- 6.41
13.57 2.97 207.58 6.33 0.56 5.77 ----- ----- ----- ----- --- ----- 6.33
13.60 2.94 207.55 6.25 0.56 5.68 -- ----- ----- ---- ----- ---- 6.25
13.63 2.90 207.53 6.17 0.57 5.60 ---- ----- ----- ---- ---- ----- 6.17
...End
APPENDIX F
DPI Proj.No.2525
The Hillstead
Kelly Road/Gerber Road East
South Windsor,Connecticut
October 16,2007
Water Quality Volume Calculations
Reference:2004 Connecticut Stormwater Quality Manual
WQV= E A
12
WQV=volume in ac-ft
R=0.05+0.0091
I=%impervious coverage
A=site area in ac
WQV=(1")(0.05+0 009*44 Ol(8 2)=0.30 ac-ft=13,275 cf
12
10%volume min.required in forebay: 1327 cf
Provide:5893 cf
20%volume min.required within basin:2655 cf
Provide:5893 cf(44%)
Water Quality Flow Calculations
Reference:2004 Connecticut Stormwater Quality Manual
WQF=(qu)(A)(Q)
WQV=water quality flow(cfs)
qu=unit peak discharge(cfs/mi2/inch)
A=drainage area(mi.2)
Q=runoff depth(in water shed inches)
_(WQV(acre-ft))x(12(inches/foot))/Drainage Area(acres)
WQF=(220)x(.01 mi.2)x(.44)=0.97
1 s'
�l r
a'
} S
x
t}y
1
r f
G I�j f
9�FA�y, Mtn N� b Vy 4 lilifl
r� MCA 3 1 5
Standards for storm water quality will
necessarily vary by location and land ' 4- � 4 `.
use.The most targeted sources of -
runoff pollution are paved areas in
urban and industrial sites.These are
generally small (< 1 acre), or 40 ha with high traffic loads, such as park-
ing lots and gas stations, that gener-
ate significant concentrations of cont-
aminant particles and hydrocarbons.
Because of land constraints,ADS
underground Water Quality Units*
have become an increasingly efficient
solution for treating storm water. - 'y
These durable, lightweight structures '
have been specifically designed for
fast installation and easy mainte-
nance.
The Patent Pending ADS Water Quality Unit is light-
Benefits _weight and easy to install,requiring little in the way of manpower or heavy equipment.
•Laboratory tests have shown an A bypass system(right)is installed to ws prevent water
80%TSS removal rate. flo greater than the first flush from re suspending
captured pollutant particles.
• Removes floatable debris such as
oils and greases.
•Available in 36"(900mm)through
60"(1500mm)diameters.
• Lightweight High Density Polyethy-
lene(HDPE)unit ins ` _tails easily with
a minimum of manpower. Heavy _
cranes are not necessary to install -
the unit. z Y
• Each unit is fitted with access risers for easy inspection and mainte-
nance of the sediment and oil
chambers.
•The unit is inexpensive because the
design is simple and there are no
moving parts. ?
•The bypass system prevents
re-suspension of captured solids by
diverting water flows greater than
the first flush.
• HDPE resists abrasion and chemi-
cals found in storm water and in the
Surrounding s011. The ADS Water Quality Unit is fitted with access risers for
`Patent Pending easy inspection and maintenance.
2
Standard Models
Product Diameter Length
Number g Inlet Size Outlet Size Treated
(in),, (mm) O (m) (in) (mm) (in cfs Rate Sed.VoL Oil Vol.
(min) )(US)_ O (m3) 3 Sieve
3620WQA 36 (900} 2p {6) 10 250 O (m) Size
3640WQA 36 (900) 40 (12) 10 { ) 8 ( ) 65
3620WQB 36 (900) 20 g (250) 10 (250) 3.2 (91 (1:.8) 30 (0.8) 140
3640WQB'- 36 .00) 40 (I 10 (250) 6 (150) 0.7 (20) 65 (31.9) 63 (1 8) 140
4220WQA 42 1050 20 6 ( ) $ (200) 1.6 (45) 137 {3:9) 30 .(0.8) 200
4240WQq 42(1050) 40 {12) 12 {300) 2 ( ) 63 (1.8) 200
4220WQB- 42{1050) 20 (200) 1.75 {49) 83 2.3
(6) 12 (300) 6 (300j 3;66(104) 175 {5)) 88 2.3) 140
4240WQB 42(1.050) 40 (1`2j 12 (300) 8 (150) 0.86 {24) 83 2.3
( ) 140
4820WQA 48(1200) 20 6 1:83 (52) 176. (5.j) $18 (2.3j 2200
00
48401NQq 48(120A) 40 (1 ) 12 (300) 12 �30Q 4.7$
12_ (300j, 8= "(200) 2�6 64
4820WQg 48 1200 ( 11`6 (3.3) 55 1.6
(, ) 20 {6) 12:: 300 (135) 245 (6 9j 115 3.3) 1�}0
4840WQB = 48(1200)_ 40 12 ( ) 6 {150) 1.13 32
( .) 12 . 10 250 a40"
60201NQq 6041500) -20 82415, ( ), 200"
O 15 35 ( 2.39 (68) 3) 200
604Q[Il/QA 60(1500) 40 (12j 15 (375) 15 2.95 84
602QUIFQg 60(1500) 0 fi 23{17 183140
( ) 15 (375) 8 (200j 47 42 385 (10:9} -
604flWQB �5 (375j 10- 250 _
�( ) 183 (5 2) 87 (2 5) ` 200.;
140 sieve'is equal to a particle size of 0.0042"(0.106mm) ( ) 3 A.
{� � 385 10 9
200 sieve is equal to a particle size of 0.0030~ { j 20D
(0.075mm)
Design variations
Peak Fiow Rate
The standard models listed above will The by pass pipe 0,the ADS
ADS can also incorporate other pollu- WQU is designed to�nvey ttie
Provide efficient removal of pollutant tant control features into the drainage peak storm water flow of tMe
particles and hydrocarbons for the network.These include inlet protec-
majority of site conditions.For tion devices, trash screens, filtration For example lrne °
unusual conditions,ADS can recom- systems, and a large selection of e ti�0 slope
mend a system combining a variety prevention products from pe�k line areeakfollows - '
sediment Y pass
Of sizes and configurations. our strategic partner, SI®
GeOsOlutions. = .
12" ' 3.8419
15`: 703:9.
8.971 �8$0. .
3MO.
24" 24.451 66'10
30" 44.37 1.240.0� s PIPE LDC4TED 36 72,18
ON THE sJ3E Or T� 42„ 1,95t1:O
i� RI+LrTv LXrT , � 108.95 2,95Q.0
kISEI? 155:61 4,21U.0
60" 2k-36 7,630.0
rL
Il�t CCNt
PROFILE VIEW
3
Design principles
Available in 36"(900mm)through 60" 4
0500mm)diameters,ADS Water
Quality Units are modified sections of
N-12®pipe with weir plates at certain r
locations and heights to remove high
percentages of sediment and oils from the first flush of a storm event.
They can be installed at any point in
the subsurface drainage system, and
are ideally suited to treat"hot spots"
in existing storm water lines.
The unit is designed using the funda-
mental principles of Stoke's Law and g the Water Quality Unit and the inlefitting
Setting
a standard orifice outlet control.The
settling velocity of a particle is calcu-
lated based on the smallest particle tea'
to be removed.Standard units offer a -
choice of 140 or 200 sieve size.
0.0042" 0.0030"
Particle Dia.
Particle Dia.
106 µm 75 µm Bedding and balling the
unit in 12"lifts
The outlet orifice is sized to release a
typical first flush discharge, and to
redirect any excess flow to a bypass
Piping system installed with the unit.
Sizing and Installation
Installation of Water Quality Units fol-
lows the same accepted practices as
for the installation of large diameter
flexible pipe.
Basic information is shown on this
and the following page. Specific
installation instructions, along with
details on specifying the proper size
of a Water Quality Unit, are contained
in-ADS Product Note-3.140 and the
HDPE Water Quality Unit Specifica-
tion, each of which can be down- r -
loaded from the ADS Web site at
www.ads-pipe.com.
_
w '
Backfill over the Water Quality unit and installation of bypass line complete
1
Installation Details
1. Trench and Bedding
Preparation for Unit 2• Placing Unit and 3. Connecting the
Initial Backfill Bypass
(Outlet Bend)
A'm iv
z t of
.,
-.:;IY ;.• -akzy- ' - F.fL n ; ,cam€ ,� .
MmOkfu
4. Connecting the Bypass 5. Backfill ground the Unit
(Inlet End) 6. Final Cover and Riser
and Bypass
Extensions
A ssy 1.
+- � .t_-
tt tom+
"P2E T ;c-
-
Z ` -
CAD/PDF drawings can be accessed from www.ads-pipe.com.
5
For many drainage sites, the Water
Quality Unit by itself can provide the
required degree of pollutant removal.
Certain sites, however, with higher
concentrations of hydrocarbons or
sediment runoff will need further h_
e � i
treatment upstream and/or down-
stream of the Unit.This multi-tiered
approach to storm water quality is
known as the treatment train.
Upstream measures include sedi-
ment prevention (vegetated swales, .
etc.)and inlet protection devices f
such as screens, fitters and silt
fences.These techniques are -
designed to prevent a large percent- s"
age of pollutants from ever entering
the storm drain system. For impervi-
ous surfaces such as paved parking
areas, catch basin insert fitters are
most commonly used for early stage
treatment.
Retention/Detention Pollutant removal.The"eccentric use of ADS N-120 large diameter cor-
header system,,consists of a large rugated high densi
Treatment downstream from the diameter manifold pipe with an invert fiY Polyethylene
Water Quality Unit generally involves Positioned lower than those of the Pipe, known for its economy and
some form of retention or detention smaller inlet pipes to the storage ves- ease of
complet installation.ADS supplies a
e line of system. Retention allows accumulat- sels.The large header pipe thus acts ricated manifolds,ialong with detailed
ed storm water to gradually percolate as a sump into which suspended par-
into pipe, fittings and fab-
into the surrounding soil, while deten- ticles may settle.Manholes and/orP sizing, design and installation instruc-
tion meters the water through an out- risers may be installed to facilitate lions on CD.
let to a ditch, stream or other receiv- inspection and cleaning.
ing area.
Designers can choose between two
Inlet designs to such underground methods of constructing the retention
storage vessels can also enhance or detention system.The first is the
NYLOPLASr CATCH BASIN
RETENTIONIDETENTION
SYSTEM
The eccentric header-'is installed
with its invert lower than the inlet
Pipes,thus acting as a sump to
collect suspended sediment.
INLET PIPES
HEADER PIPE
St®rmTecb® Chambers
StormTech isolator lzow for
additional '£SS removal
Pre-treated storm water is inlet into
selected chamber rows through the
StormTech Isolator Row, often
aug-
men
ted
t e d b
an ec
centric cc e ntrc header sys-
tem.The Isolator Row is a patent-
_.
pending structure that acts as an
extended detention basin, allowing
water to exit through its surrounding
filter fabric while sediment is trapped
within.The Row inexpensive)
enhances TSS y re
moval
.� ov of
an
d
d can
be
equipped with inspection ports forfast and easy maintenance and
cleaning.
A manhole with an overflow weir
=5 t should be installed at the upstream
end of the Isolator Row.The manhole
is connected to the Isolator Row with
The other design choice for retention a short length of 12"(300mm)
and detention involves the use of storage, and (2)the SC-310 low through 18"(450mm) N-12®pipe set
StormTech®underground chambers. profile unit allows 1.3 ft3/ft2(4.0 m3/m2) near the bottom of the StormTech
A chamber conveys water laterally
of storage.Chambers can be cut at SC-740 end cap.
through its sidewall openings, as well design flrvability for dearly ng exallcellent
sites.
as through the angular stone founda- They can be centralized or decentral- Treatment traits inspection
tion and backffll,to maintain a con- ized, configured into beds or trenches and maintenance
stant elevation in a bed.
Of varying sizes and shapes, and It is recommended that inspection
The durable, chemical-resistant installed easily around utilities or and maintenance be initiated at the
Polypropylene chambers are offered other obstructions.Molded end caps furthest upstream treatment tier and
in two sizes:(1)the SC-740 chamber are provided to seal each end of a
3 z row against backfill intrusion. continue downstream as necessary.
Provides 2.2 ft3/ft2(6.7 m/m)of
STORMTECH
ISOLATOR ROW
ADS WATER QUALITY UNIT
- STORMTECH CHAMBERS
OPTIONAL RISER
MANHOLE WITH ECCENTRIC HEADER
OVERFLOW WEIR
7
Techrucal ce avcalable
Every drainage site has its own
set of variables which affect
Water Quality Unit selection.
ADS engineers have developed n
a wealth of technical information
on unit sizing and proper instal-
lation, much of which is pub-
lished in ADS Product Note
3.140 (go to www.ads-pipe.com
to download).Or you can talk to
one of our water quality special-
ists to discuss your particular
application parameters.Just call
1-800-821-6710.
Zone Offices
IWIDWEST/NORTHEAST
LONDON, OH
1-800-733-9554
SOUTHERN
FRANKLIN, TN
1-800-733-9987
WESTERN
WASHOUGAL, WA
1-800-733-8523
■ MANUFACTURING
FACILITY
LOCATIONS
For more information on ADS storm water quality technology,
log on to www.ads-pipe.com,or call 1-800-821-6710.
•
�y
ADVANCED DRAINAGE SysTEN8, INC.
CPPA 4640 TRUEMAN BLVD., '
HILLIARD, OH 43026
°8soc 800-821-6710 www.ads-pipe.com
APPENDIX G
/ ♦ I i J � r r .r ♦ I r
r� i � • � ®��� s1 O'lLLfS!� ' � 115��.�� � r � ���� w w
• - s
•
' ' � '>; i,�� • ' 1����i'�ZIEI�I��/l- � 1�3'r�i'i'��irL� c�lL'1� ' �J
1
SOWN SFq
O
y �
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
�r�as0 -co�'� TELEPHONE (860) 644-2511
October 16, 2007
CERTIFIED MAIL
Town Clerk
Town of Vernon
14 Park Place
.Vernon, CT 06066
Dear Madam/Sir:
Re: Notice to Adjoining Municipalities
In accordance with Connecticut General Statutes concerning notification to
municipalities . regarding Inland Wetlands Agency/Conservation Commission
applications that could affect' the abutting town, we hereby notify you of the
application submitted by Metro Realty Group, 6 Executive Drive, Farmington, CT
06032.
The applicant requests a permit for a site plan approval for an 88 unit senior rental
facility to include stormwater management structures, road, and associated
improvements.
This application is tentatively scheduled to be heard by the Inland Wetlands
Agency/Conservation Commission on December 5, 2007 at 7:15 p.m. in the Madden
Room of the Town Hall.
If you have any questions, please feel free to contact the Planning Department at 644-
2511, ext. 229.
Very truly yours,
I �►
Peifrey H. olger
Environmental
Officer/ConservationOfficer
JHF/km
Cc: Chairman, IWA/CC
Enclosures (1): copy of application
vSID , ��P
P.O. BOX 1167
425 SULLIVAN AVENUE
V to SOUTH WINDSOR,CT 06074
PHONE: 860.291.8755
N� � N�c�o N` FAX:860.291.8757
www.designprofessionalsinc.com
CIVIL & TRAFFIC ENGINEERS / PLANNERS /SURVEYORS /GIS ANALYSTS / LANDSCAPE ARCHITECTS
: November 1,2007
Town of South Windsor
: 1540 Sullivan Ave.
South Windsor,Ct 06074
Attn: Ms.Marcia Banach,Director of Planning,Town of South Windsor
Mr.Jeffrey Folger,Environmental Planner/Conservation Officer
Re:Appl#07-59P;The Hillstead: Site Plan/ReSubdivision
:
I am submitting supplemental information(addendum)to be incorporated into our site design,in response to
review comments generated by Jeffrey Folger,dated October 26,2007. Specifically our responses to your
like numbered comments are as follows:
Planning Dept. 12/29/06
• 1. We have included arip-rap plunge pool at the flared ends discharging into the water quality
basin.A detail has been provided on the detail sheet.
: 2. Attached find the specifications for the bottom of the water quality basin.
3. An ADS 6020WQB stormwater treatment device has been specified on the plans.I have
submitted additional information pertaining to field testing of the unit to the town engineer
: yesterday.
4. All reference to infiltration swales is to be removed.
5. Attached is the seeding mixture proposed for the 2:1 slopes within the site.
Please review the a closed,and call with any questions or comments,or if you need additional information.
Sincerely,
Karen Is ood,P.E.
cc: Geoff Sager
• Peter Dunn
Jim Bobinski
PIPE WT RIP-RAP
SIZE A B C D E F G H IN TONS
15" 10' 7' 1 1 2' 1' 1' 41 2' 1 1 2' 3' 6
18" 12' 8' 2' 1' 1' 5' 2' 4' 8
21" 13' 9' 2 1 2' 1 1 2' 1' 7' 2 1 2' 4 1 2' 12
24" 17' 10' 2 1 2' 1 1 2' 1' 8' 21 2' 5 1 2' 15
30" 20' 13' 3' 2' 2' 9' 3' 6' 22
36" 22' 16' 31 2' 2' 2' 9 1 2' 31 2' 7' 33
A
A A
D B�
PLAN
E F G H
EXISTING GRADE
r+
MATERIAL
4 2
'•' FILTER FABRIC
SEE NOTE
ENDWALL 8" INTERMEDIATE
OR FLARED END BANK RUN GRAVEL RIPRAP
SECTION A-A
NOTE: NOTE:
FILTER FABRIC SHALL BE NONWOVEN THIS IS A MINIMUM SIZING
AND SHALL MEET AASHTO M288-00, CLASS 2 OF RIP RAP AND MALL BE IN
ACCORDANCE WITH DOT OR
NRCS METHOD
RIP RAP PLUNGE POOL
NOT TO SCALE
x x X X X x
x
00
cli
/ X X i J�?�..N,+ti4'.sr'. .�':;�i�.�.,,tie�{ n,a:.`v'• s:w.•.. i'. \
x x X \
x x O \ \
x x N \ \ \
/ x
X k X
1
/ — x
N N / 1 \ , Cl 1
N / 1 C). 1
\ '�.\ OQ . �� � � xXxXx \. •I 11
\ x
1. ALL EXISTING TREES TO REMAIN SHALL BE SHAPED OR PRUNED WITHIN THE DEVELOPMENT AND ALONG THE PERIMETER OF CONSTRUCTION LIMIT AS REQUIRED BY
OWNER'S REPRESENTATIVE.
2. DEBRIS AND DEAD, UNHEALTHY EXISTING TREES AND INVASIVE SPECIES SHALL BE REMOVED FROM WETLANDS AND RESIDENTIAL LANDSCAPE BUFFER AREAS.
3. ALL AREAS DESIGNATED TO BE SEEDED SHALL RECEIVE FOUR (4) INCHES OF TOPSOIL, SOIL AMENDMENTS AND MULCH. WATER AND MAINTAIN LAWN AREAS UNTIL
ALL AREAS ARE STABILZED AND ACCEPTED BY OWNER'S REPRESENTATIVE.
4. LAWN GRASS SEED MIXTURE:
A. SEEDING MIXTURE TYPE I (LAWN AREAS):
BLUEGRASS BLEND (3 VARIETIES) 50% OF MIXTURE
CHEWINGS RED FESCUE 30% OF MIXTURE
PERENNIAL RYEGRASS 20% OF MIXTURE
APPLICATION RATE: 4.50LBS. PER 1000 S.F.
B. SEEDING MIXTURE TYPE II (LOW MAINTENANCE)
PERENNIAL RYEGRASS 10% OF MIXTURE
CREEPING RED FESCUE 10% OF MIXTURE
ALSIKE CLOVER 5% OF MIXTURE
RED TOP 5% OF MIXTURE
TALL FESCUE 70% OF MIXTURE
APPLICATION RATE: 5.00 LBS PER 1,000 S.F.
C. SEEDING MIXTURE TYPE III (STORM DETENTION/WATER QUALITY BASIN)
'NEW ENGLAND WETMIX' BY NEW ENGLAND WET PLANTS, INC. (412) 548-8000
Ir
,ATIONRATE: 1 LB F. WITH ANNUAL RYEGRASS TO ACHIEVE STABILIZATION.
D. SEEDING MIXTURE TYPE IV (SLOPES GREATER THA
SMOOTH BROMEGRASS (SARATOGA, LINCOLN) 50% OF MIXTURE
PERENNIAL RYEGRASS (NORLEA, MANHATTEN) 17% OF MIXTURE
BIRD'S-FOOT TREFOIL (EMPIRE, VIKING) WITH INOCULANT 33% OF MIXTURE
APPLICATION1.00 LB P F.
5. TS: ALL PLANTS SHALL COMPLY WITH THE REC ATIONS AND REQUI S OF ANSI Z60.1 "AMERICAN STANDARD OF NURSERY STOCK." PROVIDE
PLANTS TYPICAL OF THEIR SPECIES OR VARIETY WITH NORMAL, DENSELY-DEVELOPED BRANCHES AND VIGOROUS, FIBROUS ROOT SYSTEMS. PROVIDE ONLY SOUND,
HEALTHY, VIGOROUS PLANTS FREE FROM INSECT PESTS, DISEASES, AND PHYSICAL INJURY. ALL PLANTS SHALL HAVE A FULLY DEVELOPED FORM FROM WITHOUT
VOIDS AND OPEN SPACES.
A. BALLED AND BURLAPPED PLANTS: DIG BALLED AND BURLAPPED PLANTS WITH FIRM, NATURAL BALLS OF EARTH OF SUFFICIENT DIAMETER AND DEPTH
TO ENCOMPASS THE FIBROUS AND FEEDING ROOT SYSTEM NECESSARY FOR FULL RECOVERY OF PLANT, PROVIDE BALL SIZES COMPLYING WITH THE LATEST EDITION
OF THE "AMERICAN STANDARD FOR NURSERY STOCK". CRACKED OR MUSHROOMED BALLS ARE NOT ACCEPTABLE.
B. BARE-ROOT PLANTS: DUG WITH ADEQUATE FIBROUS ROOTS, COVERED WITH A UNIFORMLY THICK COATING OF MUD BY BEING PUDDLED IMMEDIATELY
AFTER THEY ARE DUG, OR PACKED IN MOIST STRAW OR PEAT MOSS.
C. CONTAINER-GROWTH STOCK: GROWN IN A CONTAINER FOR SUFFICIENT LENGTH OF TIME FOR THE ROOT SYSTEM TO HAVE DEVELOPED TO HOLD ITS SOIL
TOGETHER, FIRM AND WHOLE.
C.A. CONTAINER STOCK SHALL NOT BE POT BOUND.
C.B. CONTAINER STOCK SHALL NOT BE LOOSE IN THE CONTAINER.
D. ALL PLANTS SHALL BE NURSERY GROWN UNDER CLIMATIC CONDITIONS SIMILAR TO THOSE IN THE LOCALITY OF THE PROJECT, FOR AT LEAST ONE YEAR.
6. CONTRACTOR RESPONSIBLE TO WARRANT PLANT MATERIAL TO REMAIN ALIVE AND BE HEALTHY, VIGOROUS CONDITION FOR A PERIOD OF 1 YEAR AFTER FINAL
ACCEPTANCE OF ENTIRE PROJECT INCLUDING DEATH AND UNSATISFACTORY GROWTH, EXCEPT FOR DEFECTS RESULTING FROM NEGLECT BY OWNER, ABUSE OR
DAMAGE BY OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND CONTRACTOR'S CONTROL.
7. CONTRACTOR TO REMOVE AND REPLACE TREES, SHRUBS, OR OTHER PLANTS FOUND TO BE DEAD OR IN UNHEALTHY CONDITION DURING WARRANTY PERIOD AT
mmTRArTnp'C FYprmgFr pFPI A F Tprrq Atin Cl-IRIIRC WNI(^N ARF ICI nevimmII romnilim AT mr) nir WARRANTY WPM Amn CXTrNn WAppAmTY Pirpin1 imp
e
Oct 16 07 05: 45p Design Professionals 860-291 -8757 p. 1
P.O.SOY 1167
RECEIVED 42.SUUWAN A'/MUE
SOUTH%MNMOI,CT 06074
esign q PHONE:860.291.8755
rofess10MIS OCT 1 7 �oo� Messina 291.8757
��������gg��pp pp��pp�� www.desigriprofessionalsir,ccar�
CIVIL A TRAFFIC ENGINEERS/ PLANNERIOUT�VR�iEI'O'I't; PIM-IS ANALYSTS/ LANDSCAPE ARCHITI-CTS
•
•
•
•
0 ARI X
To: Jeff Folger From: Ben Wheeler
Fax: 644-7280 Pages: 6
•
• Phone: D.rte; 10/16/07
Re: The Hillstead D101 Project: 2525
❑Urgent ❑ For Review O Please Comment ❑Please Reply
• Comments:
Jeff,
Please find attached the report from Connecticut Ecosystems, LL.0 regarding the determination of no regulated
wetlands or watercourses for the Hillstead project at 25 Gerber Road. Please contact us with any questions.
«
Oct 16 07 05: 45p Design Professionals 860-291 -8757 p. 2
Connecticut Ecosystems
:.U :
VVet-;'o—,� DIe'-,ec;tjc;r • '�Aledfa,nd & Aquaric
Natural Re5cvce Inventary Pe'M,,':L Assistance Expeit-estilmany
20 "
September zJ, /.U07
The Nletro -"\K---ajty %10'r,-jp
Altn.: M7. Geoffi-e-v sager
6 Execu'-fiverive
C.
-r T lira,, -i, CT 06-0-32
I LO
Kelly Road Souff) WIncYsor, C7
Cf.fob-
,;f 0/7,70
!',ear C7=-cff.
vour request, on September 2C. 2007 linspect, abov -*fer-enced pr:Dz-�ervtv
Tor the purpose of determining -vviledi er it contains an- regulotecd %Ne-lands or
-%far.-?rccurses .' Inspected the on-Site soil-, wirth a scd'!
rile tie pro-pertq support an early s-u-ccess` nai shruh ticket• young forest ar-d grass
Ia%vn. The soils on the property belong to the non-w-2-land. well drained C'heshfre
fine .sandy;-o-anl sexes (see attachrnert.
Based upon my inspection, I have determined that the subjec-t property contains no
regulated vvetiona-, or .-va�ercourse's I
Please do not hes.,kate, co contact nle fvou have any quesitcnz-, regarding th*1
c or re s r-a n-d
Venj truly YOUrs,
nnnecticuic:,.).-y%-,a7 rn5 LL(--
Edward N-4- Pavvlak
Registered Soil
Ce-rtiriecl
38 Westland A-ver.je, Wev, Hot Iord. C-1 06107
Phone (8601, 561-8598 - Fax 2601 561-02212 - eMOII eC0SYs(Tq'ccmcas:n=-tI
Oct 16 07 05: 45p Design Professionals 860-291 -8757 p. 3
Cheshire Series (63)
"l he Chcsei ;-c scrics consists of deep_ v cll drained- caarac- oarIN soils formed in f iabl glacial
till From Triassic materials. Tlw% ary rjt,,trjv to strong,, s:opine :oil; on til[ piamts_ I'm
ridges and druniloidal landforms. Iltrsc soils de%-elop cd in t h'.cial till derived main!"' from
rcddi.sh`f riassic sandstone_ conglomer tc_and shale %;ith scimk: basalt.
Typically. thcs 'soils he€�r a d:,r:; bro«is tine sandy loam st:.:f c;; ]a%wr K inches thick The
subsoil from li to 26 inclies is reddish bro%4n, friable line:sand,, lciani. Tlii:substratutn front 26 to
60 inches is reddish brown- friahle, ra%cllx sand• tuarn.
Cheshire;ctii jS are ti=.ell drain;;d The V4aIQT able is eommorJy;it depth of more than 6 ftct
Surface runoff is slo.1• to medium. Pernwability is modem tc in the surface layer and subsoil and
moderate or moderately rapid in the substratum-
Connecticut Ecosystems J',LC
Oct 16 07 O5: 45p DesiCn Professionals 860-291 -8757 p. 4
Son r laF s:atr:cf
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Natural Resources Web SQil 4u-rvey 2 9,1202007
Conservation S-emmu, Na�orml Cooperative Soil Surrey Page#of 3
In
Soil Mal)-81alo.of Connecipeut
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MAP LEGEND MAP INFORMATION
Area of Interest(A011 a� Very Sk!ny Nro*. Original soilsurvaymap shoutsweic,prepared at publicallicn scale
kv;&W 1nlj!rv!,r JAU!, Viewing scale and printing scale,however,risay vary from M&
croginat Please rely on Ilic bar scale on each neap sheet for proper
soils
00 A map measurements
Mat,Unt[q
Spec lal,Line Features ,Source of Map- Nalurat Resources Conservation Service
51100111 Point reotifires
. Web Sod SutvcyURL: Itp 1P\-Xb6*i45Ll)Cynrcs.isdagovU) Ct:"?
(\j r19OW11111 Coordinate System: 11TIA Zone 18N
This product is generated frorn the USDA-MRCS certified data as of
CD Vi"'PI A 0;her the version date(s)listed below
P01104"Id Features Soil Survey Area: State of Connockul
SUrvevAtea Data Version B.Mat 22 2CQ7
0 Cues Datolsl aerial imacies were ohalloor2ahed: 4j2.--Lj I qY"
F The orlhophoto or other base map on which the soil lines wow
UxIILWO Wirter Peatutes compiled and d igilized probably differs from Me background
r-I
rimal1% imagery displayed on these maps.As a rostill,some minor shiftingA thin Fl-o
I of map unit boundaries may be evident.
q
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41
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US,Paulps
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0 Nawral Reaouircos Wab 9all Survvy 2 0 Ck"2Q.-2007
0 Conqorvakion Service National Coope(otivc Soil Survey Pago 2%]1.1
Oct 18 07 05: 46p Design Professionals 060-291 -0757 p, G
~ ^ '
yv/Vo,-94awofoonrectic-,* Ke�I�/Fncd South vw-1uov .--T
- ....... --'
Map Unit Legend
-----� ------ ---�--- - �i
State of Connecticut(CTS(XII)
Map Unit Symbol Map Unit Name Acros in A01 Percent o"A01
°= Cheshire nne sandy(q2m.zm
o������ �
----- - -'-- --' --'- '--''- '63C Cheshire conwumoov sandy loam,oto 2.2. 6**
�nnercen+s'.uon,
103 m»pnvam'Me sandy marn zr' zem
`� ----------- - 'r-' ''
zsmo nxv*wne-u'bvn land vvmm*x. ` z-r' 7.6%
ztoa percent slopes
soo uuo*ments-Urban/anu / oo' 1�nm
xom»�' �
wo/ u*anlanu ! ���' *�»w
Totals wr/ywwmm��w �0|) � oo�
__
SOW N Sf4
s F
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
SOR.CO TELEPHONE (860) 644-2511
November 7, 2007
Karen Isherwood, P.E.
Design Professionals
P.O. Box 1167
South Windsor, CT 06074
Dear Ms. Isherwood:
RE: Appl. # 07-61P- The Hillstead Senior Residence- 25 Gerber Road
At the November 7, 2007 regular meeting, the Inland Wetlands Agency/Conservation
Commission approved application Appl. #07-61P — The Hillstead Senior Residence — 25
Gerber Road — Conservation Commission application for the construction of a 88 unit
senior residence development and associated improvements on property located
southerly of Kelly Road and easterly of Gerber Road West. I-Industrial Zone.
This approval is subject to the following conditions:
1. The final approved copy of the entire set of plans and this letter reproduced
thereon must be submitted to the Planning Department. This must be
completed within 65 days of approval prior to any construction activity on the
site. Plans submitted to Planning & Zoning Commission shall be considered
having met this requirement.
2. The application shall indemnify and hold harmless the Town of South Windsor
against any liability, which might result from the proposed operation or use.
3. The permit is valid for five years and shall expire on November 7, 2012. It is the
landowner(s)/applicant(s) responsibility to track expiration dates and notify the
Commission of a renewal request at least 65 days prior to expiration.
4. All approvals required must be obtained and submitted prior to any activity on
the site.
5. A contact person shall be identified on the plans.
6. We recommend a bond in the amount of $50,000 be submitted to the Planning &
Zoning Commission to ensure compliance with the erosion and sediment control
measures and a $25,000 bond for stormwater structures and establishment of
vegetation within the basin.
Very truly yours,
t8rizabeth . Warren, Chairperson
ETLANDS AGENCY/
ATION COMMISSION
CC: Chief Building Official
Mr. Geoff Sager, President, Metro Realty