HomeMy WebLinkAboutSite Plan - Conservation (85) TOWN OF SOUTH WINDSOR
INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION
Application# Q L4— 5)—h Date Received q
INSTRUCTIONS
1. One application (1) with map and plans (2 copies) shall be submitted together with the fee set
forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South
Windsor. (See Regulations, Section VII—X)
2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be
reviewed with respect to the standards and criteria for application Evaluation. (See Regulations,
Section VII—X)
3. The applicant understands that this application is to be considered complete only when all
information and documents required by the Agency have been submitted. The applicant shall
also complete the state filing form.
A. Applicant's Name: Church of the Living God of Manchester
Address: 199 Deming Street,Manchester, CT 06040
Phone: (home) (work) 860-648-0520 (fax)
B. Legal owner's name: Church of the Living God of Manchester
Address: 199 Deming Street,Manchester, CT 06040
Phone(home) (work) 860-648-0520 (fax)
(List additional owners, addresses, and phone numbers on back of application)
C. If the applicant is not the owner of the subject property, a letter by the owner(s) authorizing the
proposed regulated activity set forth in the application must accompany this form and will be
part of the application. q
D. Project Name if an Church o the God
J ( Y) .f g /
1. Contact Person(if further information is needed)
Karen M. Isherwood, Design Professionals, Ina(work) 860-291-8755 (fax) 860-291-8757
E. The geographical location of the property which is to be affected by the proposed regulated
activities including a description of the land in sufficient detail to allow identification of the
property on the Inland Wetland and Watercourse Map.
Assessor's map# 29 Parcel# 12&13 Zone RR
F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet
if necessary)
See attached sheet
G. Have you notified all abutting property owners (from records in Town Clerk's office) by
certified letter that an application is pending before the Agency?
Yes
** (you are required to supply a copy of the letter with the list of the names of the
abutters).**
H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in
square feet and types of fill and the time element involved:
A total area of 16,160 sq. ft. (0.37 acre) of 80' Regulated Upland Review Area, (360 sq. ft./0.008
acre in South Windsor) associated with the 38 LF of intermittent watercourse will be disturbed in
order to redirect runoff from the abutting property and excavate as needed to provide the
proposed parking lot to support the proposed 1,200 seat capacity church sanctuary addition.
01MG Cam& F e&TiMq zeo AT i CGf0ST2OC,.-r0N Se7�tnN)
I. A class A-2 map of the property drawn to 1" = 40', showing the area to be developed, extent of
the wetlands and watercourses affected, topography, existing and proposed activities and names
and locations of adjacent property owners must be submitted.
J. Amount of regulated area disturbance and types of fill (including wetlands and regulated buffers).
16,160 sq. ft./0.37 acre upland review disturbance/no fil-excavation
K. Acreage of wetlands and watercourses in regulated areas to be altered:
LF ' 0.00Oa
L. Acreage of wetlands and watercourses to be created: 0
M. Lineal feet of proposed stream alteration: 38 LF intermittent watercourse to be redirected
N. Total land area of project and percentage which is wetlands: Total area= 10.48 acres; 0.008% in
Manchester
O. Identify all other permits or approvals that have been issued, applied for, or required with respect
to the proposed activity set forth in this application. (These may include but not be limited to,
local Planning &Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps
of Engineers, and any other State, Local or Federal Permits.)
P. The applicant (or designated representative) hereby attests that a sign will be posted at the
following location(s)Deming Street& elsewhere as required.
By: Design Pro ssionals, Inc. Name: Peter R. DeMallie
on or befor"llowin s directed by Town Staff
Signature:
These signs must be displayed continuously for at least ten (10) days prior to scheduled meeting
(see Regulations, Section 7.3a)
The undersigned hereby applies for the regulated activities listed in paragraph H above, for an Inland
Wetlands, Watercourses and Conservation permit for the property described herein and confirms
that:
1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation
Regulations of the Town of South Windsor.
2. She/he understands that at any time during the review period, the Agency may require the
applicant to provide more information about the wetlands and/or watercourses in question and/or any
proposed activity.
3. All information submitted in the application for review shall be considered factual, or in the case
of anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to
provide correct information, or performance exceeding the levels of activity anticipated, shall be
sufficient grounds for revocation of any permit under these regulations.
4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses
and Conservation Commission members and/or its representative to enter the portions of the
premises which are subject of the application for the purpose of inspection and investigation and
otherwise evaluating the merits of the application both before and after a final decision has been
issued.
Signature of Owner of Property
Date
Signature of Applicant
Date
Stormwater Management Plan
Church of the Living God
Manchester, Connecticut
RECEIVED
AUG 13 2004
South Windsor
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
Prepared by
Design Professionals, Inc.
165 South Satellite Road
South Windsor, CT 06074
DPI Project No. 01-1404
August 6,2004
CON
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Table of Contents: Page#
Introduction 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Riparian Buffers 1
Erosion/Sedimentation Control Systems 1
Stormwater Runoff Quality 1
Conveyance System 2
Discharge at the Natural Location 2
Maintenance and Operation 2
Topographic Contour Maps 2
Floodplain Boundaries 2
Drainage Design 2
On-Site Storm Sewer Calculations 4
On-Site Water Quality Measures 4
Conclusions 4
Appendices
TR-55 Analysis—Existing Conditions (Area 4) A
TR-55 Analysis—Existing Conditions (Area 3) B
TR-55 Analysis—Developed Conditions(Area 3) C
Detention Pond Design D
Routings E
Summary of Routings F
Introduction: The site is located north of Deming Street and west of Avery Street. The
site is presently developed with a church building and parking on the western end of the
site. The eastern end of the site is undeveloped and overgrown.
Proposed Development: The proposed development consists of the construction of a
27,OOOf sf addition to the existing church. As part of the development of the church site,
additional parking will be added along with associated drainage.
Off-Site Analysis: The existing parking area on site drains to a detention basin and
discharging into the storm system within Deming Street. Areas draining off-site
presently include the undeveloped area located to the east of the church which drains into
a series of catch basins located along the northerly boundary of the abutting development,
Gateway Plaza..
Peak Runoff Control: The detention basin has been designed to contain the runoff from
the 100 year design storm and control discharge to peak rates at or below existing peak
rates of discharge.
Nonstructural Drainage Systems: The site has been designed to provide an 8' wide
drainage channel, approximately 200' in length to channel undeveloped runoff farther
down the site and avoid the piped system within the paved lot. This channel can also
provide storage for snow stockpiling.
Riparian Buffers: There are no proposed riparian buffers on the site. There will be
some landscaped berms constructed along the eastern boundary to provide screening for
the parking areas.
Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control
plan has been developed as part of the site design. These measures include the following:
1. Installation of silt fence down-slope of disturbed areas.
2. Installation of silt fence around stockpiled materials.
3. Installation of hay bales around catch basins.
4. Seeding and mulching disturbed areas as soon as practical during construction.
5. Limiting the areas of disturbance during construction.
6. Installation of construction entrance pads, and sweeping of roadways as needed.
7. Maintenance of the above measures.
Stormwater Runoff Quality: The detention basin has been designed to over-detain,
achieving the recommended 40 hr residence time for the 2-yr storm event, for treatment
of runoff.
Conveyance System: The majority of the runoff from the site is directed to catch basins
or via the 8' drainage channel to the detention basin. The catch basins are piped to
discharge to the infiltration basin.
Discharge at the Natural Location: Presently the runoff from the site enters a series of
catch basins located to the north of the retaining wall of the abutting Gateway Plaza. This
piped stormwater system currently discharges into the drainage system within Deming St.
Post development,the discharge will continue to discharge at this location.
Maintenance and Operation: The following maintenance operations will be required to
ensure the proper and efficient operation of the Storm Water System. 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.
Pipe Outlet Locations: The pipe outlets and associated riprap shall be inspected
annually and cleaned of silt and or debris. The riprap shall be re-shaped and
replenished as required.
Catch Basins: The catch Basins shall be inspected annually. The sumps shall be
cleaned when the depth of material within the sumps reaches 1'.
Pavement Sweeping: The parking areas and driveways should be swept a
minimum of once in the spring shortly after the end of the snow season.
Detention Basin: The basin shall be inspected quarterly and cleaned of debris
etc. Any erosion or other problems noted shall be repaired promptly. The water
quality basin shall be cleaned of silt and accumulated material if standing water
lasts more than 5 days. All large woody growth that may affect the flow of water
or the stability of the basin shall be removed. The riprap shall be re-arranged and
added to as required to maintain the design as per the design plans.
Topographic Contour Maps: A topographic contour map has been provided showing
the developed drainage areas for the site at a scale of 1"=100'. The map showing the
developed conditions is included in the rear of this report. The existing drainage area of
the site all drains southerly into the drainage system within Gateway Plaza as shown in
attached VHB map (areas 3 &4).
Floodplain Boundaries: There are no floodplain boundaries on the site.
Drainage Design: The drainage design of the site has been completed utilizing a number
of computer programs and generally accepted design methods. The runoff from the site
under existing conditions was developed utilizing the TR-55 computer program. As part
of the analysis, the Drainage and Stormwater Quality Report by VHB for the proposed
retail development was used for much of the background information. The drainage
piping on site was designed using the rational formula.
Based on the VHB report, the retail and offsite drainage areas are divided into 4
components. The retail site is encompassed by areas 1 & 2. The offsite areas including
the church property are included as areas 3 & 4. Area 3 collects runoff from
approximately 13.0 acres and combines with Area 1 to discharge into the storm sewer
within Deming Street opposite Hale Road; Area 4 collects runoff from approximately
3.21 ac., combines with Area 2 and discharges to the same storm system in Deming
Street to the East of Hale Road.
The basic concept of the proposed design is to detain the increase in runoff from the
developed Church site and control the discharges from the basin to at or below existing
peak discharges.
The development of the Church site involves only areas 3 & 4 from the original VHB
report. Area 4 will not recognize a change from existing to developed conditions due to
the negligible increase in impervious area(0.10 ac. of 2.31 ac. total). The TR-55 analysis
for Area 4 is included in appendix A.
Area 3 was analyzed under both existing and developed conditions using the TR-55
computer program. Developed conditions include a 502-car parking lot on the Church
site. The results are included in appendix B and C respectively, and are summarized as
follows:
Design Storm Exist runoff from Area 3 Devel. Runoff from Area 3
2 9 15
10 19 26
25 25 33
100 36 44
Under developed conditions, the site will be designed with a storm drainage system and
detention basin to collect the runoff from the newly developed area. The basin has been
designed using the Hydroflow Hydrograph Computer program, to contain the runoff from
up to the 100-year design storm. The stage storage and storage discharge table is included
in appendix D. The routings for the 2, 10, 25 and 100-year storm events are included in
appendix E. The summaries are included in appendix F. The summary of the results is as
follows:
Design Storm Devel. Runoff to basin Devel. Runoff from Basin
2 15 6.3
10 26 16.3
25 33 19.3
100 44 28.2
On-Site Storm Sewer Calculations: All drainage on site will be directed to the
detention basin.
On-Site Water Quality Measures: The site design with the detention basin will provide
for 0 increase in peak runoff from the site for the 2-100 year storm events. The site is
presently used as a church. As such, the paved areas experience a light traffic loading.
Generally the only time that the large majority of the pavement will be used is for the
weekly service, and for special events. For the remainder of the week, there will
generally be only a few cars in the parking lot. The detention basin has been designed to
over-detain for the smaller storm events, extending the residence time within the basin
allowing greater time to be absorbed by the vegetation.
Conclusions: The on-site detention basin will mitigate any potential stormwater impacts
from the development of the site.
APPENDIX A
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County : HARTFORD State: CT Checked: Date:
Subtitle: AREA 4 - EXISTING
-------------------------------------------------------------------------------
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% - 2.47 (61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 0.74 (98) - -
Total Area (by Hydrologic Soil Group) 3.21
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 3.21 Acres WEIGHTED CURVE NUMBER: 70*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County : HARTFORD State: CT Checked: Date:
Subtitle: AREA 4 - EXISTING
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 200 .035 J 0.203
Sheet 100 .03 E 0.139
Shallow Concent'd 500 .04 U 0.043
Shallow Concent'd 400 .06 U 0.028
Time of Concentration = 0.41*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County : HARTFORD State: CT Checked: Date:
Subtitle: AREA 4 - EXISTING
Data: Drainage Area 3.21 * Acres
Runoff Curve Number 70 *
Time of Concentration: 0.41 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number 1 1 1 2 1 3 1 4 1
1----------------------1------1------1------1------1
Frequency (yrs) 1 2 1 10 1 25 1 100 1
I I I I I I
1 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 I 6.9 1
I I I I I I
I Ia/P Ratio 1 0.27 1 0.18 ( 0.16 1 0.12 1
I I I I I I
I Runoff (in) 1 0.83 1 1.82 1 2.41 1 3.54
I I I I I I
I Unit Peak Discharge 10.604 10.651 10.665 10.682 1
I (cfs/acre/in) I I I I I
I I I I I I
1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 I
I 0.0% Ponds Used I I I I I
I----------------------1------1------i------1------1
I Peak Discharge (cfs) 1 2 1 4 1 5 1 8 1
* - Value(s) provided from TR-55 system routines
APPENDIX B
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County HARTFORD State: CT Checked: Date:
Subtitle: AREA 3 - EXISTING
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc. )
Poor condition; grass cover < 50% 1.54 (68) 10.7 (79) - -
Fair condition; grass cover 50% to 75% 0.35(49) - - -
Good condition; grass cover > 75% 0.30(39) - - -
Impervious Areas
Paved parking lots, roofs, driveways 0.11 (98) - - -
Total Area (by Hydrologic Soil Group) 2.3 10.7
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 13 Acres WEIGHTED CURVE NUMBER: 76*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County HARTFORD State: CT Checked: Date:
Subtitle: AREA 3 - EXISTING
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 100 .12 J 0.071
Sheet 200 .01 c 0.180
Shallow Concent'd 1000 .0100 U 0.172
Shallow Concent'd 400 .070 U 0.026
Time of Concentration = 0.45*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County HARTFORD State: CT Checked: Date:
Subtitle: AREA 3 - EXISTING
Data: Drainage Area 13 * Acres
Runoff Curve Number 76 *
Time of Concentration: 0.45 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number 1 1 1 2 1 3 1 4 1
I----------------------I------1------I------1------I
I Frequency (yrs) 1 2 1 10 1 25 i 100 I
I i I I I I
124-Hr Rainfall (in) I 3.2 1 4.7 I 5.5 1 6.9 I
I I I I I I
I Ia/P Ratio 1 0.20 1 0.13 1 0.11 10.09 I
I I I I I I
I Used 1 0.20 1 0.13 1 0.11 1 0.10 1
I I I I I I
I Runoff (in) 1 1.15 12.29 1 2.95 14.17
I I I I I I
I Unit Peak Discharge 10.619 10.652 10.662 10.670 1
I (cfs/acre/in)
I I I I I I
I Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00
I 0.0% Ponds Used I I I I I
1----------------------1------1------1------I------I
I Peak Discharge (cfs) I 9 1 19 I 25 I 36 1
* - Value(s) provided from TR-55 system routines
APPENDIX C
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County : HARTFORD State: CT Checked: Date:
Subtitle: AREA 3 - proposed
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc.)
Poor condition; grass cover < 50% - 9.5(79) - -
Impervious Areas
Paved parking lots, roofs, driveways - 3.5(98) - -
Total Area (by Hydrologic Soil Group) 13
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 13 Acres WEIGHTED CURVE NUMBER: 84*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County : HARTFORD State: CT Checked: Date:
Subtitle: AREA 3 - proposed
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 100 .12 J 0.071
Sheet 200 .01 c 0.180
Shallow Concent'd 1000 .0100 U 0.172
Shallow Concent'd 200 .060 U 0.014
Time of Concentration = 0.44*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project CHURCH OF THE LIVING GOD User: KMI Date: 07-29-04
County HARTFORD State: CT Checked: Date:
Subtitle: AREA 3 - proposed
Data: Drainage Area 13 * Acres
Runoff Curve Number 84 *
Time of Concentration: 0.44 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number I 1 I 2 1 3 1 4 1
i----------------------1------1------1------1------1
Frequency (yrs) I 2 1 10 I 25 I 100 I
I I I I I I
124-Hr Rainfall (in) I 3.2 l 4.7 1 5.5 i 6.9
I I I I I I
I Ia/P Ratio 1 0.12 1 0.08 10.07 1 0.06
I I I I I I
I Used l 0.12 10.10 l 0.10 i 0.10
I I I I I I
I Runoff (in) 11.68 1 3.00 13.73 l 5.04 1
I i I I I I
I Unit Peak Discharge 10.666 10.676 10.676 10.676
I (cfs/acre/in) I I I I I
I I i I I I
l Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds Used I I I I I
1----------------------1------1------1------1------1
1 Peak Discharge (cfs) l 15 1 26 l 33 I 44
* - Value(s) provided from TR-55 system routines
APPENDIX D
Reservoir Report Page 1
Reservoir No. 6 - pond 6 Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 211.00 8,180 0 0
1.00 212.00 10,680 9,430 9,430
3.00 214.00 15,840 26,520 35,950
4.00 215.00 18,490 17,165 53,115
5.00 216.00 21,190 19,840 72,955
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 24.0 6.0 24.0 0.0 Crest Len ft = 9.67 0.00 0.00 0.00
Span in = 24.0 6.0 24.0 0.0 Crest El.ft = 215.25 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El.ft = 211.00 211.00 212.75 0.00 Weir Type = Riser - - -
Length ft = 20.0 1.0 1.0 0.0 Multi-Stage = Yes No No No
Slope% = 17.50 1.00 1.00 0.00
N-Value = .013 .013 .013 .000
Oric Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration Rate = 0.00 in/hr/sqft 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 Ell Total
ft cult ft cfs cis cfs cis cis cis cfs cis cis cfs
0.00 0 211.00 0.00 0.00 0.00 -- 0.00 --- - - - 0.00
1.00 9,430 212.00 0.84 0.76 0.00 -- 0.00 -- --- --- --- 0.76
3.00 35,950 214.00 9.23 1.21 8.02 - 0.00 - -- - - 9.23
4.00 53,115 215.00 18.09 1.18 16.91 - 0.00 -- - - - 18.09
5.00 72,955 216.00 28.63 0.61 9.76 -- 18.26 - -- -- - 28.63
APPENDIX E
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
AREA 3: DEV. THRU POND
Hydrograph type = Reservoir Peak discharge = 6.38 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = pond 6
Max. Elevation = 213.71 ft Max. Storage = 32,078 cuft
Storage Indication method used. Outflow hydrograph volume=70,381 cuft
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
12.58 11.47 213.54 5.13 1.20 3.71 ---- ----- ____ ___- ___- 4.91
12.60 11.06 213.57 5.38 1.20 3.96 ----- ----- ---- ---- ----- ---_ 5.15
12.62 10.64 213.60 5.60 1.20 4.18 ----- ----- ---- ----- ----- ---- 5.38
12.63 10.22 213.62 5.78 1.20 4.38 ----- ---- ----- -----. ----_ ----- 5.58
12.65 9.78 213.64 5.94 1.20 4.56 ----- ----- ---- ----- ----- ___-- 5.76
12.67 9.34 213.66 6.08 1.20 4.72 ----- ----- ----- ---- ----- ----- 5.92
12.68 8.90 213.67 6.19 1.20 4.85 ----- ----- ---- ----- ----- ----- 6.05
12.70 8.46 213.68 6.29 1.20 4.96 ----- ----- ----- ----- ----- 6.15
12.72 8.03 213.69 6.36 1.20 5.04 ----- ----- ----- ---- ---- ----- 6.24
12.73 7.60 213.70 6.42 1.20 5.10 ----- ---- ----- ----- ----- ---- 6.30
12.75 7.19 213.70 6.46 1.20 5.15 ----- ----- _____ -___ ____ 6.35
12.77 6.79 213.71 6.48 1.20 5.17 ----- ----- ----- ----- ----- ----- 6.37
12.78 6.43 213.71 6.49 1.20 5.18 ----- ---- ----- ---- ----- ----- 6.38 <<
12.80 6.10 213.71 6.48 1.20 5.18 ---- ----- ----- ----- ---- ---- 6.38
12.82 5.80 213.71 6.47 1.20 5.16 ---- ----- ---- ----- ----- ----- 6.36
12.83 5.53 213.70 6.44 1.20 5.13 ----- ---- _____ _____ _-__ _____ 6.33
12.85 5.29 213.70 6.41 1.20 5.10 ----- ---- ----- ----- ----- ----- 6.30
12.87 5.07 213.69 6.37 1.20 5.05 ----- ----- ----- ----- ---- ---- 6.25
12.88 4.87 213.69 6.32 1.20 5.00 ----- ----- ----- ----- ----- ---- 6.20
12.90 4.68 213.68 6.27 1.20 4.94 ---- ---- ----- ----- ---- ----- 6.14
12.92 4.50 213.67 6.22 1.20 4.88 ---- ---- ----- ----- ---- ----- 6.08
12.93 4.34 213.67 6.16 1.20 4.81 ----- ----- ----- ----- ---_ ----- 6.01
12.95 4.18 213.66 6.10 1.20 4.74 ---- ----- _____ ---- ___- _____
12.97 4.03 213.65 6.03 1.20 4.67 ----- ----- ----- ----- ----- ----- 5.5.01
94
12.98 3.89 213.64 5.96 1.20 4.59 ----- ----- --- ---- ----- - 5.86
00 3.77 213.63 5.89 1.20 4.51 ----- ---- ___- _____ _____ 79
5.71
13.02 3.65 213.63 5.82 1.20 4.43 ----- ----- ----- -_- _____ _____ 5.71
13.03 3.54 213.62 5.75 1.20 4.34 -- _____ _____ _____ -----
62
-----13.05 3.43 213.61 5.67 1.20 4.26 ----- ---- ----- ---- ----- 5.54
- 5.54
07 3.34 213.60 5.60 1.20 4.18 ----- ----- ----- ----- ----- ----- 5.46
13.08 3.25 213.59 5.52 1.20 4.10 ---- ----- ----- --- _____ 37
5.29
13.10 3.17 213.58 5.43 1.20 4.02 --- ----- ---- ---- --__ 5.21
5.21
13.12 3.09 213.57 5.35 1.20 3.94 ----- ----- ----- ----- -----
3.13 3.02 213.56 5.27 1.20 3.86 --- ---- ___- _____ 5.13
13.15 2.96 213.55 5.19 1.20 3.78 ----- ----- ----- ----- ----- ----- 4.05
13.17 2.90 213.54 5.11 1.20 3.70 ---- ----- ----- ----- ----- ---- 4.97
13.18 2.85 213.53 5.03 1.20 3.62 ---- ----- _w_ ____ 89
4.81
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
AREA 3: DEV. THRU POND
Hydrograph type = Reservoir Peak discharge = 16.31 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = pond 6
Max. Elevation = 214.74 ft Max. Storage = 48,702 cuft
Storage Indication method used. Outflow hydrograph volume=131,314 cuft
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
12.38 26.90 214.31 12.50 1.21 11.28 ----- ----- ---- ----- ----- ---- 12.49
12.40 26.58 214.36 13.12 1.21 11.86 ----- ----- ----- ----- ---- ----- 13.07
12.42 26.22 214.41 13.66 1.20 12.39 ----- ----- ----- ----- ----- ----- 13.59
12.43 25.81 214.45 14.00 1.20 12.76 ----- ---- ----- ----- ----- --- 13.96
12.45 25.35 214.49 14.32 1.20 13.11 -- ----- ---- ----- ---- ----- 14.31
12.47 24.85 214.53 14.63 1.20 13.44 ----- ----- ----- ----- ----- ----- 14.63
12.48 24.31 214.56 14.93 1.19 13.74 ----- ----- ---- ---- ----- ----- 14.93
12.50 23.73 214.59 15.20 1.19 14.01 ----- ----- ----- ----- ----- ----- 15.20
12.52 23.11 214.62 15.43 1.19 14.24 ----- ----- ----- ----- ----- ----- 15.43
12.53 22.45 214.65 15.62 1.19 14.43 ---- ____ __M ----- ----- ----- 15.62
12.55 21.76 214.67 15.79 1.19 14.61 ----- ----- ----- ---- ----- ---- 15.79
12.57 21.05 214.69 15.94 1.19 14.76 ----- --- ----- ----- ----- ----- 15.94
12.58 20.31 214.71 16.06 1.19 14.88 ----- ---- --- ----- ---- ----- 16.06
12.60 19.55 214.72 16.15 1.19 14.96 ----- ----- ---- ----- ----- ----- 16.15
12.62 18.77 214.73 16.22 1.19 15.03 ----- ----- ----- ----- ----- ----- 16.22
12.63 17.98 214.74 16.27 1.19 15.08 ----- ----- ---- ----- --- ---- 16.27
12.65 17.18 214.74 16.30 1.19 15.11 ---- --- ----- __ 16.30
12.67 16.38 214.74 16.31 1.19 15.12 ----- ----- ----- ----- ----- ----- 16.31 <<
12.68 15.58 214.74 16.30 1.19 15.12 ----- ----- ---- ----- ----- ---- 16.30
12.70 14.77 214.74 16.28 1.19 15.09 ----- ----- ----- ----- ----- ----- 16.28
12.72 13.98 214.73 16.23 1.19 15.05 ----- ----- ----- ----- ----- ----- 16.23
12.73 13.21 214.72 16.17 1.19 14.99 --- ----- ----- ---- ---- --- 16.17
12.75 12.47 214.71 16.10 1.19 14.91 ----- ---- ----- --- ----- ----- 16.10
12.77 11.77 214.70 16.00 1.19 14.82 ----- ----- ----- ----- ----- ---- 16.00
12.78 11.12 214.68 15.88 1.19 14.69 ---- ----- ---- ----- ---- ----- 15.88
12.80 10.53 214.66 15.75 1.19 14.56 ---- ----- ----- ----- ---- ----- 15.75
12.82 10.00 214.64 15.60 1.19 14.41 ----- ----- ----- ----- ----- ----- 15.60
12.83 9.52 214.62 15.45 1.19 14.26 ---- ---- ----- ----- ___ 15.45
12.85 9.10 214.60 15.28 1.19 14.09 ----- --- ---- ----- ----- ---- 15.28
12.87 8.71 214.58 15.10 1.19 13.90 ----- ----- ---- ---- ----- ----- 15.10
12.88 8.35 214.56 14.90 1.19 13.71 ----- ----- ----- ----- ----- ----- 14.90
12.90 8.02 214.54 14.70 1.20 13.50 ----- ----- ----- ---- ----- ----- 14.70
12.92 7.71 214.51 14.50 1.20 13.30 ----- ----- ----- ----- ----- 14.50
12.93 7.42 214.49 14.30 1.20 13.09 ----- ----- ----- ---- ---- ----- 14.29
12.95 7.15 214.46 14.11 1.20 12.88 ---- ---- ---- --- --- ----- 14.08
12.97 6.89 214.44 13.91 1.20 12.66 ----- ---- ----- ----- ----- ----- 13.86
12.98 6.65 214.42 13.72 1.20 12.45 ----- ----- ----- ----- ----- ----- 13.65
13.00 6.43 214.39 13.48 1.20 12.21 ----- ----- ----- ----- ----- ----- 13.41
Continues on next page...
AREA 3:DEV.THRU POND 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
13.02 6.22 214.37 13.18 1.21 11.92 --- ---- ---- ---- ——- ----- 13.12
13.03 6.03 214.34 12.87 1.21 11.63 ---- — --- ---- _—__ ____ 12.84
13.05 5.85 214.32 12.57 1.21 11.34 ---- ---- ----- ----- ---- ----- 12.56
13.07 5.68 214.30 12.29 1.21 11.07 ---- ----- -- ----- ----- ----- 12.28
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
AREA 3: DEV. THRU POND
Hydrograph type = Reservoir Peak discharge = 19.39 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = pond 6
Max. Elevation = 215.20 ft Max. Storage = 57,088 cuft
Storage Indication method used. Outflow hydrograph volume=159,707 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 as cfs
12.33 33.10 214.55 14.86 1.19 13.67 --- ----- _-__ __- ----- 14.86
12.35 32.90 214.62 15.39 1.19 14.20 --- ----- ---- ----- _--- ----- 15.39
12.37 32.62 214.68 15.85 1.19 14.66 ---- ---- ----- ----- __-- ----- 15.85
12.38 32.29 214.73 16.26 1.19 15.07 ----- ----- ----- ____ ____ 16.26
12.40 31.89 214.79 16.62 1.19 15.43 ----- ----- ----- ----- ----- ----- 16.62
12.42 31.43 214.84 16.98 1.19 15.80 ----- ----- ----- ----- ----- ----- 16.98
12.43 30.92 214.89 17.34 1.19 16.15 ---- ---- ----- ---- ----- --- 17.34
12.45 30.36 214.94 17.66 1.19 16.47 ----- ----- ---- ----- ----- ----- 17.66
12.47 29.74 214.98 17.95 1.18 16.77 ----- ----- ----- ---- ----- ---- 17.95
12.48 29.08 215.02 18.20 1.18 17.02 --- ---- ----- ----- ----- __-- 18.20
12.50 28.36 215.05 18.41 1.18 17.23 ----- ----- ----- ----- ----- ----- 18.41
12.52 27.61 215.08 18.60 1.18 17.42 ----- ----- ----- ----- ----- ----- 18.60
12.53 26.81 215.10 18.77 1.18 17.59 --- --__ _____ ____ __ 18.77
12.55 25.97 215.12 18.91 1.18 17.73 ---- ----- ---- ----- ---- ---- 18.91
12.57 25.10 215.14 19.04 1.18 17.86 ----- ----- ----- ----- ----- ----- 19.04
12.58 24.21 215.16 19.15 1.18 17.97 ----- ----- ----- ----- __-__ ----- 19.15
12.60 23.29 215.18 19.24 1.18 18.06 ----- ----- ----- ----- ---- ----- 19.23
12.62 22.36 215.19 19.30 1.18 18.12 ----- ----- ----- ----- ----- ----- 0
19.3
12.63 21.40 215.19 19.35 1.18 18.17 ----- ----- ---- ----- ----- ----- 19.3
12.65 20.44 215.20 19.38 1.18 18.20 --- ----- ---- ----- ---- --_- 19.38
12.67 19.48 215.20 19.39 1.18 18.21 ----- 0.00 ----- ---- ---- ----- 19.39 <<
12.68 18.51 215.20 19.39 1.18 18.21 ----- ----- ---- ----- ---- ----- 19.39
12.70 17.55 215.19 19.36 1.18 18.18 ----- ----- ----- ----- ----- ----- 19.36
12.72 16.60 215.19 19.32 1.18 18.14 ----- ----- ----- ----- ----- ----- 19.32
12.73 15.67 215.18 19.26 1.18 18.08 ---- -- -___ ----- __-_ 19.26
12.75 14.79 215.17 19.18 1.18 18.00 ----- ----- ----- __-- ----- ----- 19.18
12.77 13.95 215.15 19.09 1.18 17.91 ----- ----- ----- ----- ----- ----- 19.09
12.78 13.17 215.14 18.98 1.18 17.80 ---- ---- ----- ----- ----- ----- 18.98
12.80 12.47 215.12 18.86 1.18 17.68 ----- ----- ----- ----- --__ ___-- 18.86
12.82 11.84 215.10 18.74 1.18 17.55 ----- ----- ---- ----- ----- ----- 18.74
12.83 11.27 215.08 18.59 1.18 17.41 ---- ---- ----- ----- ----- 18.59
12.85 10.77 215.05 18.44 1.18 17.26 ---- ----- --- ----- ----- ----- 18.44
12.87 10.30 215.03 18.29 1.18 17.10 ---- ----- ----- ----- ----- ----- 18.29
12.88 9.88 215.00 18.13 1.18 16.94 ----- ----- ----- ---- ----- ----- 18.12
12.90 9.49 214.98 17.93 1.18 16.75 ----- ----- ----- ----- ----- ___- 17.93
12.92 9.12 214.95 17.73 1.19 16.54 ----- ----- ----- ---- ----- ----- 17.73
12.93 8.77 214.92 17.52 1.19 16.33 ---- ----- ----- ----- ----- ----- 17.52
12.95 8.44 214.89 17.30 1.19 16.11 ----- ----- ----- --_- ----- ----- 17.30
Continues on next page...
AREA 3:DEV.THRU POND Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow
(hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cfs cfs cfs
12.97 8.14 214.85 17.08 1.19 15.89 ----- ---- ----- ----- ---- ----- 17.08
12.98 7.86 214.82 16.85 1.19 15.66 ----- ----- ----- ---- ----- ----- 16.85
13.00 7.59 214.79 16.63 1.19 15.44 ----- ----- ----- ----- ----- ----- 16.63
13.02 7.34 214.76 16.42 1.19 15.23 -- --- ---- ----- ---- ---- 16.42
13.03 7.11 214.73 16.21 1.19 15.02 ----- ----- ----- ----- ---- ---- 16.21
13.05 6.90 214.70 16.00 1.19 14.81 ---- ---- ---- ----- ----- ----- 16.00
13.07 6.70 214.66 15.75 1.19 14.56 ----- ----- ----- ----- ----- ----- 15.75
13.08 6.52 214.63 15.51 1.19 14.32 ----- ----- ----- ----- ----- ----- 15.51
13.10 6.35 214.60 15.27 1.19 14.08 ----- ----- ----- ----- ----- ----- 15.27
13.12 6.20 214.57 15.00 1.19 13.81 ---- --- ----- ----- __-_ - 15.00
13.13 6.06 214.54 14.74 1.20 13.54 ----- ----- ---- ----- ----- ----- 14.74
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
AREA 3: DEV. THRU POND
Hydrograph type = Reservoir Peak discharge = 28.22 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = pond 6
Max. Elevation = 215.95 ft Max. Storage = 71,947 cuft
Storage Indication method used. Outflow hydrograph volume=218,716 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.37 43.57 215.42 21.41 1.12 17.99 ---- 2.30 ---- ----- ---- ---- 21.41
12.38 43.09 215.49 22.21 1.09 17.42 ---- 3.70 --- ----- ---- ----- 22.21
12.40 42.52 215.55 23.03 1.05 16.74 ----- 5.24 ----- ---- ----- ---- 23.03
12.42 41.88 215.60 23.80 1.00 16.04 ----- 6.76 --- ---- ---- --- 23.80
12.43 41.16 215.66 24.55 0.95 15.24 ----- 8.36 ----- ----- ----- ----- 24.55
12.45 40.38 215.70 25.24 0.91 14.49 ----- 9.84 ----- ----- ----- ----- 25.24
12.47 39.53 215.75 25.86 0.85 13.68 ----- 11.32 ---- ---- ----- ----- 25.86
12.48 38.62 215.79 26.42 0.81 12.95 ----- 12.66 ----- ----- ---- --- 26.42
12.50 37.64 215.82 26.87 0.77 12.31 ----- 13.79 ----- ----- ----- ---- 26.86
12.52 36.61 215.85 27.23 0.73 11.76 ---- 14.74 ---- ----- ----- ----- 27.23
12.53 35.52 215.88 27.55 0.71 11.29 ----- 15.56 ----- ----- ----- ----- 27.55
12.55 34.39 215.90 27.81 0.68 10.89 ----- 16.24 ----- ----- ----- ----- 27.81
12.57 33.22 215.92 27.96 0.67 10.68 --- 16.61 ---- ----- ---- ---_ 27.96
12.58 32.01 215.93 28.07 0.66 10.53 ---- 16.89 ---- ----- ---- ---- 28.07
12.60 30.77 215.94 28.15 0.65 10.42 ----- 17.08 ----- ---- ---- ----- 28.15
12.62 29.52 215.95 28.20 0.65 10.35 ----- 17.20 ----- ---- ----- ---- 28.20
12.63 28.24 215.95 28.22 0.65 10.33 ----- 17.24 ----- ----- ----- ----- 28.22 <<
12.65 26.95 215.95 28.20 0.65 10.35 ----- 17.21 ----- ----- ----- _____ 28.20
12.67 25.66 215.94 28.16 0.65 10.41 ----- 17.09 ----- ---- ----- ---- 28.16
12.68 24.37 215.93 28.08 0.66 10.52 ----- 16.91 ----- ---- ----_ ____ 28.08
12.70 23.09 215.92 27.98 0.67 10.66 ----- 16.65 ----- ----- ----- ____ 27.97
12.72 21.82 215.90 27.84 0.68 10.85 ----- 16.32 --- ----- ----- ----- 27.84
12.73 20.59 215.88 27.61 0.70 11.18 ----- 15.73 ---- ----- ----- ----- 27.61
12.75 19.41 215.86 27.34 0.72 11.59 ----- 15.02 ----- ---- ----- ----- 27.34
12.77 18.30 215.84 27.04 0.75 12.05 ---- 14.24 ----- --- ---- ---- 27.04
12.78 17.27 215.81 26.71 0.78 12.55 ----- 13.38 ---- ----- ---- ----- 26.71
12.80 16.34 215.78 26.31 0.82 13.09 ---- 12.40 ----- ----- ----- ----- 26.31
12.82 15.50 216.75 25.87 0.85 13.67 ----- 11.35 ----- ----- ----- --- 25.87
12.83 14.76 215.72 25.42 0.89 14.26 ---- 10.26 ----- ----- ----- ----- 25.42
12.85 14.09 215.68 24.95 0.93 14.81 ----- 9.21 ----- ----- ----- ----- 24.95
12.87 13.48 215.65 24.48 0.96 15.32 ----- 8.20 ----- ----- ----- --- 24.48
12.88 12.92 215.62 24.00 0.99 15.83 ----- 7.18 --- ---- ----- ---- 24.00
12.90 12.40 215.58 23.53 1.02 16.29 ---- 6.23 ----- ----- ----- ----- 23.53
12.92 11.91 215.55 23.07 1.04 16.70 ----- 5.34 ----- ----- ----- ----- 23.07
12.93 11.46 215.52 22.61 1.07 17.10 ---- 4.44 ----- ----- ----- ---- 22.61
12.95 11.03 215.48 22.18 1.09 17.45 ----- 3.64 ----- ----- ----- _____ 22.18
12.97 10.63 215.45 21.76 1.11 17.74 ---- 2.91 ----- ----- ---- ----- 21.76
12.98 10.25 215.41 21.35 1.13 18.03 ----- 2.19 ----- ----- ----- ----- 21.35
Continues on next page...
APPENDIX F
Hydrograph Summary Report Pagel
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage
(origin) (cfs) (min) (min) (cult) ( ) (cam) description
1 SCS Runoff 27.59 1 739 145,008 — — -- PROP-AREA 3
2 Reservoir 16.31 1 760 131,314 1 214.74 48,702 AREA 3:DEV.THRU POND
Proj. file: 0449-POND.GPW Return Period: 10 yr Run date: 08-10-2004
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report Pagel
rHyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
type flow interval peak hyd(s) elevation storage description
(origin) (cls) (min) (min) (cult) p
(ft) (tuft)
1 SCS Runoff 44.47 1 738 236,990 -- --- -- PROP-AREA 3
2 Reservoir 28.22 1 758 218,716 1 215.95 71,947 AREA 3:DEV.THRU POND
Proj. file: 0449-POND.GPW Return Period: 100 yr Run date: 08-10-2004
Hydraflow Hydrographs by Intelisolve
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DRAINAGE AREA DESIGNATIOI
DRAINAGE AREA BOUNDARY
TIME OF CONCENTRATION
7 -- ----_- -� — - .i FLOW LINE
i - • ;. - _ _ - _ —
SOIL TYPEBOUNDARY
`:\ 100' BUFFER ZONE
- `. - ____=_�- _ r", ��^\\!'--- -- __ - '%` `- i�.n` •�`u' � - � --� � ' -_�--- � _;_,;'_ -•� _ � s
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i - - -yea -, -^ ._y -- _ ' `• _ HAVEN AND ENFIELD SOILS
- �;;`' �` - '�: - _ - �;"�" ---- \-r- 7_ �'�, _o; � • \, �`� MANCHESTER GRAVELLY SANDY
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- - - - - -
,; � - _ - CHESHIRE-URBAN LAND
1 � ` COMPLEX
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yanasse Hang=Bmsdin,Inc.
® — D m - Fgure 4
4t. Proposed Retail Development
Proposed Diainage Areas
Deming Stceet
0 50 100 Feet Abnche,Ster,Cr
DESIGN PROFESSIONALS, INC. RECEIVED
civil engineers ♦ planners ♦ surveyors
gis ♦ gps ♦ landscape architects AUG 13 2004
South Windsor
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
Transmitted via certified mail
Dear Current Abutting Property Owner August 13, 2004
Re: Church of the Living God DPI Project No. 89-0449
199 Deming Street
Manchester/South Windsor, Connecticut
In accordance with regulations of the Inland Wetlands Agency and the Planning &
Zoning Commission, we are required to notify you that applications have been filed on the
property abutting yours and are subject to a hearing or meeting by the Planning&Zoning
Commission and the Inland Wetlands Agency. The applications and plans are on file with
the Manchester Planning Department in the Lincoln Center and South Windsor Planning
Department at 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(s)will be heard, please
contact the South Windsor Planning Department at 644-2511 ext. 253 or the Manchester
Planning Department at 647-3044. Thank you.
Sincerely,
DESIGN OFESSIONALS, INC.
By: X1
Peter R. DeMallie
Principal
165 South Satellite Road, South Windsor,Connecticut 06074
Tel: (860)291-8755•Fax: (860)291-8757
Email:dpicivil@aol.com
DESIGN PROFESSIONALS, INC. RECE11VE0
civil engineers ♦ planners ♦ surveyors AUG 13 2004
landscape architects ♦ gis ♦ gps south
wlfldApfINLAND Wc ET
CERIMft a
August 13, 2004
Inland Wetlands Agency
Town of Manchester
494 Main Street, P. O. Box 191
Manchester, CT 06040
RE: Inland Wetlands Application in South Windsor DPI Proj. No. 449
Church of the Living God
199 Deming Street
Manchester, Connecticut
To Whom It May Concern:
Per Public Act 87-533, I am writing to notify the Inland Wetlands Agency that Design
Professionals, Inc. is filing an Inland Wetland Application in South Windsor today, on behalf of the
Church of the Living God, 199 Deming Street, Manchester, Connecticut.
Sincerely,
DESIGN PROFE ONALS INC.
KarEn A.Ishe .E.
165 South Satellite Road, South Windsor, Connecticut 06074
Tel: (860)291-8755•Fax: (860)291-8757
Email: dpicivil@aol.com
DESIGN PROFESSIONALS, INC.
civil engineers ♦ planners ♦ surveyors
gis ♦ gps ♦ landscape architects
Abutters within 500 feet RECEIVED
Church of the Living God A U G 13 2004
199 Deming Street
Manchester, Connecticut South Windsor
INLAND WETLANDS AGENCY
DPI Project No. 04-449 C ONSERVATION COMMISSION
July 30, 2004
MaD Lot No. Property Owner Mailing Address
70 0150 Eileen M. Colletti 156 Avery Street
Manchester, CT 06040
70 0152 Walter G. Foster 90 Foster Street
South Windsor, CT 06074
71 0120 Sebastian A. Restucci 120 Avery Street
Manchester, CT 06040
71 0126 Edward M. Czarnota 126 Avery Street
Manchester, CT 06040
71 0136 Brian&Lynn Rose 136 Avery Street
Manchester, CT 06040
71 0142 Thomas G. Thiffault 142 Avery Street
Manchester, CT 06040
71 0179 Gateway Plaza, LLC 921 Saybrook Road
Middletown, CT 06457
71 0210 Fredric C. Sistare& Charles Lindsay P. O. Box 1127
Wilmington, VT 05363
71 0230 Fredric C. Sistare 152 Tanner Street
Manchester, CT 06040
71 0740 Vanessa&Arcangelo D'Alessandro 740 Deming Street
Manchester, CT 06040
May Lot No. Pro a Owner Mailine Address
29 7 Watson Farm Associates 6 Executive Drive
Farmington, CT 06032
29 8 Porter's Share Deming Street
South Windsor, CT 06074
29 9 David C. Bland 124 Slocum Road
South Windsor, CT 06074
29 10 Clayton L. &Marilyn G. Zahner 736 Deming Street
South Windsor, CT 06074
29 11 Vanessa&Arcangelo D'Alessandro 740 Deming Street
South Windsor, CT 06074
29 14 Kevin Orang Khadivi 727 Deming Street
South Windsor, CT 06074
165 South Satellite Road, South Windsor,Connecticut 06074
Tel:(860)291-8755•Fax: (860)291-8757
Email:dpicivil@aol.com
RECEIVED
DESIGN PROFESSIONALS, INC. AUG 13 2004
civil engineers ♦ planners ♦ surveyors
s ♦ gps ♦ landscapearchitects ,juth Windsor
arc VLAND WETLANDS AGENCY
CO)'SERVATION COMMI
SSICM
29 15 Stanley Olander 721 Deming Street
South Windsor, CT 06074
40 10 Walter G. Foster 90 Foster Street
South Windsor, CT 06074
41 107 Eileen M. Colletti 156 Avery Street
Manchester, CT 06040
41 108 Walter G. &Evelyn L. Foster 164 Avery Street
Manchester, CT 06040
41 109 Nicholas&Joann J. Sivo 165 Avery Street
South Windsor, CT 06074
41 110 Dennis J. Courtney 169 Avery Street
South Windsor, CT 06074
165 South Satellite Road, South Windsor,Connecticut 06074
Tel: (860)291-8755•Fax:(860)291-8757
Email:dpicivil@aol.com
CONNECTICUT DEPARTMENT Or RECEIVED
ENVIRONMENTAL PROTECTION GIS CODE#:
79 Elm Street AUG 1 3 2004 �
Hartford,CT 06106-5127
South Windsor
Arthur J.RoCque,Jr.,COITIITI7SSIOIIqNLAND WETLANDS AGENCY
ONSERVATION COMMISSION
Statewide Inland Wetlands & Watercourses Activity Reporting Form
Please complete this form in accordance with the instructions. Please print or type.
PART l: To Be Completed By The Inland Wetlands Agency Only
1. DATE ACTION WAS TAKEN: Year Month
2. ACTION TAKEN:
3. WAS A PUBLIC HEARING HELD? Yes No
4. NAME OF AGENCY OFFICIAL VERIFYING AND COMPLETING THIS FORM:
(print) (signature)
PART If: To Be Completed By The Inland Wetlands Agency Or The Applicant
5. TOWN IN WHICH THE ACTION IS OCCURRING: r!
Does this project cross municipal boundaries? Yes No
If Yes, list the other town(s)in which the action is occurring: 2 � w l DS g
U o 0 E_rLA'\@'S
6. LOCATION: USGS Quad Map Name:HL-S' TG(Z__ AND Quad Number. _
Subregional Drainage Basin Number. fit.
11
7. NAME OF APPLICANT,VIOLATOR OR PETITIONER: l�[I�1�tt 0 f (it E L � lXI_V I AJ b
C�!
8. NAME&ADDRESS/LOCATION OF PROJECT SITE: Demo;-;
Briefly describe the action/project/activity: &) Q •3 7Tt-- l{ $ -Vwd
9. ACTIVITY PURPOSE CODE: —�f---
l�a
10. ACTIVITY TYPE CODE(S):
11. WETLAND/WATERCOURSE AREAALTERED[must be provided in acres or linear feet as indicated]: /OJT Q)A--rQC0k, �
Wetlands: acres Open Water Body: acres Stream:38 linear feet
12. UPLAND AREA ALTERED[must be provided in acres as indicated]: �acres
13. AREA OF WETLANDS AND/OR.WATERCOURSES RESTORED, ENHANCED OR CREATED: _�[1 acres
[must be provided in acres as indicated] /
10W N Sf4
yfi
Tiov� 07- s-ou� ?d
1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074
YUSOR.COC� AREA CODE 860/644-2511
CERTIFIED MAIL 7004 1160 0002 1059 9533
August 18, 2004
Town Clerk
Town of Manchester
41 Center Street
Manchester, CT 06040
Dear Madam/Sir:
Re: Notice to Adjoining Municipalities—Appl#04-52P—Church of the Living God
In accordance with Connecticut General Statutes concerning notification to municipalities regarding
Inland/Wetland Agency Conservation Commission applications that could affect the abutting town,we
hereby notify you of the application submitted by the Church of the Living God.
If you have any question,please feel free to contact the Planning Department at 644-2511, ext. 253.
Very truly yours,
ow --f /
Jeffrey H. Folger
Environmental Planner/Conservation Officer
JHF/kak
MEMORANDUM
To: South Windsor Inland Wetland/Conservation Commission.
From: Jeffrey H. Folger— Environmental Planner/Conservation Officer
Date: September 7, 2004
Re: Appl # 04-52PReview of the proposed Church of the Living God addition site plan at
Deming Street. Plans dated 07/30/04
The project is to create an addition to an church and parking lot. Stormwater is proposed
to be discharged into a detention basin and then into the street pipe system. Estimated
disturbances within the URA in South Windsor equals 360 sgft. Total disturbance within
the URA for both.
Site: The site is located in the Hockanum River watershed. The site is comprised of a lot
totaling 10.48 acres. Currently the site is partially developed with a church building and
associated parking facilities covering 2.10 acres on a 6.25-acre site. The future site will
combine acreage from an adjacent parcel to make the 10.48. The site is approximately
50% in Manchester and 50% in South Windsor.
The current site drains to a large detention basin adjacent to Deming Street.
Regulated areas on the site are made up of an intermittent watercourse located in the
northeastern corner of the site. The watercourse is a low functioning drainage ditch. The
primary function would be stormwater conveyance. The watercourse is located in
Manchester with a small portion of the URA occurring in South Windsor.
Impacts: The soils on the site are listed as Enfield Silt Loam Eroded (Es132) 3 to 8% slope
and Manchester Silt Loam (MgB) 3 to 8% slopes. Erosion potential is listed as high for
these soils. Perimeter erosion controls will have to be supplemented by interior erosion
controls, and grading sequencing from north to south to protect the integrity of the
proposed detention basin.
Stormwater quality management in the long term is proposed to be handled by installing a
additional detention basin to handle the expansion with extended retention capacity to
increase residence time within the system.
09/08/2004 WED 15:37 FAX 860 644 7280 South Windsor Town Hall U001
*********************
*** FAX TX REPORT ***
*********************
TRANSMISSION OK
JOB NO. 2509
DESTINATION ADDRESS 92918757
PSWD/SUBADDRESS
DESTINATION ID
ST. TIME 09/08 15:36
USAGE T 00' 32
PGS. 1
RESULT OK
COWN Sf4
7
� U
m �G 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074
�r�asQR.co�� AREA CODE 860/644-2511
To: Design Professionals
165 So. Satellite Road
South Windsor,CT 06074
From:Jeffrey H.Bolger--Environmental Planner/Conservation Officer
Date: September 8,2004
Re:App.#0.4-52P-Review of the proposed Church of the Living God—Plans dated 09/08104.
1 have reviewed the proposed application/plan with the following comments:
The removal of material from the site should proceed from north to south. This will serve to
protect the detention basin from runoff during construction.
The location and sizes of stockpiles of topsoil and subsoil should be better represented on the
plan.
Silt fencing should be installed along the top edge of the finished detention basin to intercept
sediments.
Planting details of the detention basin and drainage swales should be provided.
cc. 1WA/CC
Town Engineer
Director of Planning
Sep 10 04 01 : 34p Design Professionals 860-291 -8757 p. l
HIGHLAND SnOILS �.c
Septearber 9,2004
Karen Isherwood
Deeigrr Professiotrala,Inc. •
165 South Satellite Road
South Windsor,CT 06074
REr•�• CHURCMOF THELWMQ GOD
199DF.1{WGSI*EET
SOl!lm*TMSOR/mmmmkx�T
Dear Karem� .
The inked wetland bmmdaries on the above-wfamIed property were freed
delineated on March 9,2004. The woedaals vme Geld Mmmand in accordance with the
SMdards of the National Cooperative Soil Survey and the di fnition of wetlands as found
in the Connecticut Cknecal Sllattucs,Chapter 440,Section M A--39. 1 have reviewed the
plaets prepared by your office and have found the repma m1 ion of the field delineated
wetlands to be wally oon ct.
Three We and orange flags were placed along thi�cm ter line of an intt tminent
watercourse char el. The delineation cods in a lawn ate G wl xzc the existing channel
dissipates. Moderately well drained soils ofthe Sun=arrd lUbmy Series were identified
on theproperty. Existing areas ofdevelopmatt were idadifled as Urban Laud acid
Udorthents,or man-made soils,
The k t n t ma wateruuse was m pQor ted by gs om id water cxfihmtion at the time
of the delinestkm However,this condition is only m4gm no:l during a hief period in the
early spring and is cohmkl W with the dissipation of f m st ii nd spring rttuoth Based on my
review of the site the pcomme of this reguhftd featum is mom of an eoncem
than an eavuaaaoatal issue.
If yuu have any queadons,or require additional in fmi nadM Please call ate at
(MO)742-5M.
Very ytwra,
John P.larmi '
Prakmfatal Soil Scienmt
CPESC
c:ldommenm and land aoImUd20d41ZiSAm
P.O.Mx 337,ftm,CowAdicA 062ae 1*861"7A2•Sa6a
STEPHENT.CASSANO,MAYOR
s E , own of Mancifester JOSHM.HOWROYD,DEPUTY MAYOR
` y\ f JOSEPH S.HACHEY,SECRETARY
•, I've,
40 a ,d 41 Center Street•P.O.Box 191 DIRECTORS
�� Manchester, Connecticut 06045-0191 TIMOTHY EOFEREYNAAAB
www.ci.manchester.ct.us DA IDM.SHRI AN
LOUISA.SPADACCINI
STEVEN R.WERBNER,GENERAL MANAGER KEVIN L.ZINGLER
CERTIFIED LETTER
September 13, 2004
Mr. Peter DeMallie
Design Professionals, Inc.
165 South Satellite Road
South Windsor, CT 06074
Re: Church Of The Living God- 199 Deming Street
Inland Wetlands Permit-Determination of Significance(C-170)
Dear Mr. DeMallie:
As agent for the applicant please be advised that at its meeting of September 8,2004,the
Planning and Zoning Commission, acting in its capacity as the Inland Wetlands Agency,made
the determination that the proposed activities at 199 Deming Street would not have a significant
impact on the wetlands and therefore would not require a public hearing. The application is
scheduled to come before the Commission for consideration on September 20,2004.
Sincerely,
Kevin Kennedy
Senior Planner
KK/s
R:\SIIARON09\CERTS\8SEP04-CERTS\C-170.DOC
cc: Church of the Living God
Engineering Department
Water& Sewer Department
Assessor-Town of Manchester
Zoning Enforcement Officer
�OLABEN
oo
An Equal Opportunity Employer •` Qhclrsrer,�•
MEMORANDUM
To: Marcia Banach, Director of Planning
From: Jeffrey B. Doolittle, P.E., Town Engineer do
Date: 9/14/04
RE: App 04-52P, Church of the Living God
I have reviewed the site plan for the Church of the Living God at 199 Deming Street and I
have the following comments:
1. Include a demolition/construction phasing plan that shows where the existing pavement
is to be removed, the existing house and garage to be removed, where the new
pavement will begin and how and where the existing church site will be separated from
the construction area so the existing church can continue to function.
2. On the north side of the site, the bottom swale and wall should be eliminated. The swale
on top of a wall will be very difficult to maintain. There should be a snow shelf behind the
curb and this could be graded to act as a shallow swale. It looks like this slope can work
with one wall.
3. A plan of the retaining walls, stamped by a PE licensed in Connecticut needs to be
submitted for review and approval prior to the construction of the walls.
4. The drainage easements on the southern side of the property do not line up with the
emergency stone spillways or catch basins. One or the other need to move so they are
in the same location.
5. Show that the proposed detention basis does not impact the stability and integrity of the
existing large retaining wall to the south of this property. State if any special measures
are necessary to protect this wall during or after construction.
6. The plan does not show any new outside utilities for the building addition. Please verify
this with the architect.
7. The drainage report needs to include pipe size calculations, drainage swale calculations,
and a statement that the drainage system for Gateway Plaza and the downstream
detention basin will not be adversely impacted by this development and the increase in
volume of runoff.
8. The steel cage over the inlet to the detention basin outlet structure will have to be
increased in size to about 42 inches high to accommodate both inlet pipes.
9. The landscaping plans show many trees on the top and bottom of the top retaining wall
on the north side of the site. Verify that these are planted far enough from the wall so
they do not impact the wall.
Please call me (x 245) if you have any questions.
A`SpWN af,
Town
SotdA /,
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
OR-CO TELEPHONE (860) 644-2511
CERTIFIED MAIL
January 20, 2005
Ms. Karen M. Isherwood, P.E.
Design Professionals, Inc.
165 South Satellite Road
South Windsor, CT 06074
Re: App104-52P, Church of the Living God—Special Exception to 4.1.8.b and Site Plan Modification
Dear Ms. Isherwood:
We are pleased to inform you that the Planning &Zoning Commission, at its January 11, 2005 regular
meeting approved your request for a special exception to article 4.1.8.b and site plan modification for a
43,632-sf addition to the existing Church of the Living God at 199 Deming Street, RR zone as shown
on plans prepared by Design Professionals, Inc., and dated July 30, 2004 as revised. This approval is
subject to the following modifications:
The approval is subject to the following conditions:
1 Prior to commencement of any site work, a meeting must be held with Town Staff.
2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office.
3. This application is subject to the conditions of approval of the Inland Wetlands
Agency/Conservation Commission,including a bond in the amount of$15,000.
4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of
the Zoning Regulations.
�
5. Footing drains are required if the building has a basement.
6. A landscape bond in the amount of $5000 is required and must be submitted prior to filing of
mylars.
7. All plans used in the field by the developer must bear the stamp and authorized signature of the
Town of South Windsor. .
8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the
Water Pollution Control Authority.
9. No building permits will be issued until State Traffic Commission approval has been issued (per
CGS §14-311).
10. The building street number must be included on the final plan.
11. Pavement markings must be maintained in good condition throughout the site drives and parking
areas.
12. The Town Engineer's review comments dated November 15, 2004 must be addressed to the Town
Engineer's satisfaction.
13. If a traffic signal is not approved by the State Traffic Commission at this time, a request for
installation of a traffic signal must be resubmitted no later than five years after the Certificate of
Occupancy is granted. A surety amount will be established for the cost of installing a traffic signal-Certificate of
1
Occupancy. The surety must be of a type acceptable to the Commission (see the enclosed Surety
Policy). If the traffic light is approved by CT DOT now or within the five-year time period, the
signal must be installed within six months of CT COT approval. If the traffic light is not approved
by CT DOT within the five-year time period,the surety will be released.
14. A Police Officer must be provided to direct traffic while Church services are exiting.
The attached Special Exception form must be completed and filed in the Town Clerk's office. The
special exception will take effect upon filing.
Black and white transparent mylars of Sheets#3 with the above modifications,together with three
blueprint copies of the entire set of plans (including architectural elevations)must be submitted to this
Commission within 30 days to be stamped and signed. The letters of approval of this Commission, as
well as the Inland Wetlands Agency/Conservation Commission,must be reproduced on the mylars.
After the Commission has signed the mylars, they will be returned to you for filing in the Office of the
Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning
Department.
Sin rely,
Timothy H. Wen 11, Chairman
Planning&Zoning Commission
THW/pmm
Cc:Town Engineer
Building Department
Assessor
IWA/CC
Church of the Living God of Manchester, 199 Deming Street, Manchester, CT 06074
I, Timothy H. Wentzell, Chairman of the South Windsor Planning & Zoning
g
Commission, hereby certify that on January 11, 2005, the Planning and Zoning
Commission granted to the Church of the Living God a Special Exception to Article
4.1.8.b of the Zoning Regulations and site plan of development to construct a 43,632 sf
addition to the existing Church of the Living God, as shown on plans prepared by Design
Professional,Inc., 165 South Satellite Road, South Windsor, Connecticut.
Assessor's Map and Parcel Number:Map#29.Parcel#12& 13. Zone RR
More particularly bounded and described as follows:
BEGINNING at a point located in the westerly line ofAvery Street at the southeasterly
comer.of the.premises herein conveyed and in the northeastedy.comer of PARCEL A
as shown on said map;THENCE running N 19'09'56"E,49.20 feet along the westerly
line of Avery Street to a point;THENCE running N 65°56'43"W, 199.92.feet along
land now or formerly of Francis and Mary Mickewicz;THENCE running N.19"12'51"E,
366.27 feet.along land now or formerly of said Mickewicz,land now or formerly of-
Deborah Anderson, Et.Al.,land now or formerly of Brian&Lynn Rose.-and land now or
formerly of William&Nancy Burke,in part by each, in all 366.27 feet to a point;
'THENCE running N 65'15' 17"W along land now.or formerly of Michael&Jennifer
Seamon and land now or formerly of Walter&Evelyn Foster,in part by each,in all
241:50 feet to a point;.THENCE'running N 66-21'21"W, 148.47/feet to a point;
.THENCE running N 66'41'08"W; 169.30 feet to a point,said last'66(2)courses
being along land now or.formerly of said Foster,THENCE running S 18°39'57"W,..
311.30 feet to a point;THENCE running S 180 39'57"W,74.22 feet to a point located
. on the northerly line of PARCEL A as shown on said map,said last two_(2)courses
being along PARCEL C as shown on said map-THENCE running S 680 41'26"E,
109.05 feet to a point;THENCE running S 64'07'.59"E.97.04 feet to a.point;THENCE
running along a curve to the right having a radius of 8330.00 feet,a distance of 299.70
feet to point;THENCE running S 62'04'21"E,253.38 feet to the point or place of
beginning,said last-four(4)courses being along PARCEL A as shown on said map.
OWNER OF RECORD: Church of the Living God of Manchester
Dated at South Windsor, Connecticut this P 2 0
=rdance with CGS ection 8-3d
_t4 ILL
Timothy H. tzell, Chairman
Planning&Z6ning Commission
O 7
Received for record this day of , 19 at
South Windsor, Connecticut ATTEST:
LANDSCAPE NOTES:
ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE 1. ALL EXISTING TREES TO REMAIN SHALL BE SHAPED OR PRUNED WITHIN THE DEVELOPMENT AND ALONG THE
ROWTH AND BUFFER ALL BRANCHES FROM THE WIRE.VRAP SD THAT NO SHARP WIRE ENDS ARE EXPOSED. PERIMETER OF CONSTRUCTION LIMIT AS REQUIRED BY OWNER'S REPRESENTATIVE.
iE TRUNK.
2. DEBRIS AND DEAD, UNHEALTHY OR POORLY SHAPED EXISTING TREES SHALL BE REMOVED FROM RESIDENTIAL AREAS AND BUFFERING.
3. ALL AREAS DESIGNATED TO BE SEEDED SHALL RECEIVE FOUR (4) INCHES OF TOPSOIL,. SOIL AMENDMENTS AND
MULCH. WATER AND MAINTAIN LAWN AREAS UNTIL ALL AREAS ARE STABILZED AND ACCEPTED BY OWNER'S REPRESENTATIVE.
4. LAWN GRASS SEED MIXTURE:
C
A. SEEDING MIXTURE TYPE 1 (LAWN AREAS):
WIRE.OTHER VISUAL BLUEGRASS BLEND (3 VARIETIES) 50% OF MIXTURE
MARKER ON EACH W
PLASTIC FLAGGING CHEWINGS RED FESCUE 30% OF MIXTURE
PERENNIAL RYEGRASS 20% OF MIXTURE
INSTALLED D PER ONAL LMANUFACTURERS DRIVE S' APPLICATION RATE: 4.50LBS. PER 1000S.F.
DIRECTIONS.
B. SEEDING MIXTURE TYPE II (LOW MAINTFr`IA�Ir� CI npF51 NOTE: 1. STAKE OR GUY TREES ONLY WHEN
PEREI ftAL RYYE G S 10% OF MIXTURE NECESSARY FOR SPECIFIC SITE
�PNNGIFT CROWN VETCH 35% OF MIXTURE CONDITIONS AND WITH APPROVAL OF
�_ l T 35% OF MIXTURE OWNER'S REPRESENTATIVE.
CABLE AGAINST THE TREE TRUNK
RED TOP 5% OF MIXTURE 2. TREE WRAP TREES ONLY WHEN
- CREEPING RED FESCUE 15% OF MIXTURE NECESSARY FOR SPECIFIC TREES OR
ROOME THE PROBLEM APPLICATION RATE: 4.00LBS PER 1,000 S.F.
W THE END OF WHEN IT IS IMPOSSIBLE TO PLANT TREE
HE TREE. G S OU WITH THE TRUNK ORIENTED IN THE SAME
E WILL NOT BE A SEEDING MIXTURE TYPE III (SLOPES AS NOTED)T BE ABLE TO LE TOLD SUPPORT HSELF. C.BE DONE ONLY WILD FLOWER MEADOW MIX — SEE PLANT LIST BELOW
NORTH ORIENTATION AS IN THE NURSERY.
ED OR DAMAGED. REJECT RATHER THAN STAKE
WEAK TRUNKS. REJECT RATHER THAN STAKE. D. SEEDING MIXTURE TYPE IV ,(LOW MAINTENANCE/SWALES)
BALL CORRECT THE PLANTING PROCEDURE.'LANnNc. PERENNIAL RYE GRASS 10% OF MIXTURE
_ CREEPING RED FESCUE 10% OF MIXTURE
ALSIKE CLOVER 5% OF MIXTURE
ND WITH APPROVAL OF RE 5% OF MIXTURE
JIRMSER'y.BLE TO PLANT L FESCUE70% OF MIXTURE
ATION RATE: 5.00LBS PER 1,000 S.F.
OR LARGER E. TION/WATER QUALITY BASIN)
NEW ENGLAND WE
BY -NEW
Y NEW ENGLAND WET PLA , .(412)548-8000
AP ION RATE: 1 LB. PER L RYE GRASS TO
ACHIEVE STABILIZATION.
5. ALL TREES AND SHRUBS SHALL MEET THE AMERICAN STANDARDS FOR NURSERY STOCK, ANSI,
Z60.1 BY THE AMERICAN NURSERY AND LANDSCAPE ASSOCIATION,
6. PLANTING SEASONS: SPRING— MARCH 15 TO JUNE 10
FALL— SEPTEMBER 15 TO NOVEMBER 15
7. PLANTING SEASON VARIENCE: IF SPECIAL CONDITIONS EXIST TO REQUIRE PLANTING
OUTSIDE THE ABOVE SPECIFIED DATES, THE CONTRACTOR SHALL SUBMIT IN WRITING
FOR PERMISSION BY THE OWNER'S REPRESENTATIVE. ANY VARIENCE IN THE PLANTING
SEASON WILL NOT AFFECT THE ONE YEAR PLANTING GUARANTEE PERIOD.
8. SUBSTITUTION OF PLANTS WILL NOT BE PERMITTED UNLESS APPROVED IN WRITING BY THE OWNER.
WITH EXISTING SOIL 9. PROVIDE A MINIMUM OF 12" OF PLANTING SOIL MIXTURE IN ALL PLANTING BEDS. I
LOAM SOILS, ADD zor
'OLUME COMPOSTED 10. PLANTING SOIL MIXTURE (BY VOLUME) SHALL BE EQUAL TO: L_
4ATERIAL TO THE EXISTING A. BARK MULCH— 10%-12%
B. COURSE SAND— AS NECESSARY
C. CLAY LOAM TOP SOIL— AS NECESSARY Q-
D. SOIL AMENDMENTS— AS RECOMMENDED BY TESTING
SOIL MIXTURE SHALL CONTAIN THE ABOVE TO ACHIEVE THE FOLLOWING GRADATION RANGE:
LOPE ON SIDES OF A. GRAVEL—LESS THAN 10%
'1Nc HOLE.CAVATED OR B. COARSE/MEDIAN SAND— 55%-65% 1'
'ACTED MOUND C. FIND TO VERY FINE SAND— 15%-35% 4
THE ROOT BALL TO
ENT SETTLEMENT. D. SILT— 10%-20%
E
CONTENT OF E. CLAY— 15%-20%
R LIMITS OF 11. SOIL AMENDMENTS:
SILTED D LAYTHI DEraL A. LIME SHALL BE PELLETIZED LIME MANUFACTURED TO MEET AGRICULTURAL STANDARDS AND
4
SILT AND CLAY 77 BE SO CONTAIN A MAXIMUM OF 60% OXIDE. (I.E., CALCIUM OXIDE PLUS MAGNESIUM OXIDE). 11
PLU °R
xT VALUES PRIOR B. FERTILIZER SHALL BE OF A FORMULA INDICATED BY THE SOIL TESTING TO ACHIEVE
A MINIMUM OF ONE POUND OF NITROGEN PER 1000 S.F. OF LAWN AREA. FERTILIZER 4
EACH TREE IS A MINIMUM OF SHALL BE A MINIMUM OF .50% ORGANI('. qI nW—RFI FACZF rnhAPr)glTintU
Pw
5-PS 5-AF 3-PA
1" 1. PIPE FOUND
2.22' NORTH
0.82' EAST
OF CORNER
44--AF ei
+ { 3\4' 1. PIPE
AS "n ELD PER MAP
RE Ji Wk #1
AS
PROPOSED NEW
TREELIKE
AR BASIN PLANTINGS (10,718 SF BOTTOM)
ZONE SCIENTIFIC NAME COMMON NAME QUANTITY
Q WET MEADOW (0"--6" DEPTH)
ISMA PLAN TAGO-AQUATICA WATER PLAINTAIN 108
• ACORUS CA� LAM SWEETFLAG 108 I
ASTER NOVAE-ANGLIAE NEW ENGLAND ASTER 108
AR Z4(33 CAREX STRICTA TUSSOCK SEDGE 108
AR ( ELEOCHARIS PALUSTRIS SPIKE RUSH 108
EUPATORIUM MACULATUM JOE-PYE WEED 108
IRIS VERSICOLOR BLUE FLAG 108
JANCUS CANADENSIS CANADA RUSH 108
AS
SCIRPUS VALIDUS SOFT STEM BULRUSH 108
JAR AS
231 PELTANDRA� SAGG TARlA LAT FILOL A NICA ARROW ARUM 108
ARROWHEAD 108
AR vi 2359 NOTE: ASIN SHALL BE 12" OF AMENDED
PROP. EVERGREEN LANDSCAPE
(50% TOPSOIL AND 50% SPAGHNUM MOSS)
BUFFER (10' 0/C)
2330
. 10" E�ERGRE
MAPLE