HomeMy WebLinkAboutResubdivision (91) TOWN OF SOUTH WINDSOR
PLANNING& ZONING COMMISSION
APPLICATION FORM
Application No: 01.E- C-50 P
Official Receipt Date: -I U -0q
Receipt No: RECEIVED
APPLICANT: JMJ Construction Co., Inc. SEP 1 0 2004
PROJECT NAME: EMERALD GREEN SOUTH WINDSOR PLAWNG DEPT.
ADDRESS: 658 Ellington Road, South Windsor, CT 06074
OWNER OF RECORD ON LAND RECORDS: JMJ Construction, Co., Inc.
ADDRESS: 658 Ellington Road, South Windsor, CT 06074
COMPLETE LOCATION OF PROPERTY: R065, R069A& 919 Ellington Road
ASSESSOR'S MAP #35 PARCEL#6, 7 & 10 ZONE RR& A-20
NAME, ADDRESS, TEL&FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED:
Karen M. Isherwood, P.E., Design Professionals, Inc., 165 South Satellite Road, South Windsor, CT 06074
Tel. (860)291-8755, Fax(860) 291-8757
THIS APPLICATION IS FOR: (Check all that apply):
�` Zone Change to (Public Hearing required and Certified letter to abutters required)
F- Subdivision/Resubdivision j Open Space Subdivision(Public Hearing Required)
f- Subdivision Minor r Major
X Resubdivision(Public Hearing Required) i Minor ;'X Major
F_ Conditional Approval
Special Exception to Article (Public Hearing Certified letter to abutters
r Site Plan of Development
J General Plan of
F Earth Filling(Sec. 15)and/or Earth Removal(Sec. 14- Public Hearing Required)
r� Regulation F Zoning F Subdivision (Attach proposed amendment)
t Temporary and Conditional Permit for
Major Home Occupation for
f- Other(explain in detail)
An Application Pending sign is required to be posted on the property for all applications ten (10) days
prior to being heard by the Commission.
nature o A lica �Si nature of pert wner
I
� t/P rY (I�W4
Appl #04-58P, Emerald Green Resubdivision
Public Hearing 10-26-04
1. f-a-subdi isiamte Ereate-3 flats-with-a-new-publi street
inn-EIhjn,gt,one.Th-e-�site-size s�-1-5-acres:- VJTf a,,� ' c< r 3 f� lc {�z„�y hwf� �o�� �JU7 fug 1 1ek ,�. f �f �•
2. Minimum lot size required in an RR zone subdivision is 40,000 sf. The
minimum lot size proposed is about 43,600 square feet. Minimum required
frontage is 175 feet; minimum proposed is 189 feet. Lot 3 is about 12-acres in
.size; the applicant has indicated that he intends to apply for a Senior Residence
Development on this lot.
3. Proposed road length
exceeds the town's 600' cul-de-sac length requirement, so a Commission
waiver would be necessary to approve the length. The subdivision regulations
authorize the Commission to grant a waiver of the length requirements if the
Commission deems it desirable due to adverse topographic or environmental
conditions, difficult site configuration, or if no potential outlet would be
available to serve the area, subject to the following conditions:
♦ The commission shall determine that the subject property cannot be
reasonably served by any other public street (existing or future) due to site
constraints (environmental or topographic), accepted engineering
standards, and/or prohibitive cost.
♦ The Commission shall determine that the proposed extension conforms to
the goals and objectives of access management.
♦ The Commission shall conclude that the proposed street extension will
function as a residential local street, rather than a collector or arterial
highway.
♦ Underground utilities must be provided.
♦ Sidewalks must be provided on both sides of the street.
4. n�eereer�neci ta�Unity�lrtxrcl�:
5. There is no open space requirement for this subdivision because there are only
three lots.
S, A. Lot d -o n 4f- /4�wy k re
y
6. The application
was approved by IWA/CC on Oct 20, with a $5,000 bond for erosion &
sediment control, and a bond for $5,000 for establishment of the stormwater
basin.
7. T buses-autoilrgtorrRoadlre
existi
ing on oadvilbhhrecatd too the
subdirsiorrstreet:Sidewalks are shown on one side of the street, but the waiver
provision requires sidewalks to be provided on both sides of the street.
8 `Q1P 32 A errra��.�� iQ
.,•w�
mired.
9. Street trees are shown on b th sides of the new street, but are sporadic until
about the midpoint of the `ceps. The proposed detention basin interferes
with some of the street trees, which suggests that perhaps the basin needs more
room. The property at 658 Ellington Road is also owned by JMJ, so should
have regularly-spaced street trees. The applicant may also want to approach the
owners of 887 Ellington Road about adding street trees to their property.
1 O.Karl Reichlee, SuDeMntAend nt of Parks has reviewed the proposed street trees
and ha� ri,a t c P ^�_�n� rnmmAr�+e; The Town's street tree specs should be
a
utilized and so reflected on the plans; and he has suggested that the proposed
green ash tree be changed to beech trees.
If this application is approved, the Planning Dept has no additional approval
conditions other than those items already noted.
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Town of South Windsor' s
TREE PLANTING
SPECIFICATIONS
January 2004
1. All trees will be handled by the root ball and not by the trunk of the tree.
2. All rope or twine will be completely removed once the tree has been placed in the
planting area,burlap will be rolled down and cut or tucked under the root ball.
3. Any wire baskets will be cut and the upper 2/3 removed after the tree is placed in the
planting area.
4. All trees shall be freshly dug within 30 day of delivery to the planting site.
5. All twine,rope or any other objects around the root ball will be removed.
6. A planting area of two times the diameter of the root ball will be excavated.
The depth of the excavation shall be two inches less than the overall height of the root
ball as measured from the root flair on the trunk to the bottom of the root ball.
7. All excess excavated material will be deposited at an approved site.
8. When back filling trees, growing medium will be worked in to avoid any air pockets.
Care must be taken not to compact growing medium excessively.
9. The beginning of the root flair will be set two inches above final grade.
10. Water will be applied as soil conditions dictate.
11. All tree trunks will be will be free from any injury or damage.
12. All trees shall have a single central dominant leader.
13. Trees shall not be staked or guyed unless directed by the Tree Warden.
14. The depth of all mulch shall not exceed more than 2".
15. All tags,ribbons or other markings will be removed.
16. No pruning will be performed unless directed to by the Tree Warden.
17. No fertilizers or water polymers will be applied at planting.
DESIGN PROFESSIONALS, INC.
civil engineers ♦ planners ♦ surveyors
gis ♦ gps ♦ landscape architects
Transmitted via certified mail
September 7, 2004
Dear Current Abutting Property Owner
Re: Application of JMJ Construction Co.
Emerald Green/Three Lot Subdivision
Ellington Road/Route 30
South Windsor, Connecticut
DPI Project No. 1930
In accordance with regulations of the Inland Wetlands Agency and 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 Inland Wetlands Agency and 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 Kelli Koehler,
Administrative Secretary, Michele Lipe, Deputy Planning Director, or Jeffrey Folger,
Environmental Planner, at the South Windsor Planning Department at 644-2511, ext. 253, 252 or
229, respectively. Thank you.
Sincerely,
DESIGN OFESS ONALS, INC.
n
By.
Peter R. DeMallie
President
165 South Satellite Road. South Windsor, Connecticut 06074
Tel: (860)291-8755 •Fax: (860)291-8757
Email: dpicivilnaol.com
Stormwater Management Plan
Emerald Green Subdivision
(Church Way)
South Windsor, Connecticut RECEIVE®
SEP 1 0 2004
SOUTH WINDSOR PLANNING DEPT,
0Im. s
e
Al
Prepared by:
Design Professionals,Inc.
165 South Satellite Road
South Windsor, CT 06074
DPI Project No. 1452
I
September 10, 2004
i
Table of Contents: Page#
Introduction 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Conveyance System 1
Maintenance and Operation 2
Drainage Design 2
On-Site Storm Sewer Calculations 3
Conclusions 3
Appendices
Existing Conditions(Unity Church basin 3/21/03-Amendment2) A
TR-55 Developed Conditions(Unity Church isolated) B
(Existing conditions-to unity basin 1 08-18-04)
TR-55 Developed Conditions (Emerald Green Subdivision) C
(Proposed Conditions-to basin 1)
Detention Basin Reservoir Report(Emerald Green basin) D
Detention Basin Routings(Emerald Green basin) E
Detention Basin Reservoir Report(Unity Church basin) F
Detention Basin Routings(Unity Church basin) G
Storm Sewer Calculations H
Introduction: The site is located on the east side of Ellington Road(Rt. 30)in South
Windsor,Connecticut, and consists of a single parcel of land totaling 13.0 acres, with the
intent of purchasing an additional 2.0 acres from the northern abutting property, for a
total of 15.0 ac. Portions of the site were used for farming, the remainder being wooded.
A large portion of the site drains northerly off site overland, entering into the storm
drainage system within Unity Church. Another portion of the site to the east of the
proposed development, drains to the north-east off site into Mill Pond.
Proposed Development: The proposed development of the site includes the creation of 3
single family house lots involving the construction of approximately 725 if of 26' wide
public road, Church Way. The lots will be serviced by public water and sewer.
The Storm drainage system proposed for the development includes the installation of
storm-sewers within the proposed road, and a detention/Water Quality Basin.
The Detention/Water Quality basin will provide full detention of storm flows for storms
up to the 100 year design storm, and also provide water quality treatment for the smaller
more frequent storm events. The detention basin is designed to discharge directly into the
detention basin on the Unity Church site at a rate that when combined with flows
generated by the Unity Church site, will not exceed the documented capacity within the
Lakewood Condominium storm system.
Off-Site Analysis: The site presently drains in two directions. The majority of the site
drains northerly into the Unity Church storm system. The eastern side of the site drains
to the north east,off site to Mill Pond. The entire area of the proposed development of
the site will be within the western watershed draining off site to the Unity detention
basin. The proposed detention/Water Quality Basin will be in this area, and discharge via
a 6"pipe to the Unity detention basin.
Peak Runoff Control: The site has been designed to continue to discharge in the same
directions presently with peak flows under developed conditions equal to or less than
existing peak discharge rates.
Nonstructural Drainage Systems: The site presently drains overland in three directions.
Under developed conditions,the drainage to the north-east will continue to be overland
with no structural measures utilized. The drainage to the north from the western end of
the site will be collected under developed conditions into a storm drainage system and
discharge to the proposed Detention/Water Quality Basin. The discharge from the basin
will be to the Unity Church detention basin.
Conveyance System: The on-site conveyance system consists of a piped stormwater
system discharging to the detention/water quality basin. The piped drainage system has
been designed to accommodate the runoff from a 10 Yr design storm. The
detention/water quality basin has been designed to handle up to a 100 year design storm
with full detention.
Maintenance and Operation: The following maintenance operations will be required to
ensure the proper and efficient operation of the Storm Water System, and
Detention/Water Quality 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.
Catch Basins: The catch basins shall be inspected annually. The sumps shall be
cleaned when the depth of material within the sumps reaches 1'.
Basin Outlet: The basin outlet shall be inspected twice yearly. All large woody
growth that may affect the flow of water shall be removed. The stone shall be re-
arranged and added to as required to maintain the design as per the design plans.
Topographic Contour Maps: A Topographic contour map has been provided showing
the drainage areas for the site at a scale of 1"=40'. The map showing the developed
conditions are included in the rear of this report.
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 developed conditions was developed utilizing the TR-55 computer program. 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 storm drainage design involves the construction of one detention/water quality basin.
As part of the design calculations, no infiltration was assumed for the basin.
The TR-55 analysis for the developed discharge to the existing Unity Church basin is
included in appendix B. The approved Unity basin design originally considered a total
drainage area of 10.5 acres which included the area from our site. Supporting
documentation from the original study is included in appendix A. The drainage area for
this study has been reduced to 3.78 acres, isolating the runoff from Unity Church only.
The TR-55 analysis for the developed discharge to the proposed detention pond is
included in appendix C. The detention basin reservoir report for the Unity Church basin
is included in appendix D. The routing of the storm flows for the 2-100 year design
storms for the Unity basin are included in appendix E.
The detention basin reservoir report for the proposed Emerald Green basin is included in
appendix F. The routing of the storm flows for the 2-100 year design storms for the
proposed Emerald Green basin are included in appendix G.
The following table summarizes the peak flows under developed conditions to the north,
through Unity Church basin, and eventually into the Lakewood storm system.
Storm Freq. Existing Peak discharge Developed Peak discharge from basin
From Unity basin from Unity basin
to Lakewood storm system to Lakewood storm system
2 0.99 0.66
10 1.49 1.01
25 1.68 1.19
50 not documented 1.29
100 not documented 1.41
As can be seen from the above, the proposed detention basin provides complete
attenuation of the peak flows from the site to levels at or below existing peak flow rates.
Once again, the analysis does not take into account any infiltration from the proposed
basins on the site, and therefore is extremely conservative. The actual developed
discharge rates will be less than calculated.
Off-Site Storm Sewer Calculations: The storm sewer has been analyzed for the 10-year
design. The design calculations are included in appendix H.
Conclusions: By intercepting runoff and providing detention on the subject site, we
maintain existing peak flows to the Lakewood storm system.
APPENDIX B
�TIZ�S�i�30 iao-I K30
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : 1930 jmj-emerald green User: ram Date:
County : hartford State: ct Checked: Date:
Subtitle: existing conditions - to unity basin 1 08-18-04
-------------------------------------------------------------------------------
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% - 2.39 (61) -
Impervious Areas
Paved parking lots, roofs, driveways - 1.39(98) -
Total Area (by Hydrologic Soil Group) 3.78
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 3.78 Acres WEIGHTED CURVE NUMBER: 75*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
e
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project 1930 jmj-emerald green User: ram Date:
County hartford State: ct Checked: Date:
Subtitle: existing conditions - to unity basin 1 08-18-04
-------------------------------------------------------------------------------
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 35 0.25 e 0.026
Shallow Concent'd 130 .05 p 0.008
Open Channel 300 2 0.042
Time of Concentration = 0.08*
--- 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 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 1930 jmj-emerald green User: ram Date:
County : hartford State: ct Checked: Date:
Subtitle: existing conditions - to unity basin 108-18-04
Data: Drainage Area 3.78 * Acres
Runoff Curve Number 75 *
Time of Concentration: 0.08 * 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------I------I
I Frequency (yrs) 1 2 1 10 i 25 I 50 1 100 I
I I ! I I I I
j 24-Hr Rainfall (in) I 3.2 I 4.7 1 5.5 1 6.2 1 6.9 I
I I I I I I I
Ia/P Ratio 1 0.21 1 0.14 1 0.12 1 0.11 10.10 1
I ! I I I ! I
1 Used 10.21 1 0.14 10.12 10.11 10.10 1
I I I I I ! I
( Runoff (in) 1 1.09 1 2.21 1 2.86 1 3.45 ( 4.06 1
I I I I I I i
Unit Peak Discharge 11.024 ► 1.053 11.062 11.069 11.072 1
1 (cfs/acre/in) I I I I I I
I I I I I I I
I Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
I O.oa Ponds Used I I I I I 1
I---------------------- ------1------1------1------1------1
Peak Discharge (cfs) I 4 1 9 1 11 1 14 I 16
-----------------------------------------------------------
-----------------------------------------------------------
* - Value(s) provided from TR-55 system routines
APPENDIX C
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : 1930-EMERALD GREEN User: RAM Date:
County : HARTFORD State: CT Checked: Date:
Subtitle: PROPOSED CONDITIONS-TO BASIN 1
-------------------------------------------------------------------------------
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 > 750 - 5.03 (61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 1.73(98) - -
Total Area (by Hydrologic Soil Group) 6.76
TOTAL DRAINAGE AREA: 6.76 Acres WEIGHTED CURVE NUMBER: 70*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : 1930-EMERALD GREEN User: RAM Date:
Countv HARTFORD State: CT Checked: Date:
Subtitle: PROPOSED CONDITIONS-TO BASIN 1
-------------------------------------------------------------------------------
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 35 .02 H 0.155
Sheet 140 .02 E 0.214
Open Channel 870 2 0.121
Time of Concentration = 0.49*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 s 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 : 1930-EMERALD GREEN User: RAM Date:
County : HARTFORD State: CT Checked: Date:
Subtitle: PROPOSED CONDITIONS-TO BASIN 1
Data: Drainage Area 6.76 * Acres
Runoff Curve Number 70 *
Time of Concentration: 0.49 * Hours
Rainfall Type III
Pond and Swamp Area NONE
1 Storm Number i 1 1 2 1 3 1 4 l 5
----------------------1------1------1------1------1------i
1 Frequency (yrs) 1 2 l 10 1 25 i 50 l 100 1
I i I I I I I
l 24-Hr Rainfall (in) ► 3.2 1 4.7 I 5.5 ) 6.2 1 6.9 I
I I I I I I
Ia/P Ratio 10.27 ( 0.18 1 0.16 1 0.14 10.12 1
I I I I I I I
I Runoff (in) i 0.83 i 1.82 l 2.41 l 2.96 l 3.54 i
I I I I I I i
Unit Peak Discharge 10.561 10.605 10.619 10.628 10.635 1
l (cfs/acre/in) I I I I I I
1 I I I I 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 I I I I I
1----------------------1------I------1------1------1------1
i Peak Discharge (cfs) l 3 1 7 1 10 l 13 l 15 l
* - Value(s) provided from TR-55 system routines
APPENDIX D
Reservoir Report Page 1
Reservoir No. 5 - Church St. Pond Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Conic method used.
Stage l Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult)
0.00 70.00 1,750 0 0
1.00 71.00 2,600 2,161 2,161
2.00 72.00 3,455 3,017 5,178
3.00 73.00 4,435 3,934 9,112
4.00 74.00 5,415 4,916 14,029
5.00 75.00 6,620 6,007 20,036
6.00 76.00 7,825 7,213 27,249
7.00 77.00 9,200 8,502 35,751
8.00 78.00 10,575 9,879 45,630
9.00 79.00 12,110 11,333 56,963
10.00 80.00 13,650 12,871 69,834
Culvert/Orifice Structures Weir Structures
[A] IBl [C] [D] [A] [B] [C] [D]
Rise in = 5.3 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
Span in = 5.3 0.0 0.0 0.0 Chest El.ft = 0.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir CoefL = 3.33 0.00 0.00 3.33
Invert El.ft = 74.00 0.00 0.00 0.00 Weir Type = -- --- --- ---
Length ft = 53.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope% = 0.00 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif.CoefL = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No Exfiltration Rate = 0.00 inthrtsgft TaiMNater 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 EMI Total
ft cuft ft cfs cis cis cfs cis cfs cis cis efs cis
0.00 0 70.00 0.00 -- - - - - __ - __ 0.00
1.00 2,161 71.00 0.00 -- --- --- - -- -- - --- 0.00
2.00 5,178 72.00 0.00 - - - -_ __ - - __ 0.00
3.00 9,112 73.00 0.00 - - - - - - - - 0.00
4.00 14,029 74.00 0.00 - - --- - - --- -- -- 0.00
5.00 20,036 75.00 0.36 --- - --- -- - --- -- --- 0.36
6.00 27,249 76.00 0.59 - - - -- - - - - 0.59
7.00 35,751 77.00 0.76 - -- - - -- - - - 0.76
8.00 45,630 78.00 0.90 -- - -- --- -- -- --- -- 0.90
9.00 56,963 79.00 1.02 - __ ___ ___ ___ ___ __ ___ 1.02
10.00 69,834 80.00 1.12 - - --- --- --- --- -- --- 1.12
APPENDIX E
Hydrograph Report Page,
Hydraflow Hydrograos by Intelisolve
Hyd. No. 3
Em. subd.-basin disch.
Hydrograph type = Reservoir Peak discharge = 0.20 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = Church St. Pond
Max. Elevation = 74.29 ft Max. Storage = 15,766 cuft
Storage Indication method used. Outflow hydrograph volume=6,276 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.37 0.25 74.27 0.18 -- ---- ---- ---- ----- --- ---- --- 0.18
17.40 0.25 74.27 0.18 ----- -- -_- --- ----- ---- --- -- 0.18
17.43 0.24 74.27 0.18 ----- ----- --- ---- ----- ---- --_- ----- 0.18
17.47 0.24 74.28 0.18 --- ----- --- -- -- ---- -- -- 0.18
17.50 0.24 74.28 0.18 --- --- --- ---- --- --- _- --_ 0.18
17.53 0.24 74.28 0.18 ----- ----- --- ----- ----- ----- ----- ----- 0.18
17.57 0.24 74.28 0.18 --- ---- ---- -- --- -- --- --- 0.18
17.60 0.23 74.28 0.19 ----- ----- --- --- --- -- --- --- 0.19
17.63 0.23 74.28 0.19 ----- ---- ---- -- ---- ---- ---- ----- 0.19
17.67 0.23 74.28 0.19 - - -- - -- --- - ---- 0.19
17.70 0.23 74.28 0.19 - -- --- ---- ---- -_ -- ---- 0.19
17.73 0.23 74.28 0.19 ---- ----- ----- ----- ----- --- ---- ----- 0.19
17.77 0.23 74.28 0.19 -- --_ _____ ____ _____ - ___ ____ 0.19
17.80 0.22 74.28 0.19 -- --- ---- ---- ---- -- --- ---- 0.19
17.83 0.22 74.29 0.19 ---- --- --- ----- ---- --- ----- -- 0.19
17.87 0.22 74.29 0.19 -- ----- _- - --- --- --- ---- 0.19
17.90 0.22 74.29 0.19 --- -- --- -- ---- ----- --- --- 0.19
17.93 0.22 74.29 0.19 ----- --- ---- ---- ----- --- ----- -- 0.19
17.97 0.21 74.29 0.19 --- --- ---- ----- --- --- ----- ----- 0.19
18.00 0.21 74.29 0.19 -- - -- ---- -- -- -- -- 0.19
18.03 0.21 74.29 0.19 ----- -- --- --- ---- --- ----- ----- 0.19
18.07 0.21 74.29 0.19 --_ -- - --- --- -- ---- --- 0.19
18.10 0.21 74.29 0.19 ____ -_- 0.19
18.13 0.20 74.29 0.20 ---- ---- ----- ---- ----- ---- ----- ----- 0.20
18.17 0.20 74.29 0.20 ---- -- __- --- ---- --- ----- --- 0.20
18.20 0.20 74.29 0.20 - - --- --- ----- - -- ----- 0.20
18.23 0.20 74.29 0.20 --- --- --- --- ----- -- ---- --- 0.20
18.27 0.20 74.29 0.20 - - ---- -- __- ___ _____ _____ 0.20
18.30 0.20 74.29 0.20 ---- - --_ - _---- ---- ---- --- 0.20
18.33 0.20 74.29 << 0.20 --- ---- ---_ --- -- --- ---- ----- 0.20 <<
18.37 0.19 74.29 0.20 ----- -- ---- -- ----- ---- --- --- 0.20
18.40 0.19 74.29 0.20 -- - -- ----- ----- - ---- ----- 0.20
18.43 0.19 74.29 0.20 --- --- -- ---- ---- ---- ----- ----- 0.20
18.47 0.19 74.29 0.20 -- - ----- ----- _--- -- -- -- 0.20
18.50 0.19 74.29 0.20 0.20
18.53 0.19 74.29 0.20 ---- --- ----- ---- --- --- ----- ---- 0.20
18.57 0.19 74.29 0.20 - --- __- - -- ---- - ----- 0.20
18.60 0.19 74.29 0.20 -- -- --- ----- -- --_- --- -- 0.20
Continues on next page...
Em.subd.-basin disch. Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.63 0.19 74.29 0.19 - -- - -- --- ---- - - 0.19
18.67 0.19 74.29 0.19 ---- ----- __- -_ 0.19
18.70 0.19 74.29 0.19 ----- ----- ----- ----- --- ----- ----- ----- 0.19
18.73 0.19 74.29 0.19 -- -- -- ---- -_ --- ----- ---- -- 0.19
18.77 0.19 74.29 0.19 --- -_ ---- -- ---- ----- ---- --- 0.19
18.80 0.19 74.29 0.19 ---- --- ---_- ---- --- -- --- ----- 0.19
18.83 0.18 74.29 0.19 ----- - __- _- _- -_ _- -- 0.19
18.87 0.18 74.29 0.19 ---- ----_ - -- --- -- -- -- --- 0.19
18.90 0.18 74.29 0.19 ---- ----- ----- ----- ----- ----- ---- ---- 0.19
18.93 0.18 74.29 0.19 -- ___ _- ___ __- _____ ___ ____ 0.19
18.97 0.18 74.29 0.19 --- ---- - -_ -- -_ --- -- 0.19
19.00 0.18 74.29 0.19 ---- --- ---- --- --- - ---- --- ---- 0.19
19.03 0.18 74.29 0.19 --- - - ----- -- --- --- ---- 0.19
19.07 0.18 74.29 0.19 -- -- -- --_ ---- ----- --- --- 0.19
19.10 0.18 74.29 0.19 ----- ---- ---- ----- ---- --- ----- ---- 0.19
19.13 0.18 74.29 0.19 - - ---- --- ----- -- ---- --- 0.19
19.17 0.18 74.29 0.19 ---- -_ - -- ----- --- -- -- 0.19
19.20 0.18 74.29 0.19 ---- -- --- -- ----- ---- ---- ----- 0.19
19.23 0.18 74.28 0.19 - -- -- - - _- ---- -- ----- 0.19
19.27 0.18 74.28 0.19 --- - -- --- --_ - ---- - 0.19
19.30 0.18 74.28 0.19 ---- ----- ----- ----- ----- ----- ----- ----- 0.19
19.33 0.18 74.28 0.19 --- ---- -- --- ---- ----- --- --- 0.19
19.37 0.18 7428 0.19 -- --- --- --- --- ----- --- --- 0.19
19.40 0.18 74.28 0.19 --- --- ---- ---- --- --- --- ---- 0.19
19.43 0.18 74.28 0.19 -- -- -- -- - ----- ----- ----- 0.19
19.47 0.17 74.28 0.19 --- --- ---- ----- ---- ----- --- --- 0.19
19.50 0.17 74.28 0.19 ---- --- ----- ---- ----- ----- ----- ----- 0.19
19.53 0.17 74.28 0.19 -- --- --- -- ---- ---- -- -- 0.19
19.57 0.17 74.28 0.19 --- -- --- -- --- ---- ---- --- 0.19
19.60 0.17 74.28 0.19 --- --- --- ---- --- --- ---- ---- 0.19
19.63 0.17 74.28 0.19 -- ---- - -- --- ----- --- --- 0.19
19.67 0.17 74.28 0.19 -- -- --- --- -- ---- ----- -- 0.19
19.70 0.17 74.28 0.19 ----- ----- ---- ---_ -- ---- ----- ---- 0.19
19.73 0.17 74.28 0.19 ---- -- ---- -- ---- ----- -- -- 0.19
19.77 0.17 74.28 0.19 --- --- ---- - ----- - --- --- -- 0.19
19.80 0.17 74.28 0.19 --- --- -- -- ----- ---- ----- ---- 0.19
19.83 0.17 74.28 0.19 -- ---- ----- ----- _- --- -- --- 0.19
19.87 0.17 74.28 0.19 -- _-_ _- ___ ____ _- ____ ____ 0.19
19.90 0.17 74.28 0.18 ---- -- ----- -- ----- ----- --- ---- 0.18
19.93 0.17 74.28 0.18 --- - ---- --- -- ----- --- ---- 0.18
19.97 0.17 74.28 0.18 --_ ---- ---_ -- -- -- --- -- 0.18
20.00 0.17 74.28 0.18 ---- _- ____ _- _____ -- _____ __-- 0.18
20.03 0.17 74.28 0.18 ----- --- --- ---- ----- ---- ---- 0.18
20.07 0.16 74.28 0.18 --- - _- -- -- ----_ -- -- 0.18
20.10 0.16 74.28 0.18 --- -- ---- --- ----- ----- ----- --- 0.18
20.13 0.16 74.28 0.18 -- -- _-_ _ ____ --_ __- 0.18
20.17 0.16 74.28 0.18 -- -- ___ _____ _ _____ _- 0.18
20.20 0.16 74.28 0.18 -- ----- ----- ---- --- ---- --- ---- 0.18
20.23 0.16 74.28 0.18 -- --- -- - - -- ---- -- 0.18
20.27 0.16 74.27 0.18 -- --- _- _____ ___ -_ ___ -_ 0.18
20.30 0.16 74.27 0.18 ---- ---- --- ---- ----- --- ----- ---- 0.18
Continues on next page...
Em.subd:basin disch. Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv 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
20.33 0.16 74.27 0.18 - - - -- ---- -- --- - 0.18
20.37 0.16 74.27 0.18 ---- --- --- ----- ---- --- -- -- -- 0.18
20.40 0.16 74.27 0.18 ---- ---- ---- ---- ---- ----- ---- --- 0.18
20.43 0.16 74.27 0.18 - --- - ---- --- ---- -- -- 0.18
20.47 0.16 74.27 0.18 ---- -- --- - --- --- - -- -- 0.18
20.50 0.16 74.27 0.18 ----- -- ---- ---- --- --- ---- ---- 0.18
20.53 0.16 74.27 0.18 - -- - -- ---- ---- - - 0.18
20.57 0.16 74.27 0.18 --- --- - -- -- ---- ----- --- 0.18
20.60 0.16 74.27 0.18 -- ---- --- ---- ---- ---- ---- ---- 0.18
20.63 0.16 74.27 0.18 -- -- ___ ___ ____ -__ _- _____ 0.18
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Em. subd.-basin disch.
Hydrograph type = Reservoir Peak discharge = 0.61 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = Church St. Pond
Max. Elevation = 76.08 ft Max. Storage = 27,927 cuft
Storage Indication method used. Outflow hydrograph volume=30,497 cult
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) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.93 1.21 75.78 0.55 ---- --- ----- ----- ----- ----- ----- --- 0.55
13.97 1.19 75.79 0.55 ----- --- --- ----- --- --- ----- ----- 0.55
14.00 1.18 75.80 0.55 ---- ----- ----- ----- ----- ----- ---- --- 0.55
14.03 1.16 75.81 0.56 - - -- --- ----- ----- ----- -- 0.56
14.07 1.15 75.82 0.56 --- ----- --- ----- --- --- ----- ---- 0.56
14.10 1.13 75.83 0.56 ----- -- --- ----- ----- ---- ---- ---- 0.56
14.13 1.12 75.84 0.56 -- --- --- ---- ---- -_-- ----- --- 0.56
14.17 1.11 75.85 0.56 ---- ----- --- ----- -- ----- ----- ---- 0.56
14.20 1.09 75.85 0.57 ----- ---- --- ----- ---- ---- -- ---- 0.57
14.23 1.08 75.86 0.57 -- -- --- --- ----- --- ----- - 0.57
14.27 1.07 75.87 0.57 --- ----- -- ----- ---- ---- -- ---- 0.57
14.30 1.05 75.88 0.57 ----- ---- ---- ---- ----- ---- ---- ----- 0.57
14.33 1.04 75.89 0.57 - ---- -- ---- --- -- -- -- 0.57
14.37 1.03 75.90 0.57 - -- ---- --- --- ----- --- ----- 0.57
14.40 1.02 75.90 0.58 -- -- --- ---- ---- ---- ---- ----- 0.58
14.43 1.01 75.91 0.58 -- ---- --- --- ----- -- ----- -- 0.58
14.47 1.00 75.92 0.58 ---- -- --- ----- ----- ----- --- ----- 0.58
14.50 0.99 75.92 0.58 ----- --- ---- ----- ----- ---- --- ----- 0.58
14.53 0.98 75.93 0.58 --- -- ----- --- ---- ----- --_- ---- 0.58
14.57 0.98 75.94 0.58 --- _- -- ----- ----- ---- --- ----- 0.58
14.60 0.97 75.94 0.58 -- --- --- --- -- --- ---- -- 0.58
14.63 0.96 75.95 0.58 ----- -- ---- ---- --- - ---- -- 0.58
14.67 0.95 75.96 0.59 --- ----- ----- ----- ----- ---- ----- --- 0.59
14.70 0.95 75.96 0.59 ----- --- ----- ----- ---- ----- ----- ----- 0.59
14.73 0.94 75.97 0.59 -- ---- -- -__ __- --- __-_ _-- 0.59
14.77 0.93 75.97 0.59 -- -_ -- ---- ---- --- ---- ---- 0.59
14.80 0.92 75.98 0.59 -- -- -- -_- --- - - ---- ---- 0.59
14.83 0.92 75.99 0.59 -- --- ----- ----- -- -- -- -- 0.59
14.87 0.91 75.99 0.59 --- ----- ----- --- ---- -- --- ----- 0.59
14.90 0.90 76.00 0.59 ---- ---- -_- --- --- ----- ---- -- 0.59
14.93 0.90 76.00 0.59 -- -- -- --- --- --- -- --- J.59
14.97 0.89 76.00 0.60 ----- -- -- --- --- -- -- -- t 60
15.00 0.88 76.01 0.60 - ----- - --- -- -- --- ----- 0:60
15.03 0.87 76.01 0.60 - ----- - ---_ --- - - --- 0.60
15.07 0.87 76.02 0.60 - --- --- --- ---- ---- -- -- 0.60
15.10 0.86 76.02 0.60 ---- ----- ---- ----- ---- ---- ----- ---- 0.60
15.13 0.85 76.02 0.60 ----- -- ----- - -- - ----- --- 0.60
15.17 0.84 76.03 0.60 -- - ---- ---- -- -- - - 0.60
Continues on next page...
Em.subd.-basin&ch. Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow
(hrs) ds ft efs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.20 0.84 76.03 0.60 ---- - -- - - -- -- --- 0.60
15.23 0.83 76.03 0.60 ----- --- --- ---- ----- ---- --- --- 0.60
15.27 0.82 76.04 0.60 ---- ----- ---- ---- ----- ----- ---- ----- 0.60
15.30 0.81 76.04 0.60 --- --- ---- ---- ---- -- ---- ---- 0.60
15.33 0.81 76.04 0.60 - ---- --- ---- - -- ---- --- 0.60
15.37 0.80 76.05 0.60 - --- - --- -- -- ----- ---- 0.60
15.40 0.79 76.05 0.60 ----- ----- -- -- -- -- -- ---- --- 0.60
15.43 0.78 76.05 0.60 ----- ---- --- - ----- ---- ---- --- ---- 0.60
15.47 0.78 76.05 0.60 ----- ----- --- ----- ---- --- ----- ----- 0.60
15.50 0.77 76.06 0.61 -- -- -- ---- ---- -- ---- ---- 0.61
15.53 0.76 76.06 0.61 -- -- -- -- --- --- -- -- 0.61
15.57 0.75 76.06 0.61 --- ---- --- ----- --- ----- -- --- 0.61
15.60 0.75 76.06 0.61 -- - --- - --- ---- -- -- 0.61
15.63 0.74 76.06 0.61 ----- -- ----- ----- --- ---- ----- --- 0.61
15.67 0.73 76.07 0.61 ----- --- ----- ----- ----- ----- ----- ----- 0.61
15.70 0.72 76.07 0.61 -- -- --- ----- ---- ---- ----- ---- 0.61
15.73 0.71 76.07 0.61 --- -- -- --- --- ---- -- ----- 0.61
15.77 0.71 76.07 0.61 --- -- ---- ---- ----- --- ---- -- 0.61
15.80 0.70 76.07 0.61 ---- -- -- --- ----- --- -- ----- 0.61
15.83 0.69 76.07 0.61 ---- -- ---- ----- ----- --- ---- ---- 0.61
15.87 0.68 76.07 0.61 --- ---- ----- ----- ----- ---- ----- ----- 0.61
15.90 0.68 76.08 0.61 ---- --- ----- --- ----- ----- --- --- 0.61
15.93 0.67 76.08 0.61 -- --- -- ---- ---- -- -- - 0.61
15.97 0.66 76.08 0.61 ---- ----- ---- ---- --- ---- --- ---- 0.61
16.00 0.65 76.08 0.61 - -- -- - ---- - - - 0.61
16.03 0.64 76.08 0.61 0.61
16.07 0.64 76.08 0.61 ---- ----- ----- ----- ----- ----- ----- ----- 0.61
16.10 0.63 76.08 0.61 ----- ---- ----- ---- ---- ----- ----- ----- 0.61
16.13 0.62 76.08 0.61 -- -- - --- --- --- ---- - --- 0.61
16.17 0.61 76.08<< 0.61 --- -- ---- ----- -- ---- --- --- 0.61 <<
16.20 0.61 76.08 0.61 -- --- --- --- ----- ----- -- -- 0.61
16.23 0.60 76.08 0.61 -- ---- -- - -- ----- ----- ----- ---- 0.61
16.27 0.59 76.08 0.61 --- ---- ----- ----- ----- ----- ---- ---- 0.61
16.30 0.59 76.08 0.61 --- ---- ----- --- ---- --- ---- -- 0.61
16.33 0.58 76.08 0.61 - - --- --- ---- -- -- ----- 0.61
16.37 0.57 76.08 0.61 - ---- ---- ---- --- --- -- ----- 0.61
16.40 0.57 76.08 0.61 ----- -- ---- -- ---- ----- ----- ---- 0.61
16.43 0.56 76.08 0.61 --- --- ----- --- ---- --- ----- ----- 0.61
16.47 0.56 76.08 0.61 --- ---- ---- ----- ---- ----- ---- ---- 0.61
16.50 0.56 76.08 0.61 ---- ___ _____ _-__ __- _-_ _-_ ____ 0.61
16.53 0.55 76.08 0.61 ---- - ----- --- ---- --- --- ----- 0.61
16.57 0.55 76.07 0.61 --- --- ---- ---- -- ----- --- -- 0.61
16.60 0.54 76.07 0.61 - ---- - ---- ---- ----- ----- -- 0.61
16.63 0.54 76.07 0.61 -- _-- ----- ___ ___ ___ _____ -_ 0.61
16.67 0.54 76.07 0.61 --- ---- ---- ---- ---- --- -- ----- 0.61
16.70 0.53 76.07 0.61 -- - - ----- ----- ---- ---- --- 0.61
16.73 0.53 76.07 0.61 ---- - - -- ----- --- ---- -- 0.61
16.77 0.53 76.07 0.61 -- - ----- ----- ---- -- ----- -- 0.61
16.80 0.52 76.07 0.61 - ---- -- - - - - - 0.61
16.83 0.52 76.07 0.61 -- - ---- ----- ----- ----- ---- ---- 0.61
16.87 0.51 76.06 0.61 ----- ---- -- ---- ----- ---- ----- --- 0.61
Continues on next page...
Em.subd:basin disch. Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.90 0.51 76.06 0.61 -- -- --- - ---- ----- - ~- 0.61
16.93 0.51 76.06 0.61 0.61
16.97 0.50 76.06 0.61 ---- ---- ----- ----- --- ----- ----- ----- 0.61
17.00 0.50 76.06 0.61 -- ----- ---- ----- ---- --- -~-- ----- 0.61
17.03 0.50 76.06 0.61 -- ---- ----- --- ---- ~-- ----- -- 0.61
17.07 0.49 76.06 0.61 ---- ----- --- --- ---- ~-- ----- --- 0.61
17.10 0.49 76.05 0.60 -- ---- -- -~ - ----- - ~- 0.60
17.13 0.49 76.05 0.60 -- - --- -- ---- ----- ~-~ -- ---- 0.60
17.17 0.48 76.05 0.60 ---- ---- ----- ---- ---- ----- ---- ~--- 0.60
17.20 0.48 76.05 0.60 --- ----- ---- ----- ---- ---- ---~ ~--- 0.60
17.23 0.48 76.05 0.60 --- --- - -- -- --- - - 0.60
17.27 0.47 76.05 0.60 _-- -__ -_ __ _ 0.60
17.30 0.47 76.04 0.60 - -- --- -- --- -- ----- -- 0.60
17.33 0.47 76.04 0.60 - --- ---- ----- ---- ----- ---- ----- 0.60
17.37 0.46 76.04 0.60 ----- ----- ----- --- ---- ---- --- ----- 0.60
17.40 0.46 76.04 0.60 - ----- ----- ---- ---- ---- ---- ----- 0.60
17.43 0.46 76.04 0.60 ---- -- - --- -- --- - ---- 0.60
17.47 0.45 76.03 0.60 -- --- ----- ---- --- -- - --- 0.60
17.50 0.45 76.03 0.60 --- --- ---- -- -- ---- -- --- 0.60
17.53 0.45 76.03 0.60 --- ---- ----- ----- ---- ---- --- ----- 0.60
17.57 0.44 76.03 0.60 ----- ----- ----- ----- --- ---- ----- ----- 0.60
17.60 0.44 76.03 0.60 --- ----- ----- --- --- --- --- ----- 0.60
17.63 0.43 76.02 0.60 - --- ---- ---- ----- --- --- ----- 0.60
17.67 0.43 76.02 0.60 ---- ---- --- -- ---- ---- -- ----- 0.60
17.70 0.43 76.02 0.60 - --- - - --- - -- 0.60
17.73 0.42 76.02 0.60 ---- --- ---- ---- --- --- ---- -- 0.60
17.77 0.42 76.01 0.60 ----- ----- ----- ----- ----- ----- ----- ----- 0.60
17.80 0.42 76.01 0.60 ---- ---- --- - --- --- --- ----- 0.60
17.83 0.41 76.01 0.60 ---- --- -- -- ---- ----- --- -- 0.60
17.87 0.41 76.01 0.60 --- --- --- --- ---- --- --- -- 0.60
17.90 0.41 76.00 0.60 ----- ----- -- -- -- --- - -- 0.60
17.93 0.40 76.00 0.59 ---- ----- ---- --- ---- --- ---- ----- 0.59
17.97 0.40 76.00 0.59 ---- ----- ---- ---- --- --- ---- ----- 0.59
18.00 0.40 75.99 0.59 ---- --- ---- -- ----- ----- --- ---- 0.59
18.03 0.39 75.99 0.59 -- ---- ----- --- --- ----- --- -- . 0.59
18.07 0.39 75.99 0.59 ---- ---- ---- --- ---- --- --- -- 0.59
18.10 0.38 75.98 0.59 -- --- --- --- -- -- - ---- 0.59
18.13 0.38 75.98 0.59 - ----- -- ----- ----- --- -- ----- 0.59
18.17 0.38 75.98 0.59 ----- ----- ---- ----- ---- ---- ---- ----- 0.59
18.20 0.37 75.97 0.59 - --- ---- --- ---- - --- --- 0.59
18.23 0.37 75.97 0.59 -- ----- -- -- --- --- ----- --- 0.59
18.27 0.37 75.97 0.59 --- ---- --- -__ _____ -__ -__ ___ 0.59
18.30 0.37 75.96 0.59 - -- --- - - - -- ---- 0.59
18.33 0.36 75.96 0.59 -- --- ----- ---- --- ----- ----- ----- 0.59
18.37 0.36 75.95 0.59 --- ----- --- ---- ---- --- ----- ----- 0.59
18.40 0.36 75.95 0.59 ---- ----- --- -- - ---- --- ---- 0.59
18.43 0.36 75.95 0.58 - -- -- -- - - ----- -- 0.58
18.47 0.36 75.94 0.58 --- ---- ----- -_- ___ _- _____ _____ 0.58
18.50 0.35 75.94 0.58 -- -- ---- - -- ---- - --- 0.58
18.53 0.35 75.94 0.58 --- --- -- --- -- -- - ----- 0.58
18.57 0.35 75.93 0.58 ----- -- -- ----- ----- ---- ---- ---- 0.58
Continues on next page...
Em.subd:basin disch. Page 4
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.60 0.35 75.93 0.58 - ----- -- - - - - -- 0.58
18.63 0.35 75.92 0.58 ----- -=-- --- ----- ----- ---- ---- -- 0.58
18.67 0.35 75.92 0.58 --- --- ----- ----- ---- ----- ---- ---- 0.58
18.70 0.35 75.92 0.58 - - ----- --- -- ----- --- --- 0.58
18.73 0.35 75.91 0.58 ---- - -- - - -- - -- 0.58
18.77 0.34 75.91 0.58 ----- ---- -- --- -- ----- ---- 0.58
18.80 0.34 75.91 0.58 - - -- - -_- -- --- --- 0.58
18.83 0.34 75.90 0.58 --- - - ---- -- -- ----- --- 0.58
18.87 0.34 75.90 0.57 ----- ----- --- ---- ---- ----- ---- ---- 0.57
18.90 0.34 75.89 0.57 - ---- _- --- --- ----- ----- --- 0.57
18.93 0.34 75.89 0.57 - -- -_ -_ - - ----- -- 0.57
18.97 0.34 75.89 0.57 --- -_ --- -- --- ---- --- ---- 0.57
19.00 0.34 75.88 0.57 ---- ----- -_ --_ - - ---- ---- 0.57
19.03 0.34 75.88 0.57 - -- -- -- ----- --- --- ----- 0.57
19.07 0.34 75.87 0.57 ----- -_-- -- ---- ----- ---- --- ----- 0.57
19.10 0.33 75.87 0.57 ----- --- --- --- ---_ ---- _-- -- 0.57
19.13 0.33 75.87 0.57 -- ---- --- --- -- --- - ---- 0.57
19.17 0.33 75.86 0.57 ----- ___ ___ __- ___ ___ _____ _-_- 0.57
19.20 0.33 75.86 0.57 -- - -- --- ----- --- ---- -- 0.57
19.23 0.33 75.85 0.57 --- - -- ----- ---- ---- --_ ---_ 0.57
19.27 0.33 75.85 0.57 ---- _--- --- ----- ----- _--- --- ----- 0.57
19.30 0.33 75.85 0.56 -_-- -_- -- ---- ---- ----- ---- ----- 0.56
19.33 0.33 75.84 0.56 ----- --- -_-- ---- --- -_-- --- --- 0.56
19.37 0.33 75.84 0.56 ---- ---- --- ---- ---- ----- _-_ _-- 0.56
19.40 0.32 75.83 0.56 0.56
19.43 0.32 75.83 0.56 --- -- ---- --- ----- ---_ ----- ---_ 0.56
19.47 0.32 75.83 0.56 ---- -_-- ----- ----- ----- ---- ---- -_-- 0.56
19.50 0.32 75.82 0.56 ---- ---- ---- --- --- ----- ---- ---- 0.56
19.53 0.32 75.82 0.56 -- _-_ ---- ----- --- - -- --- 0.56
19.57 0.32 75.81 0.56 --- ---- ----- ---- ----- ----- -- ---- 0.56
19.60 0.32 75.81 0.56 - -- --- --_ --- --- _-- _-- 0.56
19.63 0.32 75.81 0.56 _-- ---_ ----- ---- ----- -- --- _-- 0.56
19.67 0.32 75.80 0.56 ---- ---- --- ----- ----- ----- ---- ----- 0.56
19.70 0.32 75.80 0.56 ----- ___ _- ____ ____ -_ ____ -__ 0.56
19.73 0.31 75.80 0.55 --- _--- ---- --- ----- ---- ---- ---- 0.55
19.77 0.31 75.79 0.55 ---- --- --- ---- ---=- -- --- _--_ 0.55
19.80 0.31 75.79 0.55 ---- ---- --_- ----- --_- ----- ---- ---- 0.55
19.83 0.31 75.78 0.55 --- ----- -_ ___ ___-- ___-- -_-- __-_ 0.55
19.87 0.31 75.78 0.55 ---- ----- ---- ---- ----- ----- --- ----- 0.55
19.90 0.31 75.78 0.55 0.55
19.93 0.31 75.77 0.55 --- _--- ----- ----- ---- ----- ----- ---- 0.55
...End
Hydrograph Report Page,
Hydraflow"rographs by Intelisolve
Hyd. No. 3
Em. subd.-basin disch.
Hydrograph type = Reservoir Peak discharge = 0.79 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = Church St. Pond
Max. Elevation = 77.17 ft Max. Storage = 37,401 cuft
Storage Indication method used. Outflow hydrograph volume=45,113 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.40 1.91 76.65 0.71 ----- -- --- --- ----- ---- -- ---- 0.71
13.43 1.87 76.67 0.71 --- ---- --- - --- --- -- - 0.71
13.47 1.84 76.69 0.71 ---- ---- ---- ----- --- --- --- ----- 0.71
13.50 1.81 76.70 0.72 ---- ---- ----- ---- ---- ---- -- - 0.72
13.53 1.78 76.72 0.72 ----- --- ---- ---- ---- ---- ----- --- 0.72
13.57 1.75 76.73 0.72 ----- ----- ----- --- ----- ---- ----- ----- 0.72
13.60 1.73 76.75 0.72 -- --- -- ---- ----- -- -- -- 0.72
13.63 1.71 76.76 0.73 -- ---- --- ---- ---- --- -- --- 0.73
13.67 1.69 76.78 0.73 ---- --- ----- --- ---- ---- ---- --- 0.73
13.70 1.67 76.79 0.73 _--_ -- ---- ---- --- --- --- -- 0.73
13.73 1.65 76.80 0.73 --- -_-- ----- ---- ----- ---- ----- ---- 0.73
13.77 1.63 76.81 0.73 ----- ----- ---- ---- ----- ----- ----- --- 0.73
13.80 1.61 76.83 0.74 ---- - -- - -- ---- - - 0.74
13.83 1.59 76.84 0.74 --- --- --- --- ---- ---- ---- -- 0.74
13.87 1.57 76.85 0.74 --- ----- ---- ---- ---- --- ---- ---- 0.74
13.90 1.56 76.86 0.74 --- --- ---- --- - -- -- 0.74
13.93 1.54 76.87 0.74 --- ---- ----- ---- ----- ---- ---- -- 0.74
13.97 1.52 76.89 0.74 --- ---- ----- ----- ----- ----- ---- --- 0.74
14.00 1.50 76.90 0.75 ----- --_ __-- _-_- _-_- -_ -- _-_ 0.75
14.03 1.48 76.91 0.75 -- --- --- --- ---- -- -- --- 0.75
14.07 1.46 76.92 0.75 --- ---- --- --- ----- --- --- ----- 0.75
14.10 1.44 76.93 0.75 -- ----- --- - ---- ---- -- -- 0.75
14.13 1.42 76.94 0.75 ---- ----- ----- ---- ----- ----- --- ----- 0.75
14.17 1.41 76.95 0.75 ----- ----- ----- ----- ----- ----- ---- --- 0.75
14.20 1.39 76.95 0.75 -- -_- -- --- - ----- -- - 0.75
14.23 1.37 76.96 0.76 --- -- -- -- --- -__ -- --- 0.76
14.27 1.35 76.97 0.76 --- - --- ---- ----- _--- ---- --- 0.76
14.30 1.34 76.98 0.76 ---- - - --- ---- -- -- -- 0.76
14.33 1.32 76.99 0.76 --- __-- -____ _-_ __ _ _- -_ ____ 0.76
14.37 1.31 77.00 0.76 ---_ -- -_ --- -_-- __-- _-- ____ 0.76
14.40 1.30 77.00 0.76 ---- - --- --- -- ---- _- - 0.76
14.43 1.28 77.01 0.76 ---- ----- - -- -- ---- -- -- 0.76
14.47 1.27 77.02 0.76 ----- -- - -- - --- --- - 0.76
14.50 1.26 77.02 0.76 - -- -- - - - - --- 0.76
14.53 1.25 77.03 0.77 -- ----- ---- --- ---- -- _-- -=-- 0.77
14.57 1.24 77.03 0.77 ---- -_ _-- -_-- --- --- ----- --- 0.77
14.60 1.23 77.04 0.77 - - - ___ _____ _____ 0.77
14.63 1.22 77.05 0.77 - ----- -_ __ _ _____ -_ ___ _____ 0_77
Continues on next page...
Em.subd:basin disch. Page 2
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
14.67 1.21 77.05 0.77 ----- - - -- - - -- - 0.77
14.70 1.20 77.06 0.77 ---- ---- ----- ---- --- -- -- ---- ---- 0.77
14.73 1.19 77.06 0.77 ---- ----- ---- ----- ----- ----- ---- ---- 0.77
14.77 1.18 77.07 0.77 --- -- --- -_ - -- - ----- 0.77
14.80 1.17 77.07 0.77 ----- --_ --- --_ __-- - - ----- -- 0.77
14.83 1.16 77.08 0.77 --- -- --- ----- ----- - ---- -- 0.77
14.87 1.15 77.08 0.77 ----- -_ ---- - - -- -- ---- -- 0.77
14.90 1.14 77.08 0.77 ---- ---- ---- ----- --- --- ----- ----- 0.77
14.93 1.13 77.09 0.77 ---- --- ---- ---- ----- ---- ----- ----- 0.77
14.97 1.12 77.09 0.78 -- -_ -- --- -- ----- ----- ---- 0.78
15.00 1.12 77.10 0.78 -- --- -- - - --- -- -- 0.78
15.03 1.11 77.10 0.78 --- --_- -_ ____ _- ____ ___ ____ 0.78
15.07 1.10 77.11 0.78 ---- ---- --- --- - --- --- -- 0.78
15.10 1.09 77.11 0.78 ---- ---- ---- ----- ----- ----- ---- ---- 0.78
15.13 1.08 77.11 0.78 --- --- ----- ---- ----- ----- ----- ----- 0.78
15.17 1.07 77.12 0.78 -- -- ---- ----- ---- ----- ----- ---- 0.78
15.20 1.06 77.12 0.78 ----- -- ---- ----- -- -- -- -- 0.78
15.23 1.05 77.12 0.78 -- -- ----- ---- ---- ---- ----- ---- 0.78
15.27 1.04 77.13 0.78 -- ----- ----- --_ --- -- ----- -- 0.78
15.30 1.03 77.13 0.78 ----- --- ---- ---- ---- -_-- ----- ---- 0.78
15.33 1.02 77.13 0.78 ---- ---- ---- ----- ---- ---- ----- ----- 0.78
15.37 1.01 77.14 0.78 -- --_ -- ---- - --- ---- ----- 0.78
15.40 1.00 77.14 0.78 -- -_-- -- -_- -_- ____ ___ _ 0.78
15.43 0.99 77.14 0.78 --- --- ---- ---- -- ----- ---- ---- 0.78
15.47 0.98 77.14 0.78 - - -- - -- -- ---- - 0.78
15.50 0.97 77.15 0.78 --- ----- ----- ---- --- ----- ----- ----- 0.78
15.53 0.96 77.15 0.78 ---- ---- ----- ----- ---- ----- ----- ----- 0.78
15.57 0.95 77.15 0.78 -- --- _-- --- _-- __- ___ _- 0.78
15.60 0.94 77.15 0.78 --- ---- --- ----- --- ---- --- _--- 0.78
15.63 0.93 77.15 0.78 -- ----- ---- ---- ---- --- ---- _--- 0.78
15.67 0.92 77.16 0.78 --- --- ----- ---- --- --- ----- ---- 0.78
15.70 0.91 77.16 0.78 -_-- _-_- _-- ___-_ ___-- _-_- - ___ __-_ 0.78
15.73 0.90 77.16 0.78 ----- --- --- ---- ---- ----- ----- ----- 0.78
15.77 0.89 77.16 0.78 --- --- ---- ---- -_- --- ---- 0.78
15.80 0.88 77.16 0.79 ---- ---- --- -_- ---- ----- ----- ---- 0.79
15.83 0.87 77.16 0.79 --- --- -_- -- ---_ ---- ----- -- 0.79
15.87 0.86 77.16 0.79 ---- --- ---- _---- _-- ----- ---- --- - 0.79
15.90 0.85 77.16 0.79 ---- ---- --- ----- -_-- ----- _--- ---- 0.79
15.93 0.84 77.17 0.79 ----- ---- ----- ---- ----- ---- ----- ----- 0.79
15.97 0.83 77.17 0.79 ---- --- ---_ _____ ___ ___ ____ 0.79
16.00 0.82 77.17 0.79 -_ _- _-- _-_ _-- _-_ 0.79
16.03 0.81 77.17 0.79 --- ---- - -- -- ---- ---- --- 0.79
16.07 0.80 77.17 0.79 0.79
16.10 0.79 77.17 0.79 -- ----- _--- ----- _--- ----- -- -_-- 0.79
16.13 0.78 77.17 << 0.79 ---- --- --- ---- ----- ----- ----- ----- 0.79 <<
16.17 0.77 77.17 0.79 -- ----- --- -- _- _--- ----- ----- 0.79
16.20 0.76 77.17 0.79 --- -_ ____ _____ _____ _-_ -_ 0.79
16.23 0.75 77.17 0.79 ----- -- ----- ----- -- --- --_- ---- 0.79
16.27 0.75 77.17 0.79 ---- ----- -- -- ----- ----- ----- ---- 0.79
16.30 0.74 77.17 0.79 --- -__ -- ---- ---- ---- ---- ---- 0.79
16.33 0.73 77.16 0.79 ----- --__ __- __- _--- ----- __-- _-- 0.79
Continues on next page...
Em.subd:basin disch. Page 3
Hydrograph Discharge Table
Time Inflow Elevation CIv 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
16.37 0.72 77.16 0.79 --- ----- -_ ---- --- _- _____ _____ 0.79
16.40 0.72 77.16 0.79 -- ---- ---- ---- ----- ----- ----- ----- 0.79
16.43 0.71 77.16 0.79 -__ ---- --- ----- ----- ----- ---- ---- 0.79
16.47 0.70 77.16 0.79 -- - ---- --- ----- - -- --- --- 0.79
16.50 0.70 77.16 0.78 -_ ___ -- _-_ _-_ __-_ -__-- --- 0.78
16.53 0.69 77.16 0.78 -- --- --_ -_ _-_ -_ __- __-- 0.78
16.57 0.69 77.16 0.78 _- --- - -- - -- -- - -- 0.78
16.60 0.68 77.16 0.78 --- ---_ ---- ---- --- ----- -- --- 0.78
16.63 0.68 77.16 0.78 ----- ---- -- ----- ----- ----- ---- --- 0.78
16.67 0.67 77.15 0.78 -__ _- -_ ___ ___ ____ -- -- 0.78
16.70 0.67 77.15 0.78 --- --- -- -- --- --- --- _--- 0.78
16.73 0.67 77.15 0.78 ----- ---- ----- --_- --- ----- -_- ----- 0.78
16.77 0.66 77.15 0.78 - --- ---- _--- --- ---- -- --- 0.78
16.80 0.66 77.15 0.78 --- ----- --- ----- _--- ---- ----- ----- 0.78
16.83 0.65 77.15 0.78 ----- ----- ----- ----- ----- ----- -_-- --_- 0.78
16.87 0.65 77.15 0.78 ----- -- __-- -_-- _-_ __- __-_ ----- 0.78
16.90 0.64 77.14 0.78 -- --- --- ___ _____ -__ -_ ____ 0.78
16.93 0.64 77.14 0.78 --- --_- ---- ---- --- ---- --- --- 0.78
16.97 0.63 77.14 0.78 --- -_- -- -- -- ----- --- --- 0.78
17.00 0.63 77.14 0.78 ---- ---- ----- -- ---- ---- ---- ---- 0.78
17.03 0.63 77.14 0.78 ----- ----- ----- ----- ---- ---- ---- ----- 0.78
17.07 0.62 77.13 0.78 -- ---- __- -- ---- ---- --- ---- 0.78
17.10 0.62 77.13 0.78 -- --- ---_ --- - _- ----- -- 0.78
17.13 0.61 77.13 0.78 ----- -_-- -__ ---- ----- ----- ---- -- 0.78
17.17 0.61 77.13 0.78 -_ ___ _- _____ -_ _____ ___ _____ 0.78
17.20 0.60 77.13 0.78 --- ----- --- --- ----- ----- ---- --- 0.78
17.23 0.60 77.12 0.78 ---- ----- ----- ----- ---- ---- ----- ----- 0.78
17.27 0.59 77.12 0.78 -_ --- ---- ----- ---- ---- ---- ---- 0.78
17.30 0.59 77.12 0.78 -- ---- -- ----- -- ---- --- --- 0.78
17.33 0.59 77.12 0.78 --- --- ---- ----- ----- ----- ----- ----- 0.78
17.37 0.58 77.12 0.78 --- ---_ -- ---- ---- _- ----- -- 0.78
17.40 0.58 77.11 0.78 --- ----- --- ---- ----- ----- ---- ---- 0.78
17.43 0.57 77.11 0.78 ---_ ---- ----- ---- ----- ---- --- ---- 0.78
17.47 0.57 77.11 0.78 --- _- --- ----- ---- -- ____ _- 0.78
17.50 0.56 77.11 0.78 - - - ----- ---- --- -- -- 0.78
17.53 0.56 77.10 0.78 --_- ---- -- ----- --- _- -- -- 0.78
17.57 0.55 77.10 0.78 -- --- ---- _-_ _____ ____ _____ _- 0.78
17.60 0.55 77.10 0.78 ----- ---- --- ---- ---- --- ----- ---- 0.78
17.63 0.55 77.09 0.78 ----- -- ----- ----- --- ----- --- ---- 0.78
17.67 0.54 77.09 0.77 ---- --_ -__ -_ ____ __- ____ 0.77
17.70 0.54 77.09 0.77 -- --- -- ---- -- -- -- ---- 0.77
17.73 0.53 77.09 0.77 -- ___ _-_ _- __- _____ _____ ___ 0.77
17.77 0.53 77.08 0.77 --- ----- ---- -- ----- -- ----- -- 0.77
17.80 0.52 77.08 0.77 ---- ---- ----- ---- --- ---- --- --- 0.77
17.83 0.52 77.08 0.77 ---- ---- ---- ----- ----- ----- --- ----- 0.77
17.87 0.51 77.07 0.77 -- - - -- --_ - - -_- --- 0.77
17.90 0.51 77.07 0.77 ----- -- --_ ____ _____ ___ ____ _____ 0.77
17.93 0.51 77.07 0.77 ---- - --- --- ----- ---- -- ----- 0.77
17.97 0.50 77.06 0.77 ----- ----- --- ----- -- ---- ----- -- 0.77
18.00 0.50 77.06 0.77 --- ----- --- ----- ---- -- -- ---- 0.77
18.03 0.49 77.06 0.77 ----- ----- ----- -_- -_-- ---- --- ---- 0.77
Continues on next page...
Em.subd-basin disch. Page 4
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 eft eft cfs cfs cfs cfs cfs cfs cfs
18.07 0.49 77.05 0.77 ----- ---- - - - -_ - - 0.77
18.10 0.48 77.05 0.77 -- ----- ----- --- --- --_ 0.77
18.13 0.48 77.05 0.77 ----- -- -- ---- ---_ ---- ---- ---- 0.77
18.17 0.47 77.04 0.77 ----- - -- --- -- -- ---- ---_ 0.77
18.20 0.47 77.04 0.77 - ---- - -- - _- - - 0.77
18.23 0.47 77.04 0.77 ----- - - --- -- ---- ----- -- 0.77
18.27 0.46 77.03 0.77 - - - -__ -_ -_ ____ - 0.77
18.30 0.46 77.03 0.77 ----- --- ---- -- -- --_ -_- -- -- 0.77
18.33 0.46 77.03 0.77 -- --- ---- ---- --- --- ----- --- 0.77
18.37 0.45 77.02 0.76 - -- -- --- -- -- ---- ----- 0.76
18.40 0.45 77.02 0.76 - - ---- - --- --- --- -- 0.76
18.43 0.45 77.01 0.76 --- --- -- --- ---- -- ----- ----- 0.76
18.47 0.45 77.01 0.76 - - -- -- - - - -- 0.76
18.50 0.44 77.01 0.76 - ---- -- --- --- ---- -- -- 0.76
18.53 0.44 77.00 0.76 ---- --- ---- ----- ----- ---- -- ----- 0.76
18.57 0.44 77.00 0.76 ----- ___ ____ ___ _____ _- ____ ___ 0.76
18.60 0.44 76.99 0.76 - ----- - -- -- _- - --- 0.76
18.63 0.44 76.99 0.76 -_- --- -- ---- - - --- - 0.76
18.67 0.44 76.98 0.76 -- - ----- --- --- -- - -- 0.76
18.70 0.43 76.98 0.76 --- -- -- --- --- -- ---- ---- 0.76
18.73 0.43 76.98 0.76 -- - --_-- ----- ---- ---- ---- --- 0.76
18.77 0.43 76.97 0.76 - -- ----- ---- - ---- --- --- 0.76
18.80 0.43 76.97 0.76 -- -- ---- ---- --- - ---- -- 0.76
18.83 0.43 76.96 0.76 --- ---- --- ---- --- --- ---- -- 0.76
18.87 0.43 76.96 0.76 - -- - -- - --- --- -- 0.76
18.90 0.43 76.95 0.75 -- ----- --- ----- ----- ---- ---- -- 0.75
18.93 0.43 76.95 0.75 ---- ---- ----- ---- ---- ---- ----- ----- 0.75
18.97 0.42 76.94 0.75 ----- ---- -- --- - --- --- - 0.75
19.00 0.42 76.94 0.75 - --- --- - -- --- ---- -- 0.75
19.03 0.42 76.93 0.75 --- -- ---- ---- ---- --- -- --- 0.75
19.07 0.42 76.93 0.75 - -- ---- -- -- ----- -- -- 0.75
19.10 0.42 76.92 0.75 ----- ---- ---- ---- -- ---- --- --- 0.75
19.13 0.42 76.92 0.75 ----- ---- ----- ---- ----- ---- ----- ----- 0.75
19.17 0.42 76.92 0.75 ----- ---- ___ ____ ____ ___ _- _____ 0.75
19.20 0.42 76.91 0.75 ---- --- ---- --- --- ----- --- -- 0.75
19.23 0.41 76.91 0.75 ---- --- -- - -- ---- - 0.75
19.27 0.41 76.90 0.75 ---- ---- ---- --- ---- _-_ ___ -- 0.75
19.30 0.41 76.90 0.75 ---- --- ---- ---- ----- ---- --- --- 0.75
19.33 0.41 76.89 0.75 ----- ----- ----- ----- ----- ----- ----- ----- 0.75
19.37 0.41 76.89 0.74 --- ---- ---- --- -- ----- -- - 0.74
19.40 0.41 76.88 0.74 --- ---- ----- ---- -- -_- - -- 0.74
19.43 0.41 76.88 0.74 -- ---- --- -- ---- ---- ---- - 0.74
19.47 0.40 76.87 0.74 --- ---- -- --- -- -- ----- ---- 0.74
19.50 0.40 76.87 0.74 -- ----- --- --- ----- ---- -- --- 0.74
19.53 0.40 76.86 0.74 ----- ---- ----- ----- ---- ---- ----- -- 0.74
19.57 0.40 76.86 0.74 - ---- -- - - ----- - 0.74
19.60 0.40 76.85 0.74 - - - ----- ----- --- -- ---- 0.74
19.63 0.40 76.85 0.74 ----- -_ --- --- ---- ----- -- -- 0.74
19.67 0.40 76.84 0.74 -- --- ---- -- --- --- - - 0.74
19.70 0.40 76.84 0.74 ---- ---- ---- ----- ---- --- ---- --- 0.74
19.73 0.39 76.83 0.74 ----- ---- ---- ----- ----- ----- ----- ----- 0.74
Continues on next page...
Em.subd.-basin disch. Page 5
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
19.77 0.39 76.83 0.74 ----- - - - ---- - -- ----- -- 0.74
19.80 0.39 76.82 0.73 ----- -- -- ----- ----- ---- ---- 0.73
19.83 0.39 76.82 0.73 ----- ----- -- -- ---- ----- ---- ----- 0.73
19.87 0.39 76.81 0.73 - - -- --- -- ---- --- ---- 0.73
19.90 0.39 76.81 0.73 -- - ----- - -- ----- - ---- 0.73
19.93 0.39 76.81 0.73 --- -- ---- ---- ---- -- -- --- 0.73
19.97 0.38 76.80 0.73 -- - - - - - - -- 0.73
20.00 0.38 76.80 0.73 -- ---- ----- ----- ---- --- ---- --- 0.73
20.03 0.38 76.79 0.73 ---- --- --- --- ----- ---- ---- ---- 0.73
20.07 0.38 76.79 0.73 -- -- - - ---- --_ --- --- 0.73
20.10 0.38 76.78 0.73 ----- - --- ----- --- -- --- --- 0.73
20.13 0.38 76.78 0.73 --- --- ---- ---- ---- ---- ----- ----- 0.73
20.17 0.38 76.77 0.73 - -- -- -- --- --- --- --- 0.73
20.20 0.37 76.77 0.73 --- - --- ---- ----- ----- --- ---- 0.73
20.23 0.37 76.76 0.73 ----- ----- ---- ----- ---- ----- ---- ---- 0.73
20.27 0.37 76.76 0.72 - --- --- --_ --- ----- ---- ----- 0.72
20.30 0.37 76.75 0.72 ----- - --- ----- --- ---- - -- 0.72
20.33 0.37 76.75 0.72 --- ---- - ----- ----- ---- --- --- 0.72
20.37 0.37 76.74 0.72 -- - ----- -- ---- --- -- - 0.72
20.40 0.37 76.74 0.72 ----- --- ----- ---- ----- ----- ----- --- 0.72
20.43 0.37 76.73 0.72 ----- --- ----- ----- ----- ----- --- ----- 0.72
20.47 0.36 76.73 0.72 - ----- --- ----- ---- ---- ----- --- 0.72
20.50 0.36 76.72 0.72 --- ---- --- - --- ----- -- -- 0.72
20.53 0.36 76.72 0.72 ---- ----- ---- ----- ----- ---- ---- ---- 0.72
20.57 0.36 76.71 0.72 --- -- --- -- - ----- - 0.72
20.60 0.36 76.71 0.72 ----- --- ---- ----- ----- ---- ---- ----- 0.72
20.63 0.36 76.70 0.72 ----- ----- --- ----- ----- ----- ----- ---- 0.72
20.67 0.36 76.70 0.71 --- ---- --- ---- ----- ----- ----- --- 0.71
20.70 0.35 76.69 0.71 - ---- --- ---- ---- ---- ---- ---- 0.71
20.73 0.35 76.69 0.71 -- --- ---- ----- ---- ----- ----- ----- 0.71
20.77 0.35 76.68 0.71 ---- --- --_ --- --- ---- --- ---- 0.71
20.80 0.35 76.68 0.71 ----- ---- ---- ---- ----- ---- ----- ---- 0.71
20.83 0.35 76.67 0.71 ---- --_ -- ----- ----- ----- ----- ----- 0.71
20.87 0.35 76.67 0.71 --- -- ----- ---- ---- --- ----- ----- 0.71
20.90 0.35 76.66 0.71 ----- ---- ----- ---- ----- --- ----- ---- 0.71
20.93 0.35 76.65 0.71 ---- ---- ---- ---- ---- ---- --- ---- 0.71
20.97 0.34 76.65 0.71 -- ----- ----- ---- ---- --- --- -- 0.71
...End
Hydrograph Report Page,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Em. subd.-basin disch.
Hydrograph type = Reservoir Peak discharge = 0.91 cfs
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = Church St. Pond
Max. Elevation = 78.11 ft Max. Storage = 46,829 cuft
Storage Indication method used. Outflow hydrograph volume=58,547 cult
Hydrograph Discharge Table
Time Inflow Elevation CIv A Civ B Civ 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
13.17 2.74 77.41 0.82 --- --- ---- ---- ---- - - ----_ -- 0.82
13.20 2.65 77.43 0.82 - - --- - -- --- --- -- - 0.82
13.23 2.57 77.46 0.83 ----- ----- ---- ---- ----- ----- ----- --- 0.83
13.27 2.50 77.48 0.83 - -- -- - ---- -- --- - - 0.83
13.30 2.44 77.50 0.83 --- ---- ----- ---- --- ----- -- -- 0.83
13.33 2.38 77.52 0.83 ---- ---- ----- ----- ----- ---- ----- ----- 0.83
13.37 2.33 77.53 0.84 -- __- ----- ----- ----- ---- ---- --- 0.84
13.40 2.28 77.55 0.84 -- --- ---- -- ---- -- --- ---- 0.84
13.43 2.24 77.57 0.84 ---- ---- ----- ----- ----- ----- --- -- 0.84
13.47 2.19 77.59 0.84 - - ___ - -__ _____ - - 0.84
13.50 2.16 77.60 0.85 - ----- ---- ---- ---- ----- --- ---- 0.85
13.53 2.12 77.62 0.85 ---- ----- ---- ---- ----- ---- ---- ----- 0.85
13.57 2.09 77.63 0.85 ---- -- --- ---- ----- - -- - 0.85
13.60 2.06 77.65 0.85 - --- ----- -- - - -- -- -- _---- 0.85
13.63 2.04 77.66 0.85 ----- -- ---- ----- ----- -- --- ---- 0.85
13.67 2.01 77.68 0.86 ----- --- --- _- - ---- ---- - 0.86
13.70 1.99 77.69 0.86 ----- ---- ---- ----- -- ----- --- ---- 0.86
13.73 1.97 77.70 0.86 ----- --- ---- ---- ---- ---- ----- ----- 0.86
13.77 1.94 77.72 0.86 --- ---- ----- ---- ----- -- -- --- 0.86
13.80 1.92 77.73 0.86 ---- --- --- ---- ---- -- ----- -- 0.86
13.83 1.90 77.74 0.86 --- ---- -- ----- --- --- --- -- 0.86
13.87 1.88 77.76 0.87 ---- _____ ____ _-__ - ____ ____ ___- 0.87
13.90 1.85 77.77 0.87 ---- ----- ----- ----- -- --_ --_ _ 0.87
13.93 1.83 77.78 0.87 ---- ----- ---- ----- ----- ---- ----- -- 0.87
13.97 1.81 77.79 0.87 - ---- ----- ---- -- _- -- -- 0.87
14.00 1.78 77.80 0.87 - -_- ---- ----- -- -_ - -- 0.87
14.03 1.76 77.81 0.87 ---- ---- ----- ----- ---- ----- --- -- 0.87
14.07 1.74 77.82 0.88 - -- -- --- -- -- --- - 0.88
14.10 1.72 77.83 0.88 -- ---- -- ---- ---_ ---- --- --- 0.88
14.13 1.69 77.84 0.88 --- --- ---- --_- ---- --- - ----- 0.88
14.17 1.67 77.85 0.88 - --- ----- ---_ - ---- -- - 0.88
14.20 1.65 77.86 0.88 -- - -- -- -- -- - --- 0.88
14.23 1.63 77.87 0.88 --- ----- ---- ---- -_-- --- ---- - 0.88
14.27 1.61 77.88 0.88 - - -- -- -- - - - 0.88
14.30 1.59 77.89 0.88 -- -- -- --- ---- -_- - =-- 0.88
14.33 1.57 77.90 0.89 -- ---- --- ---- ---- ----- -- ----- 0.89
14.37 1.56 77.91 0.89 - --- - --- - ---- - - 0.89
14.40 1.54 77.92 0.89 - --- ----- ---- --- -- --- ----- 0.89
Continues on next page...
Em.subd:basin disch. Page 2
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.43 1.53 77.92 0.89 - - - - - - - - 0.89
14.47 1.51 77.93 0.89 -- ----- ----- ----- ----- ----- ---_ ---- 0.89
14.50 1.50 77.94 0.89 ----- ---- ---- ----- ----- ----- ----- ----- 0.89
14.53 1.48 77.95 0.89 ----- ---- ---- --- ---- --- -_ --- 0.89
14.57 1.47 77.95 0.89 - --- ----- --- ---- -_- -- ----- 0.89
14.60 1.46 77.96 0.89 --- --- ----- ---- ---_ _-- --- ----- 0.89
14.63 1.45 77.97 0.89 -- - - -- ---- ---- --_ - 0.89
14.67 1.44 77.97 0.89 -- ----- ---- --- - ---- ---- ---- 0.89
14.70 1.42 77.98 0.90 ---- ----- --- ----- ----- ----- --- ----- 0.90
14.73 1.41 77.99 0.90 ---- --- - --- ---- -_ -- -- 0.90
14.77 1.40 77.99 0.90 -- ---- _- ----- --- -- -- ----- 0.90
14.80 1.39 78.00 0.90 ----- --- ----- ---- ----- ---- ---- ---_ 0.90
14.83 1.38 78.00 0.90 ---- ---_ -- --- --- ---- _- -- 0.90
14.87 1.37 78.01 0.90 --- ----- --- ----- --_ ---- -- ----- 0.90
14.90 1.36 78.01 0.90 ----- ----- ---_ ----- ----- ----- ----- ----- 0.90
14.93 1.35 78.02 0.90 -- -__ -- -- --- --- -- ----- 0.90
14.97 1.33 78.02 0.90 ----- ---- --- -- ---_ ----- --- - 0.90
15.00 1.32 78.03 0.90 ----- ----- ----- --- ----- ---- _--- ----- 0.90
15.03 1.31 78.03 0.90 ---- --- ---- _-- - --_- ---- ---- 0.90
15.07 1.30 78.04 0.90 --- ---- -- ---- --- -- ---- ---- 0.90
15.10 1.29 78.04 0.90 --_- _-_- ----- ----- ----- ---- ----- ----- 0.90
15.13 1.28 78.04 0.90 -- -- --- ---- -- --- --- --- ---- 0.90
15.17 1.27 78.05 0.90 ---- -- -- -_-- --- -- --- --- 0.90
15.20 1.25 78.05 0.90 ----- ---- ----- ---- ---_ ----- ----- ---- 0.90
15.23 1.24 78.06 0.90 --- -- ---- -- -- ---- --- - 0.90
15.27 1.23 78.06 0.91 ---- -- ---_ _--- --- ---- ---- --- 0.91
15.30 1.22 78.06 0.91 ----- --_- -- ----- ----- ----- ----- ----- 0.91
15.33 1.21 78.07 0.91 ----- ---- --- ___ -_ ____ ____ ____ 0.91
15.37 1.20 78.07 0.91 ---- ---_ --- --- ----- ---- - --- 0.91
15.40 1.18 78.07 0.91 --- ----- ---- --- ---- ----- --- ----- 0.91
15.43 1.17 78.07 0.91 -- - - --- -- - ----- - 0.91
15.47 1.16 78.08 0.91 --- ---- -- --- ----- --- --- --- 0.91
15.50 1.15 78.08 0.91 ----- ---- ----- ---- ---- ----- ----- ---- 0.91
15.53 1.14 78.08 0.91 --- ---- -- -- ----- ----- --- ----- 0.91
15.57 1.13 78.08 0.91 --- --- --- -- -- ----- -- ---- 0.91
15.60 1.11 78.09 0.91 -_-- -- ----- -- ----- ---- ---- ----- 0.91
15.63 1.10 78.09 0.91 ---- ---- -- ----- -- ----- ---- --- 0.91
15.67 1.09 78.09 0.91 --- ---- --- --- --- ----- ---- --- 0.91
15.70 1.08 78.09 0.91 ----- ---- ---- ---- ---- ---- ---- ---- 0.91
15.73 1.07 78.09 0.91 ---- ---- --- - ---- ---- ---- ---- 0.91
15.77 1.06 78.10 0.91 -- ---- ---- ----- --- ---- ---- -- 0.91
15.80 1.04 78.10 0.91 --- -- --- --- ---- -- ---- --- 0.91
15.83 1.03 78.10 0.91 -- - - - - -- ---- - 0.91
15.87 1.02 78.10 0.91 ---- --- ----- --- -- ---- -- --- 0.91
15.90 1.01 78.10 0.91 -- ---- --- -- ---- ---- ---- --- 0.91
15.93 1.00 78.10 0.91 -- --_ -- -- ----- --- - - 0.91
15.97 0.98 78.10 0.91 - -- - - -- - ---- ----- 0.91
16.00 0.97 78.10 0.91 0.91
16.03 0.96 78.10 0.91 - - - - - ----- - - 0.91
16.07 0.95 78.11 0.91 ____ ___ _____ ___ _____ _____ _____ ____ 0.91
16.10 0.94 78.11 0.91 _-- ---- -- ---- ----- ---- ---- ---- 0.91
Continues on next page...
Em.subd:basin disch. Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D WrA Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.13 0.92 78.11 0.91 --- -- - -- - ---- --- - 0.91
16.17 0.91 78.11 << 0.91 0.91 <<
16.20 0.90 78.11 0.91 -_-- ---- ---- ----- ----- ----- ----- ---_ 0.91
16.23 0.89 78.11 0.91 --- --- -- -_- -- ----- - ----- 0.91
16.27 0.88 78.11 0.91 0.91
16.30 0.87 78.11 0.91 -- ---- - -- ----- --- --- -_ --- 0.91
16.33 0.86 78.10 0.91 -- ---- ----- - - -- --- - 0.91
16.37 0.86 78.10 0.91 ----- ----- --- ----- ---- ---- ----- ----- 0.91
16.40 0.85 78.10 0.91 -- ----- ---- ----- ----- ----- ---- ----- 0.91
16.43 0.84 78.10 0.91 -_ -- ---- ---- --- -- ----- --- 0.91
16.47 0.83 78.10 0.91 -- -- ----- ---- -- -- ---- --- 0.91
16.50 0.83 78.10 0.91 -- ----- ---- ---- ----- --- ---- --- 0.91
16.53 0.82 78.10 0.91 ---- - --- ---- --- --- ---- ---- 0.91
16.57 0.81 78.10 0.91 -- ---- ----- -- ----- ---- ----- ----- 0.91
16.60 0.81 78.10 0.91 ---- ----- ----- ----- ----- ----- --- ----- 0.91
16.63 0.80 78.10 0.91 -- --- --- ----- ----- ---- ---- -_-- 0.91
16.67 0.80 78.10 0.91 ----- ---- - ----- --- ----- --- --- 0.91
16.70 0.79 78.09 0.91 -- -- ----- ---- ---- ---- ----- ----- 0.91
16.73 0.79 78.09 0.91 -_- -- --- ---- --- -- -- --_ --- 0.91
16.77 0.78 78.09 0.91 ---- ---- ---- ---- ----- --- ----- ---- 0.91
16.80 0.78 78.09 0.91 ----- ----- ----- ---- ----- ----- ----- ----- 0.91
16.83 0.77 78.09 0.91 ---- -- -- -- ---- --- --_ ----- 0.91
16.87 0.77 78.09 0.91 _--- --- --- ----- -- ----- --- ----- 0.91
16.90 0.76 78.09 0.91 ----- --_ -- --- -- ----- ---- -- 0.91
16.93 0.75 78.08 0.91 -_ -- --- --- -- ---- ---- --- 0.91
16.97 0.75 78.08 0.91 ----- --- --- ---- ----- ----- --- ---- 0.91
17.00 0.74 78.08 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91
17.03 0.74 78.08 0.91 ----- ----- -__ -_ ___ _____ ___ -_ 0.91
17.07 0.73 78.08 0.91 --- ----- --- -- ---- --- ---- -- 0.91
17.10 0.73 78.08 0.91 -- --- ----- ---- ---- ---- ----- ---- 0.91
17.13 0.72 78.07 0.91 ---- ----- -- ---- -- ---- -- ----- 0.91
17.17 0.72 78.07 0.91 ----- ---- ---- ---- --- ----- ----- ---- 0.91
17.20 0.71 78.07 0.91 ----- ---- ---- ----- ----- ----- ----- ----- 0.91
17.23 0.71 78.07 0.91 --- ---- --- --- -- ---- -- -- 0.91
17.27 0.70 78.07 0.91 -- ----- --- -- ----- ---- ----- --- 0.91
17.30 0.70 78.06 0.91 --- --- ----- --- ---- ---- ----- ---- 0.91
17.33 0.69 78.06 0.91 -- -- --- ----- ----- ---- -- -- 0.91
17.37 0.69 78.06 0.91 ----- ----- --- ----- ----- ----- ----- ---- 0.91
17.40 0.68 78.06 0.90 ---- ---- ---- ----- ----- ---- ----- ----- 0.90
17.43 0.68 78.05 0.90 --- ----- ---- --- --- -_- ---- -- 0.90
17.47 0.67 78.05 0.90 -- ----_ -- ----- --- --- --- ----- 0.90
17.50 0.67 78.05 0.90 --- ----- -- -- ---- --- --- ----- 0.90
17.53 0.66 78.05 0.90 -- - --- --_ -- -- -- -- 0.90
17.57 0.65 78.04 0.90 --- --- -- ---- --- ----- ---- ----- 0.90
17.60 0.65 78.04 0.90 ---- ---- ----- ---- ----- ----- ---- --- 0.90
17.63 0.64 78.04- 0.90 - ---_ ----- ---- -- --- --- -_-- 0.90
17.67 0.64 78.04 0.90 --- -- ----- --- ----- -- -- -- 0.90
17.70 0.63 78.03 0.90 --- - --- ---- ---- --- ---- ---- 0.90
17.73 0.63 78.03 0.90 -- - - -- -- -- ----- - 0.90
17.77 0.62 78.03 0.90 --- ---- --- ---- ----- --- ----- --- 0.90
17.80 0.62 78.02 0.90 --- ----- ---- -- ---- ---- ----- ---- 0.90
Continues on next page...
Em.subd.-basin disch. Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.83 0.61 78.02 0.90 ----- --- - -- -- - - - 0.90
17.87 0.61 78.02 0.90 ----- -=-- ---- ----- ----- ----- ---- ---- 0.90
17.90 0.60 78.02 0.90 ---- ----- ----- ----- --- ----- ---- ---- 0.90
17.93 0.60 78.01 0.90 -- -_- ----- ---- --- ---- ----- --- 0.90
17.97 0.59 78.01 0.90 ---- --- --- -- -- -- --- --- 0.90
18.00 0.59 78.01 0.90 ----- --_ -_ ___ ___ _- ____ -_ 0.90
18.03 0.58 78.00 0.90 - --- ----- -- -- -- -- -- 0.90
18.07 0.57 78.00 0.90 --- ----- --- --- ---- ----- ---- ----- 0.90
18.10 0.57 77.99 0.90 --- ---- ---- ----- ----- ----- ----- ---- 0.90
18.13 0.56 77.99 0.90 -- --- --- ----- ---- ----- --- ---- 0.90
18.17 0.56 77.99 0.90 -- ----- ---- -- -- ----- -- ----- 0.90
18.20 0.55 77.98 0.90 ---- ---- ----- ----- ---- ---- --- --- 0.90
18.23 0.55 77.98 0.90 -- -- -- ---- ----- ----- -- -- 0.90
18.27 0.55 77.97 0.89 --- -- ---- ---- --- ---- ----- ----- 0.89
18.30 0.54 77.97 0.89 --- ----- ----- ---- ----- ----- ----- ---- 0.89
18.33 0.54 77.97 0.89 --- --- -_- --- ---- ----- ----- ---- 0.89
18.37 0.54 77.96 0.89 -- - ---- ---- ----- ---- ---- -- 0.89
18.40 0.53 77.96 0.89 --- ---- -- ----- -- ---- ----- -- 0.89
18.43 0.53 77.95 0.89 -- -- -- --- ---- ----- ---- - 0.89
18.47 0.53 77.95 0.89 ---- ---- ---- ---- --- ---- ---- ---- 0.89
18.50 0.52 77.94 0.89 ---- --- ---- ----- ----- ---- ----- --- 0.89
18.53 0.52 77.94 0.89 -- --- ---- ---- --- --- --- -- 0.89
18.57 0.52 77.93 0.89 --- ___ _- ___ -__ ___ -__ __-- 0.89
18.60 0.52 77.93 0.89 --- -- ---- ---- ----- ---- ----- ---- 0.89
18.63 0.52 77.93 0.89 ----- - --- -- - _---_ - - 0.89
18.67 0.51 77.92 0.89 --- --- ----- ---- ----- --- ---- --- 0.89
18.70 0.51 77.92 0.89 ----- ----- ----- ----- ----- ----- ----- ---- 0.89
18.73 0.51 77.91 0.89 --- ---- ----- --- --- --- ----- --- 0.89
18.77 0.51 77.91 0.89 -- -- ----- ---- ---- - --- --- -- 0.89
18.80 0.51 77.90 0.89 ---- --- ---- ---- -- ----- ---- --- 0.89
18.83 0.51 77.90 0.88 --- -- _____ _- __- _- _____ 0.88
18.87 0.50 77.89 0.88 ----- -- ----- --- --- ----- ----- --- 0.88
18.90 0.50 77.89 0.88 ---- --- ---- ----- ---- --- ----- ---- 0.88
18.93 0.50 77.88 0.88 -- --- -- ----- ---- ---- --- -- 0.88
18.97 0.50 77.88 0.88 --_- -- -- -- -- --- ----- ---- 0.88
19.00 0.50 77.87 0.88 0.88
19.03 0.50 77.87 0.88 --- - --- ----- --- --- ---- ----- 0.88
19.07 0.50 77.87 0.88 --- ___ _-_ ___ ____ _-_- ----- ____ 0.88
19.10 0.49 77.86 0.88 ----- ---- ----- ----- ---- ---- ----- ----- 0.88
19.13 0.49 77.86 0.88 -- ----- ----- -_ -- ---- ----- -- 0.88
19.17 0.49 77.85 0.88 ----- -- ----- ----- --- ---- -- --- 0.88
19.20 0.49 77.85 0.88 ----_ -- ----- --- --- -- ---- ----- 0.88
19.23 0.49 77.84 0.88 -- - - -- - -- --- ----- 0.88
19.27 0.49 77.84 0.88 --- --- ---- ----- -- ---- --- ---- 0.88
19.30 0.48 77.83 0.88 ----- ---- ---- ----- ---- ---- ----- ----- 0.88
19.33 0.48 77.83 0.88 --- ---- --- ---- --- -- ___ 0.88
19.37 0.48 77.82 0.88 -- -- ---- ----- ----- -- --- --- 0.88
19.40 0.48 77.82 0.87 ----- --- - ---- --- ----- --- --- 0.87
19.43 0.48 77.81 0.87 - - - - -- ----- -- -- 0.87
19.47 0.48 77.81 0.87 -- --- _____ -_ ___ -__ ____ _-_ 0.87
19.50 0.47 77.80 0.87 ----- --- -- --- ---- ----- ---- ---- 0.87
Continues on next page...
Em.subd:basin disch. Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Ell Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.53 0.47 77.80 0.87 - - -- -- - --- -- - 0.87
19.57 0.47 77.79 0.87 ----- ----- --- --- ---- ----- -- -- 0.87
19.60 0.47 77.79 0.87 ----- ----- ---- ---- ---- ----- ----- ----- 0.87
19.63 0.47 77.78 0.87 - --- -- ---- -_ -- - 0.87
19.67 0.47 77.78 0.87 ----- --- -- --- -- -- --- ---- --- 0.87
19.70 0.47 77.77 0.87 ---- ---- -- _-- --- --- ---- -- 0.87
19.73 0.46 77.77 0.87 - ----- --- -- - - _- - 0.87
19.77 0.46 77.76 0.87 ---- --- -- ----- --- ---_ -- -- 0.87
19.80 0.46 77.76 0.87 ---- ----- ----- ----- ----- ----- ----- ----- 0.87
19.83 0.46 77.75 0.87 ---- --- ---- -- -_ -- ----- --- 0.87
19.87 0.46 77.75 0.87 - -- -- --- --- ----- --- --- ---- 0.87
19.90 0.46 77.74 0.87 ---- -- -- --- ----- --- ----- -- 0.87
19.93 0.45 77.74 0.86 -- --- -- ---- ----- --- -- - 0.86
19.97 0.45 77.73 0.86 --- ---- ----- ----- ----- ----- ----- ----- 0.86
20.00 0.45 77.73 0.86 _--- --- ----- ---- ----- ---- ----- ----- 0.86
20.03 0.45 77.72 0.86 --- ----- ----- ---- ----- ----- --- --- 0.86
20.07 0.45 77.72 0.86 -- --- --- --- ---- -- -- -- 0.86
20.10 0.45 77.71 0.86 -- _-_ ---- ---- ---- ---- --- ---- 0.86
20.13 0.44 77.71 0.86 0.86
20.17 0.44 77.70 0.86 - - ---- ---- ----- ---- ---- --- 0.86
20.20 0.44 77.70 0.86 ---- ----- ----- ----- ----- --- ----- ----- 0.86
2023 0.44 77.69 0.86 -- -- ---- ---- -- ----- --- - --- 0.86
20.27 0.44 77.69 0.86 -- --- -- ----- ----- --- --- --- 0.86
20.30 0.44 77.68 0.86 ----- --- --- ---- ----- --_ -- ----- 0.86
20.33 0.44 77.68 0.86 - -- -- ---- --- - -- ----- 0.86
20.37 0.43 77.67 0.86 ---- --- ---- ----- ---- ---- -- ----- 0.86
20.40 0.43 77.67 0.86 ----- ---- ----- ----- ----- ----- ----- ----- 0.86
20.43 0.43 77.66 0.85 ---- ---- - ----- --- ---- ---- ---- 0.85
20.47 0.43 77.66 0.85 -_- -- -- ----- --- --_ -- --- 0.85
20.50 0.43 77.65 0.85 ----- --- --- ---- ----- ---- ---- ---- 0.85
20.53 0.43 77.65 0.85 -- ---- --- ----- -- --- ----- -- 0.85
20.57 0.42 77.64 0.85 --- ----- ---- ----- ----- ----- ---- ----- 0.85
20.60 0.42 77.64 0.85 ----- ---- ---- ----- ----- ----- ----- ----- 0.85
20.63 0.42 77.63 0.85 ----- - - --- ---- ----- ----- --- 0.85
20.67 0.42 77.63 0.85 --- -- ----- ---- ---- ----- --- ---- 0.85
20.70 0.42 77.62 0.85 ----- --- --- ----- --_ -- --- --- 0.85
20.73 0.42 77.62 0.85 ---- -- -_- ----- ----- ---- -- ----- 0.85
20.77 0.41 77.61 0.85 ---- ---- ----- ---- ---- ---- --- ----- 0.85
20.80 0.41 77.61 0.85 ----- --- ---- ----- ---- ----- ---- ---- 0.85
20.83 0.41 77.60 0.85 0.85
20.87 0.41 77.60 0.85 -- ---- --- -- ----- --- ---- ---- 0.85
20.90 0.41 77.59 0.84 0.84
20.93 0.41 77.59 0.84 -- -- ---_ ---- - --- ---- ---- 0.84
20.97 0.40 77.58 0.84 --- ---- -- ---- ---- ----- --- --- 0.84
21.00 0.40 77.57 0.84 ----- --- ----- ---- ---- ----- ----- ---- 0.84
21.03 0.40 77.57 0.84 -- - - - -- ---- --- -- 0.84
21.07 0.40 77.56 0.84 - - -- --- ----- --- ___ _____ 0.84
21.10 0.40 77.56 0.84 - - ---- --- --- -- __- --- 0.84
21.13 0.40 77.55 0.84 - -- - --- -- ---- -- ----- 0.84
21.17 0.39 77.55 0.84 ---- -- -- ---- ---- ----- ---- ---- 0.84
21.20 0.39 77.54 0.84 ----- ---- ---- ----- --_ ---- ---- --- 0.84
Continues on next page...
Em.subd:basin disch. Page 6
Hydrograph Discharge Table
Time Inflow Elevation Clv 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
21.23 0.39 77.54 0.84 -_ _- _- _- 0.84
21.27 0.39 77.53 0.84 --- ----- --- --- - ---- ---- - --- --- 0.84
21.30 0.39 77.53 0.84 --- ----- ---- ----- ----- ----- ---- ----- 0.84
21.33 0.39 77.52 0.84 -- -- ---- _- ---- - ---- --- 0.84
21.37 0.38 77.52 0.83 --- --- -- --- -- -- ---- --- 0.83
21.40 0.38 77.51 0.83 ---- - --- --- -- --- --- --- 0.83
21.43 0.38 77.50 0.83 ----- -- ----- - ----- --- -- ---- 0.83
21.47 0.38 77.50 0.83 -- ---- --- --- -- ---- --- ---- 0.83
21.50 0.38 77.49 0.83 ---- ---- ----- ----- ---- ---- ----- ----- 0.83
21.53 0.38 77.49 0.83 ----- -_ ----- -- - ---- --- --- 0.83
21.57 0.38 77.48 0.83 0.83
21.60 0.37 77.48 0.83 --- ----- ----- -- --_ -- ---- -- 0.83
21.63 0.37 77.47 0.83 - -- --- --- - --- --- - 0.83
21.67 0.37 77.47 0.83 - ---- -- --- ---- ----- ----- ----- 0.83
21.70 0.37 77.46 0.83 ---- --- ----- ---- ----- ----- ----- ----- 0.83
21.73 0.37 77.45 0.83 -- -- --- ---- --- ---- ---- --- 0.83
21.77 0.37 77.45 0.83 -- -- ----- ---- ----- -- - -- --- 0.83
21.80 0.36 77.44 0.82 0.82
21.83 0.36 77.44 0.82 ----- ---- --- --- -- ---- -- -- 0.82
21.87 0.36 77.43 0.82 -- -- --- ----- -- ---- --- --- 0.82
21.90 0.36 77.43 0.82 -- ----- ----- ----- --- ----- ----- ---- 0.82
21.93 0.36 77.42 0.82 0.82
21.97 0.36 77.42 0.82 --- -- - ----- -- -- --- -- 0.82
22.00 0.35 77.41 0.82 --- -- ---- -- ---- --- --- ---- 0.82
...End
Hydrograph Report Page,
Hydraflow Hydrographs by Intelisoh e
Hyd. No. 3
Em. subd.-basin disch.
Hydrograph type = Reservoir Peak discharge = 1.02 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = Church St. Pond
Max_ Elevation = 79.01 ft Max. Storage = 57,038 cult
Storage Indication method used_ Outflow hydrograph volume=72,426 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.03 3.89 78.14 0.92 --- ---- --- ----- ---- ---- _-- --- 0.92
13.07 3.68 78.17 0.92 -- -- --- --- ---- --- -- ----- 0.92
13.10 3.49 78.20 0.92 ----- ----- ---- --- ----- ----- ---- ----- 0.92
13.13 3.33 78.23 0.93 - --- ---- --- __- -- - 0.93
13.17 3.20 78.25 0.93 --_- ---- ---- ---- --- ----- --- ----- 0.93
13.20 3.09 78.28 0.93 ----- --- ---- ----- --- ----- ----- ----- 0.93
13.23 2.99 78.30 0.93 --_ ---- --- --_ ----- --- ---- ---- 0.93
13.27 2.91 78.32 0.94 --- --- ---- --_ --- --- -- -- 0.94
13.30 2.84 78.34 0.94 ---- -- ---- ----- ----- ---- ---- ----- 0.94
13.33 2.77 78.36 0.94 ----- --- --- ---- ---- -- -_ -- 0.94
13.37 2.71 78.38 0.94 ----- ---- ---- -_ --- ----- ---- --- 0.94
13.40 2.65 78.40 0.95 --- ----- ----- ---- ----- ----- ---- ----- 0.95
13.43 2.60 78.42 0.95 ---- --- -- -- ----- -- --- - 0.95
13.47 2.55 78.43 0.95 --- -- --- ----- --- --- ---- -- 0.95
13.50 2.51 78.45 0.95 --- ----- ----- ---- ---- ---- --- ----- 0.95
13.53 2.47 78A7 0.95 --- ----- -- -- -- ---- - - 0.95
13.57 2.44 78.48 0.96 --- ---- ---- --- ----- ---- --- ----- 0.96
13.60 2.40 78.50 0.96 -- ----- ----- ---- ---- ----- ----- --- 0.96
13.63 2.37 78.51 0.96 -- -_- ----- --- --- ----- --- -- 0.96
13.67 2.34 78.53 0.96 - - --- -- ----- -- -- ---- 0.96
13.70 2.31 78.54 0.96 ---- ----- ---- ----- ----- --- ----- ---- 0.96
13.73 2.29 78.56 0.97 --- --- __- --- ---- ----- -- ----- 0.97
13.77 2.26 78.57 0.97 ---- --- ----- ---- ----- ----- ----- ----- 0.97
13.80 2.23 78.58 0.97 ----- ----- ----- ---- ---- ----- ---- ---- 0.97
13.83 2.21 78.60 0.97 -- -- ---- -- -- ----- ---- -- 0.97
13.87 2.18 78.61 0.97 ---- _- -- --- -- ___ _____ _- 0.97
13.90 2.15 78.62 0.97 -- --- --- ----- --- --- ---- --- 0.97
13.93 2.13 78.63 0.97 ---- -- _-- - - --- -- ---- 0.97
13.97 2.10 78.65 0.98 -- --- --- ----- --_ ___ ___ ____ 0.98
14.00 2.07 78.66 0.98 --- --- ---- --_ --- ---- --- ---- 0.98
14.03 2.05 78.67 0.98 -_ --_ ---- ----- --- - -- ---- 0.98
14.07 2.02 78.68 0.98 ---- - ____ -_ ____ ____ _- ____ 0.98
14.10 1.99 78.69 0.98 -- --- -- --- ---- -- --- 0.98
14.13 1.97 78.70 0.98 ----- -_ _- -- -- ---- ---- ----- 0.98
14.17 1.94 78.71 0.98 --- - -_ ----- --- ---- ----- ---_- 0.98
14.20 1.91 78.72 0.98 ----- ---- --- --- --- ---- ---- --- 0.98
14.23 1.89 78.73 0.99 ---- ----- _--_ - --- - - -- 0.99
14.27 1.87 78.74 0.99 -- --_ _- _____ ___ _____ _____ _____ 0.99
Continues on next page...
Em.subd,bmin disch. Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.30 1.85 78.75 0.99 - - - -_ ---- - - --- - 0.99
14.33 1.82 78.76 0.99 ---- --- --- --_- ---- --_- 0.99
14.37 1.81 78.77 0.99 ---- -- -_-- ----- ---- ----- --- _--- 0.99
14.40 1.79 78.78 0.99 - --_ -- --- ----- ---- --- -- 0.99
14.43 1.77 78.79 0.99 - - _-- -_-- ----- -- ----- -- 0.99
14.47 1.75 78.79 0.99 - -- -- ---- --- ---- ----- ----- 0.99
14.50 1.74 78.80 0.99 - - - --- - - - - 0.99
14.53 1.72 78.81 0.99 --- -- -- --- -__ _-_ -_ __- 0.99
14.57 1.71 78.82 1.00 --- --- ----- ----- --- ----- ---- -- 1.00
14.60 1.69 78.82 1.00 - - -- --- --- _- ___ ___ 1.00
14.63 1.68 78.83 1.00 - - -- --- - - - --- 1.00
14.67 1.66 78.84 1.00 ---- -- ----- ---- --- ---- --- --- 1.00
14.70 1.65 78.85 1.00 - --- - --_ - --- --- ---- 1.00
14.73 1.64 78.85 1.00 -- -- ---- ---- -- --- ----- ----- 1.00
14.77 1.62 78.86 1.00 --- -__ ___-- __-- _-_- ----- ----- --- 1.00
14.80 1.61 78.87 1.00 -- -- ----- ---- --- --- ----- --- 1.00
14.83 1.60 78.87 1.00 -- ---- --- ----- --- --- -- - 1.00
14.87 1.58 78.88 1.00 -- -- _- --- ---- ---- --- -- 1.00
14.90 1.57 78.88 1.00 - -- - - - ---- --- - 1.00
14.93 1.56 78.89 1.00 - -- ---- --- ----- ----- ---- ---- 1.00
14.97 1.54 78.90 1.00 --- ----- ----- ----- ----- ----- ----- --- 1.00
15.00 1.53 78.90 1.01 - -- -_-- -- - ---- ----- -- 1.01
15.03 1.52 78.91 1.01 - ----- -- -- ---- ----- ---- -- 1.01
15.07 1.50 78.91 1.01 --- -- ---_ __-_ ____ ____ __ ____ 1.01
15.10 1.49 78.92 1.01 - - --- - -- -- - 1.01
15.13 1.48 78.92 1.01 -- ---- --- -_-- ---- ----- ---- ---- 1.01
15.17 1.46 78.93 1.01 ---- ----- ----- ----- ----- ----- ---- ----- 1.01
15.20 1.45 78.93 1.01 ----- --- -_-- --- ---- ----- ----- -- 1.01
15.23 1.44 78.94 1.01 --- -_-- --- _--- ---- --- --- ----- 1.01
15.27 1.42 78.94 1.01 --- --- _-- ---- --- ----- ----- --- 1.01
15.30 1.41 78.95 1.01 -- --- ---- ---- --- ----- --- - 1.01
15.33 1.40 78.95 1.01 ----- ---- --- ---- --- ----- -- ----- 1.01
15.37 1.38 78.95 1.01 ----- ---- ----- ----- ---- --- --- --- 1.01
15.40 1.37 78.96 1.01 - --- -- ----- ---- -_- ---- -- 1.01
15.43 1.36 78.96 1.01 --- -- ----- ---- ----- ----- ----- ---- 1.01
15.47 1.34 78.97 1.01 - __- -- ----- ----- ----- - ---- 1.01
15.50 1.33 78.97 1.01 -- ----- -_-- --- --- ---- ----- --- 1.01
15.53 1.32 78.97 1.01 ---- _--- ----- ----- ---- ---- ---- -_- 1.01
15.57 1.30 78.97 1.01 ---- ----- ---- ----- ----- ---- ---- ----- 1.01
15.60 1.29 78.98 1.01 ----- --- --- -- ----- ----- ----- -- 1.01
15.63 1.27 78.98 1.01 -- -- -- --- ---- --- ---- - 1.01
15.67 1.26 78.98 1.01 --- --- --- ---- -- --- ---- --- 1.01
15.70 1.25 78.99 1.01 -- - - - -- - -- - 1.01
15.73 1.23 78.99 1.01 -_ -- __-- -- _-- --- ___ __-- 1.01
15.77 1.22 78.99 1.02 --- ---- ---_ __-- -_-- __-_ ___-- _-- 1.02
15.80 1.21 78.99 1.02 --- -- -- -_ -- -- --- -- 1.02
15.83 1.19 78.99 1.02 ---- - -- _- ---- - --- -- 1.02
15.87 1.18 79.00 1.02 - ----- --- ---_- - -- ----- ---- 1.02
15.90 1.16 79.00 1.02 - - - - -- --_ -- - 1.02
15.93 1.15 79.00 1.02 --- --- -- -- -- _-- --- ---- 1.02
15.97 1.14 79.00 1.02 -- ---- ---- ----- -_- ---- -- --- 1.02
Continues on next page...
Em.subd:basin disch. Page 3
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Civ 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
16.00 1.12 79.00 1.02 - - - - - - - - 1.02
16.03 1.11 79.00 1.02 -- ----- -- -- ----- ----- ---- ---- 1.02
16.07 1.10 79.00 1.02 --- -- _- -- --- ---- ---- ----- 1.02
16.10 1.08 79.00 1.02 - -- ---- -- --- -- -- 1.02
16.13 1.07 79.00 1.02 - --- - - -- ---- ----- --- 1.02
16.17 1.06 79.01 1.02 -- --- --- -- --- --- ----- --- 1.02
16.20 1.04 79.01 1.02 - - - -- --- --- - ---- 1.02
16.23 1.03 79.01 1.02 -- ---- --- ---- ----- -- -_-- ----- 1.02
16.27 1.02 79.01 << 1.02 ----- --- ---- ----- --- ----- --- -- 1.02 <<
16.30 1.01 79.01 1.02 -- -- --- -- -- -- -- -- 1.02
16.33 1.00 79.01 1.02 ----- ----- --- ---- -- --- -- -- 1.02
16.37 0.99 79.01 1.02 ---- --- ----- ---- -__- --- --- ---- 1.02
16.40 0.98 79.01 1.02 - ----- --- ----- - -- - -- - 1.02
16.43 0.97 79.00 1.02 - ----- ----- -- --- --- -- --- 1.02
16.47 0.96 79.00 1.02 --- ----- ----- ---- ---- ---- ----- --- 1.02
16.50 0.95 79.00 1.02 --- --- --- --- ---- ----- ---- ----- 1.02
16.53 0.95 79.00 1.02 --- -- - --- -- ---- -- - 1.02
16.57 0.94 79.00 1.02 ----- ----- ---- ---- --- ---- --- --- 1.02
16.60 0.93 79.00 1.02 --- - -- ---- __- __- _- _- 1.02
16.63 0.93 79.00 1.02 -- ----- ---- ----- ---- ----- --- ---- 1.02
16.67 0.92 79.00 1.02 ----- ---- ---- ----- ---- ----- ----- ---- 1.02
16.70 0.91 79.00 1.02 ---- -- ----- ----- --- --- --- ----- 1.02
16.73 0.91 79.00 1.02 -- ---- --- ---- ---- -- --- -- 1.02
16.77 0.90 79.00 1.02 ----- ---- ---- ----- ---- ----- ---- ---- 1.02
16.80 0.90 79.00 1.02 -- -- -- ---- - -- -- - 1.02
16.83 0.89 78.99 1.02 ---- ----- ----- ----- ----- --- ----- ----- 1.02
16.87 0.88 78.99 1.02 ----- ----- ---- ----- ----- ---- ----- ----- 1.02
16.90 0.88 78.99 1.02 _---- -- ---- -- --- ----- ---- ---- 1.02
16.93 0.87 78.99 1.01 -- -- ---- ---- ---- ---- ---- --- 1.01
16.97 0.87 78.99 1.01 --- ---- ---- ---- ---- ----- ----- ---- 1.01
17.00 0.86 78.99 1.01 ---- --- -- ----_ __- ____ _- _____ 1.01
17.03 0.85 78.98 1.01 -- --- ----- ---- --- ----- ---- --- 1.01
17.07 0.85 78.98 1.01 ----- ---- ----- ---- ----- ----- ----- ----- 1.01
17.10 0.84 78.98 1.01 ---- --- ----- -- _- -- ----- ---- 1.01
17.13 0.83 78.98 1.01 ----- ---- ---- ---- ----- ----- ----- --- 1.01
17.17 0.83 78.98 1.01 ----- -- ----- ---- --- ---- ----- --- 1.01
17.20 0.82 78.98 1.01 --_ -- --- ---- -- -- --- -- 1.01
17.23 0.82 78.97 1.01 ---- ----- ---- ----- ---- ---- ----- ----- 1.01
17.27 0.81 78.97 1.01 ---- ---- ---- ----- ---- ---- ----- -- 1.01
17.30 0.80 78.97 1.01 -_- - -- -- --- ---- --- -- 1.01
17.33 0.80 78.97 1.01 ---- -- ---- --- --- --- --- ---- 1.01
17.37 0.79 78.96 1.01 -- --- -- -- --- --- -- -- 1.01
17.40 0.79 78.96 1.01 - - - -- -- -- ---- -- 1.01
17.43 0.78 78.96 1.01 -- -- --- ---- -- ---- --- ---- 1.01
17.47 0.77 78.96 1.01 ---- ----- ---- ----- ---- ----- --- ---- 1.01
17.50 0.77 78.95 1.01 -- - - ---- -- ----- --- 1.01
17.53 0.76 78.95 1.01 - - ---- --- -- -- --- -- 1.01
17.57 0.76 78.95 1.01 ----- ----- ----- ---- ----- ---- ----- ----- 1.01
17.60 0.75 78.95 1.01 ----- ----- - - - ----- ----- -- 1.01
17.63 0.74 78.94 1.01 ---- -- --- ----- --- ---- ----- ---- 1.01
17.67 0.74 78.94 1.01 ---- --- ----- ---- --- ----- ---- ----- 1.01
Continues on next page...
Em.subd.-basin disch. Page 4
Hydrograph Discharge Table -
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAl Outflow
(hrs) eft ft ds ds ds cfs cfs cfs ds cfs cfs cfs
17.70 0.73 78.94 1.01 ---- - --- - - - -- - 1.01
17.73 0.72 78.94 1.01 ----- -=--- ----- ----- ---- ----- ----- ---- 1.01
17.77 0.72 78.93 1.01 ----- ---- ----- ----- ---- ---- ----- ----- 1.01
17.80 0.71 78.93 1.01 --- --- --- --- ---- --- --- -- 1.01
17.83 0.71 78.93 1.01 -- -- ---- ----- ---_ -- ---- -- 1.01
17.87 0.70 78.92 1.01 -- -- ---- ---- --- ----- ---- --- 1.01
17.90 0.69 78.92 1.01 -_ _____ _____ ___ _____ -_ _-_ __- 1.01
17.93 0.69 78.92 1.01 ---- --- ---- ---- ----- --- --- ---- 1.01
17.97 0.68 78.91 1.01 ----- ----- ---- ----- ----- ---- ---- ----- 1.01
18.00 0.67 78.91 1.01 -- --- ---- ---- --- -- ---- --- 1.01
18.03 0.67 78.91 1.01 ----- --- --- --- --- -- -- --- 1.01
18.07 0.66 78.90 1.01 --- ---- ---- ----- --- ----- ---- ----- 1.01
18.10 0.66 78.90 1.00 1.00
18.13 0.65 78.89 1.00 -- --- --- ----- ---- ---- ---- ---- 1.00
18.17 0.64 78.89 1.00 ----- ----- ----- ----- ----- --- ----- ----- 1.00
18.20 0.64 78.89 1.00 -- __- ----- ---- ---- ----- ----- ---- 1.00
18.23 0.63 78.88 1.00 -- -- ----- ----- --- -- ----- --- 1.00
18.27 0.63 78.88 1.00 ---- ---- -- -- ---- -- ---- ----- 1.00
18.30 0.62 78.88 1.00 ----- -- ---- ---- --- ----- --_ -- 1.00
18.33 0.62 78.87 1.00 ----- ----- ---- --- --- ---- ---- ----- 1.00
18.37 0.62 78.87 1.00 ----- ----- ---- ---- ---- ---- ----- ---- 1.00
18.40 0.61 78.86 1.00 -- ----- ---- -- _-- ---- ----- ----- 1.00
18.43 0.61 78.86 1.00 --- --- --- ---- -- -- ---- --- 1.00
18.47 0.61 78.85 1.00 ---- -- ----- ---- ----- -- ----- --- 1.00
18.50 0.60 78.85 1.00 --- - ----- ---- - -- -- - -- 1.00
18.53 0.60 78.85 1.00 ---- ----- ----- ---- ----- ---- ----- ----- 1.00
18.57 0.60 78.84 1.00 --- ----- ----- ----- ----- ----- ----- -_-- 1.00
18.60 0.60 78.84 1.00 ----- ----- ---- ---- ---- --- --- ---- 1.00
18.63 0.59 78.83 1.00 --- --- ---_ _- _- ___ __- ___ 1.00
18.67 0.59 78.83 1.00 ----- ----- -_-- ---- ----- --- ---- ----- 1.00
18.70 0.59 78.83 1.00 1.00
18.73 0.59 78.82 1.00 -- --- ---- --- ----- ---- ----- ---- 1.00
18.77 0.59 78.82 1.00 ---- --- ----- ---- --- ---- ---- ---- 1.00
18.80 0.59 78.81 0.99 --- --- ---- ---- --- --- ---- --- 0.99
18.83 0.58 78.81 0.99 ----- --- ---- ---. --- --- ----- --- 0.99
18.87 0.58 78.80 0.99 -- --- --- --- ----- -- ---- --- 0.99
18.90 0.58 78.80 0.99 -- -- ----- -_ _---- -- ---- -- 0.99
18.93 0.58 78.79 0.99 ---_ __- -_ ___ ----- 0.99
18.97 0.58 78.79 0.99 ---- --- --- ----- ----- ---- ----- ----- 0.99
19.00 0.57 78.79 0.99 --- ----- ---- --- ---- ----- ----- ---- 0.99
19.03 0.57 78.78 0.99 ----- ---- --- --- --- ----- - -- 0.99
19.07 0.57 78.78 0.99 ---- --- ---- --- --- -- ---- -- 0.99
19.10 0.57 78.77 0.99 - ----- ---- - --- --- - - 0.99
19.13 0.57 78.77 0.99 ---- ---- ---- --- ---- --- ----- ----- 0.99
19.17 0.57 78.76 0.99 ----- ---- ----- ---- ---- ----- ---- ----- 0.99
19.20 0.56 78.76 0.99 -- --- --- ---- ---- -- -- 0.99
19.23 0.56 78.75 0.99 ----- -- --- ----- -- ----- -- -- 0.99
19.27 0.56 78.75 0.99 ----- ---- ---- --- -- -_- -- --- 0.99
19.30 0.56 78.75 0.99 - - -- ----_ - - ---- ----- 0.99
19.33 0.56 78.74 0.99 ---- --_ -- ---- --- -- --- ---- 0.99
19.37 0.55 78.74 0.99 ----- ---- -- -__ ____ _____ _- -- 0.99
Continues on next page...
Em.subd-basin disch. Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.40 0.55 78.73 0.99 - -- - - -- - - ---- 0.99
19.43 0.55 78.73 0.99 ---- -=--- ----- --- ----- ---- --- --- 0.99
19.47 0.55 78.72 0.98 ----- ---- ----- ---- ----- ----- ---- --- 0.98
19.50 0.55 78.72 0.98 -_ -- - --- -- ---- -- --- 0.98
19.53 0.55 78.71 0.98 - --- ---- -- -- --- -- ---- 0.98
19.57 0.54 78.71 0.98 ---- -- - -- ---- ----- --- --- 0.98
19.60 0.54 78.70 0.98 - - -- - - ---- ---- -- 0.98
19.63 0.54 78.70 0.98 ----- --- --- -- --- ----- -- --- 0.98
19.67 0.54 78.69 0.98 -- --- ----- --- ----- ----- ----- --- 0.98
19.70 0.54 78.69 0.98 --- - --- --- --- --- -- -- 0.98
19.73 0.53 78.69 0.98 - -- ----- -- -- -- - -- 0.98
19.77 0.53 78.68 0.98 ---- ---- ----- --- _--- --- ----- ---- 0.98
19.80 0.53 78.68 0.98 - -_ ____ _- - ___ - -__ 0.98
19.83 0.53 78.67 0.98 --- ---- ---- ---- ---- ----- ----- ----- 0.98
19.87 0.53 78.67 0.98 ---- ---- ----- --- ----- ----- ----- ----- 0.98
19.90 0.52 78.66 0.98 ----- --- --- ---- ---- ---- ---- ----- 0.98
19.93 0.52 78.66 0.98 -- -- -- --- -- --- ---- -- 0.98
19.97 0.52 78.65 0.98 --- ----- -- --- --- ----- --- --- 0.98
20.00 0.52 78.65 0.98 -_ - --- - --- ----- ---- -- 0.98
20.03 0.52 78.64 0.98 ---- ---- --- ---- ----- ----- ---- ----- 0.98
20.07 0.52 78.64 0.97 ----- ----- ----- ----- ----- ----- ----- ----- 0.97
20.10 0.51 78.63 0.97 -- ---- --- --- ---- ----- ----- ----- 0.97
20.13 0.51 78.63 0.97 ---- --- --- ---- ---- ---- --- ---- 0.97
20.17 0.51 78.62 0.97 ----- ---- ---- ---- ---- ----- --- ----- 0.97
20.20 0.51 78.62 0.97 - --- -- -- -- -- - - 0.97
20.23 0.51 78.61 0.97 ----- --- ---- ---- ----- ---- ---- ----- 0.97
20.27 0.50 78.61 0.97 ----- ----- ----- ----- ----- ----- ---- ----- 0.97
20.30 0.50 78.60 0.97 --_ --- --- ---- - ----- ---- ----- 0.97
20.33 0.50 78.60 0.97 --- --- ---- ---- ---- ---- -- ----- 0.97
20.37 0.50 78.59 0.97 ---- ---- ---- ---- ---- ----- ----- --- 0.97
20.40 0.50 78.59 0.97 -- -- ----- ---- --- ----- ---- ---- 0.97
20.43 0.50 78.58 0.97 ---- ---- ----- ----- ----- ---- ---- ---- 0.97
20.47 0.49 78.58 0.97 ---- ---- --- ----- ----- ---- ----- ----- 0.97
20.50 0.49 78.57 0.97 --- ----- ----- ----- ---- ---- --- --- 0.97
20.53 0.49 78.57 0.97 ---- ----- -- ----- ----- ----- ---- ----- 0.97
20.57 0.49 78.56 0.97 ----- ---- --- --- --- ----- -- --- 0.97
20.60 0.49 78.56 0.97 ----_ -_ ---- ---- ---- ----- ----- --- 0.97
20.63 0.48 78.55 0.96 ----- ----- -- ----- ---- ----- ---- --- 0.96
20.67 0.48 78.55 0.96 ---- ---- ----- ----- ---- ----- ----- ----- 0.96
20.70 0.48 78.54 0.96 --- --- ---- ----- -- ---- --- --- 0.96
20.73 0.48 78.54 0.96 ---- --- ----- --- ---- ----- ---- -- 0.96
20.77 0.48 78.53 0.96 --- --- ---- ---- ----- ---- ----- -- 0.96
20.80 0.47 78.53 0.96 ---- -- --_ - _- -_ ___ - 0.96
20.83 0.47 78.52 0.96 --- -- ----- ---- ----- ---- ---- ---- 0.96
20.87 0.47 78.52 0.96 ----- ----- ----- ----- ----- ----- ----- ----- 0.96
20.90 0.47 78.51 0.96 --- -- -- _---- ----- ----- -- -- 0.96
20.93 0.47 78.51 0.96 - -- -- --- -- -- -- ----- 0.96
20.97 0.47 78.50 0.96 ----- -- -- ---- ---- ---- --- --- 0.96
21.00 0.46 78.50 0.96 -- - _- _- ____ -_ -_ ____ 0.96
21.03 0.46 78.49 0.96 ----- --- --- ----- ----- ---- --- --- 0.96
21.07 0.46 78.49 0.96 ---- ---- ----- ----- ---- ----- ---- ----- 0.96
Continues on next page...
Em.subd:basin disch. Page 6
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
21.10 0.46 78.48 0.96 - - - -- -- -- ----- - 0.96
21.13 0.46 78.47 0.96 ---- -=--- ---- ----- ----- ----- --- --- 0.96
21.17 0.45 78.47 0.96 ----- ----- ----- ----- ----- ----- ---- ----- 0.96
21.20 0.45 78.46 0.95 ---- -_ -_ --- -_ _-_ -- 0.95
21.23 0.45 78.46 0.95 - - _-- -- _--- - -- --- 0.95
21.27 0.45 78.45 0.95 ---- -- -- --- ---- --- - --- 0.95
21.30 0.45 78.45 0.95 -- - - - -- -- -- 0.95
21.33 0.44 78.44 0.95 ---- ----- --- ---- --- --- ----- -- 0.95
21.37 0.44 78.44 0.95 ---- -- ----- --- ---- --- ----- ---- 0.95
21.40 0.44 78.43 0.95 - - --- --- ----- --- ----- -- 0.95
21.43 0.44 78.43 0.95 - -- -- -- --- - - -- 0.95
21.47 0.44 78.42 0.95 ----- -_-- -- ---- -- --- ---- -- 0.95
21.50 0.44 78.42 0.95 - --- - -_ _- - --- ---- 0.95
21.53 0.43 78.41 0.95 -- -- - ---- --- -- --- ---- 0.95
21.57 0.43 78.41 0.95 -- --- --- ----- ----- ----- --- ----- 0.95
21.60 0.43 78.40 0.95 - -- - --- ---- ---- ---- ----- 0.95
21.63 0.43 78.39 0.95 - -- -- - - ---- ----- -- 0.95
21.67 0.43 78.39 0.95 -- --- --- ----- ---- ----- ----- --- 0.95
21.70 0.42 78.38 0.94 --_- - - - ----- - _- _- 0.94
21.73 0.42 78.38 0.94 -- - -- ---- ----- -- -_-- ---- 0.94
21.77 0.42 78.37 0.94 ---- ---- ---- ----- ----- ---- ----- ----- 0.94
21.80 0.42 78.37 0.94 ---- -- -- --_ _-_ --_ ___ ___ 0.94
21.83 0.42 78.36 0.94 ---- _-- --- --- --- - _---- --- 0.94
21.87 0.41 78.36 0.94 ----- --- ---- -_--- --_ -_ _-- ___ 0.94
21.90 0.41 78.35 0.94 -- - -- - - - - ---- - 0.94
21.93 0.41 78.34 0.94 -- --- _-__ ----- ----- _-_ __-- __-_ 0.94
21.97 0.41 78.34 0.94 ---- ----- ----- ----- ----- ----- ---- ---- 0.94
22.00 0.41 78.33 0.94 _--- --_ ----- ----- ---- --- --- _-- 0.94
22.03 0.41 78.33 0.94 -- --- ----- --_ _- -_ -_ _- 0_94
22.07 0.42 78.32 0.94 --- ---_ -_-- ___-- _-_- __-_ -_-- _-- 0.94
22.10 0.43 78.32 0.94 --_- -- --- _--- _--- --- --- --- 0.94
22.13 0.43 78.31 0.94 ----- ---- ----- ----- ---- ----- ---- -- 0.94
22.17 0.44 78.31 0.94 _--- ---- -- --_- ----- ---- ----- -_-- 0.94
22.20 0.45 78.30 0.93 -_-- ---- ----- ----- ----- ---- -_ ---- 0.93
22.23 0.46 78.30 0.93 ---- --- ---- ----_ -- ---- ---- ---- 0.93
22.27 0.47 78.29 0.93 ---- -- ----- -_-- --- -- ---- _- 0.93
22.30 0.48 78.29 0.93 --- -- -__ ___ - _- __- -____ 0.93
22.33 0.47 78.28 0.93 -_-- --- ---- ----- ---- ----- ----- ---- 0.93
22.37 0.47 78.28 0.93 ---- ----- ----- ----- ----- ----- ----- --__ 0.93
22.40 0.46 78.27 0.93 --- ----- -_- -_-- ____- __-- _- __- 0.93
22.43 0.46 78.27 0.93 ---- --- ---- --- --- --_ ___ _-- 0.93
22.47 0.45 78.26 0.93 -_- --- --- ---- ---- -- ---_ ----- 0.93
22.50 0.45 78.26 0.93 -- - ----- _- - -- --- ---- 0.93
22.53 0.44 78.25 0.93 _--- _- -- --- ---- ---- --- --- 0.93
22.57 0.44 78.25 0.93 --- ----- --- ---- --_- ----- ---- ---- 0.93
22.60 0.43 78.24 0.93 --- ----- -- -- --- ---- -- . -_ 0.93
22.63 0.43 78.23 0.93 -- --- -- - -- --_ -- -- 0.93
22.67 0.42 78.23 0.93 ----- -_-- _- ---- --- ----- -- ---- 0.93
22.70 0.42 78.22 0.93 -- ----- - - - --- --- - 0.93
22.73 0.41 78.22 0.92 ---- ---_- -- -- --_- ---- ---- -- 0.92
22.77 0.40 78.21 0.92 ---- ----- --- -_-- -_ ---- ---- ---- 0.92
Continues on next page...
Em.subd-basin disch. Page 7
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.80 0.40 78.21 0.92 - - -- - - --- - - 0.92
22.83 0.40 78.20 0.92 --- -=-- ---- --- --- ---- ---- --- 0.92
22.87 0.39 78.20 0.92 ----- ----- ----- ----- ----- ----- ----- ---- 0.92
22.90 0.39 78.19 0.92 --- - -- - --- ----- -- --- 0.92
22.93 0.39 78.19 0.92 ----- _- --- ---- -- ---- -- - 0.92
22.97 0.39 78.18 0.92 ---- --- --- ----- --- ---- --- ---- 0.92
23.00 0.39 78.17 0.92 - -- ---- -- -- ----- - - 0.92
23.03 0.39 78.17 0.92 --- ----- --- ---- ---- ---- ---- --- 0.92
23.07 0.39 78.16 0.92 --- -- ----- ---- ----- ----- - --- ----- 0.92
23.10 0.38 78.16 0.92 -- -- -- --- ---- ---- ---- -- 0.92
23.13 0.38 78.15 0.92 ---- --- --- _- -- -- ---- - 0.92
23.17 0.38 78.15 0.92 -- ---- ----- ---- --- ---- ---- ----- 0.92
23.20 0.38 78.14 0.92 0.92
...End
APPENDIX F
Reservoir Report Page 1
Reservoir No. 4 - pond-"-03 Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Conic method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 74.00 3,670 0 0
1.00 75.00 7,000 5,246 5,246
2.00 76.00 10,070 8,488 13,733
3.00 77.00 13,800 11,885 25,618
4.00 78.00 18,000 15,852 41,470
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 12.0 6.0 0.0 0.0 Crest Len It = 0.00 0.00 0.00 0.00
Span in = 12.0 6.0 0.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.It = 74.00 74.00 0.00 0.00 Weir Type = --- - - --
Length ft = 55.0 0.5 0.0 0.0 Multi-Stage = No No No No
Slope% = 0.72 1.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No EAItration Rate = 3.19 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 CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exi'l1 Total
It cult ft cis ds cis cfs cis cfs cfs cis cis cfs
0.00 0 74.00 0.00 0.00 -- -- - -- -- - 0.000 0.00
1.00 5,246 75.00 0.74 0.72 --- -- - --- --- --- 0.517 1.24
2.00 13,733 76.00 1.14 1.14 - - - - - -- 0.744 1.88
3.00 25,618 77.00 1.48 1.45 - --- - - - - 1.019 2.47
4.00 41,470 78.00 1.75 1.71 -- - --- - -- --- 1.329 3.04
APPENDIX G
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Unity basinto lakewood
Hydrograph type = Reservoir Peak discharge = 1.08 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyd. No. = 4 Reservoir name = pond-5-8-03
Max. Elevation = 74.86 ft Max. Storage = 4,492 cuft
Storage Indication method used. Outflow hydrograph volume=20,339 cuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.33 1.85 74.81 0.63 0.62 ----- ----- ----- ----- ----- ---- 0.419 1.04
12.37 1.70 74.83 0.64 0.63 ----- ----- ----- ----- ----- ----- 0.428 1.05
12.40 1.55 74.84 0.65 0.63 ----- ----- ----- ----- ----- ----- 0.435 1.07
12.43 1.39 74.85 0.65 0.64 ----- ---- ----- ----- ---- ----- 0.439 1.08
12.47 1.22 74.85 0.65 0.64 ----- ----- ----- ----- ----- ----- 0.442 1.08
12.50 1.05 74.86 << 0.66 0.64 ----- ----- ----- ----- ----- ----- 0.443 1.08 <<
12.53 0.90 74.85 0.65 0.64 ----- ----- ----- ----- ----- ----- 0.441 1.08
12.57 0.79 74.85 0.65 0.64 ----- ----- ----- ----- ----- ----- 0.438 1.08
12.60 0.73 74.84 0.65 0.63 ----- ----- ----- ----- ----- ----- 0.435 1.07
12.63 0.70 74.83 0.64 0.63 __-_ _____ 0.431 1.06
12.67 0.68 74.82 0.64 0.62 ----- ----- ----- ----- ----- ----- 0.426 1.05
12.70 0.67 74.82 0.63 0.62 ----- ----- ----- ----- ----- ----- 0.422 1.04
12.73 0.65 74.81 0.63 0.61 ----- ----- ----- ----- ----- ----- 0.417 1.03
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Unity basinto lakewood
Hydrograph type = Reservoir Peak discharge = 1.66 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 4 Reservoir name = pond-5-8-03
Max. Elevation = 75.63 ft Max. Storage = 10,575 cuft
Storage Indication method used. Outflow hydrograph volume=58,875 cuft
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 cfs
12.30 3.83 75.51 0.95 0.95 ----- ----- ----- ----- ----- ----- 0.633 1.58
12.33 3.55 75.54 0.97 0.96 ---- ----- ----- ----- ----- ----- 0.640 1.60
12.37 3.25 75.57 0.98 0.98 ----- ----- ----- ----- ----- ----- 0.645 1.62
12.40 2.94 75.59 0.99 0.99 ---- ----- ----- ---- --- ---- 0.650 1.64
12.43 2.63 75.60 1.00 0.99 ----- ----- ----- ----- ----- ----- 0.654 1.65
12.47 2.31 75.62 1.00 1.00 ----- ----- ----- ----- ----- ----- 0.656 1.65
12.50 2.00 75.62 1.01 1.00 ----- ----- ----- ----- ----- ---- 0.658 1.66
12.53 1.81 75.63 1.01 1.00 ---- ----- ----- ----- ----- ----- 0.659 1.66
12.57 1.74 75.63 << 1.01 1.00 ----- ----- ----- ----- ----- ----- 0.659 1.66 <<
12.60 1.49 75.63 1.01 1.00 ---- ----- --- ---- ----- ----- 0.659 1.66
12.63 1.51 75.62 1.01 1.00 ----- ----- ----- ----- ----- ----- 0.659 1.66
12.67 1.53 75.62 1.01 1.00 ----- ----- ----- ----- ----- ----- 0.658 1.66
12.70 1.54 75.62 1.01 1.00 ----- ----- ----- ----- ----- ----- 0.658 1.66
12.73 1.54 75.62 1.01 1.00 --- ----- ----- ----- ----- ----- 0.657 1.66
12.77 1.53 75.62 1.00 1.00 ----- ----- ----- ----- ----- ----- 0.657 1.65
12.80 1.51 75.62 1.00 1.00 --- --- --- ----- ---- ----- 0.657 1.65
12.83 1.50 75.61 1.00 1.00 ----- ----- ----- ----- ----- ----- 0.656 1.65
12.87 1.48 75.61 1.00 1.00 ----- ----- ----- ----- ----- ----- 0.656 1.65
12.90 1.45 75.61 1.00 0.99 ----- ----- ----- ----- ----- ----- 0.655 1.65
12.93 1.43 75.61 1.00 0.99 ----- ----- ----- ----- ----- ----- 0.654 1.65
12.97 1.40 75.60 0.99 0.99 ----- ----- ----- ----- ----- ----- 0.654 1.65
13.00 1.38 75.60 0.99 0.99 ----- --- ----- ----- ---- ---- 0.653 1.64
13.03 1.35 75.60 0.99 0.99 ----- ----- ----- ----- ----- ----- 0.652 1.64
13.07 1.33 75.59 0.99 0.99 ----- ----- ----- ----- ----- ----- 0.651 1.64
13.10 1.33 75.59 0.99 0.99 ----- ----- ----- ----- ----- ---- 0.650 1.64
13.13 1.32 75.58 0.98 0.98 ---- ----- ---- ----- ----- ----- 0.649 1.63
13.17 1.32 75.58 0.98 0.98 ----- ----- ----- ----- ----- ----- 0.648 1.63
13.20 1.31 75.57 0.98 0.98 ----- --- ----- ----- ----- ----- 0.647 1.63
13.23 1.31 75.57 0.98 0.98 ----- ----- ----- ----- ----- ----- 0.646 1.62
13.27 1.31 75.56 0.98 0.98 ----- ----- ----- ----- ----- ----- 0.645 1.62
13.30 1.30 75.56 0.97 0.97 ----- ---- ----- ----- ----- ----- 0.644 1.62
13.33 1.30 75.56 0.97 0.97 ----- ---- ----- ----- ----- ----- 0.643 1.61
13.37 1.29 75.55 0.97 0.97 ----- ----- ----- ----- ----- ----- 0.642 1.61
13.40 1.29 75.55 0.97 0.97 --- --- ---- ----- ----- ----- 0.641 1.61
13.43 1.28 75.54 0.97 0.96 ----- ----- ----- ----- ----- ----- 0.640 1.60
13.47 1.28 75.54 0.96 0.96 ----- ----- ----- ----- ----- ----- 0.639 1.60
13.50 1.27 75.53 0.96 0.96 ----- ----- ----- ----- ----- ----- 0.638 1.60
13.53 1.27 75.53 0.96 0.96 ----- ----- ----- ----- ----- ----- 0.637 1.60
Continues on next page...
Unity basinto lakewood Page 2
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 eft cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.57 1.26 75.52 0.96 0.96 ----- ---- ----- ----- ----- ----- 0.636 1.59
13.60 1.26 75.52 0.95 0.95 ----- ----- ----- ----- ----- ----- 0.635 1.59
13.63 1.25 75.51 0.95 0.95 ----- ----- ----- ----- ----- ----- 0.634 1.59
13.67 1.24 75.51 0.95 0.95 ----- ----- ----- ----- ---- ----- 0.632 1.58
13.70 1.24 75.50 0.95 0.95 ----- ----- ----- ----- ----- ----- 0.631 1.58
...End
Hydrograph Report Page 7
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Unity basinto lakewood
Hydrograph type = Reservoir Peak discharge = 1.94 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 4 Reservoir name = pond-5-8-03
Max. Elevation = 76.09 ft Max. Storage = 14,760 cult
Storage Indication method used. Outflow hydrograph volume=81,857 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.33 4.51 75.95 1.13 1.12 ----- --- ----- ----- ----- ----- 0.732 1.85
12.37 4.29 75.98 1.14 1.13 ----- ----- ---- ----- ----- ----- 0.740 1.87
12.40 3.84 76.01 1.15 1.14 ----- ----- ----- ----- ----- ----- 0.747 1.89
12.43 3.56 76.03 1.16 1.15 -- ----- ----- ---- ---- ---- 0.752 1.90
12.47 3.24 76.04 1.17 1.15 ----- ----- ----- ----- ---- ----- 0.756 1.91
12.50 2.88 76.06 1.17 1.16 ----- ----- ----- ----- ----- ----- 0.759 1.92
12.53 2.55 76.06 1.18 1.16 ----- ----- ----- ----- ----- ----- 0.761 1.92
12.57 2.32 76.07 1.18 1.16 ----- ----- ----- ----- ----- ----- 0.763 1.93
12.60 2.21 76.07 1.18 1.16 ----- ----- ----- ----- ----- ----- 0.764 1.93
12.63 2.17 76.08 1.18 1.16 ---- ---- ---- ----- ---- ----- 0.764 1.93
12.67 2.15 76.08 1.18 1.17 ----- ----- ----- ----- ----- ----- 0.765 1.93
12.70 2.13 76.08 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.766 1.93
12.73 2.11 76.08 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.766 1.93
12.77 2.08 76.08 1.19 1.17 ----- ----- ---- ----- ----- ----- 0.767 1.93
12.80 2.05 76.08 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.767 1.93
12.83 2.01 76.09 1.19 1.17 ----- ----- ----- ---- ----- ----- 0.767 1.94
12.87 1.98 76.09 1.19 1.17 ----- ----- ----- ---- ----- ----- 0.767 1.94
12.90 1.95 76.09<< 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.767 1.94 <<
12.93 1.91 76.09 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.767 1.94
12.97 1.87 76.09 1.19 1.17 --- ---- ----- ----- ----- ----- 0.767 1.94
13.00 1.83 76.08 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.767 1.94
13.03 1.80 76.08 1.19 1.17 ---- ----- --- ---- ----- ---- 0.767 1.93
13.07 1.77 76.08 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.766 1.93
13.10 1.76 76.08 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.766 1.93
13.13 1.75 76.08 1.19 1.17 ----- ----- ----- ----- ----- ----- 0.765 1.93
13.17 1.74 76.08 1.18 1.17 ----- ----- ----- ----- ----- ---- 0.765 1.93
13.20 1.73 76.07 1.18 1.16 ----- ----- ----- ----- ----- ----- 0.764 1.93
13.23 1.73 76.07 1.18 1.16 0.764 1.93
13.27 1.72 76.07 1.18 1.16 ----- ----- ----- ----- ----- ----- 0.763 1.93
13.30 1.71 76.07 1.18 1.16 ----- ----- ----- ---- ----- ----- 0.763 1.93
13.33 1.70 76.07 1.18 1.16 ----- ----- ----- ----- ----- ----- 0.762 1.92
13.37 1.70 76.06 1.18 1.16 ---- ---- ----- ----- ----- ----- 0.761 1.92
13.40 1.69 76.06 1.18 1.16 ----- ----- ---- ----- ----- ----- 0.761 1.92
13.43 1.68 76.06 1.17 1.16 --- ----- ---- ----- ----- ----- 0.760 1.92
13.47 1.67 76.06 1.17 1.16 ----- ----- ----- ----- ----- ----- 0.759 1.92
13.50 1.66 76.05 1.17 1.16 ----- ----- ----- ----- ----- ----- 0.759 1.92
13.53 1.65 76.05 1.17 1.16 ----- ----- ---- ----- ----- ----- 0.758 1.91
13.57 1.64 76.05 1.17 1.16 ----- ----- ----- ----- ----- ----- 0.757 1.91
Continues on next page...
Unity basinto lakewwd Page 2
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
13.60 1.63 76.05 1.17 1.15 ---- ----- ---- ----- ----- --- 0.756 1.91
13.63 1.63 76.04 1.16 1.15 ----- ----- ----- ----- ----- ----- 0.756 1.91
13.67 1.62 76.04 1.16 1.15 ----- ----- ----- ----- ----- ----- 0.755 1.91
13.70 1.61 76.04 1.16 1.15 ----- ----- ----- ----- ----- ---- 0.754 1.91
13.73 1.60 76.03 1.16 1.15 ----- ----- ----- ----- ----- ----- 0.753 1.90
13.77 1.59 76.03 1.16 1.15 ----- ----- ---- ----- ----- ----- 0.752 1.90
13.80 1.58 76.03 1.16 1.15 0.751 1.90
13.83 1.57 76.03 1.15 1.15 ----- ----- ----- ----- ----- ----- 0.751 1.90
13.87 1.56 76.02 1.15 1.15 ----- ----- ----- ----- ----- ----- 0.750 1.90
13.90 1.55 76.02 1.15 1.15 ----- ----- ----- ----- ----- ----- 0.749 1.89
13.93 1.54 76.01 1.15 1.14 ----- ----- ----- ----- ----- ----- 0.748 1.89
13.97 1.53 76.01 1.15 1.14 ----- ----- ----- ----- ----- ----- 0.747 1.89
14.00 1.52 76.01 1.14 1.14 ---- -- ____ ____ ____ ___ 0.746 1.89
14.03 1.51 76.00 1.14 1.14 ----- ----- ----- ----- ----- ----- 0.745 1.88
14.07 1.50 76.00 1.14 1.14 ----- ----- ----- ----- ----- ----- 0.744 1.88
14.10 1.50 75.99 1.14 1.14 ----- ----- ----- ----- ----- ----- 0.742 1.88
14.13 1.49 75.99 1.14 1.13 ----- ----- ----- ----- ----- ---- 0.741 1.88
14.17 1.49 75.98 1.14 1.13 ----- ----- ----- ----- ----- ----- 0.740 1.87
14.20 1.48 75.98 1.14 1.13 --- ----- ---- ----- ----- ----- 0.739 1.87
14.23 1.48 75.97 1.14 1.13 ----- ----- ----- ----- ----- ----- 0.737 1.87
14.27 1.48 75.97 1.14 1.13 ----- ----- ----- ----- ----- ----- 0.736 1.86
14.30 1.47 75.96 1.13 1.12 ----- ----- ----- ----- ----- ----- 0.735 1.86
14.33 1.47 75.96 1.13 1.12 ----- ----- ----- ----- ----- ----- 0.734 1.86
14.37 1.46 75.95 1.13 1.12 ----- ----- ----- ----- ----- ----- 0.732 1.85
14.40 1.46 75.95 1.13 1.12 ----- --_ ____ ___ ____ _____ 0.731 1.85
14.43 1.45 75.94 1.13 1.12 ----- ----- ----- ----- ----- ----- 0.730 1.85
14.47 1.45 75.93 1.13 1.12 ----- ----- ----- ----- ----- ----- 0.729 1.84
14.50 1.45 75.93 1.13 1.11 ----- ----- ----- ----- ----- ----- 0.727 1.84
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Unity basinto lakewood
Hydrograph type = Reservoir Peak discharge = 2.14 cfs
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyd. No. = 4 Reservoir name = pond-5-8-03
Max. Elevation = 76.43 ft Max. Storage = 18,830 cuft
Storage Indication method used. Outflow hydrograph volume=102,871 cuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl Outflow
(hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.37 5.24 76.27 1.25 1.23 ----- ----- ----- ----- ----- ----- 0.818 2.05
12.40 4.84 76.30 1.27 1.24 ---- ----- ---- ----- ----- ----- 0.827 2.07
12.43 4.41 76.33 1.27 1.25 ----- ----- ----- ----- ----- ----- 0.834 2.08
12.47 3.98 76.35 1.27 1.26 ---- ---- _--- ----- ----- ---- 0.840 2.10
12.50 3.53 76.37 1.27 1.26 ----- ----- ----- ----- ----- ----- 0.844 2.11
12.53 3.11 76.38 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.848 2.11
12.57 2.82 76.39 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.850 2.12
12.60 2.68 76.39 1.27 1.27 ---- ---- ----- ----- ----- ----- 0.852 2.12
12.63 2.62 76.40 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.853 2.13
12.67 2.59 76.40 1.28 1.27 - ---- ---- --- --- ---- 0.854 2.13
12.70 2.56 76.41 1.28 1.28 ----- ----- ---- ----- ----- ----- 0.856 2.13
12.73 2.52 76.41 1.28 1.28 ----- ----- ----- ----- ----- ----- 0.857 2.13
12.77 2.49 76.41 1.28 1.28 ----- ----- ----- ----- ----- ----- 0.858 2.14
12.80 2.45 76.42 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.859 2.14
12.83 2.41 76.42 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.860 2.14
12.87 2.36 76.42 1.29 1.28 --- ---- ---- --- ---- ----- 0.860 2.14
12.90 2.32 76.43 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.861 2.14
12.93 2.27 76.43 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.861 2.14
12.97 2.23 76.43 1.29 1.28 ----- ----- ---- ----- ----- ----- 0.862 2.14
13.00 2.18 76.43 1.29 1.28 ----- ----- ---- ----- ----- ----- 0.862 2.14
13.03 2.13 76.43 << 1.29 1.28 ----- ----- ---- ---- ----- ----- 0.862 2.14<<
13.07 2.10 76.43 1.29 1.28 ---- ---- ----- --- --- ----- 0.862 2.14
13.10 2.08 76.43 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.861 2.14
13.13 2.07 76.43 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.861 2.14
13.17 2.06 76.43 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.861 2.14
13.20 2.05 76.43 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.861 2.14
13.23 2.04 76.42 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.861 2.14
13.27 2.03 76.42 1.29 1.28 ----- ----- ----- --- ----- --- 0.860 2.14
13.30 2.02 76.42 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.860 2.14
13.33 2.01 76.42 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.860 2.14
13.37 2.00 76.42 1.29 1.28 ----- ----- ----- ----- ----- ----- 0.859 2.14
13.40 1.99 76.42 1.29 1.28 ----- ---- ----- ----- ----- ----- 0.859 2.14
13.43 1.98 76.42 1.28 1.28 ----- ----- ----- ----- ----- ----- 0.858 2.14
13.47 1.97 76.42 1.28 1.28 ---- ----- ---- ---- ----- ----- 0.858 2.14
13.50 1.96 76.41 1.28 1.28 ---- ----- ----- ----- ----- ----- 0.858 2.14
13.53 1.95 76.41 1.28 1.28 ----- ----- ----- ----- ----- ----- 0.857 2.13
13.57 1.93 76.41 1.28 1.28 ----- ----- ----- ----- ----- ----- 0.856 2.13
13.60 1.92 76.41 1.28 1.28 ----- ----- ----- ----- ----- ----- 0.856 2.13
Continues on next page...
Unity basinto lakewwd Page 2
Hydrograph Discharge Table
Time Inflow Elevation Civ 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 cfs
13.63 1.91 76.41 1.28 1.28 -- ----- ----- --- -- --- 0.855 2.13
13.67 1.90 76.40 1.28 1.27 ----- ----- ----- ----- ----- ----- 0.855 2.13
13.70 1.89 76.40 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.854 2.13
13.73 1.88 76.40 1.27 1.27 ----- ----- ----- ----- ----- ---- 0.853 2.13
13.77 1.86 76.40 1.27 1.27 ---- ----- ----- ----- ----- ----- 0.853 2.13
13.80 1.85 76.39 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.852 2.12
13.83 1.84 76.39 1.27 1.27 ---- --- ----- ---- ----- ---- 0.851 2.12
13.87 1.83 76.39 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.850 2.12
13.90 1.82 76.38 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.849 2.12
13.93 1.80 76.38 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.849 2.12
13.97 1.79 76.38 1.27 1.27 ----- ----- ----- ---- ----- ----- 0.848 2.11
14.00 1.78 76.37 1.27 1.27 ----- ----- ----- ----- ----- ----- 0.847 2.11
14.03 1.77 76.37 1.27 1.26 --- ---- ----- ---- ----- ---- 0.846 2.11
14.07 1.76 76.37 1.27 1.26 ---- ----- ----- ----- ----- ----- 0.845 2.11
14.10 1.75 76.36 1.27 1.26 ----- ----- ----- ----- ----- ----- 0.844 2.11
14.13 1.75 76.36 1.27 1.26 ---- ----- ----- ----- ----- ----- 0.843 2.10
14.17 1.74 76.36 1.27 1.26 ----- ----- ----- ----- ----- ---- 0.842 2.10
14.20 1.74 76.35 1.27 1.26 ----- ----- ----- ----- ----- ----- 0.841 2.10
14.23 1.73 76.35 1.27 1.26 ----- --- ---- ----- ---- ---- 0.840 2.10
14.27 1.73 76.35 1.27 1.26 ----- ---- ----- ----- ----- ----- 0.839 2.09
14.30 1.72 76.34 1.27 1.25 ----- ----- ----- ----- ----- ----- 0.838 2.09
14.33 1.71 76.34 1.27 1.25 ----- ----- ----- ----- ---- ----- 0.837 2.09
14.37 1.71 76.33 1.27 1.25 ----- ---- ----- ----- ----- ----- 0.836 2.09
14.40 1.70 76.33 1.27 1.25 ----- ----- ----- ----- ----- ----- 0.835 2.09
14.43 1.70 76.33 1.27 1.25 --- ----- ----- ---- -- --- 0.834 2.08
14.47 1.69 76.32 1.27 1.25 ----- ----- ----- ----- ----- ----- 0.833 2.08
14.50 1.69 76.32 1.27 1.25 ----- ----- ----- ----- ----- ----- 0.832 2.08
14.53 1.68 76.32 1.27 1.25 ----- ----- ----- ----- ----- ----- 0.830 2.08
14.57 1.68 76.31 1.27 1.24 ----- ----- ----- ----- ---- ----- 0.829 2.07
14.60 1.67 76.31 1.27 1.24 ----- ----- ----- ----- ----- ----- 0.828 2.07
14.63 1.66 76.30 1.27 1.24 --- ---- --- --- ----- ---- 0.827 2.07
14.67 1.66 76.30 1.27 1.24 ----- ----- ----- ----- ----- ----- 0.826 2.07
14.70 1.65 76.29 1.26 1.24 ----- ----- ----- ----- ----- ----- 0.825 2.06
14.73 1.65 76.29 1.26 1.24 ----- ----- ----- ----- ----- ---- 0.824 2.06
14.77 1.64 76.29 1.26 1.24 ---- ----- ----- ----- ----- ----- 0.823 2.06
14.80 1.64 76.28 1.26 1.23 ----- ----- ----- ----- ----- ----- 0.821 2.06
14.83 1.63 76.28 1.25 1.23 ---- ----- ---- ----- ---- --- 0.820 2.05
14.87 1.62 76.27 1.25 1.23 ----- ----- ----- ----- ----- ---- 0.819 2.05
14.90 1.62 76.27 1.25 1.23 ----- ----- ----- ----- ----- ----- 0.818 2.05
14.93 1.61 76.27 1.25 1.23 ----- ----- ----- ----- ----- ----- 0.817 2.05
14.97 1.60 76.26 1.24 1.23 ----- ---- ----- ----- ---- ---- 0.815 2.04
15.00 1.60 76.26 1.24 1.23 ----- ----- ---- ----- ----- ----- 0.814 2.04
15.03 1.59 76.25 1.24 1.22 ----- --- ---- ---- --- ---- 0.813 2.04
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Unity basinto lakewood
Hydrograph type = Reservoir Peak discharge = 2.35 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 4 Reservoir name = pond-5-8-03
Max. Elevation = 76.78 ft Max. Storage = 23,062 cuft
Storage Indication method used. Outflow hydrograph volume=124,497 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.40 5.69 76.61 1.34 1.34 ----- ----- ----- ----- ----- ----- 0.911 2.25
12.43 5.17 76.64 1.37 1.35 ----- ----- ----- ----- ---- ---- 0.920 2.27
12.47 4.65 76.67 1.39 1.36 ----- ----- ----- ----- ----- ----- 0.927 2.28
12.50 4.12 76.69 1.40 1.36 ----- ----- ---- ----- ----- ----- 0.933 2.29
12.53 3.63 76.70 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.938 2.30
12.57 3.29 76.72 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.941 2.31
12.60 3.11 76.73 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.943 2.32
12.63 3.04 76.73 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.945 2.32
12.67 3.00 76.74 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.947 2.32
12.70 2.96 76.75 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.94.9 2.33
12.73 2.91 76.75 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.951 2.33
12.77 2.86 76.76 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.952 2.34
12.80 2.82 76.76 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.954 2.34
12.83 2.77 76.77 1.41 1.39 ----- ----- ----- ---- ----- ---- 0.955 2.34
12.87 2.71 76.77 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.956 2.34
12.90 2.66 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.957 2.35
12.93 2.61 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.958 2.35
12.97 2.55 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.00 2.50 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.03 2.45 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.07 2.41 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.960 2.35
13.10 2.38 76.78 1.41 1.39 ---- ---- ----- ----- ----- ----- 0.960 2.35
13.13 2.37 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.960 2.35
13.17 2.36 76.78 << 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.960 2.35 <<
13.20 2.34 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.960 2.35
13.23 2.33 76.78 1.41 1.39 ---- ----- ----- ----- ---- ---- 0.960 2.35
13.27 2.32 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.960 2.35
13.30 2.31 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.960 2.35
13.33 2.29 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.37 2.28 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.40 2.27 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.43 2.26 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.47 2.24 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.959 2.35
13.50 2.23 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.958 2.35
13.53 2.22 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.958 2.35
13.57 2.20 76.78 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.957 2.35
13.60 2.19 76.77 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.957 2.35
13.63 2.17 76.77 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.957 2.34
Continues on next page...
Unity basinto lakewoW Page 2
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 cfs
13.67 2.16 76.77 1.41 1.39 ---- --- ---- ----- ---- ----- 0.956 2.34
13.70 2.15 76.77 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.956 2.34
13.73 2.13 76.77 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.955 2.34
13.77 2.12 76.77 1.41 1.39 ----- ----- ----- ----- ----- ----- 0.954 2.34
13.80 2.10 76.76 1.41 1.38 ----- ---- ----- ----- ----- ----- 0.954 2.34
13.83 2.09 76.76 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.953 2.34
13.87 2.08 76.76 1.41 1.38 ----- ----- ---- ----- --- ----- 0.952 2.34
13.90 2.06 76.76 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.952 2.33
13.93 2.05 76.75 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.951 2.33
13.97 2.03 76.75 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.950 2.33
14.00 2.02 76.75 1.41 1.38 ---- --- ----- ----- ----- --- 0.949 2.33
14.03 2.00 76.74 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.948 2.33
14.07 1.99 76.74 1.41 1.38 ----- ----- ---- --- ---- ----- 0.947 2.32
14.10 1.98 76.74 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.946 2.32
14.13 1.98 76.73 1.41 1.38 ----- ----- ----- ----- ----- ----- 0.946 2.32
14.17 1.97 76.73 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.945 2.32
14.20 1.97 76.73 1.41 1.37 ---- ----- ----- ----- ----- ---- 0.944 2.32
14.23 1.96 76.72 1.41 1.37 ----- ----- ---- ----- ----- ----- 0.943 2.31
14.27 1.95 76.72 1.41 1.37 ----- ----- --- ----- ----- ---- 0.942 2.31
14.30 1.95 76.72 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.941 2.31
14.33 1.94 76.71 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.940 2.31
14.37 1.93 76.71 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.939 2.31
14.40 1.93 76.70 1.41 1.37 ----- ----- ----- ----- ----- ----- 0.938 2.30
14.43 1.92 76.70 1.41 1.36 ---- ----- ---- ----- ----- ----- 0.936 2.30
14.47 1.91 76.70 1.41 1.36 ----- ---- ----- ----- ----- ----- 0.935 2.30
14.50 1.91 76.69 1.40 1.36 ----- ----- ----- ----- ----- ----- 0.934 2.30
14.53 1.90 76.69 1.40 1.36 ----- ----- ----- ----- ---- ----- 0.933 2.29
14.57 1.89 76.68 1.40 1.36 ----- ----- ----- ----- ----- ----- 0.932 2.29
14.60 1.89 76.68 1.39 1.36 ----- ----- ----- ----- ----- ----- 0.931 2.29
14.63 1.88 76.68 1.39 1.36 --- ----- ----- ---- ----- ---- 0.930 2.29
14.67 1.87 76.67 1.39 1.36 ----- ---- ---- ---- ---- ----- 0.929 2.29
14.70 1.87 76.67 1.39 1.36 ----- ----- ----- ----- ----- ----- 0.928 2.28
14.73 1.86 76.66 1.38 1.35 ----- ----- ----- ---- ----- ----- 0.926 2.28
14.77 1.85 76.66 1.38 1.35 ----- ----- ----- ----- ----- ----- 0.925 2.28
14.80 1.85 76.66 1.38 1.35 ----- ---- ----- ----- ---- ----- 0.924 2.28
14.83 1.84 76.65 1.37 1.35 ----- ----- ----- ----- ----- ----- 0.923 2.27
14.87 1.83 76.65 1.37 1.35 ----- --- ---- ----- ----- ----- 0.922 2.27
14.90 1.82 76.64 1.37 1.35 ----- ----- ----- ----- ----- ----- 0.920 2.27
14.93 1.82 76.64 1.36 1.35 ---- ---- ----- ----- ----- ----- 0.919 2.27
14.97 1.81 76.63 1.36 1.35 ----- ----- ---- ----- ----- ---- 0.918 2.26
15.00 1.80 76.63 1.36 1.35 ----- ----- ----- ----- ----- ----- 0.917 2.26
15.03 1.80 76.62 1.35 1.34 ---- ----- ----- ----- ----- ----- 0.915 2.26
15.07 1.79 76.62 1.35 1.34 ---- ----- ---- ----- ----- ---- 0.914 2.26
15.10 1.78 76.61 1.35 1.34 ----- ----- ----- ----- ----- ----- 0.913 2.25
15.13 1.78 76.61 1.34 1.34 ---- ----- ----- ----- ----- ---- 0.911 2.25
15.17 1.77 76.60 1.34 1.34 ----- ----- ----- ----- ----- ----- 0.910 2.25
15.20 1.76 76.60 1.34 1.34 ----- ----- ----- ----- ----- ----- 0.909 2.25
15.23 1.75 76.59 1.34 1.34 ----- ----- ----- ---- ----- ----- 0.907 2.24
15.27 1.75 76.59 1.34 1.33 ----- ----- ----- ----- ---- ----- 0.906 2.24
15.30 1.74 76.58 1.34 1.33 ----- ----- ----- ----- ----- ----- 0.905 2.24
15.33 1.73 76.58 1.34 1.33 ----- ----- ----- ----- ----- ----- 0.903 2.23
Continues on next page...
APPENDIX H
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) (cult) (ft) (cult)
1 SCS Runoff 3.49 2 744 20,320 -- -- --- Emerald sub(Church St.)storm
2 SCS Runoff 4.52 2 724 14,072 — — Unity Church-site isolated
3 Reservoir 0.20 2 1100 6,276 1 74.29 15,766 Em.subd:basin disch.
4 Combine 4.52 2 724 20,348 2,3 -- --- Unity Storm+Emerald Discharge
5 Reservoir 1.08 2 750 20,339 4 74.86 4,492 Unity basinto lakewood
Proj. file: 1930-SUB.gpw Return Period: 2 yr Run date: 09-10-2004
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 8.29 2 742 44,581 - ----- ---- Emerald sub(Church St.)storm
2 SCS Runoff 9.47 2 724 28,407 — -- ---- Unity Church-site isolated
3 Reservoir 0.61 2 970 30,497 1 76.08 27,927 Em.subd:basin disch.
4 Combine 9.47 2 724 58,904 2,3 -- -—- Unity Storm+Emeraki Discharge
5 Reservoir 1.66 2 754 58,875 4 75.63 10,575 Unity basinto lakewood
Proj. fife: 1930-SUB.gpw Return Period: 10 yr Run date: 09-10-2004
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 11.17 2 740 59,244 — ----- ----- Emerald sub(Church St.)storm
2 SCS Runoff 12.32 2 724 36,798 — Unity Church-site isolated
3 Reservoir 0.79 2 968 45,113 1 77.17 37,401 Em.subd:basin disch.
4 Combine 12.32 2 724 81,910 2,3 Unity Storm+Emerald Discharge
5 Reservoir 1.94 2 774 81,857 4 76.09 14,760 Unity basinto lakewood
Proj. file: 1930-SUB.gpw Return Period: 25 yr Run date: 09-10-2004
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) (cult) (ft) (cuft)
1 SCS Runoff 13.83 2 740 72,751 -- --- --- Emerald sub(Church St.)storm
2 SCS Runoff 14.87 2 724 44,420 — ---- -- Unity Church-site isolated
3 Reservoir 0.91 2 970 58,547 1 78.11 46,829 Em.subd:basin disch.
4 Combine 14.87 2 724 102,967 2,3 --- Unity Storm+Emerald Discharge
5 Reservoir 2.14 2 782 102,871 4 76.43 18,830 Unity basinto lakewood
Proj. file: 1930-SUB.gpw Return Period: 50 yr Run date: 09-10-2004
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) (cult) (ft) (cult)
1 SCS Runoff 16.57 2 740 86,756 --- ---- ---- Emerald sub(Church St.)storm
2 SCS Runoff 17.47 2 724 52,246 — --- ---- Unity Church-site isolated
3 Reservoir 1.02 2 976 72,426 1 79.01 57,038 Em.subd:basin disch.
4 Combine 17.47 2 724 124,672 2,3 -- Unity Storm+Emerald Discharge
5 Reservoir 2.35 2 790 124,497 4 76.78 23,062 Unity basinto lakewood
-T
Proj. file: 1930-SUB.gpw Return Period: 100 yr Run date: 09-10-2004
Hydraflow Hydrographs by Intelisolve
E Kelli Koehler RE Appl 04 58P, Emerald Green Resubdivision Page 1
From: "William Lanning"<WLanning@southwindsorfire.org>
To: "Kelli Koehler"<koehle@southwindsor.org>
Date: 9/20/04 8:01AM
Subject: RE:Appl 04-58P, Emerald Green Resubdivision
-----Original Message-----
From: Kelli Koehler[mailto:koehle@southwindsor.org]
Sent: Monday, September 13, 2004 3:58 PM
To: Bob Deptula; Jeff Doolittle; Chris Dougan; Ray Favreau; Matt
Galligan; Mike Gantick; Kristian Lindstrom; Sgt. Rich Bond; Karl
Reichle; Fred Shaw; Dennis Sheridan; Melvin Stead; William Lanning
Subject:Appl 04-58P, Emerald Green Resubdivision
Please respond with comments -Thanks- Kelli
Kelli Koehler
Administriative Secretary
No Comment on this application. Wm. R. Lanning
MEMORANDUM
To: Marcia Banach, Director of Planning
Cc: Jeff Folger, Environmental Planner/Conservation Officer OCT 14 2004
From: Jeffrey B. Doolittle, P.E., Town Engineer SOUTH WINDSOR PLANNING DEPT.
Date: 10/14/04
RE: App 04-58P, Emerald Green Subdivision 9P
1 have reviewed the proposed Site Plan for the Emerald Green Subdivision off Ellington Road and I
have the following comments:
1. The disposition of Parcel A located to the west of Lot 1 needs to be labeled on the plot plan and
topographic plan.
2. The elevations of the houses on Lots 1 and 2 appear to be unnecessarily high. This is especially
true for Lot 2 and results in a driveway grade greater than 10%. This driveway will need an
alternate pulloff area with this grade. I suggest these houses be lowered
3. Address lot-to-lot drainage between lots 3, 2, 1 and the existing lot at 887 Ellington Road by
including yard drains, underdrains and drainage swales as necessary to collect the surface water
and direct it into the storm drainage system before it crosses the lot boundaries.
4. It appears that the detention basin is part of Lot 3. Please confirm this and state who will be
responsible for the maintenance of this basin.
5. Why is the inlet elevation to the detention basin 4 feet lower than the outlet elevation? This will
result in the basin having water up to 4 feet deep at times. Suggest the inlet and outlet elevations
be changed to reduce the potential depth of water ponding in this detention basin.
6. The drainage report is not complete. Appendix A, is missing and Appendix H does not appear to
be as listed in the Table of Contents. Pipe flow calculations, a gutter flow analysis and headwater
analysis need to be completed and submitted as part of the drainage report for this subdivsion.
7. Add a note specifying galvanized frames and grates for the catch basins.
8. There should be a structure/stub for future connection to the storm drainage system just as there
is a stub for a future connection to the sanitary sewer. Additional catch basins are needed in the
cul-de-sac.
9. Show the proposed sewer main all the way to the existing manhole in Ellington Road.
10. Why is the slope of the sewer main less than the minimum slope of 0.5%?
11. Provide sewer laterals for the existing houses on adjacent properties at 887, 658, and 909
Ellington Road.
12. Why is the sewer main so deep upstream of MH3? This main could be much shallower and/or
have a steeper slope than 2%.
13. Will the proposed sewer or storm drain system affect existing shallow wells on adjacent
properties? There should be provisions made to connect these properties to the public water
system.
14. Why are utilities shown for Unity Church from the proposed road when their approved plan shows
utilities coming directly from Ellington Road and an on-site septic system?
15. Show any potential impacts and/or proposed improvements to the two existing lots adjacent to
the proposed road, 887 and 658 Ellington Road. This should include utilities, access, clearing,
grading, lighting, etc.
16. WPCA review and approval is required for this site.
17. A permit is required from the ConnDOT for the construction of this new road off Ellington Road.
Please call me(x 245)if you have any questions.
MCCOY REVELEY & McCOY, LLC
FE
310 HARTFORD TURNPIKE
VERNON,CONNECTICUT 06066 Atherton B.Ryan
TEL:(860)875-3375 N O V 0 5 2004 Counsel
FAX:(860)872-3862
Email:AthertonRyan®sbcglobal.net �;��fi
November 3, 2004
Lawrence C. Malick,Esq.
Law Office of Matthew N.Pearlstein
10 Waterside Drive, Suite 303
Farmington, CT 06032
RE: Lakewood of South Windsor,Inc.—Unity Church of Hartford,Inc.
JMJ Construction Company,Inc.
Dear Larry:
This will confirm our several conversations regarding the drainage issues among
the above three parties.
First, I want to reiterate my request of you that a meeting be arranged among all
three entities prior to the continued subdivision hearing on November 23`a. We would
like to attempt to find a middle ground acceptable to all three parties so that we can
resolve our issues and not have a public hearing issue before the Planning & Zoning
Commission. As I told you, my schedule is difficult since I will be away from November
6th until November 18th. I will be in the office on November 19th and would be happy to
meet that day, or Saturday, November 20th , or Monday, November 22na. If it is better to
meet sooner than that, please do so and while no one will be there from my office, there
will be representatives of JMJ available. Such a meeting should be coordinated with
Peter DeMallie of Design Professionals, Inc. which is the design engineer for both JMJ
and Unity Church. His telephone number is 860-291-8755.
Secondly, JMJ did offer to pay the bill of Buck & Buck to do the engineering
review on behalf of Lakewood. That offer remains outstanding regardless of the opinion
and advice rendered by Buck & Buck. However, we will need both a bill from Buck &
Buck for that work as well as a copy of his report. It would certainly be advantageous to
have such a report prior to any joint meeting. I assume it is essential from Lakewood's
standpoint to have that report prior to November 23`a
W.Malkk-L.dot
Third, in view of the legal issues raised by your initial letter, the issues that Paul
Ottoway has raised before the Wetland Commission and the Planning & Zoning
Commission at their respective public hearings, as well as the basic issues which JMJ
must address as a landowner, I was requested to and have prepared a Memorandum of
Law on that issue. I have provided this Memorandum to the South Windsor Town
Attorney, as well as the Town Planner and Town Engineer, for their review prior to any
further hearings. You and all others should know where we're coming from.
I am providing Unity's lawyer with a copy of this transmittal and enclosures.
Very truly yours,
K t
G�
ATHER ON B. RYAN
ABR:mg
Enclosures
cc: Donald W. Doeg,Esq.
Barry Guliano,Town Attorney /
Marcia Banach,Town Planner
Jeffrey Doolittle,Town Engineer
John Shaw, Esq. (w/encis)
W.IMalick-L.dot
MOCOY REVELEY & McCOY, LLC
310 HARTFORD TURNPIKE
NOVU � Lu
VERNON,CONNECTICUT 06066 Atherton B.Ryan
TEL:(860)875.3375 S�JI{1111'lil)SU� �'t �i`�'+ii J_PI. Counsel
FAX:(860)872.3862
Email:AthertonRyati®sbcglobal.net
November 3, 2004
Barry Guliano,Esq.
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: Emerald Green Subdivision Application—South Windsor
Dear Barry:
I represent JMJ Construction Company, Inc. in connection with their application
before the South Windsor Planning & Zoning Commission for approval of a three-lot
subdivision called "Emerald Green". The hearing began on October 26th and has been
continued to November 23, 2004. I understood from staff comments at that public
hearing that essentially two questions concerning proposed drainage in that subdivision
would be posed to you. In connection with that application there is a proposed new road
to be dedicated as a public street.
The two questions in essence are as follows:
1. Whether the Town has the right to discharge road drainage to a private
drainage system and if so is there any special documentation required; and
2. Whether the Commission can not approve a subdivision application if a
downstream property owner objects on the basis that the upstream owner
(applicant) does not have a deeded easement to discharge surface water or
storm water into the downstream owner's drainage system.
W.•Vuliano-1tr.dot
L
I have been aware of the issues and have prepared the enclosed Memorandum for
your review and understanding of my position. I anticipate presenting this Memorandum
to the Commission at the continued hearing.
Although there is ongoing discussion between the applicant and the downstream
owner (Lakewood of South Windsor, Inc.), I do not expect the discussions to result in the
grant of a deeded easement. Rather, the discussions will resolve any technical
engineering issues to conclude that there will be no unreasonable burden or damage to the
Lakewood Drainage system.
If you would like to discuss this or need any further information from me, I would
be pleased to provide it to you.
Very truly yours,
P
ATHERTON B. RYAN
ABR:mg
Enclosures
cc: Marcia Banach,Town Planner(with enclosures) V
Jeffrey Doolittle,Town Engineer(with enclosures)
Peter DeMallie,Design Professionals(with enclosures)
JMJ Construction Company,Inc.
John Shaw, Esq.
W.IGuliano-ltr.dot
DESIGN PROFESSIONALS, INC. RECEIVED
civil engineers ♦ planners ♦ surveyors N 0 V 2 2 2004
landscape architects ♦ gis ♦ gps
SOUTH WINDSOR PLANNfNG DEPT.
November 17, 2004
Ms. Marcia Banach, Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: Emerald Green Subdivision DPI Proj. No. 04-1930
JMJ Construction Co.
South Windsor, Connecticut
Dear Marcia,
On behalf of our client, JMJ Construction Co., we grant the Town of South Windsor a 35-
day extension for closing the public hearing for the above-referenced project.
Respectfully submitted,
DESIGN PROFESSIONALS INC.
By:
eter R. DeMa e
Principal
cc: JMJ Construction Co.
Atherton Ryan, Esq.
Karen M. Isherwood, P.E.
Rebecca A. Meyer, Project Engineer
165 South Satellite Road,South Windsor,Connecticut 06074
Tel: (860)291-8755 •Fax: (860)291-8757
Email: dpicivil@aol.com
Lakewood of South Windsor
c/o G&W Management,Inc.
102 Pitkin Street, P.O. Box 280928
RECEIVED East Hartford, CT 06128-0928
N O V 2 2 2004 November 18,2004
SOUTH WINDSOR PLANNING DRPT,
To: Planning&Zoning Commission
Reference: Proposed"Emerald Green" Subdivision by JMJ
At the P&Z meeting on October 26t,", Lakewood Association opposed the above planned
development on a number of issues. The primary reason,however,was the illegal granting of an
easement by the Unity Church to JMJ. This would allow the discharge of water into Unity
detention basin,thus into Lakewood's closed storm water system. At the time of the P&Z
meeting our engineering consultant had not had the opportunity to review all the data regarding
the design of JMJ's storm water drainage system as all relevant information had not been
provided by Design Professionals.
Our engineering consultant,Buck and Buck,have now completed their report. I have attached a
copy to allow you time to review this prior to the next presentation by JMJ/Design Professionals
which we understand will be at the P&Z meeting on December l4th. This report confirms that
the burden on the Lakewood system will be significantly increased. Therefore our position
objecting to the drainage system proposed by JMJ has not changed. In addition to the
confirmation of this increase burden on our system, Buck and Buck have raised a number of
issues regarding the design of JMJ's storm water system. The most important point raised is that
all the data supplied by Design Professionals is not valid as they are based on a basin outlet of 74
which is incorrect as the Unity Church system will cause the level to be 75.5. This would also
result in the depth of water in the detention basin increasing from 4feet to 5.5 feet. A number of
other concerns have also been highlighted in this report.
We believe that this design is detrimental to both the Unity Church and Lakewood, and that a
viable option is available; JMJ could run a storm water drainage pipe down Ellington Road to the
Podunk River. We realize this will be a more expensive option for JMJ,but would remove all
the problems and objections associated with trying to drain the water through two private
drainage systems. The Lakewood storm water system is a private system maintained by on
owners reserve fund and was never intended to subsidize a for-profit organization, such as JMJ,
or a Town road.
We thank you for your time in reviewing the attached information. I will be available with other
Lakewood Association members to answer any questions you might have when P&Z next have a
public meeting to review the Emerald Green project.
Res spectfully,,
Paul Otterway ,F
Lakewood Board President
Cc: Marcia Banach&Jeffrey Doolittle
BUCK & BUCK, LLC
ENGINEERS
98 WADSWORTH STREET, HARTFORD, CONNECTICUT 06106
TELEPHONE 860-527-2677
FAX 860-527-7100
JAMES A.THOMPSON HENRY WOLCOTT BUCK
19J1-1965
LAWRENCE F.BUCK
ROBINSON D.BUCK
19J5.19S9
WILLIAM B.ASTON
ROBINSON W.BUCK
Comm. 200312-1 November 12, 2004
Mr. Paul Otterway, President
Lakewood of South Windsor
26 Pintail Circle
South Windsor, CT 06074
Reference: Proposed Subdivision "Emerald Greens"
South Windsor, CT
Dear Mr. Otterway,
I have completed my review of the plans and drainage computations for the subject
subdivision. The plans and computations were submitted by Design Professionals Inc.
(DPI) on October 27, 2004. 1 have also spoken with you and with Lorna Mutty of
Lakewood about this project. I have the following comments.
COMMENTS ON THE PROJECT
1. The project is dependent on a storm drainage easement and right to discharge
granted by Unity Church to JMJ Construction. Do the drainage rights granted by
Lakewood to Unity Church give the church the right to allow others (JMJ) to discharge
onto the Unity Church property and then onto Lakewood? This issue must be resolved
by attorneys.
2. 1 understand that the easement to Unity Church includes the provision to the
general effect that there be no additional burden on the Lakewood storm drainage
system. The proposed project will include paving about 1-1/3 acres of land south of the
church property. This will result in an increase in the volume of runoff which must pass
through the Lakewood drainage system. The increased runoff from the Emerald Greens
property will range from a 54% increase for a 100-year storm to a 146% increase for a
2-year storm.
3. Church Way is proposed as a Town Road. Is the Town of South Windsor willing
to accept a road where the storm drainage will flow across two intervening properties,
and through piping systems on the Unity Church and Lakewood properties, where the
Town has no easements and no rights to maintain the systems?
4. It appears likely that the detention pond will contain several feet of standing water
much of the time. What measures will be taken to control mosquito breeding?
BUCK&BUCK, LLC ENGINEERS
TO Mr. Paul Otterway PAGE 2
DATE November 12, 2004 . comm. 200312-2
COMMENTS ON THE PLANS
1. Drawing 5A shows the outlet from the detention pond to be a 6" RCP. The detail
on Drawing 9 shows the outlet to be a 12" RCP from a catch basin with a 6" orifice and
a trash rack.
a. Is 6" RCP available?
b. The discrepancy between the plan and the detail should be clarified.
2. An earlier Drawing L1 showed wetlands ptanting on the°bottom of the detention
pond. The latest drawing shows the area to be seeded with low maintenance grass. The
clear assumption is that the bottom of the basin will be dry most of the time. Do the
actual soil conditions at the elevation of the bottom of the basin justify that assumption?
3. The plans do not show the development of the Age Restricted Community
proposed for Parcel 3 of the subdivision. The drainage computations account for the
land area and impervious surface of that development, as shown on the plan ZBA
PLAN, dated 8/11/04, furnished to me by Lorna Mutty. When plans for that development
are prepared, they should be compared to the ZBA PLAN to verify that the drainage
area and area of impervious surface is not increased.
4. The plan indicates that the detention basin is on Parcel 3, the site of the
proposed age-restricted community. Will the age-restricted community accept perpetual
maintenance of the.detention basin? What recourse is available if the age-restricted
community fails in its maintenance obligation? Who will maintain the detention basin if
the age-restricted community is not approved or, if approved, is not built? Since the
detention basin is integral to the storm drainage system, a secure procedure and
funding should be in place to provide perpetual maintenance.
COMMENTS ON THE COMPUTATIONS
1. I concur with the computation of drainage areas and runoff curve numbers. I
believe that the computed Time of Concentration is too tong; however, the presence of
a large detention basin with a small outlet makes the system independent of small
variations in the time of concentration.
2. The Emerald Green detention basin discharges into the southwest corner of the
Unity Church detention basin. The Emerald Greens detention basin outlet is at elevation
74.0. The Unity Church detention basin outlet is at elevation 75.5. There is very little
storage in the Unity Church basin between elevation 74.0 and 75.5. The computations
should be re-done to reflect the fact that the Emerald Greens detention basin outlet pipe
will be backwatered to elevation 75.5, and that there will be essentially no effective
storage in the Emerald Greens detention basin below elevation 75.5.
3. The Unity Church detention basin analysis assumes an exfiltration rate of 3.19
inches per hour (6.4 feet per day). Provide substantiation for this value.
BUCK&BUCK,LLC ENGINEERS
TO Mr. Paul Otterway PAGE 3
DATE November 12, 2004 COW 200312-2
Thank you for calling on us for this review. If you have any questions, please feel free to
call.
Sincerely yours,
Buck & Buck, LLC
Lawrence F. Buck, PE
L FB/W:\Lfb\W I NWORD6\LETTERS\200312-2L1.doc
Lakewood of South Windsor
c/o G&W Management, Inc.
102 Pitkin Street, P.O. Box 280928
East Hartford, CT 06128-0928
November 18,2004
To: Planning&Zoning Commission
Reference: Proposed"Emerald Green" Subdivision by JMJ
At the P&Z meeting on October 26a', Lakewood Association opposed the above planned
development on a number of issues. The primary reason,however,was the illegal granting of an
easement by the Unity Church to JMJ. This would allow the discharge of water into Unity
detention basin,thus into Lakewood's closed storm water system. At the time of the P&Z
meeting our engineering consultant had not had the opportunity to review all the data regarding
the design of JMJ's storm water drainage system as all relevant information had not been
provided by Design Professionals.
Our engineering consultant, Buck and Buck,have now completed their report. I have attached a
copy to allow you time to review this prior to the next presentation by JMJ/Design Professionals
which we understand will be at the P&Z meeting on December 14th. This report confirms that
the burden on the Lakewood system will be significantly increased. Therefore our position
objecting to the drainage system proposed by JMJ has not changed. In addition to the
confirmation of this increase burden on our system, Buck and Buck have raised a number of
issues regarding the design of JMJ's storm water system. The most important point raised is that
all the data supplied by Design Professionals is not valid as they are based on a basin outlet of 74
which is incorrect as the Unity Church system will cause the level to be 75.5. This would also
result in the depth of water in the detention basin increasing from 4feet to 5.5 feet. A number of
other concerns have also been highlighted in this report.
We believe that this design is detrimental to both the Unity Church and Lakewood, and that a
viable option is available; JMJ could run a storm water drainage pipe down Ellington Road to the
Podunk River. We realize this will be a more expensive option for JMJ,but would remove all
the problems and objections associated with trying to drain the water through two private
drainage systems. The Lakewood storm water system is a private system maintained by on
owners reserve fund and was never intended to subsidize a for-profit organization_, such as JMJ,
or a Town road.
We thank you for your time in reviewing the attached information. I will be available with other
Lakewood Association members to answer any questions you might have when P&Z next have a
public meeting to review the Emerald Green project.
Respectfully,
Paul Otterway
Lakewood Board President
Cc: Marcia Banach&Jeffrey Doolittle
Lakewood of South Windsor Nov 17 2004
Ellington Road <
South Windsor, CT 06074
Deanna Hawver
85 Swan Nest
South Windsor, CT 06074
November 12, 2004
To: Planning and Zoning
Town of South Windsor
Re: Proposed JMJ plan for Emerald Green development
As a homeowner at the Lakewood of South Windsor community, I wish to advise you of
my objection to the proposed additional drainage into the Lakewood storm drain system from the
detention basins of Unity Church. The easement legally agreed to with the Unity Church does not
allow for any additional burden to our system.
Sincerely,
FRI E C E �"S F D
NOV 17 2004
Lakewood of South Windsor
Ellington Road SOUTH�h�I�;USGP,PLATING DEFT.
South Windsor, CT 06074
Elaine Bursack
85 Belknap Road
West Hartford, CT 06117
November 12, 2004
To: Planning and Zoning
Town of South Windsor
Re: Proposed JMJ plan for Emerald Green development
As a homeowner at the Lakewood of South Windsor community, I wish to advise you of
my objection to the proposed additional drainage into the Lakewood storm drain system from the
detention basins of Unity Church. The easement legally agreed to with the Unity Church does not
allow for any additional burden to our system.
Sincerely,
Lakewood of South Windsor
Ellington Road
South Windsor, CT 06074
Important Notice
Lakewood needs your help in fighting an easement illegally given by the Unity Church to JMJ
Construction.This easement allows JMJ to run all its surface water from the proposed Emerald Green development
into the Unity Church detention basins and thus into Lakewood's piped underground drainage system.
In April 2004 Lakewood granted The Unity Church an easement to drain their storm water into our system
and thus into the Podunk. Our easement was specific in that it stated that no changes could be made to the drainage
system without the approval of the Lakewood Community and that any changes could not increase the burden on
our drainage system. The Unity Church has,without any consultation with Lakewood,given an easement to JMJ
Construction to discharge water directly into their detention basin and thus into the Lakewood system.
A letter from our attorney has been sent to Unity Church,JMJ Construction, and Design Professionals(all
parties involved)advising them that the easement was given illegally and would be fought by Lakewood. To date
we have had no formal response to this letter and JMJ has proceeded to seek approval for the Emerald Green
project from the Town of South Windsor. The Lakewood Board attended both the Wetlands and Planning and
Zoning public meetings at town hall. At both meetings we presented our arguments regarding the legality of the
easement and that Lakewood has not agreed to any easement with JMJ.This resulted in the Wetlands Commission
approving the project with the.provision that the easement problem be brought to a satisfactory agreement. The
Planning and Zoning expressed their concern about the easement and told JMJ and Design Professionals that they
had brought their application before the commission too early. A new date of Nov. 23rd at 7:30 was set for a
second review of the project. This would give JMJ and Design Professionals a chance to address the problems with
their plans.
We are currently trying to set up a meeting with the Unity-Church to try to resolve this problem. It is our
hope that.they will withdraw their easement with JMJ however, if they will not,we have three options:
1.Allow the water to be drained through our system.
2. Fight the easement through the courts.
3. Get the Planning and Zoning to reject the plans.
Options 1 &2 will end up costing Lakewood money either in additional maintenance on our drainage system or
attorney fees to contest the easement through the courts. The best way to fight this it to get Planning and Zoning to
reject it now. This will require Lakewood to raise as many objections as possible. To this end,we ask that you sign
and return the attached letter objecting to the easement so that we can present them at the next meeting. If possible,
attend the Planning and Zoning meeting on Nov 23`d at 7:30 to reinforce our commitment to fight this easement.
Please sign and return the enclosed letter to G& W Management. If you have any questions please call me
at home 289-6562.
Sincerely,
Paul Otterway,President for the Lakewood Board
Lakewood Of South Windsor, Ellington Road, South Windsor
From:
Chris and Julie Hart
4 Mallard Place
South Windsor, CT 06074 RECEIVE®
To: NOV 2 2 2004
Planning and Zoning
Town Of South Windsor SOUTH WINDSOR PLANNING DEPT,
November 20, 2004
RE: Proposed JMJ plan for Emerald Green development
Dear Planning and Zoning Committee Members,
We regret that a personal commitment prevents us from speaking with you in person.
As homeowners in the Lakewood community, we wish to advise you of our objection
to the proposed additional drainage into the Lakewood storm drain system, via the
detention basins of Unity Church.
Our house is among those closest to the Unity Church property and we have long been
concerned with the possibility of flooding of the Unity site, which is uphill of our
property. Our worst fears were realized when, on September 18th, 2004, our yard was
flooded due to runoff from the Unity Church site. We have attached for your review,
pictures of the standing water that covered our yard and accumulated against our
home's foundation on that date.
We would like to point out that the easement legally agreed to by Lakewood and Unity
church does not allow for any additional burden on Lakewood's storm drain system.
We fear that granting an easement to JMJ for Emerald Green's drainage system has
considerable potential for overwhelming both Unity Church's and Lakewood's
drainage systems, resulting in flooding of our property and that of our neighbors.
In light of these facts and concerns, we ask that you to deny JMJ's request for an
easement.
Sincerely,
Chris Hart Julie Hart
cc: Lakewood Board of Directors
Law Office of RE CEV 1
MATTHEW N. PERLSTEIN
10 WATERSIDE DRIVE,SUITE 303 NOV 2 9 2004
FARMINGTON,CT 06032
TELEPHONE(860)677-2177 FACSIMILE(860)677-1147 SC�h'CN�,�((l��G r'Lt,PliyilivG p �1.
MATTHEW N.PERLSTEIN OF COUNSEL
SCOTT J.SANDLER LAWRENCE C.MALICK*
*ALSO ADMITTED IN COLORADO
November 22, 2004
Atherton B. Ryan, Esq.
McCoy Reveley&McCoy, LLC
310 Hartford Turnpike
Vernon, CT 06066
Re: Lakewood of South Windsor, Inc. -Unity Church of Hartford, Inc.
Our File#294-000-B-1
Dear Attorney Ryan:
This letter will respond to your letter of November 3, 2004 and your"Legal Proposition"
contained therein. I would make the following three comments:
1. Burdening of the Lakewood Drainage System.
Our position on this issue is, and has been from the outset, that Unity may not,
under Connecticut law, use the drainage easement granted to it by Lakewood for
the benefit of a third party, nor may it or the third party unreasonably increase the
burden on the easement. See, for example,Lichteig v Churinetz, 9 Conn.App.
406, 519 A.2d 99 (1986), Carbone v Vigliotti, 2 Conn. 216, 610 A.2d 565 (1992),
Ezikovich v Linden, 30 Conn.App.1, 618 A.2d 570 (1993), Curtin v Franchetti,
156 Conn. 387, 242 A.2d 725 (1968) and Abington Limited Partnership v Talcott
Mountain Science Center for Student Involvement, Inc., et al., 567 A.2d 732
(1994).
Any granting of use of its easement by Unity to JMJ for its sole benefit is clearly
an outright breach of the law in this matter, and it would unquestionably surcharge
the Lakewood underground drainage system with an unreasonable burden. The
report by Buck & Buck, LLC indicates that the increase in volume of the runoff
which would pass through the Lakewood system from the JMJ project would
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Law Office of
MATTHEW N. PERLSTEIN
Atherton B. Ryan, Esq.
November 22, 2004
Page 2
range from fifty-four percent (54%) for a 100-year storm to one hundred and
forty-six percent (146%) for a two-year storm. Moreover, there appears to be a
major problem with whether or not the Unity drainage basin can handle the
increased runoff from JMJ, and this may result in an overflow of the drainage
basin which will then flow down upon the Lakewood property.
2. The Grant of Easement to Unity by Lakewood Was Personal To Unity.
The easement granted to Unity Church was personal to Unity only. It was not a
mere impersonal grant of an easement by deed. The easement was granted
pursuant to, and as an integral part of, an agreement specifically with Unity to
accomplish the particular objectives in the preamble of that agreement. Moreover
the grant was subject to other personal rights, obligations and requirements as set
f.,.lvL i in t1_ia._at agrecillciix, 0lM,11
1.. a6 moLut_c.. vtv,>ti:g,..a,.tio u of
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over the easement, to repair and maintain the drainage system after the easement
was constructed and in place, to modify the agreement only in writing (which
Lakewood has not been asked to do), to indemnify Lakewood for damage arising
from the performance of Unity's continuing obligations under the agreement and
to submit to mediation and arbitration in the event of a dispute between the
parties. In addition, Unity's easement was subject to the volume and flow
specifications as set forth in the engineering plans upon which it was based.
Because of the personal nature of the grant of this easement, Lakewood does not
intend to stand idly by while a huge surcharge of water is added to its private
system, the financial and maintenance consequences of which are not yet fully
lanown, on the basis that this is simply a grant of an"impersonal assignment" of
its right to a third party. Under the circumstances by which this agreement was
created, the intention of the parties at the time it was entered into, and the mutual
and continuing obligations of the parties thereunder,we do not believe that any
court will conclude, as you have suggested, that the grant of the easement was
impersonal and that Unity has the right unilaterally to assign the use to a third
party.
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Law Office of
MATTHEW N. PERLSTEIN
Atherton B. Ryan, Esq.
November 22, 2004
Page 3
3. Upstream Landowner Has No Absolute Right to Discharge Increased Water Flow
into Lakewood Private Underground Drainage System Simply Because it Is
Downstream.
Regardless of the cases you have cited with regard to the right of an upstream
own1er to discharge Storm water in reasonable amounts onto downstream
properties, we believe the facts of this situation give rise to a different conclusion.
First, as we have noted above, we do not believe that the increased flow resulting
from the development of the Emerald Green subdivision will be reasonable in its
impact on the Lakewood underground drainage system. Second, in the absence of
an easement from Lakewood, the upstream landowner certainly has no right to
direct its increased flow of water resulting from development into and through
Lakewood's private drainage system. That drainage system is a capital
+to +1.e T 1>0.�, 7 +..1.,,;I+ A *A -,-1—+1 0
iiuprv`v'eiiieiiL L tal i"I��Vvvvu prvpei�j vutlt, uuu pulu iv. v.y Luv u--F— vi uv
Lakewood planned community, and now maintained at the cost and expense of the
Lakewood Homeowners Association. The system was designed to absorb natural
runoff water from upstream properties based on natural flows from those
properties in their undeveloped states. The system was never intended nor
designed to accommodate upstream development by a third party.
The fact that JMJ may and will save considerable development costs by tapping
into the Lakewood drainage systems does not, in and of itself, give it the right to
direct its increased water flow into that system. In the absence of a grant or
condemnation of an easement,we do not believe that a court will allow JMJ to
discharge its increased runoff water into a private system and piggyback its
development costs onto someone else.
In a nutshell, that summarizes our position in this matter. Our client continues to work
directly with Unity and has not expressed an interest in getting together with all parties at this
point. Perhaps that may be appropriate down the road, but as direct negotiations are in progress,
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Law Office of
MATTHEW N. PERLSTEIN
Atherton B. Ryan, Esq.
November 22, 2004
Page 4
we do not think it will be helpful to get the attorneys and the engineers involved. I am copying
the Town Attorney, the Town Planner and the Town Engineer on this letter so that they too may
have a clearer understanding of Lakewood's position. I believe our client has informed Unity of
our position in its direct discussions.
ve,-y tr ly yo„rs,
LAW OFFICE OF
MATTHEW N. PERLSTEIN
Lawrence C. Malick
LCM:j lc
cc: Barry Guliano, Town Attorney
Marcia Benach, Town Planner
Jeffrey Doolittle, Town Engineer
Paul Otterway, President (w/encls)
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South
• •
Planning Department
Me o
To: Barry Guliano, Town Attorney
From: Marcia A. Banach, Director of Planning
CC: Tim Wentzell, Chair, PZC; Jeff Doolittle,Town Engineer
Date: 11/24/04
Re: Emerald Green Resubdivision Application
The Planning and Zoning Commission requests your assistance with a drainage rights issue
that has arisen in connection with a pending application for a three-lot resubdivision. There is
an existing drainage easement between Lakewood condominium association and Unity
Church on Ellington Road. JMJ Construction Co. is asking PZC to approve his subdivision
application, which includes a drainage easement from Unity Church to JMJ, thus providing to
JMJ access into Lakewood's private drainage system. The drainage area would also include
a new Town-owned road. Lakewood has indicated its opposition to this plan and to the
introduction of a third party's stormwater runoff into Lakewood's private system without
approval and permission from Lakewood.
PZC thus has several questions that need your opinion.
1. Does the existing drainage easement between Lakewood and Unity Church allow Unity
Church to grant a drainage easement to JMJ and the Town without Lakewood's express
permission?
2. If the natural drainage pattern on JMJ's land flows toward Unity Church, and thus into
Lakewood's storm drainage system, does this give JMJ the right to pipe that same
stormwater runoff and introduce it into Lakewood's piped drainage system? If so, what
documentation if any is required from Lakewood?
3. Can (and should)the PZC deny the application if Lakewood does not grant an easement
to JMJ for the stormwater drainage to flow from the proposed 3-lot resubdivision into
Lakewood's system?
1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.253 Fax 860-644-7280
e-mail banach(Qsouthwindsonorg
0 Page 1
r �
Jeff Doolittle and I would be happy to meet with you to further discuss this issue. The PZC
has continued the public hearing on this item until December 14. Thank you for your
assistance.
0 Page 2
DESIGN PROFESSIONALS, INC. DEC 15 2004
civil engineers ♦ planners ♦ surveyors
landscape architects ♦ gis ♦ gps ;I,'i „'�.. Alt:"
December 14, 2004
Ms. Marcia Banach, Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: Subdivision Application 04-58P DPI Proj. No. 1930
JMJ Construction Co., Inc.
Emerald Green
Ellington Road
South Windsor, Connecticut
Dear Marcia,
On behalf of our client, JMJ Construction Co., Inc., we hereby withdraw the above-
referenced subdivision application. Thank you.
Respectfully submitted,
DESIGN PROFESSIONALS INC.
By:
Peter R. DeMalhe
Principal
CC: Jean Marc Jacques, JMJ Construction Co., Inc.
Atherton Ryan, Esq.
Karen Isherwood, P.E., Project Manager
George Menut, Unity Church
Paul Otterway, Lakewood
165 South Satellite Road, South Windsor,Connecticut 06074
Tel: (860)291-8755•Fax: (860)291-8757
Email:dpicivil@aol.com
A
f
MEMORANDUM
TO:- Marcia A. Banach
Director of Planning
FROM: Barry D. Guliano
Town Attorney
DATE: December 14, 2004
RE: Emerald Green Resubdivision Application
By your memorandum to me dated November 24, 2004, you have requested my legal
opinion regarding several questions that apply to the above-captioned application. I have also
received letters from the attorney representing the applicant, Atherton B. Ryan, and the attorney
representing Lakewood, Lawrence C. Malick, in which they have argued their respective
positions. Before answering the three specific questions you have posed, it is my strong
recommendation that the Planning and Zoning Commission not a- ove, either with or without
conditions, the current application until a determination is made by agreement, by a court or by
some other means, that the anticipated drainage may properly be allowed to flow onto abutting
properties and/or into the Lakewood drainage system.
The issues raised by both the applicant and Lakewood are not frivolous, and a legal
conclusion as to which party would prevail in court would depend upon all of the facts and
circumstances in this case as they are proven to a court. The issue is so "fact-specific" and the
factors so voluminous that it should not be the Town's function to investigate all of the relevant
circumstances to determine whether the drainage would be allowed or not. Even if the Town
was able to completely research such a claim, there would be the significant chance that a court
would subsequently find those facts differently and reach a contradictory conclusion.
For this reason, I would strongly recommend against an approval of the application with
conditions (i.e., that the applicant provide proof of its right to drain onto abutting properties
and/or into the Lakewood system) because the ultimate determination of drainage rights is likely
to be made by a court after it hears all of the factual evidence necessary. If the court's ruling is
different than the approach taken by the Commission, the court's ruling would take precedence.
This would create a very confusing, difficult and untenable situation. For the same reason, I
would strongly recommend against approving the application without conditions, or �as it
currently stands, because it is likely to result in litigation, where a court may make a
contradictory finding as to the right to drain water onto abutting properties.
My strong recommendation would be to deny the application until such time as the
applicant can come forward with evidence of either an agreement, a court decision, or some
similar documentation that establishes its right to drain onto abutting properties. The applicant
may also wish to withdraw this application and re-file under different circumstances.
I will now address the three specific questions you have raised.
1. Does the existing drainage easement between Lakewood and the Unity
Church allow Unity Church to grant a drainage easement to JMJ and the
Town without Lakewood's express permission?
If a drainage easement is required at all, then the applicant (and the Commission)
must recognize that there is no absolute property right for the applicant to drain onto
abutting property in all circumstances. Otherwise, no easement would be required. If it
is required in the present case, as it appears to be, Unity Church may use its property in
2
any way that it sees fit as long as it does not interfere with or overburden the drainage
easement that has been granted to it by Lakewood. The act by Unity Church of granting
an easement on its property is not necessarily prohibited,but it would be prohibited if that
easement created an overburdening in any way of the easement already granted to Unity
by Lakewood. This last issue is a question which depends greatly upon the facts of each
situation and should be ultimately determined by a court or by agreement of the parties,
rather than by the Commission.
It is my opinion from the facts that have been presented to me that the answer to
question#1 is "no." Unity Church would not be allowed to grant a drainage easement to
JMJ or the Town unless it could be established that the easement does not in any way
increase or otherwise overburden the easement which already exists between Lakewood
and Unity Church. Since the issue of "overburdening" is not entirely clear, I would
strongly recommend that the Commission not approve this application until that issue has
been decided either by the parties or the courts.
2. If the natural drainage pattern on JMJ's land flows toward Unity Church,
and thus into Lakewood's storm drainage system, does this give JMJ the
right to pipe that same storm water runoff and introduce it into Lakewood's
piped drainage system? If so, what documentation, if any, is required from
Lakewood?
Once again, the answer to your question depends strongly upon the facts which
are proven in each situation. The Connecticut courts have adopted a "Reasonableness of
Use Rule," which was described by the Connecticut Supreme Court in the following:
Generally, under the rules of reasonable use, the landowner, in
dealing with surface water, is entitled to take only such steps as are
reasonable, in light of all circumstances of relative advantage to the
3
actor and disadvantage to the adjoining landowners, as well as
social utility. (emphasis added)
Page Motor Company, Inc. v. George P. Baker, 182 Conn. 484.
The court went on to state that the Reasonableness of Use Rule has the virtue
of flexibility, since the issue of reasonableness became a question of fact
to be determined in each case under a consideration of all relevant
circumstances, including such factors as to the amount of harm caused, its
forseeability, the purpose or motive with which the act was done, and the
consideration whether the utility of the use of land outweighed the gravity
of the harm resulting. (emphasis added)
Applying this analysis to the present situation, JMJ would only have the right to
introduce storm water runoff into the Lakewood's piped drainage system if it can
convince a court that the Reasonableness of Use Rule applies in this case. Since that
Rule is a question of fact to be determined on a case-by-case basis considering all
relevant circumstances, it is one best left to the court, rather than the Town predicting
which way a court would rule. In my opinion, the documentation required from
Lakewood would either be an easement agreement or some sort of court order or
judgment determining that JMJ has the right to drain storm water into the Lakewood
system.
3. Can (and should) the PZC deny the application if Lakewood does not grant
an easement to JMJ for the storm water to flow from the proposed 3-lot
resubdivision into Lakewood's system.
The PZC should deny the application, in my opinion, if Lakewood does not grant
an easement to JMJ for the storm water drainage or if evidence is not produced of a court
judgment or some other irrefutable evidence that JMJ has the right to drain into the
Lakewood system. I have seen none of the above documentation, nor do I believe any
4
such documentation has been provided to the PZC. Therefore, it is my strong
recommendation that the application be denied unless or until such evidence is provided.
BDG/mpg
cc: Timothy Wentzell, Chairperson, Planning &Zoning Commission
Jeff Doolittle,Town Engineer
5
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A'
VIEW OF JMJ'PROPOSr=D EMERALD GREEN 4(YNSTRUCTI:ON: VIEWf=Dr -
FROM LAKEWOOD ACROSS UNITY CHURCH SITE a
VOL. 6 Q 5 PAGE 61
STORM WATER DRAINAGE EASEMENT AGREEMENT
THIS STOFt WATER DRAINAGE EASEMENT AGREEMENT(the"Agreement-) �0 8
is entered into this•s90 day of 1�l fib! 2004,
Windsor, Inc. (the"Association"),whose address is Lakewood of South Windsor,olnc.of South
Mr. Bryan Palmer, G&W Management, Inc., 102 Pitkin Street, P.O.Box 280928,East
Hartford,CT 06128-0829 and Unity Church of Hartford,Inc. ("Unity"),whose address is
730 Farmington Ave.,West Hartford, CT 06119.
PREAMBLE
a. The Association is the association of unit owners of Lakewood, a planned
unit development("Lakewood")and the owner of the common elements of
the development,including the roadways and sewer,water and other utility
lines. Pursuant to the governing documents for the development,the
Association has the authority to grant easements over and in the common
elements.
b. Unity owns property which is contiguous with Lakewood property. The
F. topography of the Unity property is configured in such a way that storm
g water drains onto Lakewood property. This agreement's purpose is to ease
surface drainage from Unity to Lakewood by allowing connection to
Lakewood's existing storm drainage system.
C. There are two surface water drains which are designed to handle storm
water runoff at Lakewood located at 26 Pintail Circle and 34 Goose Nest,
and at the corner of Mallard Place(the"Drains"). if the storm water }
drainage from the Unity property could flow to the Drains,any existing
problems could be eliminated.
,ORD d. The Association desires to grant easements to Unity across certain
.10" M common elements and limited common elements at Lakewood from the
Unity property to the Drains for the purpose of installing a pipeline drainage
�oy. T system(the"Drainage System"),and to that end the parties have entered
into-the following Agreement on the terms and conditions and for the mutual considerations set forth below.
4
jft
TERMS AND CONDITIONS
1. Consideration of the Association.
_ The Association hereby grants to Unity the utility easements described on
Exhibit A,attached hereto and incorporated herein by reference,for the
Purpose of constructing and installing Drainage System,as more
specifically set forth below,to carry storm water runoff from the Unity
property to the Drains. Said easement is hereby conveyed with quit claim
covenants and without warranty of any kind. b
2. Consideration of Uni
In consideration for the grant of the easements by the Association, Unity s agrees as follows: ;i
CONVEYANCE TAX RECEIVED z
t STATES LOCALS No.'�
TOWN CLERK OP SOUTH WIIVDSOR
f
r
VOL. 16 0 5 PAGE 62
a. Unity shall be responsible for and pay all costs, including attorney
fees and engineering fees,incurred by the Association related to the
preparation of this Agreement and the deeds, surveying of the
easements and review of the construction plans and any other costs
incidental to the construction and installation of the Drainage
System.
b. Unity shall not unreasonably alter the existing system of"swales"or
the topography of its property or the Lakewood property in the
�* course of installing the Drainage System without the prior written
consent of the Association and its engineers. Excluded from this f'
requirement are minor changes in topography on Unity property
which must be made during construction to accommodate
unanticipated problems provided,however, even such minor
changes must be approved verbally in advance by the Association.
and its engineers in advance of the work.
C. Unity shall provide landscaping,including earthwork and vegetation,
as buffering between the Unity property and the Lakewood property
#„ at locations and to such an extent as the parties shall agree as the
construction of the Drainage System proceeds and landscaping
_ requirements become apparent. Unity has previously obtained
approval for tentative landscaping on the project from the South
Windsor Planning and Zoning Commission pursuant to Landscaping
Change Order drawings approved on April 22,2003. The
landscaping to be done pursuant to this paragraph shall be in
addition to the landscaping set forth in the change order. Unity
s intends to restore both easement locations to their prior condition as
much as practicable,and, in addition,to verbally arrange for
agreement with the Association on such other buffering landscaping
that may be necessary to enhance the privacy of Lakewood from the
activities of Unity Church.
d. Unity agrees to repair,at its sole cost and expense,any damage to
lawns, trees,shrubs or utility lines or roads within the Lakewood fix,
property which is caused by the construction of the Drainage System
and to provide such repair to the satisfaction of the Association by
mutual verbal agreement.
3. Location and Size of Drainage Pipes -
Prior to the commencement of any construction,the parties must agree as
to the size of the pipes and the exact location thereof within the easements.
Failure to reach agreement as to these matters will terminate this
Agreement,and the Association shall not be obligated to grant the 1
easements,and this Agreement shall become null and void.
.4 Road Excavation.
"Al
-
It is the intention and contemplation of the parties that only grassy open
areas at Lakewood will be excavated,tom up,or otherwise disturbed except
as may be necessary on roadways within the development at or near the
2
ling�attorn VOL16 U 5 PAGE 63
I related to the Drains where the Drainage System must be connected. While Unity will be
ig of the liable for the disruption or damage to all Lakewood property pursuant to
ny other costs Paragraph 2.d. above, Unity agrees to make every effort to minimize all
rinage disruptions to the Lakewood property. In the event the presence of existing
utility lines at Lakewood prevents the installation of the underground pipes
f"swales"
or by Unity within the designated grassy areas,so that roads within the
in the in
development must be excavated,then any design changes must
be reviewed and approved by the Association and its engineers prior to the
)r written commencement of construction work on any such roadways.
from this
epertY 5. Construction and installation Work to be Performed by J&H Slater
Construction Comoany.
nor
s°ciation The parties agree that all work on the project shall be performed by or under
the supervision of J&H Slater Construction Company, the original contractor
for the developer of Lakewood.
egetation,
property 6. Engineering Reviews.
'as the
edThe engineering firm for the Association shall be Buck&Buck Engineering,
and the engineering firm for Unity shall be Design Professionals, Inc. Any
)uth reference herein to the engineers shall be to those companies. No
Iscaping easement shall be granted and no construction work begun until all
engineering plans have been agreed to and signed off on by both engineers
and by both parties.
ity
Ition as 7. Eligible Mortgagee Approval.
�apfng Pursuant to subsection 15.4C of the Declaration of Lakewood,the
)m the Association may grant easements across the common elements with the
approval of eighty percent(80%)of all Eligible Mortgagees as defined in the
Declaration. The Association has obtained this approval.
le to
f 8. Scope of Agreement.
,stem
5Y The subject matter of this Agreement is limited to the storm drainage
easements and the Drainage System to be constructed therein. It
specifically excludes a previous request of Unity for a sewerline connection
between Unity's sewerline and that of the Association. That request was
denied by the Association,and it is not revived by this Agreement.
�s
ts. 9. Government Approvals.
All plans for the grant of the easements and the construction of the
Drainage System as well as for any additional landscaping pursuant to
paragraph 2.c. are subject to the approval of the appropriate departments of
the Town of South Windsor. It shall be the responsibility of Unity and its
engineers,at Unity's sole cost and expense,to ensure that all required
governmental approvals have been obtained prior to commencement of
t construction of the Drainage System or any additional landscaping.
3
a]
Yot. 1605PA6E 64
x„ 10: Mediation and Arbitration. }
a. If a dispute arises out of or relates to this Agreement,or breach
thereof,and if said dispute cannot be settled through direct
3 discussions,the parties agree to first endeavor to settle the dispute
in an amicable manner by non-binding mediation under the
Construction Industry Mediation Rules of the American Arbitration
Association,before having recourse to arbitration or a judicial forum.
b. Should mediation not produce a satisfactory result,the dispute shall E
be submitted for arbitration in accordance with the rules of the
American Arbitration Association. If the American Arbitration
Association establishes special rules for common interest a
community disputes,such rule shall apply. If the American
Arbitration Association ceases to exist or declines to accept the
submission,some other organization engaged in conducting
Y arbitration or alternative dispute resolution in Connecticut will accept n�
the submission,the dispute shall be submitted to such other
organization. All issues submitted to arbitration under the provisions
of this section shalt be decided by a single arbitrator. Judgment
31 upon the award rendered by the arbitrator may be entered in any 4
court having jurisdiction hereof. Both parties would be responsible
for their own costs associated with mediation and/or arbitration.
Repair and Maintenance of Draine System After Completion.
ag
5 4 Unity shalt be responsible OR
for all costs of inspection, maintenance and repair
of the pipelines following their installation,as well as for the costs of any
damage which may result to Lakewood property as a result of any
A breakdown in the pipeline or repair work which disrupts Lakewood property.
Unity shall have a right of access to its pipelines along the easements
granted herein for the purposes of inspecting,maintaining and repairing the
pipelines.
12. Failure of Unity to Make Repair or Restoration.
r 3
In the event Unity fails to restore Lakewood property to the Association's
,F= � satisfaction during construction of the Drainage System or following any -
subsequent repairs,the Association shall have the right to have the
restoration completed and Unity shall be responsible for the costs thereof.
13. Modification.
This Agreement may be amended or modified only in writing.
14. Recording
_and Inurement.
M
EN
This Agreement and any modifications hereto shall be recorded in the Land
Records of the Town of South.Windsor and shall inure to the benefit of and
be bonding upon the parties hereto,their successors and/or assigns.
y,
- 4
a
- s
j
VOL. 16 0 5 PAGE 6 5
16. Fees and Costs Upon Termination
Notwithstanding anything to the contrary herein,in the event this Agreement
is terminated, Unity shall remain responsible to pay the Association any
_ fees or costs incurred by it prior to the termination.
�y
16. Entire Agreement
This document constitutes the entire agreement between the parties and
may be modified only in writing.
33 _
17. Indemnification and Insurance
a. Unity shall indemnify and hold harmless the Association and unit
owners from all liability for damages or injuries to the extent it is
responsible arising from the performance of its duties or that of its
agents hereunder in installing and maintaining the Drainage System
or the failure to perform such duties.
b. Unity shall purchase or ensure that its contractors and
subcontractors purchase and maintain in full force and effect
throughout the term of this agreement Worker's Compensation
insurance as required by the laws of the State of Connecticut and
liability insurance covering injury to persons and property within the
boundaries of the Lakewood planned unit development in an amount
at least equal to the statutory limits set by the State. To an extent
possible and practical,the insurance policies shall name the
Association as additional insured,and Unity shall provide the
Association with a Certificate of Insurance within 10 days of the
commencement of the work on the Delivery System.
Y
[signature page follows]
5
x
s Mfl-
VOL. 16 0 5 PAGE 66 .................
IN WITNESS WHEREOF,the parties have affixed their signatures on the dates set
forth below.
LAKEWOOD OF SOUTH WINDSOR, INC.
FS
�i'grJL ti7 . t�T L' U/A`� B
lit c.t Pvu-Sl-p e>eT ost�++ t oRc rrrl
_. Title:Pitv.��pew i
Duly Authorized
` UNITY CHURCH OF HARTFORD,
INC.
• I�T�/GK �i?D5$� B �
N e: �l� /�I.�
T' e:
Duly Au hon�'z�ed
STATE OF CONNECTICUT)
at %tjk GJ��cdsor
COUNTY OFrf�a,r� )
On this the day of 2004,before me,the undersigned officer, personally
�: a peared aRL-�03 A. arg-f6a , known to me(or satisfactorily proven)to be the
• r�s Q�kt- of LakewocYd of South Windsor, Inc.,a Connecticut corporation,and
acknowledged that he/she executed the foregoing instrument for the purposes therein
contained as his/her free act and deed and the free act and deed of said corporation.
In Witness Whereof 1 hereunto set my hand.
5Notary Public/My Commission Expires: ° aS
Commissioner of the Superior Court
P ,
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VOL. 16 0 5 PAGE 67
STATE OF CONNECTICUT)
atai-
' COUNTYOFiH6Lrf"(-ov4 )
On this the 3r'4day of 2004, before me,the undersigned officer, personally
appeared ok v, QT?Af , known to me(or satisfactorily proven)to be the
A P(cs� a•.�o{ oars of Unity Church of Hartford, Inc.,and acknowledged that he/she executed
the foregoing instrument for the purposes therein contained as his/her free act and deed
{ and the free act and deed of Unity Church of Hartford, inc.
In Witness Whereof I hereunto set my hand.
rNotary Public/My Commission Expires:
Commissioner of the Superior Court
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MEMORANDUM OF LAW
RIGHT OF UPSTREAM LANDOWNER TO DISCHARGE
SURFACE WATER THROUGH DOWNSTREAM PROPERTY NOV 0 5 2004
RE: JMJ CONSTRUCTION,INC.'S APPLICATION FOR SUBDIVISION
APPROVAL ENTITLED"EMERALD GREEN SUBDIVISION"
LEGAL PROPOSITION:
JMJ CONSTRUCTION, INC. has the right to discharge surface water from its proposed
Emerald Green Subdivision to the Unity Church of Hartford, Inc. ("Unity") property
lying downstream by virtue of its agreements with Unity and thence to the Lakewood of
South Windsor, Inc. ("Lakewood") property, by virtue of the Unity Drainage Easement
granted by Lakewood and by virtue of the Reasonableness of Use Rule.
FACTS
1. JMJ's Emerald Green is a proposed 3-lot subdivision on a total of 13 acres
located on the east side of Ellington Road. Unity is developing its lot for its
church situated immediately north of and adjacent to JMJ's property.
Lakewood is a common interest community situated immediately north of and
downstream of the Unity property.
2. The natural flow of surface waters is south to north from land lying southerly
and easterly of the JMJ property across the JMJ property through the Unity
and Lakewood properties to the Podunk River.
3. An easement was granted by Lakewood to Unity which provided Unity the
right to improve certain drainage facilities on the Lakewood property and to
discharge its surface water into the Lakewood drainage system. A copy of
that easement document as recorded in the South Windsor Land Records is
attached for reference.
4. JMJ's Emerald Green Subdivision will discharge surface waters to the Unity
property by mutual agreement with approved drainage and detention basins
such that peak flows from the Unity property will be less than as designed and
approved for Unity and is now designed to the 100-year storm standard such
that the discharge to Lakewood will be fully handled by the existing drainage
facilities within the Lakewood property.
W.I LITIGATEVMJ-Memorandum.doc
0
5. There will be no damage to the Lakewood drainage system or any Lakewood
property by reason of the upstream discharges from either the Unity property
or Emerald Green property. Lakewood's chairman testified before the
Planning & Zoning Commission that the only damage would be possible
increased wear and tear on its drainage system which might require an earlier
replacement of portions of the system.
LAW
I. AN UPLAND LANDOWNER MAY DISCHARGE SURFACT WATER
ONTO A DOWNSTREAM LANDOWNER PROVIDED THE
DEVELOPMENT OF THE UPLAND IS REASONABLE AND THE HARM
CAUSED THE DOWNSTREAM LANDOWNER IS NOT
UNREASONABLE.
(A) Common Enemy Doctrine:
Prior to 1980 the law with respect to surface waters was referred to as the
"Common Enemy Doctrine" which was set forth in Connecticut in the case of Tidewater
Oil Sales Corporation vs. Shimelman, 114 Conn. 182, 158A.229 (1932). The Court
stated the rule as follows:
"...an owner of land has the right to occupy and use it as he sees fit
generally speaking by changing its surface or erecting structures upon it, despite
the fact that such a use will cause surface water falling upon it or naturally
flowing over it from adjacent lands to accumulate upon the latter or to pass over
them in changed direction or quantity."
The Tidewater Court later amplified its description of the rule as follows:
"A landowner is under no duty to receive upon his land surface water from the
adjacent properties,but in the use of improvement of it he may repel such water at
his boundary. On the other hand, he incurs no liability by reason of the fact that
surface water falling or running onto his land flows thence to the property of
others in its natural manner. But he may not use or improve his land in such a
way as to increase the total volume of surface water which flows from it to
adjacent property, or as to discharge it or any part of it upon such property in a
manner different in volume or course from its natural flow, to the substantial
damage of the owners of that property".
W.•VffIGATEVMJ-Memorandum.dm
In that case the downstream owner improved his property by raising the elevation
two feet above the elevation of the upstream property. When the upstream owner
complained that the downstream owner had blocked and destroyed the natural drainage
across the downstream property, the court found for the downstream owner based on the
above rules. However, it found for the upstream owner with respect to that drainage
which the downstream owner, by virtue of raising his elevation directed back onto
property of the upstream owner, since that was a change in the natural drainage flow.
(B) Reasonableness of Use Rule:
In 1980 the Court in Page Motor Companp, Inc. v. George P. Baker, et al 182
Conn. 484 upheld a trial Court fording that the Penn Central Railroad had no liability for
permitting a drainage structure under its railroad to become clogged as the result of which
an upstream owner suffered damage from unusually heavy rain. The Court upheld the
finding of the trial Court that the plaintiff had not proved any acts by the defendants that
had caused its damage. It found that the trial Court's recitation of the Common Enemy
Doctrine to be a correct statement of the prior law as set forth in Tidewater, but that it
was time "to alleviate the harshness of that doctrine". The Court stated that "...the
inflexibility of the old rule should be modified so as to allow some reasonable latitude".
It then adopted what has come to be called the"Reasonableness of Use Rule"recognizing
that it was doing so by way of dictum. It stated the rule as follows:
"Generally, under the rules of reasonable use, the landowner, in dealing with
surface water, is entitled to take only such steps as are reasonable, in light of all
circumstances of relative advantage to the actor and disadvantage to the adjoining
landowners, as well as social utility".
After studying the development of the Reasonableness of Use Rule in New
Hampshire and New Jersey the Court further approved that rule,
"...which was said to have the particular virtue of flexibility, since the issue of
reasonableness became a question of fact to be determined in each case under a
consideration of all relevant circumstances, including such factors as to the
amount of harm caused, its forseability, the purpose or motive with which the act
was done, and the consideration whether the utility of the use of land outweighed
the gravity of the harm resulting".
In 1981 the Appellate Division of the Superior Court set aside a judgment in favor
of the downstream owner who had erected a house and placed large boulders at the
property line and raised the elevation of her land blocking the natural flow of water from
the plaintiffs property because it was decided under the Common Enemy Doctrine and
should now be reconsidered in light of the Court's adoption of the Reasonableness of Use
Rule Smitk et al vs. Rosen,37 Conn. Supp. 634.
W.I LITIGATE UMJ-Memorandum d x
• 0
In 1982 the Court upheld a judgment in favor of the upstream landowner against
the downstream owner who raised the level of its downstream property causing flooding
of the plaintiff's upstream property. This decision was upheld applying the
Reasonableness of Use Rule. Ferri vs Pyramid Construction Company, 186 Conn. 682.
In 1983 the Court upheld a judgment for the downstream owner under the
Reasonableness of Use Rule. In that case the downstream owner purchased the lowest lot
in what became a larger subdivision. The lot was subject to a Drainage Easement
through a ditch which was initially 2-feet wide and approximately 2-inches deep.
Thereafter the developer and town approved a development of upstream property into a
number of building lots which increased the surface water flow across plaintiff's property
expanding the ditch to approximately 8-feet wide and 2-6" deep and estimated to have
increased the flow by more than 40%. That Court approved the Reasonableness of Use
Rule set forth in Page, supra, and applied the same general rationale to the meaning of a
Drainage Easement. In that case the trier found against the defendant and found the
additional drainage was an unreasonable burden upon the plaintiff. Peterson vs. Oxford,
189 Conn. 740,459 Atlantic 2°d 100.
In 1999 Judge Lavine denied a temporary injunction requested by a downstream
owner against the development of upstream property. In that case the plaintiff owned a
farm on the east side of East Street in Suffield (between East Street and the Connecticut
River) while defendant sought to develop and obtain subdivison approval for an 8-lot
subdivision on the opposite side of East Street. Drainage from the subdivision was
collected in a detention basin and discharged under East Street through a Connecticut
DOT drainage culvert which had been in place for at least 27 years. The Court there
restated the Reasonableness of Use Rule but denied the injunction because of the
additional proof required for a temporary injunction and the fact that the plaintiff had not
been able to prove that all of the damage resulted from the subdivision development since
other road drainage contributed to the surface flow and plaintiff had re-directed the
natural flow of water on his property. Bielonko Trustee vs. Blanchette Builders, Inc.,
1999 WL68650.
II. THE EASEMENT GRANTED BY LAKEWOOD TO UNITY IS NEITHER
PERSONAL TO UNITY NOR DOES IT PROHIBIT ACCEPTING FLOW
ORIGINATING ON THE UPLANDS ABOVE UNITY.
A review of the easement document recorded in the South Windsor Land Records
in Volume 1605 at Page 61, et seq, by its terms in paragraph 14 thereof"shall inure to the
benefit of and be bonding (sic) upon the parties hereto, their successors and/or assigns".
That is the standard language of limitation making this a permanent easement and not
personal. The principal purpose of the easement is set forth in preamble (d) to be the
installation of a pipeline drainage system. Thereafter, the terms and conditions of the
easement, paragraphs 1, 2, 3, 4, 5, 6, 11 and 12 address the design, construction and
maintenance of the system on the Lakewood property. Nowhere in the document is there
an attempt to specify or limit the flow or velocity of the water or the drainage area.
W.TMGAMMT Mvwran&m.doc
All of the surface water drainage proposed to flow through the Lakewood
property as the result of the Emerald Green Development has in the past flowed through
the Unity property and Lakewood property and will continue to do so. The drainage
system designs and improvements are planned under engineering standards promulgated
by Connecticut DOT and the South Windsor subdivision regulations so as to control the
flow of surface water and not cause damage to the downstream property. Whether the
design in fact accomplishes that purpose in compliance with the aforesaid design
standards is an appropriate consideration for the Planning & Zoning Commission.
Assuming the Commission finds compliance with those standards, then the system and
subdivision should be approved.
Even if the Lakewood Easement should be considered personal, based upon the
Reasonableness of Use Rule set forth by the Supreme Court in Page, supra, JMJ through
its Emerald Green Development is entitled to have the surface water flow to Unity and on
through the Lakewood property so long as it does not unreasonably damage the
Lakewood property. The design is intended not to increase the burden but to control the
flow so that the existing system in Lakewood would handle the flow even for a 100-year
storm.
III. UPON ACCEPTANCE BY THE TOWN OF SOUTH WINDSOR OF THE
ROAD PROPOSED IN THE SUBDIVISION, THE TOWN WILL HAVE
THE RIGHT TO DISCHARGE ROAD DRAINAGE TO THE DETENTION
BASIN ON THE EMERALD GREEN PROPERTY AND FLOW THE
WATER DOWNSTREAM THROUGH UNITY AND LAKEWOOD.
Road Drainage from proposed Church Way will discharge to the detention basin
within the Emerald Green Subdivision and flow thence through the Unity property and on
through the Lakewood property to the river. The anticipated flow has been calculated
and provided for within the design of the detention basin as part of the subdivision
development. The Town's right to discharge to the subdivision detention basin will be
assured either by the grant of easements in connection with the grant of the fee title to the
road and/or ownership of the detention basin. The Town will further be an assignee of
the subdivider's easement rights to discharge to Unity. The Town drainage flow through
Unity into the Lakewood property has the same legal rights as in the above analysis with
respect to the upland discharge to the downstream Lakewood property based upon the
Reasonableness of Use Rule.
In addition, the Town has the benefit of Connecticut General Statute Section 13a-
138 which permits drainage through any person's land so far as necessary to drain water
from its road and compliance with the Drainage Manual of Connecticut DOT, Revised
Many, 2002, a copy of which is attached.
W.WIGATEVMJ-Memorandum.d x
CONCLUSION
The proposed 3-lot residential subdivision is the use contemplated by and
permitted by the existing zoning regulations and is therefore a reasonable development of
the upland property.
JMJ Construction, Inc. will present persuasive evidence that the natural flow of
water from its proposed subdivision property flows through the Unity property and the
Lakewood property either in its natural course or utilizing the drainage facilities
previously constructed within the Lakewood property; that the design for the proposed
subdivision will so control the flow of water that no unreasonable damage will be
sustained by Lakewood; and that the design complies with both DOT designs standards
and the South Windsor Subdivision Regulations. Assuming the Planning & Zoning
Commission is persuaded and makes those findings, then it must apply the
Reasonableness of Use Rule set forth by the Connecticut courts and not fail to approve
this subdivision on the basis of objection from the downstream landowner. The Planning
& Zoning Commission should not be and is not the arbiter of property issues between
nearby property owners. If the design meets the town regulations, it must approve the
subdivision. In this case JMJ is providing a detailed analysis of its engineering design as
well as its legal rights to demonstrate compliance with all of those rules.
Respectfully Submitted
JMJ CONSTRUCTION, INC.
By 321e=' =
Atherton B. Ryan,Its Attorney
310 Hartford Turnpike
Vernon, CT 06066
Juris#52498—Tel.#860-875-3375
Fax#860-872-3862
W.I LITIGATEVMJ-Memorandum.dm
VOL. 1 S O 5 PACE 61 , <,
:_ . Yt x
ST RM WATER DEW `N�EASEMENT AGFtEEMEN'T 0084
THIS STOFW WATER DRAjbiAGE EASEMENT AGREEMENT(the'Agreement") 3 N,
is entered into this-sit day of JVI AV _ _ .2004,by and between Lakewood of South ly Y
Windsor, Inc. (the"Association"),whose address is Lakewood of South Windsor,Inc.,Go
Mr. Bryan Palmer, G&W Management, Inc., 102 Pitkin Street,P.O.Box 2W928,East
Hartford,CT 06128-0829 and Unity Church of Hartford Inc. ("Un'
730 Farmington Ave.,West Hartford,CT 06119. )�whose address is # � x
PREAMBLE
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a. The ...•,%� � ��'�
Association is the association of unit owners of Lakewood,a planned
unit development("Lakewood")and the owner of the common elements of
the development,including the roadways and sewer,water and other utility _
lines. Pursuant to the governing documents for the development,the
Association has the authority to grant easements over and n the common
elements. w
b. Unity owns property which is contiguous with Lakewood property. The :�- a �• :
topography of the Unityt property is configured in such a way that stator , ,
water drains onto Lakewood property. This agreement's purpose is to ease ;
surface drainage from Unity to Lakewood by allowing connection to 4,.
Lakewood's existing storm drainage system. i
C. There are two surface water drains which are designed to handle storm { =
water runoff at Lakewood located at 26 Pintail Circle and 34 Goose Nest,
and at the comer of Mallard Place(the"Drains"). It the storm water
drainage from the Unity property could flow to the Drains,any existing
Problems could be eliminated. d -
d• The Association desires to grant easements to Unity across certain s ,
common elements and limited common elements at Lakewood from the
Unity Property to the Drains for the purpose of installing a pipeline drainagez t
system (the"Drainage
)�e S ter" and to that end the parties have entered
Into the following
Agreement on the terms and conditions and for the mutual
considerations set forth below.
TERMS AND CONDITIONS y
1. Consideration of ha a4� atlon �,"t
The Association hereby grants to Unity the utility easements described on =r>
Exhibit A,attached hereto and Inc
orporated herein by reference,for the
Purpose of constructing and installing Drainage System,as more
specifically set forth below,to carry storm water runoff from the Unity ,� 'r
property to the Drains. Said easement is hereby conveyed with quit claim
covenants and without warranty of any kind. +
2. t
Consideration of Unity
In consideration for the grant of the easements by the Association,Unity
agrees as follows:
CONVEYANCE TAX RECENEp ;
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1605PAsE 62 s
a. Unity shaft be responsible for and pay aft costs,including attomey
fees and engineering fees,incurred by the Association related to the <ti
Preparation of this Agreement and the deeds,surveying of the
easements and review of the construction plans and any other costs
incidental to the construction and installation of the Drainage
System.
b. Unity shall not unreasonably alter the existing system of"swales"or
the topography of its property or the Lakewood property in the
course of installing the Drainage System without the prior written
consent of the Association and its engineers. Excluded from this
requirement are minor changes In topography on Unity property '
which must be made during construction to accommodate
unanticipated problems provided,however,even such minor {'
changes must be approved verbally in advance by the Association
and Its engineers in advance of the work.
,; C. Unity shall provide landscaping,Including earthwork and vegetation,
as buffering between the Unity
;`}• ty property and the Lakewood property
' =
` at(coati"ysin' ons and to such an extent as the parties shall agree as the
';
3 r s• construction of the Drainage System proceeds and landscaping
requirements become apparent. Unity has previously obtained
approval for tentative landscaping on the project from the South r
Windsor Planning and Zoning Commission pursuant to Landscaping
Change Order drawings approved on April 22,2003. The
landscaping to be done pursuant to this paragraph shall be in
�i addition to the landscaping set forth in the change order. Unity
intends to restore both easement locations to their prior condition as
b=:;•<;4'_ much as practicable,and,In addition,to verbally arrange for
agreement with the Association on such other buffering landscaping ,
that may be necessary to enhance the privacy of Lakewood from the
ul activities of Unity Church. y:
d. Unity agrees to repair,at Its sole cost and
.' lawns, trees,shrubs or utility lines or roads within Lakewood
property which is caused by the construction of the Drainage
Provide such System
F' repair to the satisfaction of the Association by
mutual verbal n T agreement.
.t 3. Location and Size of Drainage Rfoes
8s
Prior to the commencement of any construction,the parties must agree as
to the size of the Pipes and the exact location thereof within the easements.
Failure to reach agreement as to these matters will terminate this
Agreement,and the Association shall not be obligated to grant the
t easements,and this Agreement shall become null and void.
Y� 4.
Road Excavation
'1 It Is the Intention and contemplation of the parties that only grassy open
areas at Lakewood will be excavated,tom up,or otherwise disturbed except
'';` s as may be necessary on roadways within the development at or near the
Drains where the Orainag tem must be connected. While Unity will be '` }
liable for the disruption or 11page to all Lakewood property pursuant to
m r �ii't cY
Paragraph 2.d. above UntTigrees to make every effort to minimize all • � 4 ..
disruptions to the Lakewood property. In the event the presence of existing �:a'•)k k
utility lines at Lakewood prevents the installation of the underground pipes
by Unity within the designated grassy areas,so that roads within the y sr � a'
Lakewood development must be excavated,then any design changes must
be reviewed and approved by the Association and its engineers prior to the � :� :
commencement of construction work on any such roadways.
5. Construction and Installation Work the Performed by AH Slater
Construction Company.
The parties agree that all work on the project shall be performed by or under
the supervision of J&H Slater Construction Company,the original contractor
for the developer of Lakewood.
, §q
6. Engineering Reviews.
The engineering firm for the Association shall be Suck&Suck Engineering,
and the engineering firm for Unity shag be Design Professionals,Inc. Any
reference herein to the engineers sha!l be to those companies. No
r
easement shall be granted and no construction work begun until a s :
m
3; � �
engineering plans have been agreed to and signed off on by both engineers
and by both parties.22.
7. Eliaible Mortgagee Aooroval.
Pursuant to subsection 15.4C of the Declaration of Lakewood the 1
48 :
Association may grant easements across the common elements with the
approval of eighty
Percent(8096)of all Eligible Mortgagees as defined in the �.,`�• •• a. '
Declaration. The Association has obtained this approval.
1'
8. Scope of Agreement.
< c' s-
The subject matter of this Agreement is limited to the storm drainage
easements and the Drainage System to be constructed therein. it
specifically excludes a previous request of Unity for a sewertine connections x
between Unity's sewedine and that of the Association. That request was
denied by the Association,and it is not revived by this Agreement. S of X;r
Yr
fli ..b 9. Government Ag ro L yals. ��:� rflu
Ali plans for the grant of the easements and the construction of the
Drainage System as well as for any additional landscaping pursuant to
paragraph 2.c.are subject to the approval of the appropriate departments of # �
the Town of South Windsor. It shall be the responsibility of Unity and its
engineers,at Unity's sole cost and expense,to ensure that all required
governmental approvals have been obtained prior to commencement of
3 k�:
construction of the Drainage System or any additional landscaping. . �.}-
3
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va. 16 O eJ PAGE 64
10. Mediation and Arbitration.
a. If a dispute arises out of or relates to this Agreement,or breach
thereof,and if said dispute cannot be settled through direct
discussions,the parties agree to first endeavor m settle the dispute
in an amicable manner by non-binding mediation under the
Construction Industry Mediation Rules of the American Arbitration
Association,before having recourse to arbitration or a judicial forum.
b. Should mediation not produce a satisfactory result,the dispute shall
be submitted for arbitration in accordance with the rules of the
American Arbitration Association. If the American Arbitration
Association establishes special rules for common interest r
community disputes,such rule shall apply. If the American s:
Arbitration Association ceases to exist or declines to accept the
' submission,some other organization engaged in conducting
arbitration or alternative dispute resolution in Connecticut will accept
.r the submission,the dispute shag be submitted to such other
organization. All issues submitted to arbitration under the provisions
of this section shall be decided by a single arbitrator. Judgment
'. upon the award rendered by the arbitrator may be entered in any
court having jurisdiction her8ot. Both parties would be responsible
for their own costs associated with mediation and/or arbitration.
11. Repair and Maintenance of Drainage System After Completion
I Unity shaft be responsible for all costs of inspection,maintenance and repair t
of the pipelines following their installation, as well as for the costs of any
«� damage which may result to Lakewood property as a result of any
breakdown in the pipeline or repair work which disrupts Lakewood property.
Unity shall have a right of access to its pipelines along the easements
granted herein for the purposes of inspecting,maintaining and repaiffng the k
pipelines.
12. Failure of Unity to Make Regajrr or Restoration.
In the event Unity fails to restore Lakewood property to the Association's
->r satisfaction during construction of the Drainage System or following any
subsequent repairs,the Association shall have the right to have the
restoration completed and UMty shag be responsible for the costs thereof.
13. ModWication.
This Agreement may be amended or modified only in writing.
14. Recordin-and Inurement.
This Agreement and any modifications hereto shall be recorded in the Land
Records of the Town of South Windsor and shall inure to the benefit of and
be bonding upon the parties hereto,their successors and/or assigns.
4
VUL. svv0Mat vu fx .
15. Fees and Costs Uoon T�&atlon • :4 `
Notwithstanding anything to the contrary herein,in the event this Agreementqii
Is terminated,Unity shall remain responsible to pay the Association any
fees or costs incurred by it prior to the termination.
16. Entire Agreement.
parties and $
This document constitutes the entire agreement betweenthe
may be modified only in writing. �`
17. Indemnification and insurence. d ' Y � „_`
a. Unity shall indemnify and hold harmless the Association and unit
f YR p
owners from all liability for damages or injuries to the extent it Is
responsible arising from the performance of its duties or that of its
agents hereunder In installing and maintaining the Drainage System ;
or the failure to perform such duties. a s;
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fiYRrt= tid�• �
b. Unity shall purchase or ensure that its contractors and
subcontractors purchase and maintain in full force and effect ,•r ,��,f��,..
throughout the term of this agreement Worker's Compensation
insurance as required by the laws of the State of Connecticut and
liability insurance covering injury to persons and property within the
boundaries of the Lakewood planned unit development in an amount �Z-4,
at least equal to the statutory limits set by the State. To an extent ;r+
possible and practical,the insurance policies shall name the
Association as additional insured,and Unity shall provide the
Association with a Certificate of Insurance within 10 days of the
commencement of the work on the Delivery System. ' t
(signature page foblows]
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IN WITNESS WHEREOF,the parties have affixed their signatures on the dates set
forth below.
LAKEWOOD OF SOUTH WINDSOR,INC.
vt c.� P�SI.0 eke r osaA►+ oac rr
Tits:f-h�S i oa T
Duly Authorized
UNITY CHURCH OF HARTFORD,
y*, <
INC.
Duly Au horized
ri
.p STATE OF CONNECTICUT) Id, '
>, ) sJ
k: COUNTY OF f r )
3' 2004,before me,the undersigned officer,personally
? On this the day of ( coven to be the
a red ,known to me(or satisfactorily proven)
f of Lak of South Windsor,Inc.,a Connecticut corporation,and
res s therein
' a acknowledged that he/she executed the foregoing instrument for the purpose
contained as his/her free act and deed and the free act and deed of said corporation.
J In Witness Whereof I hereunto set my hand.
f
Notary PublWW Commission Expires:-
;•: Commissioner of the Superior Court
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VOL. 16 U 5 PAGE o t g= 194
K.
STATE OF CONNECTICUT) �L`��
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at Wt ar .
COUNTY OF�Lrffp
On this the day of 4,20o4,before me,the undersigned officer,personally
a geared otin ,known to me(or satisfactorily proven)to be theF.f ,� <
Pnespdo..a of Unity Church of Hartford, Inc.,and acknowledged that he/she executed
the foregoing instrument for the purposes therein contained as his/her free act and deed �`wFlr
and the free act and deed of Unity Church of Hartford, Inc. r
In Witness Whereof 1 hereunto set my hand. rt .
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Legal Description
Drainage Easements With Rights To Discharge i
In Favor Of Unity Church, 919 Ellington Road,South Windsor('Grantee")DPI Project No. 1452 ;;T
' s s
Beginning at a point,said point being the southwest corner of the easement,said point
also being 112.12 feet,along a bearing of N680 15'16"W to an existing iron pin located at
the northwest property comer of the Grantee's property;thence, N059 33'39"E,through
property now or formerly of Lakewood Condominium,a distance of 75.06 feet to a point; ,:;, .
thence, N71°55'59"E through property now or formerly of Lakewood Condominium,a
distance of 149.65 feet to a point,thence, S18 04 01 E through
Po ' ug property now or formerly
of Lakewood Condominium,a distance of 20.00 feet to a point;thence,S71°55'59"W tz r
through property now or formerly of Lakewood Condominium,a distance of 136.57 feet to4
a point;thence,S05°33'39"W through property now or formerly of Lakewood rx
Condominium,a distance of 68.17 feet to a point;thence,N65°21'20"W along property
c1.P
now or formerly of Lakewood Condominium,a distance of 7.45 feet to a point;thence, y
N680 15'16"W along property now or formally of Lakewood Condominium,a distance of
13.49 feet to a point,said point being the point and place of beginning.
4r4 �e
Beginning at a point,said point beingthe southeast corner of the easement,said point also
being 46.00 feet,along a bearing of S670 21'49"E an existing iron pin located along the
northerly property line of the Grantee's property,thence,N6r 21'49"W along property
now or formerly of Lakewood Condominium,a distance of 20.00 feet to a point;thence,
N22°38'11"E through property now or formerly of Lakewood Condominium,a distance of 9 '
32.00 feet to a point;thence,S670 21'49"E through property now or formerly of Lakewood
Condominium,a distance of 20.00 feet to a point;thence,S2r 38'1101W through property
now or formerly of Lakewood Condominium,a distance of 32.00 feet to a point,said point
being the point and place of
beginning.
RECEIVED FOR RECORD: °
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CONNECTICUT
DEPARTMENT OF TRANSPORTATION
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DRAINAGE MANUAL
i i C
li'• e
P!
Prepared by the
OFFICE OF ENGINEERING
iI
BUREAU OF ENGINEERING & HIGHWAY OPERATIONS
Ei 11
DIVISION OF DESIGN SERVICES
HYDRAULICS AND DRAINAGE SECTION I�
OCTOBER 2000
includes May 2002 revisions
i
PREFACE
a �
h
e:
The American Association of State Highway and Transportation Officials (AASHTO) Task a
Force on Hydrology and Hydraulics Model Drainage Manual serves as a basis for this
manual. The Connecticut Department of Transportation(ConnDOT)Bureau of Engineering
and Highway Operations,Division of Design Services,Hydraulics and Drainage Section has
modified the Model Drainage Manual to apply specific principles that are applicable to
Connecticut's resources. The ConnDOT Hydraulics and Drainage Section has incorporated
many other references and their numerous years of experience into this comprehensive
drainage manual to provide guidance on roadway drainage.
The objectives of drainage design are to provide thorough investigation and planning,
adequate design, construction and durability of ConnDOT facilities while also providing
for the safety of the travelling public and adjacent property owners;-to minimize any
undesirable effects which might be caused by the construction and maintenance of the `
facility; and to achieve an optimum balance .between risk of damage to the facility and
the cost of construction. Each of these objectives contains within it the implication of
certain judgements and decisions which must be.made by the designer. j
This manual contains the design criteria to form a framework for achieving the goals i
listed above. It is the responsibility of the designer to develop the required hydrologic
and hydraulic data for any given project or site. Using this base data, the best overall
solution must be tailored to the situation when a particular design may require decisions
involvingconflicting value judgements such as economics vs. environmental
g j g
considerations.
The need for proper field site investigations, collection of data, analysis of data, and
exercise of judgement are the foundations of good drainage design that will enable proper
use of the criteria set forth.in this manual. It is with this goal in mind that this drainage
manual has been prepared. it
is
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Leal Aspects 2 5 1
2.5 State Water Rules
2.5.1 Basic Concepts
Two major rules have been developed by the courts regarding the disposition of surface waters.
One is known as the.civil law rule of.natural drainage. The other is re
ferred to as the
e common
enemy.doctrine. Modification of both rules has tended-to bring them somewhat closer together,and
in some cases the original rule has been replaced by compromise rule known as the reasonable use
pile.
Much of the law regarding stream waters is founded on a common law maxim that states "water
runs and ought to run.as it is by natural law accustomed to run." Thus; as a general rule, any
interference with the flow of a natural watercourse to the injury or damage of another will result in
liability. This interference,may involve augmentation, obstruction and detention, or diversion of a.
stream. However,there are qualifications.
In common law,_flood waters are.treated,as a "common enemy'of all people,lands and property
attacked or threatened by them.
In ground water law, the "English Rule," which is analogous to the common enemy rule in
surface water law, is based on the doctrine of absolute ownership of water beneath the property by
the landowner.
2.5.2 Surface Waters
The civil law.rule_is based upon the perpetuation of natural drainage. (The rule places a natural
easement or servitude upon the lower land for the drainage of surface water in its natural course and
the natural flow o e water cannot-be obstructed by the servient owner to the detriment of the
dominant owner.QThe owner of upper lands has an easement over lower lands for drainage of
surface waters. These natural drainage conditions can be altered by an upper prop 'etor provided
the water is not directed`in such a manner or quantity to do more harm than formerly. "
Under.the common enemy doctrine, surface water is regarded as"a common enemy which each
property owner may fight off or control as .they will or is able, either by retention, diversion,
repulsion, or altered transmission. Thus, there is not cause of action even if some injury occurs
causing damage. _In most jurisdictions_, this doctrine has been subject to a limitation that one must
use their land so as not to unreasonably or-unnecessarily damage the prop
erty of others.
Under the reasonable use rule, each property owner can legally make reasonable use of their
land, even though the flow of surface waters is altered thereby and causes some harm to others.
However, liability attaches-when-their harmful interference with the flow of surface water.is
"unreasonable." Whether a Iandowner's use is unreasonable is determined by a nuisance-type'
balancing test.' The analysis'involves several questions.
• Was there reasonable necessity for the actor to alter the drainage to make use of their land?
• Was the alteration done in a reasonable manner?
• Does the utility of the actor's conduct reasonably outweigh thg gravity of harm to.others?
2.5.3 Stream Waters
Where natural watercourses are unquestioned in fact and in permanence and stability, there is
little difficulty in application of the reasonable use rule. Highways cross channels on bridges or
culverts,usually with some constriction of the width of the channel and obstruction by substructure
October 2000 ConnDOT Drainage Manual
2.5-2
i
within the channel; both cause backwater upstream and acceleration of flow downstreana ^
small as to be tolerable b adjoining.owners,or there may be
changes in regime must be so sma Y
of any injuries or damages suffered.
waters from highways are often en discharged.into the most convenient watercourse_;_
right is unquestioned if those waters were naturally tributary to the watercourse and unchall
the watercourse has adequate capacity. However, if all or part of the surface waters h
diverted from another watershed to a small watercourse, any lower owner may compiy'.
recover for ensuing damage. V
2.5.4 Flood Waters - IIII,1
Considering
a common enemy permits all affected landowners including p._'"
tors
flood waters
as Y
ro
of highways, to -act in any reasonable way to protect themselves and their property fr
common enemy. They may obstruct its flow from entering their land, backing or diverting
onto lands of another without penalty, by gravity or pumping, by diverting dikes or ditches,
any other reasonable means.
" has frequently been applied, and liability can result
Again, the test of"reasonableness j
unnecessary damage is caused. Ordinarily, the highway designer should make provis
overflow in areas where it is foreseeable that it will occur. There is a definite risk of liability
waters are impounded on an upper owner or, worse yet, are diverted into an area where they
not otherwise have gone. Merely to label waters as "flood waters" does not mean that they-
disregarded. .._ �
ded.
sonable Use Rule"„
g
The "English Rule' has been modified by the "Rea which states in
that each landawneris restrieted-te&-reasonable exercise of their own right and a reasonable
their property in view of the similar right of their neighbors. -
The key word is "reasonable." While thin may be interpreted somewhat differently from
l utilize subsurface water on .
_case, it can generally be taken to mean that a la
ndowner can
F property for the benefit of agriculture, manufacturing, irrigation, etc. pursuant to the reas� '.''
development of their property although such action may interfere with the underground water
However,it does generally preclude the withdrawal of
neighboring proprietors. un
derground Y a
for distribution or sale for uses not connected with any beneficial ownership or enjoyment of
' land from whence they were taken.
A further interpretation of "reasonable" in relation to highway construction would view tl ;;
excavation of a deep "cut section" that intercepts or diverts underground water to the detriment
adjacent property owners as unreasonable. There are also cases where highway construction
permitted the introduction of surface contamination into subsurface waters and thus incurred~
liability for resulting damages. {
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October 2090
ConnDOT Drainage Manual _...
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Le al A cts 2.6-3
• State's right to outlet highway drainage—The State has the well-established right to outlet
highway drainage into a natural watercouse within the Jughway right-of-way,provided such a
watercourse is the'eventual natural recipient of the collected runoff. This right is not impaired.
even though the State, in the performance of its governmental duties,. increased the rate or
quantity.of water discharged from highway by changing the runoff characteristics of areas
being drained or by installing pipe and other drainage facilities. The right is impaired only if
the State increases the size of the drainage area from which the runoff is collected. If the
natural drainage area is exceeded, then deeded drainage rights must be acquired from all
owners adversely affected by the diversion. Should the State make drainage improvements
within an existing drainage area draining to a watercourse,which results in an increased rate of
flow causing an existing pipe on private property to be of inadequate capacity,the State is not
obligated for improvements necessary on private property. The State also has the right to
increase the size of a culvert conducting a watercourse under a state highway without
acquiring drainage rights. The State must also conform to all applicable environmental laws,
some of which are noted in Section 2.6.5.
Generally,what is important for highway designers to keep in mind in the matter of water rights
is that proposed work in the vicinity of a stream should not impair either the quality or quantity of
flow of any water rights to the stream.
2.6.5 Environmental Law C
A
In addition to Federal laws which affect designs with regard to pollution, dredging and filling, .
Connecticut has several statutes pertaining to these aspects as well as flooding,dams and wetlands.The present statutes are as follows and are under the jurisdiction of the ConnDEP. t
0
• Inland Wetland and Watercourse-CGS 22a-36 to 45
This statute and regulations cover all inland wetlands and watercourses in the state. The
wetlands are defined by soil type and the watercourses are defined as'any body of water, t
standing or flowing,natural or artificial. Any impacts on wetlands or watercourses require a
permit. However, if an activity requires a tidal wetlands or structure and dredging permit,
then the ConnDOT is exempt from the inland wetland and watercourses process.
I °
• Stream Channel Encroachment Lines-CGS 22a-342 to 349
The State has established encroachment lines along major flood prone rivers. Any
encroachment or activity riverward of these lines regardless of elevation requires a permit.
• Water Diversion—CGS 22a-365 to 378
A diversion is any withdrawal, alteration,modification or diminution of the volume of water
that would occur at a point at any given moment. Wells or well systems wthdrawuig`more
than 50,000 gallons per day, stream relocation, stream channelization, stream bypass and
storm drainage system collecting surface water runoff from areas of 100 acres or more in
size;and dams and.impoundments are among the activities requiring permits. However, any
DOT highway project is exempt from this permit process if other permits are required from
D.E.P.
October 2000 ConnDOT Drainage Manual
jQN 2005
TOWN OF SOUTH WINDSOR SOUTH WINDSOR PLANNING DEPT.
STAFF SITE' CHANGE
FOR SITE & S,UAbIVISION
GENERAL:.
` CHANGE 'ORDER CONTACT PERSON n Phone No
Adores s;: A .
Site Name.' p&Z No. r"
Owner Phone No.
Contractor'`
` Signature: of Owne Dates
Signature of Design En Date:
CHANGE: (Describe location a d at, , of change. include
Four �4 ) copies of- plan/profile:of Change. ) 'y
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Reason: for: Change (Why is change' require:,)
d 06 ' .> �41A t.. COS 71 y
- 4 Nff r
ttt a
APPROVALS: (As Required)
Dix. .Of Pl:annl,ng �. a.B�.. .. Date:
Town Engineer Date:
Dir. of Public Works Date: a
y
Other: Q .,." Date;
STAFF COMMENTSjj
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White - Town Engineer Yellow. - Applicants.
Pink - Director ,of Planning Goldenrod -Engi ai* Depa ent- F