HomeMy WebLinkAbout09-37P Application Nu Way Tabacco Expansion r
TOWN of:SOUTH-WINDS.OR
RECEIVED
NOV 0 9 ZUU9
INLAND W `I2,ANDS, WAMCOVRSES AND M4ERT A`T'Q1V AP"ATIC N
SOUTH WINDSOR PLANNING DEFT,
Application# 09 -3!] P Date R.ecerved I- I ^ c
INSTRL7CTIC?NS
1,. Fifteen applications(15)with map:and glans copies shall be submitted together with the fee set forth
n. the Inland Wetlands, Watercourses and Conservation Regulations, Town of: South Windsor. .(See
'Regulations, Section VII—X}
�L The South Windsor Inlaid Wetlangd Watercourse& anal 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 ail informatiin and
docainents required by the Agency have been.submitted. The_applicant shall also completeliie state filing
form.
A,. .Applicant' Nai ie: 200 Sullivan Ave. L.L.C. c% Kip Shepard
Address._ 200 Sullivan Ave., South Windsor, CT 06074
Phone: (home)860-614-41.60 (work): 860-289-1507 (fax) 860-291-8705
B. Ugal,pwfte.r�o,wm 200 Sullivan Avenue, L.L.C.
.Address 200 Sullivan Ave., South Windsor CT 06074
.Phone(home),860-614-4160 -(Wof,. 860-289-1507 (faxj: 860-291-8705
(List.a A... ioiaal owners,.addresses,ai�o.phone nunil ers on:back'of appli ationj
C. If the applicant is not the:owner of the subject property;a letter-by.the ouTner(s) authorizing the proposed
reguId d:activity set forth.inthe apgl cation:must.acc.ompany this form and will be::- art ofthe application.
1 ; Proleet:Ia .e and zocatan Nu Way Tobacco Expansion, 200 Sullivan Avenue
I. Contact Person#f_further:information: s needed).
Karen Isherwood, P-E., Design Professionals-Inc.. ( : :work�860-291-8755 (fay}860-291-8757
E.. 'I'he geographical location of the-. property which is to be affected. by the: proposed regulated activities
including a description of the land_insufficient:detail to allow:identification of the property on the Inland
Vtretland and Watercourse lUlap_ _ - _ -
Assessor's irap_# 121 Parcel:#41 Zvne
7
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? yes
❑ ** (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:
Conservation Plan / Erosion & Sedimentation Control application only. 68,900 SF +/- (1.58
acres) of disturbance for the construction of a 12,300 sf building addition (west side), a 4150±
sf building addition (east side), and the construction of entrance driveways, parking areas and
associated drainage swales and water quality-detention basin.
I. A class A.2:map of the property drawn to'1"=40', showing the`.area to be developed,extent of the wetlands
and watercoursesi affected,topography; existing and proposed activities and names and locations of adjacent
property owners must be submitted:
J. Amount of regulated area disturbance and types of fill (including wetlands and 80 foot Upland Review
Area): Zero disturbance within regulated area
K. Acreage of wetlands and watercourses in regulated areas to be altered: 0.0 acres
1, Acreage ofweticreated- 0�.0 acres
M. Lineal feet of proposed stream alteration: 0 LF
N. Total land area of project and percentage, which is wetlands: 317,881 sf(7.29 ae.) 0% wetlands
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.) PZC, CT DOT
P. The applicant (or designated representative) hereby attests that a sign will be posted at the following
location(s)Site frontage on Rye Sf./Sullivan Ave.
3' Name Karen Isherwood, P.E.
on or before the following date
8
Y
•
Signature:
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 an 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.
Z. 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.
1 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
sub' of the application;for the purpose of inspection and investigation and otherwise evaluating the merits
of the ppli n th before -a final ecision has been issued.
S o ner o ope `
Date. jq /0
ture o Appli
Date 9
9
PERMITS/INSP PAYMENT RECPT#: 20384741
TOWN OF SOUTH WINDSOR
1540 SULLIVAN AVENUE
SOUTH WINDSOR CT 06074
DATE: 11/09/09 TIME: 15:16
CLERK: mariadace DEPT:
CUSTOMER#: 0
PARCEL:
CHG: DEP DEP FEE 260.00
AMOUNT PAID: 260.00
PAID BY:
PAYMENT METH: CHECK
019591
REFERENCE: A
AMT TENDERED: 260.00
AMT APPLIED: 260.00
CHANGE: .00
N n;E-R%
TO BE PUBLISHED IN THE JOURNAL INQUIRER
LEGAL NOTICE
Saturday, December 19, 2009
SOUTH WINDSOR—INLAND WETLANDS AGENCY/CONSERVATION
COMMISSION
At the December 16, 2009 Regular Meeting, the Commission voted to take the
following actions:
Appl. #09-37P — NuWay Tobacco 200 Sullivan Ave. — Conservation
Commission application for earth disturbance associated with the construction of
two building additions, storm water structures and associated improvements on
property located northerly of Sullivan avenue and easterly of Rye Street.
Assessor's map#121 parcel#41, Industrial (1) Zone, with the conditions.
Dated at South Windsor, CT this 18th day of December 2009
Elizabeth A. Warren, Chairperson
Banach, Marcia
From: Karen Isherwood [Klsherwood@designprofessionalsinc.com]
Sent: Tuesday, November 17, 2009 5:01 PM
To: david.askew@snet.net
Cc: Banach, Marcia
Subject: Nu Way Tobacco Conservation Commission Application (1 of 2)
Attachments: 28291_rev.1.pdf, 2829 2_rev.2.pdf, 2829 3_rev.1.pdf; 2829 4_rev.1.pdf
Dave,
I understand that you have been assigned the responsibility for reviewing plans for South Windsor
during Jeff Folger's recovery. This application has been reviewed by Jeff prior to his departure and
is scheduled before the commission tomorrow night(tonight if you read this wed. morning).
It is my understanding that Jeff had no issues with the plans as submitted.The plans proposed a
water quality basin that was deep(bottom: 73.9) in order to receive discharge from an existing 15" RCP
pipe located along the Rye Street frontage.This storm system currently receives a portion of the existing
Nu Way building, and all of the adjacent property to the north (Plasmatech). Our original proposal was to
add the new addition building to this storm system (via connection to existing underground roof leader). Because
of the increase in runoff to the storm system, we proposed to add a structure along the storm system, to divert
runoff into the proposed basin. The basin depth was driven by how deep the existing storm system is.
I have changed the plans to modify our approach.We now propose to divert 1/2 of the proposed roof runoff, and
1/2 of the existing Nu Way roof runoff(which currently enters the existing storm system), into our detention basin.
Because of the reduction in runoff to the ex. storm system, there is no need to detain this portion. This allowed
me to reduce the size of the detention basin significantly, and also bring up the bottom elevation (bot: 76.0).
This is good because this is a very flat site and our belief is that groundwater is periodically high (-3' below
grade).
I am sending you pdf copies of our revised plan in an effort to proceed with tomorrow night's meeting. Due to size
limitations,
I will be sending you 2 emails with attachments. There are no wetlands on site and the application is limited to
erosion
control and water quality. I believe our revised plans reflect a reduction in overall construction activity. I was
wondering
if you could look at the plans, and let me know if we are able to proceed tonight. The applicant has always been
hopeful
to break ground right after the first of the year, and to date, town staff has been very accomodating.
We are hoping to go forward on Wednesday night, and have a decision the same night.
Please review and let me know if you are comfortable recommending this.Thank you.
Karen Isherwood, P.E., LEED AP
Project Manager
Design Professionals, Inc.
CIVIL&TRAFFIC ENGINEERS/PLANNERS/SURVEYORS/GIS/LANDSCAPE ARCHITECTS
Serving Connecticut,Massachusetts,&Rhode Island
P.O.Box 1167 860.291.8755 phone
425 Sullivan Avenue 860.291.8757 fax
South Windsor,CT 06074 www.designprofessio-nalsin .2�rr
CONFIDENTIALITY NOTICE: This e-mail message is intended only for the person or entity to which it is addressed and may contain confidential and/or privileged material.Any
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message.
11/18/2009
SOW N SF4
O -o SotdA Vt�zd�
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w` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
r`�QsoR-CO TELEPHONE (860) 644-2511
To: South Windsor Inland Wetland/Conservation Commission.
From: David Askew,North Central Conservation District for Jeff Folger
Date: November 25, 2009
Re: Appl. # 09-37P - Review of addition and associated stormwater improvements, Nu Way
Tobacco
The project is to construct two additions to an existing commercial building and to add additional
parking area. Several stormwater improvements are also proposed
Site: The site is 7.29 acres. Current impervious area is approximately 41 percent. Under
proposed conditions it will increase to approximately 51 percent. Proposed stormwater
improvements include construction of two sediment forebays which discharge to a grass-lined
swale, which in-turn discharges into a proposed detention basin. The basin will store up-to the
100 year storm and will discharge into the Sullivan Road stormwater system.
The site has no wetlands on or near it. Soil textures are fine sandy loam to medium sand. The
soil delineation on the site plan is out-of-date (nomenclature) and inaccurate, as Walpole, a
hydric soil, is shown on the plan. A soil scientist has determined that no wetlands are present.
Impacts:
Erosion potential is expected to be low because the site is very level. Proposed erosion controls
include silt fence, a construction entrance, inlet protection, and the use of the detention basin as a
sediment basin during construction.
The detention basin is not designed for water quality treatment. Some sediment storage will
occur in the forebays and some filtering and infiltration is expected within the grass-lined swale.
These features should improve water quality compared to the existing discharge. Water quality
volumes (a measure of treatment capacity) have been determined for the forebays and they are
adequately sized.
The site is located in an area of a drainage divide between the Scantic River basin and Bancroft
Brook basin. The town does not have enough detailed mapping of the Sullivan Road stormwater
system to determine the (ultimate) receiving watercourse for the proposed drainage. However,
both water quality and water quantity are addressed by the proposed design.
c 710-u� O-P slow V&U&01t
a
y r.,
1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074
4r�OSOR-CO TELEPHONE (860) 644-2511
Certified#70081300000145785997
December 18,2009
Design Professionals, Inc.
Attn: Karen Isherwood
425 Sullivan Avenue
P.O. Box 1167
South Windsor, CT 06074
RE: Appl.#09-37P—NuWay Tobacco Expansion—200 Sullivan Avenue
Dear Ms. Isherwood:
At the December 16, 2009 regular meeting, the Inland Wetlands Agency/Conservation Commission approved
application#09-37P—NuWay Tobacco Expansion—200 Sullivan Avenue—Conservation Commission application
for earth disturbance associated with the construction of two building additions, storm water structures and
associated improyements on property located northerly of Sullivan Avenue and easterly of Rye Street,Assessor's
map#121 parcel#41, Industrial (1)Zone,with 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 12/16/2014. 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. A bond shall be collected in the amount of$2500 to ensure proper placement and maintenance of erosion
controls.
5. All approvals required must be obtained and submitted prior to any activity on the site.
6. A contact person shall be identified on the plans.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
Elizabeth A.Warren,Chairperson
EAW:dt
cc: Kip Shepard
Director of Planning
Chief Building Official
Assessor
RECEIVE®
NOV 0 9 ZU09
HIGHLAND SOILSLLC SOUTH WINDSOR PLANNING DEPT,
October 26,2009
Karen Isherwood
Design Professionals,Inc
425 Sullivan Avenue
South Windsor,CT 06074
RE: 200 SULLIVAN AVENUE
SOUTH WINDSOR, CT
Dear Karen:
On September 23,2009 I conducted a soil survey of the above-referenced property. As a
result of my field survey I have concluded that there are no regulated wetlands or water courses
on the property. The majority of the property contains existing buildings,parking areas and
other impervious surfaces. These areas are mapped as Urban Land. A small area of moderately
well drained soils of the Ninigret Series were found to the east of the buildings and well drained
soils of the Agawam Series were noted on the western side of the property.
If you have any questions,or require additional information;please call me at
(860)742-5868.
Very truly yours,
ohn P.>Ianni M.S.
Professional Soil Scientist
CPESC
c:\documents and settings\highland soils\let2009\91.doc
P.O.Box 337,Storrs,Connecticut 06268 • (860)742-5868
Stormwater Management Plan
Nu Way Tobacco
200 Sullivan Avenue
South Windsor, Connecticut
RECED
NOV 17 2001
• SWANII�OR
40 O:
0� cc
9' N
O N
Prepared by
Design Professionals,Inc.
425 Sullivan Avenue
South Windsor,CT 06074
DPI Project No.09-2829
November 9,2009
Rev: 11-17-09
Table of Contents: Page#
Introduction 1
Existing Conditions 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Erosion/Sedimentation Control Systems 1
St_ormwater Runoff Quality
Conveyance System 2
Discharge at the Natural Location 2
Maintenance and Operation 2
Topographic Contour Maps 2
Floodplain Boundaries 2
Drainage Design 3
Conclusions 3
Water Quality Calculations 4
Appendices:
Existing Runoff Conditions(TR-55) A
Proposed Runoff Conditions(TR-55) B
Detention basin design; Water quality volume C
Hydraflow Hydrographs (storm&detention basin modeling) D
Introduction: 200 Sullivan Avenue LLC is proposing to construct additions to their
existing facility located at the northeast corner of intersecting Sullivan Avenue and Rye
Street.
Existing Conditions: The 7.29 ac. site is presently developed with an industrial building
(approximately 69,168 sf.)and associated parking lots.In addition there is an existing
tobacco barn located on site.Undeveloped areas on site consist of a lightly wooded area
with deciduous trees. The land generally slopes westerly and drains into an existing catch
basin located in the Rye Street Right of Way which discharges southerly into the piped
storm system within Sullivan Avenue. Existing runoff conditions have been analyzed
using TR-55.Results are included in Appendix A.
Proposed Development: The proposed development of the site consists of the
construction of a 12,300 s.f addition on the western side of the building and an addition
to the eastern side of the existing building. Parking is proposed to replace areas where the
existing parking will be eliminated due to the westerly building addition. Two new
driveways are proposed to be constructed to Rye Street. A 30' wide paved driveway
across from the existing driveway at Maneeley's banquet facility,and a 15' wide gravel
driveway meant for truck egress only.
Water quality measures are proposed for the site consisting of a vegetated swale which
discharges into a surface water quality basin,to collect runoff from the improved areas.
The swale will allow for infiltration of runoff as the soils allow.
Off-Site Analysis: The site presently drains to an existing catch basin structure at the
north-west property corner. Storm water flows out of this structure,through an 18 RCP
pipe that has a reverse pitch,south-westerly through an adjacent property,to an existing
catch basin structure located within Sullivan Avenue.
Peak Runoff Control: The water quality basin has been designed to accommodate
runoff from all storm events and reduce peak discharge rates.
Nonstructural Drainage Systems: The site will make use of a number of nonstructural
measures to help control the storm-water on the site,and enhance the ability for
infiltration of runoff into the soil. The detention basin has been sized to detain the
increase in peak runoff associated with development,and reduce the post-development
peak rate of discharge to rates equal to or less than existing peak rates of runoff. The
swale has been integrated into the design where appropriate to control runoff.-
Erosion/Sedimentation Control Systems:An extensive erosion/sedimentation control
plan has been developed as part of the site design. These measures include the following:
1. Installation of silt fence down-slope of disturbed areas.
2. Installation of silt fence around stockpiled materials.
3. Seeding and mulching disturbed areas as soon as practical during construction.
4. Limiting the areas of disturbance during construction.
5. Installation of construction entrance pad.
6. 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. The
200 ft vegetated swale is of sufficient length and slope to adequately treat the surface
runoff from the improved areas.
Conveyance System:The on-site conveyance system proposes sheet flow runoff directed
into the swale. The basin will discharge into the existing piped storm system located
within the Rye Street Right of Way.
Discharge at the Natural Location: The site presently drains into the piped stormwater
system located in the Rye Street Right of Way. Under developed conditions,the site will
continue to discharge to this location.
Maintenance and Operation: The following maintenance operations will be required to
ensure the proper and efficient operation of the Detention Basin. The following
maintenance schedule is intended to be a minimum guide,and additional inspections and
maintenance measures may be required following large storm events that could cause the
deposition of excess debris in the system.
Basin Outlet: The water quality basin outlet should be inspected twice annually,
and all debris and silt should be removed. The discharge point from the outlet
system should be inspected also,and all silt and debris should be removed. The
riprap at the discharge should be re-arranged and additional stone added as
needed. All silt and debris should be disposed of at a suitable location.
Detention Basin: The detention basin should be inspected annually. All woody
growth that could inhibit proper flow within the basin should be removed. Excess
debris that has been deposited within the basin should be removed. Any erosion
noted within the basin should be stabilized.
Topographic Contour Map: Topographic contour maps have been provided showing
the drainage area for the site. The map showing developed conditions are included in the
rear of this report.
Floodplain Boundaries: The site is not located within the floodplain.
Drainage Design:
Runoff from the developed site will drain to the water quality basin. The gravel lot and
driveway are assumed to be impervious(100%runoff from impervious areas). Developed
runoff was analyzed utilizing TR-55. Results are included in appendix B. Hydraflow
Hydrographs by Intelisolve, was utilized to model storm events, and to model the
proposed detention basin. Detention basin design criteria are included in Appendix C.
Hydraflow hydrographs for all storm events are included in Appendix D. A summary of
existing/post development peak rates of discharge are as follows:
2-yr 10-yr 25yr 50yr I00yr
Ex.Peak Runoff 5.32 811 9.65 11.01 12.38
Post-Dev. Peak
Runoff(basin disch.) 4.84 8.10 9.52 10.76 11.99
Conclusions: The on-site stormwater system with the associated water quality swale and
detention basin will mitigate any potential storm-water quality and quantity impacts from
the proposed development.
Appendix A
2829EPT RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project: 200 SULLIVAN AVE. NU WAY User: KMI Date: 10-22-09
County HARTFORD State: CT Checked: Date:
Subtitle: EXISTING RUNOFF: EX. CB (PLASMA TECH)
-------------------------------------------------------------------------------
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% .09(61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 1.6(98) - -
OTHER AGRICULTURAL LANDS
Meadow -cont. grass (non grazed) ---- - .02(58) - -
Total Area (by Hydrologic Soil Group) 1.71
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 1.71 Acres WEIGHTED CURVE NUMBER: 96*
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : 200 SULLIVAN AVE. NU WAY User: KMI Date: 10-22-09
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING RUNOFF: EX. CB (PLASMA TECH)
-----------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
----------------------------------
Sheet 3.2 125 .01 A 0.032
Open Channel 160 2 0.022
Time of Concentration = 0.05*
--- 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 : 200 SULLIVAN AVE. NU WAY User: KMI Date: 10-22-09
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING RUNOFF: EX. CB (PLASMA TECH)
Data: Drainage Area 1.71 * Acres
Runoff Curve Number 96
Time of Concentration: 0.05 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number I 1 I 2 1 3 ( 4 1 5 I
----------------------1------I------i------I------I------1
Frequency (yrs) 2 I 10 I 25 1 50 1 100 1
I I I I 1 i i
124-Hr Rainfall (in) I 3.2 1 4.7 1 5.5 I 6.2 I 6.9 1
I Ia/P Ratio I -0.03 i 0.02 0.02 1 0.01 1 0.01 I
I i I I I I I
I Used 10.10 1 0.10 ) 0.10 1 0.10 10.10 1
I l I I I I I
I Runoff (in) ( 2.75 14.23 15.03 15.73 1 6.42 1
I Unit Peak Discharge 11.128 11.128 11.128 11.128 11.128 I
I (cfs/acre/in) I I I I I I
I I I I 1 I I -
I Pond and Swamp Factorl 1.00 11.00 1 1.00 11.00 1 1.00 J
i 0.0% Ponds Used I I I I I 1
1----------------------I------1------{------I------1------1
I Peak Discharge (cfs) 5 I 8 I 10 1 11 I 12 1
* - Value(s) provided from TR-55 system routines
2829esul RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : 200 SULLIVAN AVE. NU WAY User: KMI Date: 10-22-09
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING RUNOFF: EX. CB (RYE ST.R.O.W. )
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
----------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Impervious Areas
Paved parking lots, roofs, driveways .01(98) .05(98) -
OTHER AGRICULTURAL LANDS
Meadow -cont. grass (non grazed) ---- - .20('58) .14 (71)
Woods good - .82(55) .04 (70) -
Total Area (by Hydrologic Soil Group) 1.03 .23
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 1.26 Acres WEIGHTED CURVE NUMBER: 60*
-------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : 200 SULLIVAN AVE. NU WAY User: KMI Date: 10-22-09
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING RUNOFF: EX. CB (RYE ST.R.O.W. )
------------------------ ---------- -----
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
----------------------------------------------------------------
Sheet 3.2 125 .005 H 0.745
Shallow Concent'd 125 .005 U 0.030
Shallow Concent'd 60 01 U 0.010
Time of Concentration = 0.79*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated c 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 : 200 SULLIVAN AVE. NU WAY User: KMI Date: 10-22-09
County HARTFORD State: CT Checked: Date:
Subtitle: EXISTING RUNOFF: EX. CB (RYE ST.R.O.W. )
Data: Drainage Area 1.26 * 'Acres
Runoff Curve Number 60
Time of Concentration: 0.79 * Hours
Rainfall Type III
Pond and Swamp Area NONE
1 Storm Number 1 1 1 2 1 3 1 4 1 5 1
----------------------1------1------1------1------1------1
Frequency (yrs) I 2 1 10 I 25 I 50 1 100 1
1 1 1 I
1 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1
I Ia/P Ratio 1 0.42 1 0.28 0.24 1 0.22 1 0.19 1
l I ► 1 1 1 I
1 Runoff (in) 1 0.41 1 1.13 1 1.60 1 2.05 j 2.53 1
I Unit Peak Discharge 10.337 10.445 10.462 10.474 10.483 1
i (cfs/acre/in) 1 1 1 I I
1 1 1 1 I
i Pond and Swamp Factorl 1.00 1 1.00 1 1.00 i 1.00 1 1.00 1
I 0.0% Ponds Used
1----------------------1------1------1------1------1------1
Peak Discharge (cfs) 1 0 i 1 1 1 1 1 J 2
* - Value(s) provided from TR-55 system routines
Appendix B
2829DPT1 RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : 200 SULLIVAN AVE. NU WAY User: KMI Date: 11-11-09
County HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED RUNOFF: EX. CB (PLASMA TECH)
-------------------------------------------------------------------------------
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% .09(61) -
Impervious Areas
Paved parking lots, roofs, driveways - 1.3(98) - -
OTHER AGRICULTURAL LANDS
Meadow -cont. grass (non grazed) ---- - .02 (58) - -
Total Area (by Hydrologic Soil Group) 1.41
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 1.41 Acres WEIGHTED CURVE NUMBER: 95*
----------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : 200 SULLIVAN AVE. NU WAY User: KMI Date: 11-11-09
County HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED RUNOFF: EX. CB (PLASMA TECH)
---------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 125 .01 A 0.032
Open Channel 160 2 0.022
Time of Concentration = 0.05*
--- 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: 200 SULLIVAN AVE. NU WAY User: KMI Date: 11-11-09
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED RUNOFF: EX. CB (PLASMA TECH)
Data: Drainage Area 1.41 * Acres
Runoff Curve Number 95
Time of Concentration: 0.05 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number I l I 2 I 3-- ---45
----------------------1------1------1------1------1------1
I Frequency (yrs) 1 2 1 10 ) 25 i 50 1 100 1
124-Hr Rainfall (in) ► 3.2 1 4.7 i 5.5 1 6.2 l 6.9 1
I Ia/P Ratio 1 0.03 { 0.02 1 0.02 l 0.02 0.02 i
1 I 1 I I I
I Used 1 0.10 1 0.10 1 0_10 ( 0.10 1 0.10 I
i I I
I Runoff (in) 1 2_64 1 4.12 1 4.92 1 5.61 1 6.31 1
I I I I I I 1
I Unit Peak Discharge 11.128 11.128 11.128 11.128 11.128 I
I (cfs/acre/in) I I I I I I
1 1 I I I I
I Pond and Swamp Factorl 1.00 11.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds Used I I I I I I
1----------------------j------I------1------1------1------1
I Peak Discharge (cfs) 1 4 1 7 1 8 1 9 1 10 1
* Value(s) provided from TR-55 system routines
2829WBAS RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : 200 SULLIVAN AVE. NU WAY User: KMI Date: 11-04-09
County : HARTFORD Stater CT Checked: Date:
Subtitle: PROPOSED RUNOFF (WQ BASIN)
-------------------------------------------------------------------------------
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% - 0.67(61) -
Impervious Areas
Paved parking lots, roofs, driveways 1.14 (98) -
OTHER AGRICULTURAL LANDS
Meadow -cont. grass (non grazed) ---- - .25 (58) - -
Woods good - .65(55) - -
Total Area (by Hydrologic Soil Group) 2.71
-------------------------------
TOTAL DRAINAGE AREA: 2.71 Acres WEIGHTED CURVE NUMBER: 75*
------ -
-------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : 200 SULLIVAN AVE. NU WAY User: KMI Date: 11-04-09
County HARTFORD State: CT Checked: Date:
Subtitle: PROPOSED RUNOFF (WQ 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 3.2 110 .014 a 0.025
Shallow Concent'd 360 .005 u 0.088
Time of Concentration = 0.11*
--- 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 200 SULLIVAN AVE. NU WAY User: KMI Date: 11-04-09
County : HARTFORD State: CT Checked: Date:
Subtitle: PROPOSED RUNOFF (WQ BASIN)
Data: Drainage Area 2.71 * Acres
Runoff Curve Number 75 *
Time of Concentration: 0.11 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number 1 1 1 2 1 3 1 4 1 5 I
{----------------------1------1------1------1------1------1
J Frequency (yrs) ) 2 J 10 1 25 1 50 1 100 I
I I I I I i
124-Hr Rainfall (in) ► 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1
1 1 1 1 I
1 Ia/P Ratio 1 0.21 { 0.14 1 0.12 1 0.11 1 0.10 1
I 1 I I I I l
I Used 1 0.21 1 0.14 1 0.12 1 0.11 1 0.10 1
I Runoff (in) 1 1.09 1 2.21 1 2.86 1 3.45 4.06 1
I Unit Peak Discharge 10.959 10.994 11.005 11.012 11.016 1
I (cfs/acre/in) I I I I I I
1 I 1 1 1 1 I
i 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 1 I I I I
1----------------------1------1------1------1------1------1
1 Peak Discharge (cfs) l 3 1 6 1 8 I 9 I 11
* - Value(s) provided from TR-55 system routines
Appendix C
Reservoir Report Page 1
Reservoir No. 8 - WQBASIN: 11-13-09 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(cult)
0.00 76.00 1,996 0 0
1.00 77.00 3,859 2,928 2,928
2.00 78.00 6,917 5,388' 8,316
2.25 78.25 7,536 1,807 10,122
2.50 78.50 8,706 2,030 12,152
2.75 78.75 10,604 2,414 14,566
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] ICI [D]
Rise in = 12.0 10.0 0.0 0.0 Crest Len ft = 5.70 0.00 0.00 0.00
Span in = 12.0 10.0 0.0 0.0 Crest El.ft = 78.25 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.ft = 76.00 76.00 0.00 0.00 Weir Type = Riser - - -
Length ft = 20.0 1.0 0.0 0.0 Multi-Stage = Yes No No No
Slope% = 2.00 1.00 0.00 0.00
N-Value = .010 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exffltration 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 Exfil Total
ft cuft ft cis cis cis cfs cis cis cis cis cfs cfs
0.00 0 76.00 0.00 0.00 - - 0.00 - - - - 0.00
1.00 2,928 77.00 1.55 1.54 - - 0.00 - - - 1.54
2.00 8,316 78.00 2.65 2.65 - - 0.00 - - - 2.65
2.25 10,122 78.25 2.85 2.85 - - 0.00 - - - 2.85
2.50 12,152 78.50 4.44 2.07 - 2.37 - - - - 4.44
2.75 14,566 78.75 5.50 0.95 - - 4.55 - - - - 5.50
Appendix D
Hydrograph Summary Report Page,
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (ft) (cult)
1 SCS Runoff 5.31 1 724 17,584 — EX.TOCB @PLASMATECH
2 SCS Runoff .0.19 1 766 1,847 — — EX.TO CB(RYE ROW)
3 Combine 5.32 1 724 19,431 1,2 ---- — EX.TO RYE ST-SULL.AVE.
10 SCS Runoff 4.28 1 724 13,949 — — DEV.TOCB @PLASMATECH
11 SCS Runoff 3.01 1 727 10,739 — PR.TO BASIN
12 Reservoir 1.39 1 744 10,348 11 76.89 2,617 DEV.THROUGH BASIN
13 Combine 4.84 1 725 24,297 10, 12 — — DEV.TO EX.CB-RYE ST.
Proj. file: 2829REV1.gpw Return Period: 2 yr Run date: 11-17-2009
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report Pagel
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage
(origin) (cfs) (min) (min) (cuft) g description
(ft) (cuft)
1 SCS Runoff 7.99 1 724 27,085 - EX.TOCB @PLASMATECH
2 SCS Runoff 0.69 1 758 5,129 --- EX.TO CB(RYE ROW)
3 Combine 8.11 1 724 32,214 1,2 EX.TO RYE ST-SULL.AVE.
10 SCS Runoff 6.50 1 724 21,742 ------ DEV.TOCB @PLASMATECH
11 SCS Runoff 6.32 1 727 21,685 — PR.TO BASIN
12 Reservoir 2.24 1 747 21,146 11 77.58 6,027 DEV.THROUGH BASIN
13 Combine 8.10 1 725 42,888 10, 12 — DEV.TO EX.CB-RYE ST.
Proj. file: 2829REV1.gpw Return Period: 10 yr Run date: 11-17-2009
Hydraflow HHydroaraohs by Intellmima
Hydrograph Summary Report Page,
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 SCS Runoff 9.40 1 724 32,172 — — EX.TOCB @PLASMATECH
2 SCS Runoff 1.03 1 756 7,283 — — EX.TO CB(RYE ROW)
3 Combine 9.65 1 724 39,455 1,2 — EX.TO RYE ST-SULL.AVE.
10 SCS Runoff 7.68 1 724 25,923 — DEV.TOCB @PLASMATECH
11 SCS Runoff 8.22 1 727 28,093 — PR.TO BASIN
12 Reservoir 2.63 1 749 27,496 11 77.98 8,215 DEV.THROUGH BASIN
13 Combine 9.52 1 725 53,419 10,12 DEV.TO EX.CB-RYE ST.
Proj. file: 2829REV1.9pw Return Period: 25 yr Run date: 11-17-2009
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report Page,
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 10.64 1 724 36,629 — EX.TOCB @PLASMATECH
2 SCS Runoff 1.36 1 755 9,338 — EX-TO CB(RYE ROW)
3 Combine 11.01 1 724 45,967 1,2 — EX.TO RYE ST-SULL.AVE.
10 SCS Runoff 8.70 1 724 29,589 DEV.TOCB @PLASMATECH
11 SCS Runoff 9.93 1 727 33,915 — PR.TO BASIN
12 Reservoir 2.92 1 750 33,274 11, 78.28 10,327 DEV.THROUGH BASIN
13 Combine 10.76 1 725 62,863 10, 12 DEV.TO EX.CB-RYE ST.
Proj. file: 2829REV1.gpw Return Period: 50 yr Run date: 11-17-2009
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report Pagel
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 11.87 1 724 41,090 — — -- EX.TOCB @PLASMATECH
2 SCS Runoff 1.71 1 754 11,524 — — EX.TO CB(RYE ROW)
3 Combine 12.38 1 724 52,615 1,2 — — EX.TO RYE ST-SULL.AVE.
10 SCS Runoff 9.72 1 724 33,260 — — — DEV.TOCB @PLASMATECH
11 SCS Runoff 11.66 1 727 39,891 — PR.TO BASIN
12 Reservoir 4.16 1 746 39,206 11 78.46 11,862 DEV.THROUGH BASIN
13 Combine 11.99 1 725 72,466 10,12 DEV.TO EX.CB-RYE ST.
Proj. file: 2829REV1.9pw Return Period: 100 yr Run date: 11-17-2009
Hydrallow Hydrographs by Intelisolve
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
EX.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 5.31 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.71 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 -min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=17,584 cuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 5.12
12.07 5.31 <<
12.08 5.28
12.10 5.05
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
EX.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 7.99 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.71 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=27,085 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 7.71
12.07 7.99<<
12.08 7.93
12.10 7.58
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
EX.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 9.40 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.71 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=32,172 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 9.09
12.07 9.40 <<
12.08 9.33
12.10 8.93
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hya. No. 1
EX.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 10.64 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 1.71 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=36,629 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.05 10.28
12.07 10.64
12.08 10.56
12.10 10.10
...End
Hydrograph Report
.Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
EX.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 11.87 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.71 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 6.90 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=41,090 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.05 11.48
12.07 11.87<<
12.08 11.78
12.10 11.26
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
EKTO CB(RYE ROW)
Hydrograph type = SCS Runoff Peak discharge = 0.19 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.26 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 47 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=1,847 cult
Hydrograph Discharge Table
Time -- Outflow
(ham cfs)
12.58 0.17
12.60 0.17
12.62 0.18
12.63 0.18
12.65 0.18
12.67 0.18
12.68 0.18
12.70 0.19
12.72 0.19
12.73 0.19
12.75 0.19
12.77 0.19
12.78 0.19
12.80 0.19
12.82 0.19
12.83 0.18
12.85 0.18
12.87 0.18
12.88 0.18
12.90 0.18
12.92 0.18
12.93 0.18
12.95 0.17
12.97 0.17
12.98 0.17
...End
Hydrograph Report Page,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
EX.TO CB(RYE ROW)
Hydrograph type = SCS Runoff Peak discharge = 0.69 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.26 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 47 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=5,129 cuft
Hydrograph Discharge Table
Time-- Outflow
(hrs cfs)
12.47 0.63
12.48 0.64
12.50 0.65
12.52 0.66
12.53 0.67
12.55 0.68
12.57 0.68
12.58 0.69
12.60 0.69
12.62 0.69
12.63 0.69<<
12.65 0.69
12.67 0.69
12.68 0.69
12.70 0.68
12.72 0.68
12.73 0.68
12.75 0.67
12.77 0.66
12.78 0.66
12.80 0.65
12.82 0.64
12.83 0.63
...End
Hydrograph Report Page,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
EKTO CB(RYE ROW)
Hydrograph type = SCS Runoff Peak discharge = 1.03 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.26 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 47 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=7,283 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.45 0.95
12.47 0.97
12.48 0.99
12.50 1.00
12.52 1.01
12.53 1.02
12.55 1.03
12.57 1.03
12.58 1.03
12.60 1.03
12.62 1.03
12.63 1.03
12.65 1.03
12.67 1.03
12.68 1.02
12.70 1.01
12.72 1.00
12.73 0.99
12.75 0.98
12.77 0.97
12.78 0.96
12.80 0.94
...End
Hydrograph Report Page,
Hydraflow Hydrographs by lntelisolve
Hyd. No. 2
EKTO CB(RYE ROW)
Hydrograph type = SCS Runoff Peak discharge = 1.36 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 1.26 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 47 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=9,338 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.43 1.24
12.45 1.27
12.47 1.30
12.48 1.32
12.50 1.33
12.52 1.34
12.53 1.35
12.55 1.36
12.57 1.36
12.58 1.36 <<
12.60 1.36
12.62 1.36
12.63 1.36
12.65 1.35
12.67 1.34
12.68 1.33
12.70 1.32
12.72 1.31
12.73 1.29
12.75 1.28
12.77 1.26
12.78 1.24
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
EKTO CB(RYE ROW)
Hydrograph type = SCS Runoff Peak discharge = 1.71 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.26 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 47 min
Total precip. = 6.90 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=11,524 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.43 1.58
12.45 1.61
12.47 1.64
12.48 1.67
12.50 1.68
12.52 1.70
12.53 1.70
12.55 1.71
12.57 1.71 <<
12.58 1.71
12.60 1.71
12.62 1.70
12.63 1.70
12.65 1.69
12.67 1.68
12.68 1.66
12.70 1.65
12.72 1.63
12.73 1.61
12.75 1.59
12.77 1.57
12.78 1.54
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
DEV.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 4.28 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.41`ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=13M9 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 4.12
12.07 4.28 <<
12.08 4.26
12.10 4.08
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by intelisolve
Hyd. No. 10
DEV.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 6.50 cfs
Storm.frequency = 10 yrs Time interval = 1 min
Drainage area = 1.41 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=21,742 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.05 6.28
12.07 6.50<<
12.08 6.46
12.10 6.18
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by intelisolve
Hyd. No. 10
DEV.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 7.68 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.41 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=25,923 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 7.42
12.07 7.68 <<
12.08 7.62
12.10 7.29
..End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
DEV.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 8.70 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 1.41 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=29,589 cuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 8.41
12.07 8.70
12.08 8.64
12.10 .8.26
...End
Hydrograph Report Page,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
DEV.TOCB @PLASMATECH
Hydrograph type = SCS Runoff Peak discharge = 9.72 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.41 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 6.90 in Distribution = Type ill
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=33,260 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.05 9.40
12.07 9.72 <<
12.08 9.65
12.10 9.23
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
PR. TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 3.01 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 2.71 ac_ Curve number = 75
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=10,739 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfe)
12.08 2.80
12.10 2.95
12.12 3.01
12.13 3.00
12.15 2.93
12.17 2.81
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
PR. TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 6.32 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 2.71 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=21,685 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.08 6.00
12.10 6.24
12.12 6.32 <<
12.13 6.24
12.15 6.05
12.17 5.76
...End
Hydrograph Report
- Page 1
Hydraflow Hydrographs by intelisolve
Hyd. No. 11
PR. TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 8.22 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 2.71 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=28,093 cuft
Hydrograph Discharge Table
Time--Outflow
(hrs cfs)
12.08 7.85
12.10 8.14
12.12 8.22 <<
12.13 8.10
12.15 7.83
12.17 7.44
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
PR. TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 9.93 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 2.71 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=33,915 cuft
Hydrograph Discharge Table
Time --Outflow
(ham cfs)
12.08 9.51
12.10 9.85
12.12 9.93 <<
12.13 9.77
12.15 9.43
12.17 8.95
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
PR. TO BASIN
Hydrograph type = SCS Runoff Peak discharge = 11.66 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 2.71 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 6.90 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=39,891 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.07 10.53
12.08 11.20
12.10 11.59
12.12 11.66<<
12.13 11.47
12.15 11.05
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
DEV. THROUGH BASIN
Hydrograph type = Reservoir Peak discharge = 1.39 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 11 Reservoir name = WQBASIN: 11-13-09
Max. Elevation = 76.89 ft Max. Storage = 2,617 cuft
Storage Indication method used. Outflow hydrograph volume=10,348 cuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D ExHl Outflow.
(hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.23 2.17 76.83 1.30 1.27 -- - - -- - - 1.27
12.25 2.02 76.84 1.33 1.30 - - --- - - -- 1.30
12.27 1.90 76.86 1.35 1.32 -- - - -- ---- --- - 1.32
12.28 1.79 76.87 1.36 1.34 -- -- - --- - 1.34
12.30 1.71 76.88 1.37 1.35 - - --- - - - 1.35
12.32 1.64 76.88 1.38 1.37 -- - ----- -__ - - - 1.37
12.33 1.58 76.89 1.39 1.37 - --- - - - 1.37
12.35 1.53 76.89 1.39 1.38 -- - - -- -- 1.38
12.37 1.47 76.89 1.40 1.38 - - --- --- - 1.38
12.38 1.42 76.89 1.40 1.39 - -- - --- - - --- 1.39
12.40 1.37 76.89<< 1.40 1.39 - - - - - - - 1.39<<
12.42 1.31 76.89 1.40 1.39 ---- - ----- - - 1.39
12.43 1.25 76.89 1.40 1.38 - - - - - - 1.38
12.45 1.19 76.89 1.39 1.38 - -- - - ----- --- 1.38
12.47 1.13 76.68 1.39 1.37 - - - ---- - - -- 1.37
12.48 1.07 76.88 1.38 1.36 - - - - --- - 1.36
12.50 1.01 76.87 1.37 1.35 ---- - - - - - 1.35
12.52 0.94 76.86 1.36 1.33 - - - - - -- - 1.33
12.53 0.88 76.86 1.35 1.32 - - - - ---- - - 1.32
12.55 0.82 76.85 1.33 1.30 -- - - ---- --- -- - 1.30
12.57 0.77 76.84 1.32 1.28 - --- ----- - -_ - 1.28
12.58 0.72 76.83 1.30 1.27 -- --- - --- ----- 1.27
...End
Hydrograph Report Page,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
DEV. THROUGH BASIN
Hydrograph type = Reservoir Peak discharge = 2.24 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 11 Reservoir name = WQBASIN: 11-13-09
Max. Elevation = 77.58 ft Max. Storage = 6,027 cuft
Storage Indication method used. Outflow hydrograph volume=21,146 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.20 5.04 77.39 2.05 2.03 - - - - - 2.03
12.22 4.67 77.42 2.09 2.07 -_ ___ -- ----- 2.07
12.23 4.32 77.45 2.12 2.10 -_ _--- - -- - --- 2.10
12.25 4.00 77.47 2.14 2.12 - - -- -- -- 2.12
12.27 3.73 77.49 2.16 2.15 --- - - - 2.15
12.28 3.51 77.51 2.18 2.16 - - - - - --- - 2.16
12.30 3.33 77.52 2.20 2.18 - - - - - - 2.18
12.32 3.18 77.53 2.21 2.19 _- - - - -- 2.19
12.33 3.05 77.54 2.22 2.20 - - - -- - 2.20
12.35 2.94 77.55 2.23 2.21 - - ---- - - -- 2.21
12.37 2.83 77.56 2.23 2.22 - - - - - - 2.22
12.38 2.72 77.56 2.24 2.23 - - - - - 2.23
12.40 2.61 77.57 2.24 2.23 - - - - - - 2.23
12.42 2.50 77.57 2.25 2.24 - - - --- -- - 2.24
12.43 2.38 77.57 2.25 2.24 -- - --- --- - - 2.24
12.45 2.26 77.58<< 2.25 2.24 - ---- -- ---- - - - 2.24<<
12.47 2.14 77.57 2.25 2.24 ---- - - - - - 2.24
12.48 2.02 77.57 2.25 2.24 - - - - - - 2.24
12.50 1.90 77.57 2.25 2.24 - - - - - 2.24
12.52 1.78 77.57 2.24 2.23 -- ----- --- --- - - 2.23
12.53 1.66 77.56 2.24 2.22 - -- --- - - - 2.22
12.55 1.55 77.55 2.23 2.22 2.22
12.57 1.44 77.55 2.22 2.21 - - - - - - 2.21
12.58 1.35 77.54 2.21 2.20 - - -- - - 2.20
12.60 1.26 77.53 2.20 2.19 -- - - - - - 2.19
12.62 1.20 77.52 2.19 2.18 - - - - - - 2.18
12.63 1.14 77.50 2.18 2.16 - ----- -- -- - - 2.16
12.65 1.09 77.49 2.17 2.15 --- -- -- -- - - _- 2.15
12.67 1.05 77.48 2.16 2.14 - - - - - - 2.14
12.68 1.02 77.47 2.14 2.12 ----- -- -- ---- - - 2.12
12.70 1.00 77.46 2.13 2.11 _- - - - - 2.11
12.72 0.98 77.44 2.12 2.09 - -- - ---- - - 2.09
12.73 0.96 77.43 2.10 2.08 - -- - - - ----- -- 2.08
12.75 0.95 77.42 2.09 2.07 - - - - - 2.07
12.77 0.94 77.41 2.07 2.05 - - - - ----- - 2.05
12.78 0.93 77.39 2.06 2.04 - - - -- ----- -- 2.04
12.80 0.91 77.38 2.05 2.02 -- -- - - 2.02
...End
Hydrograph Report
Page 7
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
DEV. THROUGH BASIN
Hydrograph type = Reservoir Peak discharge = 2.63 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 11 Reservoir name = WQBASIN: 11-13-09
Max. Elevation = 77.98 ft Max. Storage = 8,215 cult
Storage Indication method used. Outflow hydrograph volume=27,496 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C WrD EMI Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.20 6.48 77.70 2.38 2.37 - - - - -- - -- 2.37
12.22 6.00 77.75 2.42 2.42 - - - - - -- 2.42
12.23 5.54 77.78 2.46 2.45 --- -- -- --- --- -- --- 2.45
12.25 5.12 77.82 2.49 2.48 -- - - --- - - -- 2.48
12.27 4.76 77.84 2.51 2.51 - - - - - 2.51
12.28 4.47 77.87 2.53 2.53 -- -- - - - 2.53
12.30 4.24 77.89 2.55 2.55 - - - - - - 2.55
12.32 4.04 77.90 2.57 2.57 - - - - - 2.57
12.33 3.88 77.92 2.58 2.58 -- -- -- ----- - -- -- 2.58
12.35 3.73 77.93 2.59 2.59 -- - - - -- -- - 2.59
12.37 3.59 77.95 2.60 2.60 - - - - - 2.60
12.38 3.45 77.96 2.61 2.61 - - - - --- -- 2.61
12.40 3.30 77.96 2.62 2.62 - - - - ---- - - 2.62
12.42 3.16 77.97 2.62 2.62 - ---- - -_ - - -- 2.62
12.43 3.01 77.98 2.63 2.63 - ----- - --- ---- -- -- 2.63
12.45 2.86 77.98 2.63 2.63 - - - - - - 2.63
12.47 2.71 77.98 2.63 2.63 - - - - ----- - 2.63
12.48 2.55 77.98<< 2.63 2.63 - - - - - 2.63<<
12.50 2.40 77.98 2.63 2.63 - - - - --- --- - 2.63
12.52 2.25 77.98 2.63 2.63 - - -_ - - - ----- 2.63
12.53 2.10 77.97 2.62 2.62 -- --- --- - -- ---- ---- 2.62
12.55 1.95 77.96 2.62 2.62 - -_-- --- --- - - ----- 2.62
12.57 1.82 77.96 2.61 2.61 - - - - - 2.61
12.58 1.70 77.95 2.60 2.60 - -- - _- - - - 2.60
12.60 1.59 77.94 2.59 2.59 - - - - - - ----- 2.59
12.62 1.50 77.92 2.58 2.58 -- - --- - ---- ---- -- 2.58
12.63 1.43 77.91 2.57 2.57 -- ---- - - --- ----- ----- 2.57
12.65 1.37 77.90 2.56 2.56 ---- -- ----- -- ----- --- -- 2.56
12.67 1.32 77.89 2.55 2.55 ----- ----- - ----- ----- - 2.55
12.68 1.28 77.87 2.54 2.54 - - - - -- - 2.54
12.70 1.25 77.86 2.52 2.52 - - - - --- - 2.52
12.72 1.23 77.84 2.51 2.51 - --- - - -- - 2.51
12.73 1.21 77.83 2.50 2.50 - -- - -- - --- 2.50
12.75 1.19 77.82 2.49 2.48 - -- - --- - -- ---- 2.48
12.77 1.18 77.80 2.48 2.47 - - - - -- 2.47
12.78 1.16 77.79 2.46 2.46 - - - - - 2.46
12.80 1.15 77.77 2.45 2.44 - - -- - - - - 2.44
12.82 1.13 77.76 2.43 2.43 ---- -- --- -- - - 2.43
Continues on next page...
DEV.THROUGH BASIN Page 2
.Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C . Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs efs cfs cfs cfs cfs
12.83 1.11 77.74 2.42 2.41 ---- -- ---- - ----- - 2.41
12.85 1.10 77.73 2.40 2.40 ---- -- —_ ----- 2.40
12.87 1.08 77.71 2.39 2.38 --- - --_ -- --- -- 2.38
12.88 1.06 77.70 2.37 2.37 ---- -- -- ----- ---- ---- ---- 2.37
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
DEV.THROUGH BASIN
Hydrograph type = Reservoir Peak discharge = 2.92 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 11 Reservoir name = WQBASIN: 11-13-09
Max. Elevation = 78.28 ft Max. Storage = 10,327 cuft
Storage Indication method used. Outflow hydrograph volume=33,274 cuft
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cis cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.20 7.77 78.00 2.65 2.65 - - - - - - 2.65
12.22 7.18 78.04 2.68 2.68 - - ---- - - --- 2.68
12.23 6.62 78.07 2.71 2.71 --- -- --- ---- ----- --- 2.71
12.25 6.11 78.10 2.73 2.73 ----- -- - -- - - 2.73
12.27 5.68 78.13 2.75 2.75 -- - - - ----- 2.75
12.28 5.33 78.15 2.77 2.77 - - - - - - 2.77
12.30 5.04 78.17 2.79 2.79 - - - - - - - 2.79
12.32 4.81 78.19 2.81 2.80 - - - ----- - _- 2.80
12.33 4.61 78.21 2.82 2.82 - ----- - - 2.82
12.35 4.44 78.22 2.83 2.83 - - _--- - - - 2.83
12.37 4.27 78.23 2.84 2.84 - - - - - - 2.84
12.38 4.09 78.24 2.85 2.85 - - - - - 2.85
12.40. 3.92 78.25 2.86 2.85 - - 0.01 - ----- - 2.86
12.42 3.74 78.26 2.88 2.85 - - 0.03 - - - - 2.88
12.43 3.57 78.27 2.90 2.85 - -- 0.05 -- - --- - 2.90
12.45 3.39 78.27 2.91 2.85 - - 0.06 - - - 2.91
12.47 3.21 78.27 2.92 2.85 - 0.07 - - - - 2.92
12.48 3.02 78.28 2.92 2.85 - - 0.08 -- - - 2.92
12.50 2.84 78.28<< 2.93 2.85 - - 0.08 - - - - 2.92<<
12.52 2.66 78.27 2.92 2.85 - 0.07 - - 2.92
12.53 2.48 78.27 2.91 2.85 - 0.06 -- --- ----- --- 2.91
12.55 2.31 78.27 2.90 2.85 - ---- 0.05 -- --- ---- - 2.90
12.57 2.15 78.26 2.89 2.85 - - 0.04 - - - 2.89
12.58 2.01 78.26 2.87 2.85 - - 0.02 - - - 2.87
12.60 1.88 78.25 2.85 2.85 - - - - - - - 2.85
12.62 1.78 78.24 2.85 2.85 -- ----- -- -- ---- 2.85
12.63 1.69 78.23 2.84 2.84 - - --- -- -- 2.84
12.65 1.62 78.22 2.83 2.83 ----- - --- -- - -- -- 2.83
12.67 1.56 78.21 2.82 2.82 - ---- --- - - - 2.82
12.68 1.52 78.20 2.81 2.81 -- - - - - - 2.81
12.70 1.48 78.19 2.80 2.80 - - - ----- - - - 2.80
12.72 1.45 78.18 2.80 2.80 - - - ----- 2.80
12.73 1.43 78.17 2.79 2.79 - ---- - - - - ---- 2.79
12.75 1.41 78.16 2.78 2.78 - -- -- - ---- 2.78
12.77 1.39 78.15 2.77 2.77 - -- - - - - 2.77
12.78 1.37 78.13 2.76 2.76 - - ---- - - 2.76
12:80 1.35 78.12 2.75 2.75 --- - - ---- - 2.75
12.82 1.33 78.11 2.74 2.74 - -_- - ---- - -- - 2.74
Continues on next page...
DEV.THROUGH BASIN Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv 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 cis cfs cfs
12.83 1.31 78.10 2.73 2.73 ----- - - - - ----- - 2.73
12.85 1.29 78.09 2.72 2.72 - - - - ----- 2.72
12.87 1.27 78.08 2.71 2.71 - - - ----- - 2.71
12.88 1.25 78.06 2.70 2.70 -- _- --_ - - -- - 2.70
12.90 1.23 78.05 2.69 2.69 ---- _- -- _-_ - _-- -p 2.69
12.92 1.21 78.04 2.68 2.68 2.68
12.93 1.19 78.03 2.67 2.67 ----- - - ----- - 2.67
12.95 1.18 78.02 2.66 2.66 - ----- - - - 2.66
12.97 1.16 78.00 2.65 2.65 -- ---- - - 2.65
12.98 1.14 77.99 2.64 2.63 -- -- --- - - -- - 2.63
...End
Hydrograph Report Page,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
DEV. THROUGH BASIN
Hydrograph type = Reservoir Peak discharge = 4.16 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 11 Reservoir name = WQBASIN: 11-13-09
Max. Elevation = 78.46 ft Max. Storage = 11,862 cuft
Storage Indication method used. Outflow hydrograph volume=39,206 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv 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
12.32 5.58 78.42 3.85 2.47 -- 1.38 - - 3.85
12.33 5.35 78.44 3.94 2.42 -- - 1.52 -- - -- 3.94
12.35 5.14 78.44 4.01 2.38 - - 1.63 ----- -- -- --- 4.01
12.37 4.94 78.45 4.07 2.34 - - 1.73 - - 4.07
12.38 4.74 78.46 4.11 2.31 1.80 ---- - - - 4.11
12.40 4.54 78.46 4.14 2.29 - - 1.85 - - - 4.14
12.42 4.33 78.46 4.16 2.28 - 1.88 -- - - 4.16
12.43 4.13 .78.46<< 4.16 2.28 - - 1.88 - - - 4.16
12.45 3.92 78.46. 4.15 2.28 - --- 1.87 --- --- 4.15
12:47 3.71 78.46 4.13 2.29 --- - 1.84 ---- - -- 4.13
12.48 3.50 18.46 4.10 2.32 ---- - 1.79 - - - - 4.10
12.50 3.28 78.45 4.06 2.34 - - 1.72 - --- - 4.06
12.52 3.07 78.45 4.02 2.37 --- 1.64 - - - 4.02
12.53 2.86 78.44 3.96 2.41 - -- 1.55 - - - - 3.96
12.55 2.67 78.43 3.89 2.45 - - 1.44 - - ---- - 3.89
12.57 2.48 78.42 3.82 2.49 - 1.33 - - - - 3.82
...End
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A 2780 BERUN TURNPIKE
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W/NGTON, CT 06111
RAILROAD OPEA
�a a WIND DAY HILL ROAD
WINDSOR, Cr 06095
SCALID* 1 �200
PROPERTY OWNS
B 70 TOLLAND STREET
EAST HARTFORD, Cr 06108
%WFT INMY
SIGN
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AT&T #1477
TRAFFIC
----,CONTROL BOX
TRAFFIC 910
�1 JET�7NE� CONTROL OX EX. CB \8
TF:81,23 ?' -
f 2a JET LINE
I,NV:77.80(15"W) '
EX. 0 ll,6 EX: TWIN CB - _ — — AT&T #1474 - —""""..' ------ ....,
Tf:_80.67 � TF:80.06
RC_PZ73_95(N) JET LINE
IA V'18"'RCP 73r8 SZ1+ — — - — — — — — — — — — — — ' -AT&T #1475j —
( r fc r - - - - - _ - - - - - - - - -
� _ _ _ _ _ - -82 -
_ =82 -_G._ NG JET LINE �
API
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EX. DMH
EX. ce
_ 87 _ —
INW.(15. SULLIVAN
- _ N AVENUE RO
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