HomeMy WebLinkAbout06-60P Aldis Site Plan of Development Feb 15 07 02: 02p Design Professionals BGO-291 -8757 p. 2
TOWN OF SOUTH WINJDSOR L
PLANNING&ZONING CO1VtIVIISSION
APPLICATION FORM
Application No:
Official Receipt Date: 1
Receipt No:
APPLICANT:AM King Construction,Inc.
PROJECT NAME:DISTRIBUTION CENTER
ADDRESS:2115 Rexford Road,Suite 314,Charlotte,NC 28211
OWNER OF RECORD ON LAND RECORDS: Culbro/Shepard Associates
ADDRESS:c%Griffin Land&Nurseries,Inc.204 West Newb-,rnr Road,Bloomfield,CT 06002
COMPLETE LOCATION OF PROPERTY:295 Rye Street,South Windsor,CT 06074
ASSESSOR'S MAP#122 PARCEL 41 and ASSESSOR'S AIX?#134 PARCEL#48 ZONE I
NAME,ADDRESS,TEL&FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED:
Galen Semprehon,Design Professionals,Inc.,425 Sullivan Avenue,South IFindsor,CT 06074
TeL (860)291-9755,Fax(860)291-8757
THIS APPLICATION IS FOR: (Check all that apply):
I- Zone Change to (Public Hearing required ar d Certified letter to abutters required)
r- Subdivision4tesubdivision F Open Space Subdivision(Pubfic Hearing Required)
r Subdivision I- Manor r Major
r Resubdivision(Public Hearing Required) r Minor r Major
f" Conditional Approval
r Special Exception to Article (Pubfic Hearing,Certified letter to abutters required
W Site Plan of Development
r GeneralPlan ofDevelopmert
r Earth Filling(Sec, 15)and/or Earth Removal(Sec. 14-Public Hearing Required)
r Regulation Amendment: r Zoning f Subdivision (Attach proposed amendment)
r- Temporary and Conditional Perms for
f Major Home Occupation for
r Other(explain in detail)
An Application Pending sign is required to be posted on th a property for all applications ten(10)days
prior to being heard by the Co:mnussion.
Signature of t i Property Owner
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TOWN OF SOUTH WINDSOR
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STAFF SITE CHANGE
FOR SITE & SUBDIVISION
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Signature of Owner �t Date:
Signature of Design Engr. t} '' Date: o `
CHANGE: (Describe location and nAtilrll of change. Include
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Dir. of Public Work�j� Date:
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Other: Date:
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Reason for Change: (Why is change required)
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Dir. Of Plannin
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Town Engineer_ Date:—
Dir. of Public Works Date:
Other: Date:
STAFF COMMENTS:
White - Town Engineer Yellow - Applicant
Pink - Director of Planning Goldenrod - ;Engineering Department
P.O.BOX 1 167
425 SULLIVAN AVENUE
SOUTH WINDSOR,CT 06074
PHONE: 860.291.8755
FAX: 860.291.8757
SdOmiswww.designprofessionalsinc.com
CIVIL & TRAFFIC ENGINEERS ! PLANNERS / SURVEYORS/ GIS ANALYSTS 1 LANDSCAPE ARCHITECTS
March 13, 2008
Ms. Marcia Banach MAP J �QQ$
Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
Re: Aldi Distribution Facility
tiProposed Changes to Landscape Plans
P Dear Ms. Banach:
As previously discussed at a meeting at your office on February 5, 2008, we are
: proposing changes to the approved landscape plans for the Aldi Distribution Facility at
the request of Aldi, Inc. Attached are the Change Order request and the required four
copies of the revised plans(dated 3n108). Below is a summary of the changes to the
plans:
• Removed the trees north of the entrance drive split to the office parking area
+ Removed three trees to the right of the entrance drive split to the office parking
area
Changed the trees flanking the entrance drive to a mix of Maple and Princeton
Elm(a disease resistant variety)trees
Removed median plantings past second light pole
Redistributed the evergreens left of the entrance drive to achieve a more natural
appearance
Removed shrubs from berm plantings along Rye Street
+ Removed plantings in=area between existing wooded areas at north end of Rye
Street
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4- More evenly distributed evergreen trees along Rye Street
4- Replaced Redbud trees with Prarifire Crabapple trees and redistributed along Rye
• Street
Replaced the Linden street trees with London Plane Trees (as discussed by Kevin
Foley with the Tree Warden; covered under separate Change Order)
4- Reduced the street tree caliper to 2"-2 '/2" (covered under separate Change Order)
+ Added two street trees south of the entrance drive (covered under separate Change
Order)
+ Added eight evergreens around the water tank and pump building for screening
+ Moved four Maple trees west of loop road behind office to the east side of the
loop road
Replaced the three Birch trees east of the office with six Maple trees
Reduced and revise foundation plantings around the office
•
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4, Removed the Birch tree at the northeast comer of the parking lot
% + Removed the five evergreen trees east of the parking lot
+ Added Myrtle to the landscape islands in the parking lot with 4' wide river rock
paths
+ Replaced the plantings between the office and warehouse parking areas with
seven evergreen trees
• Hopefully you and the Town staff will find the proposed changes appropriate and
approve the revised plans. Please contact me with any questions.
Sincerely,
DESIGN PROFESSIONALS, INC.
•
Benjamin P. Wheeler, RLA
Director of Operations
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Other: Date:
STAFF. COMMENTS:
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Pink - Director of Planning Goldenrod - Engineering Department
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FOR ITN & SUBDIVISION
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Site Name
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Dir. of ,Publis W ks y "� Date:
Other: Date:
STAFF COI`MENTS: Date,:
White - Town Engineer
Fink Yellow .- Applicant- Director of Planning
Goldenrod Engineering Department
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TOWN OF SOUTH WINDSOR
S' AF ` SITE CHANGE
vOR.SITE & SUBDIVISION
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CHANGE ORDER CONTACT VERSON .ao rr a-► Phone No.
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Site Name & aL D,��•-. �_ te P&Z No. (¢� /3
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Town Engineer ,4 `}.1 ; ; , Date:
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STAFF CO ENTS:
White - Town Engineer Yellow- Applicant
Pink - Director of Planning Goldenrod - Engineering Department
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AMKing
C O N S T R U C T 1 0 N
March 27, 2007
Town of South Windsor
Planning and Zoning Commission
Re: Aldi Distribution Facility
295 Rye Street
A M King Construction Company, LLC, and ALDI, Inc, thank you for your time and
attention in hearing and reviewing our proposal for the Aldi Regional Headquarters and
Distribution Facility Development proposed for 295 Rye Street in South Windsor, CT. We
come before you today to formally ask that you approve this project as it has been proposed
to this Commission.
We have made every effort to provide for your review a submittal package that is complete,
provides a clear understanding of the project, and allows you to make a competent decision
regarding this project. In light of this request, we would like to take the opportunity to
reiterate and summarize the facts of this development. These are as follows:
1. The site is zoned Industrial, thereby allowing a facility of this nature, size and activity
to be developed as proposed. This site does not abut to any residential zoned areas, and
Aldi has contracted to purchase the sole residence (presently zoned industrial) adjacent to
the south of the site.
2. This building will be wholly owned and operated by Aldi. This will provide one
point of contact and responsibility to the town.
3. The applicant has fully complied with all requirements, standards, engineering
practices and regulations required by the Town and its staff.
4. Improvements to Rye Street and to the intersection of Rye Street and Sullivan
Avenue, in accordance with Town standards and the requirements of the State Traffic
Commission, will be provided the Town as part of this development. Rye Street, in its
present condition, is in a state of disrepair and is in need of improvements given the
amount of truck traffic and auto traffic that exists today.
5. Aldi has committed that it will create a policy that will not allow trucks to turn left
out of its facility and head north on Rye Street. All trucking to and from the facility will
be limited to the section of Rye Street extending south of the site down to Sullivan
Avenue. Any trucks that deviate from this policy will do so without the advance
knowledge and consent of Aldi. Aldi will regularly apprise its vendors of the truck
routing policy, and will diligently monitor compliance by all truck vendors.
2115 Rexford Road•Suite 314•Charlotte,North Carolina 28211
704 365 3160 telephone•704 365 3101 facsimile
www.amkingconstruction.com
lel
AMKingC O N S T R U C T 1 0 N
March 27, 2007
Town of South Windsor
Planning and Zoning Commission
Re: Aldi Distribution Facility
295 Rye Street
A M King Construction Company, LLC, and ALDI, Inc, thank you for your time and
attention in hearing and reviewing our proposal for the Aldi Regional Headquarters and
Distribution Facility Development proposed for 295 Rye Street in South Windsor, CT. We
come before you today to formally ask that you approve this project as it has been proposed
to this Commission.
We have made every effort to provide for your review a submittal package that is complete,
provides a clear understanding of the project, and allows you to make a competent decision
regarding this project. In light of this request, we would like to take the opportunity to
reiterate and summarize the facts of this development. These are as follows:
1. The site is zoned Industrial, thereby allowing a facility of this nature, size and activity
to be developed as proposed. This site does not abut to any residential zoned areas, and
Aldi has contracted to purchase the sole residence (presently zoned industrial) adjacent to
the south of the site.
2. This building will be wholly owned and operated by Aldi. This will provide one
point of contact and responsibility to the town.
3. The applicant has fully complied with all requirements, standards, engineering
practices and regulations required by the Town and its staff.
4. Improvements to Rye Street and to the intersection of Rye Street and Sullivan
Avenue, in accordance with Town standards and the requirements of the State Traffic
Commission, will be provided the Town as part of this development. Rye Street, in its
present condition, is in a state of disrepair and is in need of improvements given the
amount of truck traffic and auto traffic that exists today.
5. Aldi has committed that it will create a policy that will not allow trucks to turn left
out of its facility and head north on Rye Street. All trucking to and from the facility will
be limited to the section of Rye Street extending south of the site down to Sullivan
Avenue. Any trucks that deviate from this policy will do so without the advance
knowledge and consent of Aldi. Aldi will regularly apprise its vendors of the truck
routing policy, and will diligently monitor compliance by all truck vendors.
2115 Rexford Road •Suite 314•Charlotte,North Carolina 28211
704 365 3160 telephone•704 365 3101 facsimile
www.amkingconstruction.com
6. The development has the full support of Town's Economic Development Committee,
the Town's Chamber of Commerce, The Town Manager, businesses located along Rye
Street, businesses within the community of South Windsor and numerous residents who
are knowledgeable of the development. These supporters have indicated their support
either verbally in both Planning and Zoning Commission meetings, Town Council
meetings, and in letters submitted to both the Commission and to Council.
7. The present design of the facility has incorporated numerous measures to insure that
residential zones north of the development are not impacted by the operations of this
facility. These measures include truck traffic routing and monitoring, the placement of
the building on the site, locating equipment inside of the building, extensive landscaping
and landscape berm construction, and utilizing black sky light fixtures.
8. Due to the development of this property, tax revenues to the Town of South Windsor
will be an approximate amount of $1.4 million over a seven year period. Without this
development, tax revenues over a seven year period will be an approximate amount of
$7,700.00. In year eight, tax revenues will increase to an approximate amount of $1.2
million per year.
9. The economic impact to the community will be a combination of both the immediate
impact due to the construction costs and the long term impact of newly created jobs and
increased property values of the Rye Street industrial corridor.
10. Approximately 75% of the entire site that Aldi will purchase will remain as pervious
to rainfall. This is in excess of 75 acres of land, much of which will be entirely
undisturbed from its present state.
During the submittal and review process, there have been many questions and comments
from both the Commission, and from the residents of South Windsor. We appreciate these
insightful and knowledgeable questions, and we have therefore made every effort to respond
accordingly. It is our hope that we have accomplished this to your satisfaction.
At the completion of this project, we are confident that the Town of South Windsor, and its
residents, will see a development that is economically beneficial to the community, is
architectually pleasing, and is a good corporate neighbor. We therefore respectfully request
that you fully approve this development as proposed.
Sincerely,
King Construction
Brian T. King
FIDELITY ENGINEERING CORPORATION
KOHLER GENERATOR DIVISION -25 Loveton Circle-P.0"Box 2500-Sparks,Maryland 21152,Telephone 1.800.767.6000•Pax 410.771.9412
Date: March 31,2006
Project: ALDi Distribution Center-Reviser]
KOHLER POWER SYSTEM
Model: l000RE0T_DB klV: 1000 Voltage: 277/480 Plinse:3 Wire:4 1lertz: 60
Fuel: Diesel Cooling: Radiator Configuration: Indoor
• UL 22001-isted design and construction
• _875 gallon sub-base iuel tank UL Listed double-wall construction equippedvith:;fuel level gauge,low level"alanll,iuel4n-rupture-
"b75111`alanll" a-
■ Radiator duct flange
• Flexible fuel connections between the base tank and engine fuel pump
• DEC 550 Control Panel containing microprocessor logic and control with digital display of'20 various inputs/oulputs,Shutdowns for
high coolant temperature,high oil lemperature,low coolant level,low oil pressure,over crank,over speed.Warning functions far 20
various cralditions,Common fault and status outputs for 39 various conditions
• Engine bloclr heater
• Critical mut'ller
• Electronic isochronous engine governor
• Main line circuit breaker,2000 amp
• 12 vole engine starting battery lead-acid type
• flatlery rack and cables
■ Kohler battery charger,float type with alarms
• IG Light Remote Annunciator
• Steel skirl base equipped with lube oil drain extension
• Lube oil and antifreeze
■ Three(3)Operations&Maintenance Manuals
• One(1) Kohler Automatic Transfer Switch,Model ICCT-AN-i7'A-0400S
Amps:400 Voltage:277/480,Pole:3,Wire:4,Enclosure:NEMA I
Accessories:UL 1008 Listed,Microprocessor based,Position and Source Available Indications,Time Delay Remaining Indication,
Pre/Post'fransf'cr Load Control and Load Shed from Emergency,Service Required Indication,Lamp Test,Real-Tine Clock,Exerciser
(Loaded/Unloaded),Over/Under Voltage and Frequency Sensing,In phase monitor,Anti-single Phasing Protection, Phase Rotation
Sensing,Sollivtlre settable Time Delays and other Parameters,Prog1aninnable 1111)t11/011tpntS, Mod bus CatT1111 an scat ions
• Initial startup and custonier demonstration-during rtorinal business flours
• Jobslte load test with building load
• F.O.f3.jobsite delivered on it flutbed truck-offloading and rigging by Others
• Kohler two year basic lvarranly
Exceplions:No fuel,no anchor bolls,no mechanical or electrical installation. No high-lemperature insulation an the exhatist. independent
It-'sting arranged by others.
PLEASE REFER TO THIS BILL OF MATERIALS FOR SPECIFIC RATINGS,
cm_ VOLTAGE AND ACCESSORIES
;V;C'-rldetnV 1_11gince'ring reserves the right to substitute accessory nerTls of equal ar gTCntCY gUalitV INIn thM submitted on 1rt case's of extended delivery
Application Data
Cooling Operation Requirements
i
Radiator System 60 Hz Air Requirements 60 HZ
Ambient temperature,standbyrating, Radiator-cooled cooling air,
i °C (IF) 40 (104) M3/min. (scion)t 1161 (41000)
Ambient temperature,prints rating, High ambient radiator-cooled cooling air,
°C (°9 45(113) m /min.tscfirn)t 1404(49600)
Engine water capacity,L(gaL) 130(34) Cooling air required for generator set
Radiator system capacity,including when equipped with city water cooling or
engine, L(gal.) 257(68) remote radiator,based on 14°C(25^F)
Engine jacket water flow, Lpm (gpm) 967(255) rise,m-lmin.(scim)t 391 (13800)
Charge cooler water flow,Lpm (gpm) 283(75) Combustion air, m3/min. (clm) 87(3072)
Neat rejected to cooling water at rated
Heat rejected to ambient air:
kW,dry exhaust,kW(Btu/min.) 480(27297) Engine,kW(Btu/min.) 45 (2559)
Heat rejected to charge cooling water at Alternator,kW(Btu/min.) 64(3640)
rated kW,dry exhaust;kW(Btu/min.) 290(16492) Air density=1.20 kg/m3 (0.075 Ibm/ft3)
Water pump type Centrifugal
Fan diameter,including blades,mm (in.) 1372(54) Fuel Consumption S0
Fain,f<Wm(HP) 51 (68) Diesel,Lph (gph)at load Standby Rating`::'`
Max. restriction of cooling air,intake and =.1pD% 267.2 7D:
discharge side of radiator,kPa(in. H2O) 0.125(0.5) -
{.....
I
High Ambient Radiator System 60 Hz
5D% 138.2 (36
25°J° 75.7 (20.0)
Ambient temperature, °C(IF) 50(122)
Engine water capacity,L(gal.) 130 (34)
4 Radiator system capacity,including
engine, L(gal.) 322(85)
S Engine jacket water flow,Lpm (gpm) 967(255)
Charge cooler water flour,Lpm(gpm) 283(75)
Heat rejected to cooling water at rated
j kW,dry exhaust,kW(Btu/min.) 480 (27297) Controllers
Heat rejected to charge cooling water at
E rated kW,dry exhaust,kW(Btu/min.) 290(16492)
(
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t
Water pump type Centrifugal
Fan diameter,including blades,mm (in.) 1524 (60) *
Fan,kWm(HP) 70(94) �
Max.restriction of cooling air,intake and
discharge side of radiator,kPa(in. H2O) 0.125(0.5) pecision-14ilaker" 550 Controller
4
t Audiovisual annunciation with NFPA 110 Level 1 capability.
Remote Radiator System" 60 Hz
j Programmable microprocessor logic and digital display features.
l Exhaust manifold type Dry Alternator safeguard circuit protection.
j Connection sizes: 12-or 24-volt engine electrical system capability.
Water inlet/ouflet,mm(in.) 77(3) Remote start,remote annunciation.acid remote communication options
Intercooler inlet/outlet,mm(n.) 51 (2) Refer to G6-46 for additional controller features and accessories.
j Static head allowable
above engine,kPa(it.H2O) 149(50)
*Contact your local distributor for cooling system options and
j specifications based on your specific requirements.
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
�f�OSox•co`'� TELEPHONE (860) 644-2511
July 26, 2007
Design Professionals Inc
Peter DeMallie
PO Box 1167
South Windsor, CT 06074
Dear Mr. DeMallie
Re: App106-60P,Aldi's Distribution Center
This is to advise you that the Planning and Zoning Commission voted on 7/24/07 to set the site
bond at$1,364,600 for the required improvements.
A bond or letter of credit in this amount must be posted prior to the issuance of building permits.
Sincerely,
Patrick Kennedy, Chairman
PLANNING &ZONING COMMISSION
PK/dma
Enclosure
cc: Town Engineer
Chief Building Official
MEMORANDUM
To: Marcia Banach, Director of Planning
From: Jeffrey B. Doolittle, P.E., Town Engineer
Date: 7/20/07
RE: App 06-60P Aldi, Rye Street Improvements Bond
The Engineering Division recommends establishment of a bond in the amount of
$1,364,600 for the required improvements to Rye Street associated with the Aldi Site
Plan on Rye Street.
Please call me if you have any questions.
s - •
AMKing
C O N S T R U C T 1 0 N
March 27, 2007
Town of South Windsor
Planning and Zoning Commission
Re: Aldi Distribution Facility
295 Rye Street
A M King Construction Company, LLC, and ALDI, Inc, thank you for your time and
attention in hearing and reviewing our proposal for the Aldi Regional Headquarters and
Distribution Facility Development proposed for 295 Rye Street in South Windsor, CT. We
come before you today to formally ask that you approve this project as it has been proposed
to this Commission.
We have made every effort to provide for your review a submittal package that is complete,
provides a clear understanding of the project, and allows you to make a competent decision
regarding this project. In light of this request, we would like to take the opportunity to
reiterate and summarize the facts of this development. These are as follows:
1. The site is zoned Industrial, thereby allowing a facility of this nature, size and activity
to be developed as proposed. This site does not abut to any residential zoned areas, and
Aldi has contracted to purchase the sole residence (presently zoned industrial) adjacent to
the south of the site.
2. This building will be wholly owned and operated by Aldi. This will provide one
point of contact and responsibility to the town.
3. The applicant has fully complied with all requirements, standards, engineering
practices and regulations required by the Town and its staff.
4. Improvements to Rye Street and to the intersection of Rye Street and Sullivan
Avenue, in accordance with Town standards and the requirements of the State Traffic
Commission, will be provided the Town as part of this development. Rye Street, in its
present condition, is in a state of disrepair and is in need of improvements given the
amount of truck traffic and auto traffic that exists today.
5. Aldi has committed that it will create a policy that will not allow trucks to turn left
out of its facility and head north on Rye Street. All trucking to and from the facility will
be limited to the section of Rye Street extending south of the site down to Sullivan
Avenue. Any trucks that deviate from this policy will do so without the advance
knowledge and consent of Aldi. Aldi will regularly apprise its vendors of the truck
routing policy, and will diligently monitor compliance by all truck vendors.
2115 Rexford Road•Suite 314•Charlotte,North Carolina 28211
704 365 3160 telephone•704 365 3101 facsimile
www.amkingconstruction.com
6. The development has the full support of Town's Economic Development Committee,
the Town's Chamber of Commerce, The Town Manager, businesses located along Rye
Street, businesses within the community of South Windsor and numerous residents who
are knowledgeable of the development. These supporters have indicated their support
either verbally in both Planning and Zoning Commission meetings, Town Council
meetings, and in letters submitted to both the Commission and to Council.
7. The present design of the facility has incorporated numerous measures to insure that
residential zones north of the development are not impacted b the operations of this
p p Y P
facility. These measures include truck traffic routing and monitoring, the placement of
Y g g�
the building on the site, locating equipment inside of the building, extensive landscaping
and landscape berm construction, and utilizing black sky light fixtures.
8. Due to the development of this property, tax revenues to the Town of South Windsor
will be an approximate amount of $1.4 million over a seven year period. Without this
development, tax revenues over a seven year period will be an approximate amount of
$7,700.00. In year eight, tax revenues will increase to an approximate amount of $1.2
million per year.
9. The economic impact to the community will be a combination of both the immediate
impact due to the construction costs and the long term impact of newly created jobs and
increased property values of the Rye Street industrial corridor.
10. Approximately 75% of the entire site that Aldi will purchase will remain as pervious
to rainfall. This is in excess of 75 acres of land, much of which will be entirely
undisturbed from its present state.
During the submittal and review process, there have been many questions and comments
from both the Commission, and from the residents of South Windsor. We appreciate these
insightful and knowledgeable questions, and we have therefore made every effort to respond
accordingly. It is our hope that we have accomplished this to your satisfaction.
At the completion of this project, we are confident that the Town of South Windsor, and its
residents, will see a development that is economically beneficial to the community, is
architectually pleasing, and is a good corporate neighbor. We therefore respectfully request
that you fully approve this development as proposed.
Sincerely,
King Construction
Brian T. King
P.O.BOX 1167
425 SULLIVAN AVENUE
SOUTH WINDSOR,CT 06074
"mn PHONE: 860.291.8755
FAX:8onalsi .8757
c.com
www.desgnprofessionalsi nc.com
CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS ! LANDSCAPE ARCHITECTS
February 14, 2007
Ms. Marcia Banach RECEIVED
Town of South Windsor
1540 Sullivan Avenue
: South Windsor, CT 06074 FFR 15 2007
• RE: Aldi Distribution Facility SQUiHMMSORPLffiaDEPT,
Dear Marcia
We have revised the plans and drainage analysis to address your review comments dated
: 12/28/06, Jeff Doolittle's comments dated 1/3/07, and Jeff Folgers comments up through
12/26/06. Our replies to the comments are as follows:
: Your comments dated 12/26/06:
1. The zoning data block has been revised as requested.
2. The pins have been shown to be installed where noted to be missing on the plot
plan sheets P 1-P5, and a note to the same effect has been added to these plans.
The monuments along the street frontage are shown on the Rye Street widening
plans.
3. We understand that Aldi's prefers to have the 10' x 20' parking spaces.
4. The Rye Street road improvement plans are presently being prepared, and will be
submitted prior to the Planning and Zoning Hearing.
: 5. The floodlights have been removed from the elevation plans, and are no longer
proposed.
6. The water tank has been show on the plans near the dispatch building.
7. The cross sections have been revised to reflect a 3.5' viewing height.
• Jeff Doolittle's Comments dated 1/03/07:
1. All proposed curbing on site is concrete curb. The plans have been revised to
reflect this.
2. The hatched areas on the plans reflect a striped off area. The plans have been
: revised to reflect this.
3. The appropriate reference notes have been added to the plans, and the drainage
stationing has been shown on the topographic sheets.
4. The applicable scales have been added.
5. The drainage structures have been labeled with the unique station number.
6. The drainage pipe materials have been labeled.
7. The roof drainage piping has been revised,and labeled to address the comments.
: 8. The retaining walls have been reduced in scope and the utilities in this area have
been moved to be located under the proposed pavement. The site owner is very
•
•
•
•
•
much against removing the proposed pavement in this area. The ability to operate
effectively and as cost effective as possible would be diminished with the removal
of pavement in this area and moving the truck storage spaces to the west past the
end of the building. The moving of these spaces would result in the need to travel
further on average to move trailers into position, and would result in an overall
increase in impervious coverage on the site. Our client operates numerous similar
facilities throughout the country and understands the amount of room necessary
for the proper and safe operation of the facility. The proposed retaining walls
have been significantly reduced in size and scope (max 6' in height), and are
proposed over 20' from the nearest wetland boundary. We have contacted
Clarence Welti regarding the stability of the proposed retaining walls, and
Clarence Welti has determined that there are no issues with stability in
constructing the proposed walls. We have included an additional sequence of
operations to work to address concerns regarding possible impacts from the
construction on the wetlands. We believe with the reduction in the size and extent
of the retaining walls, and the additional safeguards that we have included in the
design,that these walls can be constructed with no impact on the wetlands.
9. The size of the detention basin was governed by water quality requirements. Due
to the depth of the storm drainage on site,the detention basin needed to be deep in
order to accept runoff from the on-site drainage. Due to this extra depth,there is
an ability to detain runoff on site and discharge at rates much less than under
existing conditions. Environmentally,this would appear to be a good option. The
extended detention of the storm water during larger events would allow for better
settling of solids within the basin,better contact time with vegetation,and would
also allow for lower discharge rates into the river during the periods when higher
flows are causing erosion within the river corridor etc. We do not believe that for
the infrequent larger storm events,the water backed up into the storm pipes for a
few days will have any impact on the storm structures, and certainly the benefits
to the environment far exceed any potential impact to the storm drainage
structures. The basin has been redesigned slightly to increase the 100 year storm
discharge to 5.14 CFS,with a maximum elevation within the pipes of 71.40. This
elevation is still approximately 7 ft. below the storm drainage within the
pavement which is generally set at an elevation of 78.35.
10. See comments under#9 above.
11. The detention basin outlet detail has been revised to correspond with the revised
detention basin design.
12.Additional design detail has been added to the detention basin outlet pipes. In
addition, Class V concrete pipe has been indicated for the steeper pipe sections.
13. We added additional detail regarding the outlet construction to the erosion control
plan including an additional sequence of construction for this area. In general,
along the steeper slopes,the pipe is fairly shallow. Near the top,the pipe starts
getting deeper, and this is the area where there will need to be additional care.
14. The last piece of outlet pipe has been adjusted accordingly.
15. The appropriate changes have been made to the plans.
16. We do not anticipate any significant adverse impacts due to the discharge of the
storm runoff from the site directly into the river and not into the ravine to the
south of the site that drains into the river. The wetlands in this area appear to be
from subsurface breakout,and as such the redirection of the surface runoff would
4onah
•
:
have little impact on these wetlands. See also response#3 to Jeff Folgers
comments below.
17. We proposed the curtain drain around the detention basin in large part to address
anticipated issues with the construction of the basin. The groundwater must be
controlled during the excavation of the basin in order to allow for the excavation
of the clay material. The clay extends up to approximately 68-72 across the basin.
As such, only storms in excess of a 25 year storm will pond to depths reaching
into the sand. Even during a 100 year storm event, water will pond above
elevation 68 for less than 24 hours. With the curtain drains, and the relatively
short ponding within the sand layer,we do not anticipate any substantial seepage
into the sand layer that could cause issues with the embankments.
18. The details have been added to the plans.
19. The detention basin does not have a berm. The basin is a fully excavated basin.
The lowest elevation along the top of bank of the basin is approximately 77.0.
The 100 year design storm reaches an elevation of 71.40,thereby providing
almost 6' of freeboard. The overflow structure set at elevation 71.50 provides the
required overflow protection, and as such an emergency spillway would not be
required.
20. The details have been revised accordingly.
21. See letter dated 1/26/07 from Design Professionals to Jeff Doolittle regarding
sanitary sewer design.
22. See letter dated 1/26/07 from Design Professionals to Jeff Doolittle regarding
sanitary sewer design.
23. See letter dated 1/26/07 from Design Professionals to Jeff Doolittle regarding
sanitary sewer design.
24. WPCA approval will be requested.
25. The plans have been revised accordingly.
26. The landscape plan has been checked.
27. The Rye Street improvement plans are included separately.
28. The Rye Street improvement plans are included separately.
29. The Rye Street improvement plans are included separately.
Jeff Folgers comments dated 12/22/06:
1. A larger scale plan of the area of the retaining walls has been included.
2. Additional detail of the outlet pipe from the detention basin is included.
Jeff Folgers comments dated 1/03/07:
1. Rye Street road widening plans are being completed for submission.
Jeff Folgers comments dated 12/26/06:
• 1. We looked at the erosion scars on the site. In general,the erosion scars appear to
be caused as much by subsurface breakout as surface runoff. In the rear of the
site,beyond the limits of improvements,we did not note any locations with
concentrated flow. Within the limits of the proposed improvements, both surface
:
:
and subsurface flows will be decreased;therefore,we do not expect a decrease or
abatement in the erosion presently occurring.
2. We have included dewatering/pump notes with details etc. to cover the
dewatering on the site.
3. We reviewed the drainage area to the western gully to determine the percentage of
site contribution to this area. Drainage area boundaries were marked on the
: USGS map included herein. The drainage limits were confirmed in the field with
the aid of larger scale town topographic mapping. The total drainage area as
shown is 148 acres. The downstream limits of the drainage area were defined as
the downstream limits of the proposed development. Of this 148 acre drainage
area, approximately 39 Acres(portion of the site development)will be directed
into the river. This amounts to approximately 26.4%of the drainage area. In
reviewing the drainage area in the field we noted that even after a period of days
with no precipitation,there was substantial flow within this wetland system at the
: road crossing, and there was running water within the ditches adjacent to the
railroad that drain into this wetland system. As can be seen on the map included,
: the wetland system consists of a substantial ravine that extends up to the railroad,
and the subsurface area draining to this ravine most likely extends well beyond
the limits of the surface drainage area.
4. The retaining walls have been reduced in scope and the utilities in this area have
been moved to be located under the proposed pavement. The site owner is very
much against removing the proposed pavement in this area. The ability to operate
effectively and as cost effective as possible would be diminished with the removal
of pavement in this area and moving the truck storage spaces to the west past the
: end of the building. The moving of these spaces would result in the need to travel
further on average to move trailers into position,and would result in an overall
increase in impervious coverage on the site. Our client operates numerous similar
facilities throughout the country and understands the amount of room necessary
for the proper and safe operation of the facility. The proposed retaining walls
have been significantly reduced in size and scope(max 6' in height), and are
proposed over 20' from the nearest wetland boundary. We have contacted
Clarence Welti regarding the stability of the proposed retaining walls, and
Clarence Welti has determined that there are no issues with stability in
: constructing the proposed walls. We have included an additional sequence of
operations to work to address concerns regarding possible impacts from the
construction on the wetlands. We believe with the reduction in the size and extent
: of the retaining walls,and the additional safeguards that we have included in the
design,that these walls can be constructed with no impact on the wetlands.
5. The amount of impervious area draining into each catch basin is large
(approximately 1 acre into many of the catch basins). Installation of trap hoods is
not recommended for such large flow rates as will occur through this drainage
system. As an alternative,we have proposed to install a water quality structure on
the outlet side of the basin to catch any floatable material that drain through the
: basin. The installation on the outlet side will allow for the ample treatment of
relatively low flows compared to the inlet pipes, which carry high flows.
6. We have not proposed to install a high efficiency gross particle separator. The
: basin as designed fully meets the 2004 CT Water Quality standards, and is
expected on its own to remove over 80%Total suspended solids. The concrete
• A=oneh
pavement on the site throughout the trucking areas has been designed to be
between 1 and 1.5%in grade. These very minimal grades along with the southern
exposure of the truck areas and office parking areas will result in minimal need
for sanding of the pavement areas. The large fore-bay along with the catch basin
sumps and the deep low discharge basin will provide for ample settling of any
solids. As a final measure, a water quality structure has been included on the
: outlet primarily to prevent floatable material from being discharged from the site.
7. The limits of tree clearing have been adjusted on the plan.
Thank you in advance for your consideration of the above, and please feel free to call
with any questions or comments.
Sincerely,
Galen Semprebon,t.E.
Executive Vice President
Enclosures:
TOWN OF SOUTH WINDSOR CHECKLIST RECEIVED
REQUIRED INFORMATION SITE PLANS DEL 012006
APPLICANT , c� c �
PLANNING DEPT.
PROJECT NAME_af-,D,j,
This checklist mu signed by plan preparer(P.E./L.S.)declaring that all required information
is provided. Items 1-7 are required for all applications; items 0-11 required where appropriate.
Check mark for each item supplied.
1. On each sheet for plans or maps, title block with the following information:
— a. Name, address and telephone of applicant.
b. Name, address and telephone number of Land Surveyor or Professional
Engineer.
c: Name of Development.
d. Date when drawings were made.
2. Key Map: An overall map drawn to a scale of 1 inch equals either eq 100 feet or
200 feet. This map will show the overall design of the Development and
surrounding property within 500 feet.
a. Data block which gives needed zoning information such
lot coverage, acreage of tract, number of apartment units, percentage of
requirements, etc.
b. Outline of buildings.
— _ c. Layout of streets.
d. Surrounding property boundaries-within 500 feet
e. Names of abutting property owners.
f Proposed open spaces and recreation areas.
g. Driveway cuts on abutting properties and any ro rties a
proposed site. p cross from
-I h. Distance to and name of nearest inte
rsection street.
1
s w k
3. Architectural Elevations: See attached checklist for Architecture and Design
Review. g
4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch
equals 40 feet on either of the following size sheets: (1) 24" x 36" with a
3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the
following data:
P a. Distance and bearings of all boundary lines and acreage of site. Iron pins
required at all property angle points and shown on map.
b. Proposed streets and street lines with center line station, curve data, and
parking spaces_
c. Building lines in accordance with zoning regulatioris.
d. Proposed buildings and other structures, including signs, outside lighting,
and dumpsters(on concrete pad and screened).
e.. Easements, noting grantors, grantees, and purpose must be shown in
table format, e.g, below .
Grantor Grantee Type of Date Fled Vol/Pg
Easement
f. Names of abutting property owners.
g. Monuments will be indicated at comers and angles of all streets and at all
points of curvature and tangency. The monumented points within
proposed site shall be.coordinated. These coordinates shall appear in
tabular form on the plot plan. The accessibility of these CGS points shall
be determined by the Town Engineer.
h. All open space or other common or public land uses shall be indicated.
i. A-2 certification; P.E./LS. Seal.
5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not
exceeding 24 inches by 36 inches, including ruled margins shall in addition to
/ the requirements of the plot plans show the following:
a. All existing and proposed buildings.
b._ Curb lines and pavement width, sidewalks.
c. Existing-and proposed sanitary sewers.
Po rY
2
d. Existing and proposed water and-all existing utilities.
e. Present wooded area indicated by foliage lines. Any trees to be saved
should be shown..
f. Existing and proposed contours shall be shown in not less than two-foot
intervals, but in cases of relatively level land,the contours shall be one-
foot intervals and spot elevations.
9 . Regulated wetlands and 100-year floodplain or note that none are
present.
h. Proposed storm drainage system, showing all catch basins, endwalls,
manholes, lengths and sizes of pipes and elevations of structures.
(Maximum distance between catch basins shall be 300 feet and minimum
size.of storm drain lines shall be 15 inches,within Town ROW.) If
plan/profile sheet is provided all of this does not need to be shown. Only
top of frame elevations and inverts of open discharge pipe shall be shown
on this plan.
i. Connections of all springs into proposed storm drainage stem as
needed. g
j. Location and indications of existing brook channels, and 100-year flood
limits.
k. A-2&T-2 Certification; P.E &L.S. Seals.
6. - Landscaping plan
7. Drainage calculations: -Zero Runoff Increase per attached guidelines.
8. Traffic Report
9. Site Lighting Plan
!L[7 10. Plans and Profiles: A plan and profile of the streets draw proposed non
plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet
vertically on sheets not exceeding 24 inches by 36 inches, including ruled
margins and containing the following:
a. . Layout of streets in sections coordinated by stations with the profile.
b. Street plan showing roadways, drainage, sanitary sewer (including house
sewer), foundation drains, lot lines, buildings including all utilities with
elevations(top frame and inverts), size, type, length, slopes of pipes.
3
ho �
c. Sight line at driveway&street intersections.
_ d. Profile of roadway showing existing and finished grades. Roadway profile
will show all tangent grade and all vertical curve information.
- 14 e. Profile will show all catch basins and all drainage lines between catch
basins with all invert and top of frame elevations, sizes, lengths and
slopes of pipes.
f. Where any storm drainage line discharges"into an existing brook
sufficient profile of this brook will be shown to determine conditions.
g. CGS datum shall be used on all sites accessible to these controls. The
Town Engineer shall, based on standard engineering practices, determine
.the accessibility of these controls.
.1A h. Profiles shall show all sanitary sewer lines and manholes, including
elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes.
Top of foundation elevations for building shall be shown.
11. Open Space Site Improvement Plans: For sites which require or include a
provision for open spaces, a plan which contains data for site improvement
may be required. This map shall be drawn to a scale of 1 inch equals 40
feet.
- 12. Sanitary Report: Where individual sanitary sewage disposal systems are
proposed, the final plans shall include a Sanitary Report certified by a
Professional Engineer. The report shall demonstrate the feasibility of the
proposed individual systems.
2S 4
PLAN PRE-PAR (P.E./LS.); DA-11
February 2002; Rev. 4-04
4
r
Sanitary Sewer Design Report
Aldi Distribution Facility
295 Rye Street RECEIVED
South Windsor,CT
DEC 0 .1 2006
SOUGH W�NDSOR PLANNING DEPT.
f 1
it
Prepared by
Design Professionals,Inc.
425 Sullivan Avenue
South Windsor,CT 06074
DPI Project No. 06-2282
November 30,2006
t
The proposed Aldi Distribution Facility consists of the construction of a 500,000+ S.F.
warehouse facility with associated loading docks,office,parking,and truck storage areas.
The site contains 106.6 acres of land and is located on the west side of Rye Street
approximately 2,300 feet north of the Rye Street/Route 194(Sullivan Avenue)
intersection. Rye Street is a local road, and Sullivan Avenue is a state road. The site
consists of a plateau of land that abuts Rye Street on the east,and is flanked by steeper
slopes and wetlands on the north, south and west sides. The site is relatively flat within
the plateau.
There is an existing sanitary sewer within Rye Street that runs north to south. Due to the
grades of the site, and the depth of the sanitary sewer within Rye Street,the design of the
sanitary sewer within the will need to have minimal grades.
The design of the sanitary sewer is based on the following information:
1. Based on the ASCE manuals and reports on Engineering Practice no. 37"Design
and Construction of Sanitary and Storm Sewers" 1979 page 88-89, a velocity of
2'per second is sufficient for self cleansing velocity.
2. Design of sanitary sewer based on Manning's formula:
2/3 1/2
V= 1.486 R S
N
3. For determination of Full flow within pipe: Q=VA
4. Partial flow values based on Figure 1
Taking N=0.010, and solving Manning's formula for required slope based on a full flow
velocity of 2'/sec. results in the following:
For 8"pipe R=D/4=0.165 S=0.002 ft/ft. Q(full)=VA=0.705 CFS=316 GPM
For 6"pipe R=D/4=0.125 S=0.0029 ft/ft. Q(full)=VA=0.3927 CFS=176 GPM
The following table is based on the above full flow calculations, and figure 9.23
8"Pipe
Q(GPM) %Full d/D v/v(full) V(req'd)* S(req'd)*
156 49.6 - - 2'/sec. 0.002 ft./ft.
63 19.9 .30 .78 2.56 0.0033 ft./ft.
38 12 .22 .70 2.86 0.0041 ft./ft.
93 29.43 .38 .90 2.22 0.0025 ft./ft.
89 28.16 .37 .89 2.25 0.0025 ft./ft
12 3.80 .12 .42 4.76 0.011 ft./ft.
6"Pipe
38 21.59 .34 .84 2.38 0.0041 ft./ft.
4 2.27 .14 .49 4.08 0.0121 ft./ft.
52 29.55 .39 .89 2.25 0.0037 ft./ft.
25 14.20 .27 .75 2.67 0.0052 ft./ft.
12 6.82 .16 .50 4.00 0.012 ft./ft.
*The velocity required and slope required are based on increasing the slope of the pipe
and velocity for partial flow conditions to provide a minimum of 2'/sec. under full flow
conditions. The velocity was increased based on the percentage of v/v(full),and the
slope was calculated using the Manning's formula with the increased velocity.
Based on the required minimum slopes,there will be two runs of sanitary sewer pipe on
the site that will be at less than the required minimum slope. The run from the north side
of the building carrying 12 GPM should be at a minimum of 0.011 ft./ft.,but is designed
at 0.0078 ft./ft. We do not anticipate an issue with this discharge. The discharge consists
of floor drains, sand trap and service sink that go thru an oil separator,so there should be
minimal solids in this discharge. The other discharge is the 4 GPM that discharges from
the southeast corner of the building. According to the calculations,this should be at
0.0121 ft./ft. The pipe is designed at 0.0117 ft./ft.,which is very close to the required
slope.
We have included within this report,a summary map of the discharge locations with
flows,and pipe sizes and slopes as designed. Also included in the rear of this report,is a
copy of Figure 1 used for the partial flow calculations.
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DESIGN PROFESSIONALS, INC.
civil engineers ♦ planners ♦ surveyors
landscape architects ♦ gis ♦ gps
LETTER OF TRANSMITTAL
RECEIVED
DEC 0 12006
December 1,2006 SOUTH WINDSOR PLANNING DEPT.
Ms.Marcia Banach,Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
Re: PZC Application DPI Project No. 06-2282
AM King Construction
295 Rye Street
South Windsor, Connecticut
WE ARE SENDING YOU:
❑ for your use ❑ at your request
® for PZC approval ❑ for your files
® for review ❑ for your payment
THE FOLLOWING:
• One(1) copy of the application
• Eight (8) sets of plans
• Two (2) sets of drainage computations
• Two (2) copies of the checklist
• Eight (8) copies of the traffic study
• The application fee in the amount of$95.00 (DPI check#6778)
Please contact us with any questions and/or comments. Thank you.
Sincerely,
DESIGN PROFESSIONALS, INC.
By: RJz
Galen B. S prebon, P.E.
Principal
CC: AM King Construction
425 Sullivan Avenue,South Windsor,Connecticut 06074
Tel: (860)291-8755•Fax: (860)291-8757
www.designprofessionalsinc.com
i'
Stormwater Management Plan
Aldi Distribution Facility
295 Rye Street
South Windsor, Connecticut
RECEIVED
`FEB 15 2007
SOUTH WINDSOR PLANNING DEPT.
Jul 2I t
�c l.!
. � r
nna�
Prepared by
Design Professionals,Inc.
425 Sullivan Avenue
South Windsor,CT 06074
DPI Project No.06-2282
November 9,2006
Rev. 1/30/07
Table of Contents: Page#
Introduction 1
Existing Conditions 1
Proposed Development 1
Erosion/Sedimentation Control Systems 1
Stormwater Runoff Quality 1
Conveyance System 2
Maintenance and Operation 2
Topographic Contour Maps 2
Floodplain Boundaries 2
Drainage Design 2
Water Quality Calculations 5
Storm Drainage Calculations 5
Conclusions 5
Appendices
TR 55 Analysis-Existing Conditions A
TR-55 Analysis-Developed Conditions B
Detention Basin Design Tables C
Hydroflow Routings D
Water Quality Calculations E
Storm Drainage Calculations F
Introduction: The proposed Aldi Distribution Facility will be located on two parcels of
land on the northwest side of Rye Street in South Windsor Ct. The facility will consist of
a large warehouse building with associated paved areas,office support,dispatch office,
and associated parking areas.
Existing Conditions: The site contains 106.6 acres of land and is located on the west
side of Rye Street approximately 2,300 feet north of the Rye Street/Route 194 (Sullivan
Avenue)intersection. Rye Street is a local road,and Sullivan Avenue is a state road.
The site consists of a plateau of land that abuts Rye Street on the east,and is flanked by
steeper slopes and wetlands on the north, south and west sides. The wetlands on the
north and south sides of the site drain to the west, and the wetlands along the west side of
the site contain the Scantic River. Ultimately the entire site except for a small strip of
land immediately adjacent to Rye Street drains directly to the Scantic River. The small
strip of land(within the existing right of way)that drains to Rye Street drains to a small
cross culvert approximately 200' north of the south property line. The site contains farm
fields that are used either for hay or silage.
Proposed Development: The proposed development of the site consists of the
construction of a 500 000+ S.F.warehouse facility with associated loading docks
— h' g ,
office,parking,and truck storage areas. The site will drain to a single large on-site water
quality/detention basin that will discharge directly to the Scantic River. The water
quality/detention basin will be designed in accordance with the 2004 CT Stormwater
Quality Manual for wet extended detention ponds. The soils on the site are sands
overlaying clay,and due to the depths of the storm drainage on site,the basins will be
constructed with the permanent pools within the clay layer. With the size of the site,and
the associated length of piping,the basins will be approximately 15-20' deep. As such,
there will be tremendous volume for detention.
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. Use of the proposed water quality/detention basin as a sediment basin during
construction.
4. Use of temporary berms during construction to control runoff and direct runoff to
on-site sediment basins.
5. Use of sediment basins during construction.
6. Seeding and mulching disturbed areas as soon as practical during construction.
7. Limiting the areas of disturbance during construction.
8. Installation of construction entrance pads.
9. Maintenance of the above measures.
Stormwater Runoff Quality: Water quality will be addressed through a number of
measures. The sumps within the catch basins will collect sand and silt from the paved
areas. The detention/water quality basin will further treat the runoff from the site.
Conveyance System: The on-site conveyance system consists of catch basins and
associated pipes that will convey the storm water to the proposed water quality/detention
basin. A swale is proposed to pick up runoff from Rye Street,and convey it to the
proposed storm drainage system.
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.
Catch Basins: The catch basins should be inspected annually. The catch basin
sumps should be cleaned when the depth of material within the sumps reaches 1'.
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.
Pavement Sweeping: The parking lots within each lot shall be swept at a
P g P
minimum of twice per year. Once in the spring shortly after the end of the snow
season,and once in the fall after the leaves have fallen.
Basin Spillway: The stone spillway shall be inspected twice yearly. All large
woody growth that may affect the flow of water or the stability of the spillway
shall be removed. The spillway shall also be inspected after any flow passes
through it. The riprap shall be re-arranged and added to as required to maintain
the design as per the design plans.
Topographic Contour Map: Topographic contour maps have been provided showing
the drainage areas for the site. The maps showing the existing and developed conditions
are included in the rear of this report.
Floodplain Boundaries: The site contains a floodplain that is associated with the
Scantic River. None of the proposed development is within the floodplain except for the
proposed pipe outlet from the detention basin. No filling of the floodplain will occur in
order to construct this outlet.
Drainage Design: The drainage design of the site has been completed utilizing a number
of computer programs and generally accepted design methods. The runoff from the site
under existing and developed conditions was developed utilizing the TR-55 computer
program. The flood routing and basin modeling was completed utilizing the Hydroflow
Hydrographs for Windows computer program by Intelisolve. The drainage piping on site
was designed using the rational formula,and sized for a 10-year design storm.
The site was analyzed under existing and developed conditions. Only the portion of the
site to be impacted from the proposed development was analyzed. A drainage area map
for the existing conditions is included in the rear of this report. Under existing
conditions,the drainage area was subdivided into three sub-areas.
Drainage area lE consists of the portion of the proposed developed site that drains to the
south to a large ravine off-site on the abutting property to the south. There are a number
of fingers from this large ravine that extend up to and into the site. The ravine drains to
the west to the Scantic River.
Drainage area 2E consists of the portion of the proposed developed site that drains
directly to the Scantic River via a number of eroded channels.
Drainage area 3E consists of the portion of the proposed developed site that drains to the
north to a large ravine off-site on the abutting property to the north. There are a number
of fingers from this large ravine that extend up to and into the site. The ravine drains to
the west to the Scantic River.
The TR-55 analyses were completed for all three sub-drainage areas under existing
conditions. The results are included in Appendix A. A summary of the results are as
follows:
Design Storm
Drainage area 2 10 25 50 100
lE 20 43 58 71 85
2E 2 4 5 6 7
3E 1 5 8 11 14
Total 23 52 71 88 106
(Note all flows are CFS)
The site under developed conditions will drain to a proposed water quality/detention
basin. All three areas under existing conditions make up the proposed drainage area to
the proposed water quality/detention basin. The total area draining to the water
quality/detention basin is 57.49 acres. The TR-55 analysis is included in appendix B and
summarized below:
Design Storm
2 10 25 50 100
Developed 36 80 106 131 156
(To Basin)
The proposed water quality/detention basin will be constructed in the rear of the site.
Due to the depths of the drainage system, and the minimal grade across the top of the
plateau of land that the development is occurring on, the basin will be a totally below
grade excavated basin, and will be fairly deep. According to the soil borings done in this
area,there is generally a 1' topsoil layer,with 8-9' of sand below the topsoil. Underlying
the sand is gray varved clay that extends below the deepest borings completed on the site
(51.5'). The proposed basin is to be constructed in an area with surface elevations of 78-
82. The Bottom of the basin will be at elevation 54+-. The permanent pool for water
quality will be between elevation 54 and 60. The detention outlet structure will be set at
elevation 60,and the volume provided for detention is between elevation 60 and 78. The
water quality portion of the basin will be within the varved clay layer, and as such is
expected to maintain a wet pool throughout the year. A portion of the detention volume
will be within the clay layer also. Seepage is expected to occur within the basin during
the course of the year.
The basin was analyzed utilizing the Hydroflow Hydrographs for Windows computer
program by Intelisolve. Under developed conditions due to the extremely large amount
of volume that is available for detention, the design flows can be reduced significantly
below existing peak flow rates. The stage/storage table, outlet structure design and
stage/storage/discharge tables are included in appendix C. The hydraulic routing reports
for the 2-100 year storm events are included in appendix D. A summary of the existing
and developed peak flow rates are as follows:
Design Storm
Drainage area 2 10 25 50 100
Total Existing 23 52 71 88 106
Flows(Areas
IE,2E,and 3E)
Developed Flows 2.61 3.93 4.41 4.80 5.14
(Exiting Proposed
Detention Basin)
(Note all flows are CFS)
Water Quality Calculations: The detention/water quality basin has been designed to
provide water quality in conformance with the 2004 Connecticut Stormwater Quality
Manual. The basin has been designed as a Wet extended detention pond. There will be a
permanent pool depth of 6', a 10' aquatic bench around the entire permanent pool depth,
a safety bench above this depth, sufficient depth to accommodate over a 100 year storm
event,access to the inlet and outlet for maintenance, and a fore-bay with over 101%of the
required total water quality volume. The required water quality volume calculations are
included in appendix E.
Storm Drainage Calculations: The on-site storm drainage system has been designed for
a 10 year design storm utilizing the Rational method. The calculations for the piping
size, and gutter flow are included in appendix F.
Conclusions: The on-site stormwater system with the detention basin will mitigate any
potential storm-water quantity impacts from the development of the site. The proposed
storm-water quality measures will mitigate water quality impacts from the proposed
development.
APPENDIX A
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA lE
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Impervious Areas
Paved parking lots, roofs, driveways .05(98) .53(98) - -
CULTIVATED AGRICULTURAL LANDS
Row crops C + Crop residue good 2.35(64) 36.6(74) - -
OTHER AGRICULTURAL LANDS
Woods good .54 (30) 1.38(55) - -
Total Area (by Hydrologic Soil Group) 2.94 38.5
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 41.45 Acres WEIGHTED CURVE NUMBER: 73*
-------------------------------------------------------------------------------
- Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA lE
-------------------------------------------------------------------------------
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 .0047 D 0.561
Shallow Concent'd 800 .0057 U 0.182
Open Channel 80 2 0.011
Time of Concentration = 0.75*
--- 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
I
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA 1E
Data: Drainage Area 41.45 * Acres
Runoff Curve Number 73 *
Time of Concentration: 0.75 * Hours
Rainfall Type III
Pond and Swamp Area NONE
Storm Number 1 1 1 2 l 3 1 4 1 5 1
i----------------------i------(------i------(------1------1
Frequency (yrs) ( 2 1 10 ( 25 ( 50 ( 100
I I I I i I I
i 24-Hr Rainfall (in) ( 3.2 ( 4.7 ( 5.5 ► 6.2 1 6.9 1
I I I I I 1 I
( Ia/P Ratio ( 0.23 l 0.16 l 0.13 ( 0.12 ( 0.11 1
I I I 1 I I
I Runoff (in) ( 0.98 ( 2.05 i 2.68 1 3.26 ( 3.85 1
I I I I I 1 I
Unit Peak Discharge 10.479 10.511 10.521 10.528 10.533 1
( (cfs/acre/in) 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
1 0.0% Ponds Used I 1 I I I I
1----------------------1------1------I------1------1------1
1 Peak Discharge (cfs) 1 20 1 43 ► 58 1 71 ► 85 1
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA 2E
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
CULTIVATED AGRICULTURAL LANDS
Row crops C + Crop residue good - 3.06(74) - -
Total Area (by Hydrologic Soil Group) 3.06
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 3.06 Acres WEIGHTED CURVE NUMBER: 74*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA 2E
-----------------------------------------------------------------------------
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 .005 D 0.547
Shallow Concent'd 250 .005 U 0.061
Time of Concentration = 0.61*
--- 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 : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA 2E
Data: Drainage Area 3.06 * Acres
Runoff Curve Number 74 *
Time of Concentration: 0.61 * Hours
Rainfall Type III
Pond and Swamp.Area NONE
1 Storm _Number { 1 1 2 1 3 { 4 1 5 1
1----------------------1------{------{------{------{------1
1 Frequency (yrs) { 2 { 10 1 25 { 50 { 100 {
{ 24-Hr Rainfall (in) i 3.2 { 4.7 { 5.5 { 6.2 { 6.9 1
I I I I I I I
I Ia/P Ratio { 0.22 1 0.15 1 0.13 { 0.11 { 0.10 {
I I I I I I I
{ Runoff (in) 1 1.04 1 2.13 1 2.77 ( 3.35 13.96 I
I I I i
{ Unit Peak Discharge 10.532 10.566 10.576 10.583 10.589 1
I (cfs/acre/in) I I I I I I
I I i I I I I
1 Pond and Swamp Factor) 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
1 0.0% Ponds Used I I I I I I
1----------------------1------I------I---=--1------1------I
1 Peak Discharge (cfs) 1 2 1 4 1 5 1 6 1 7 1
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA 3E
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Impervious Areas
Paved parking lots, roofs, driveways .12(98) - - -
CULTIVATED AGRICULTURAL LANDS
Row crops C + Crop residue good 5.91(64) 2.47 (74) - -
OTHER AGRICULTURAL LANDS
Woods good 4.03(30) .35(55) - -
Total Area (by Hydrologic Soil Group) 10.0 2.82
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 12.88 Acres WEIGHTED CURVE NUMBER: 55*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date
Subtitle: EXISTING CONDITIONS AREA 3E
-------------------------------------------------------------------------------
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 .005 D 0.547
Shallow Concent'd 300 .005 U 0.073
Shallow Concent'd 100 .04 U 0.009
Time of Concentration = 0.63*
--- 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 : ALDI-RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS AREA 3E
Data: Drainage Area 12.88 * Acres
Runoff Curve Number 55, *
Time of Concentration: 0.63 * Hours
Rainfall Type III
Pond and .Swamp Area NONE
1mStorm Number I 1 1 2 1 3 1 4 1 5 1
1----------------------i------I------1------1------1------1
1 Frequency (yrs) I 2 1 10 l 25 1 50 1 100 1
1 I I I i I I
1 24-Hr Rainfall (in) 1 3.2 I 4.7 1 5.5 1 6.2 1 6.9 1
I I I f I I I
1 Ia/P Ratio 10.51 1 0.35 10.30 10.26 ( 0.24 1
I 1 I I I I I
1 Used 10.50 1 0.35 1 0.30 1 0.26 1 0.24. 1
I I I I I I I
1 Runoff (in) 1 0.25 ( 0.83 1 1.24 i 1.63 i 2.06 1
I I I I I I I
I Unit Peak Discharge 10.276 10.442 10.488 10.504 10.517 1
1 (cfs/acre/in)
I I I I I I i
1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 I
1 0.0% Ponds Used I I I I I i
1----------------------1------1------1------1------i------I
1 Peak Discharge (cfs) ► 1 1 5 1 8 1 11 1 14 1
* - Value(s) provided from TR-55 system routines
APPENDIX B
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : ALDI RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED CONDITIONS
-------------------------------------------------------------------------------
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% 7.19(39) 23.8(61) - -
Impervious Areas
Paved parking lots, roofs, driveways 3.71(98) 20.7(98) - -
OTHER AGRICULTURAL LANDS
Woods good 2.09(30) - - -
Total Area (by Hydrologic Soil Group) 12.9 44.5
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 57.49 Acres WEIGHTED CURVE NUMBER: 73*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : ALDI RYE STREET User: GBS Date: 11/07/99
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED CONDITIONS
-------------------------------------------------------------------------------
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 75 .01 F 0.249
Shallow Concent'd 200 .01 U 0.034
Open Channel 1200 3 0.111
Time of Concentration = 0.39*
--- 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 : ALDI RYE STREET User: GBS Date: 11/07/99
County :. HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED CONDITIONS
Data: Drainage Area 57.49 * Acres
Runoff Curve Number 73 *
Time of Concentration: 0.39 * Hours
Rainfall Type III
Pond and Swamp Area NONE
{ -----------
Storm Number ( 1 { 2 1 3 i 4 { 5 1
{----------------------{------{------i------{-------i------{
I Frequency (yrs) { 2 { 10 { 25 { .50 { 100 {
I I I I I I I
{ 24-Hr Rainfall (in) { 3.2 { 4.7 I 5.5 { 6.2 1 6.9 1
I I I I I
i Ia/P Ratio 1 .0.23 1 0.16 1 0.13 1 0.12 1 0.11 1
I 1 I I I I I
{ Runoff (in) ( 0.98 { 2.05 { 2.68 { 3.26 ( 3.85 {
I I I I I I I
{ Unit Peak Discharge 10.637 10.677 10.690 10.698 10.705 {
(cfs/acre/in) I I I I I I
1 I i I I I I
{ Pond and Swamp Factor{ 1.00 1 1.00 { 1.00 1 1.00 1 1.00 1
{ 0.0% Ponds Used I I I I I I
{----------------------{------{------{------(------{------{
{ Peak Discharge (cfs) { 36 I 80 { 106 I 131 { 156 {
* - Value(s) provided from TR-55 system routines
APPENDIX C
Reservoir Report Page 1
Reservoir No. 1 - single basin
Hydrallow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult)
0.00 60.00 30,870 0 0
2.00 62.00 39,380 70,250 70,250
4.00 64.00 48,770 88,150 158,400
6.00 66.00 54,710 103,480 261,880
8.00 68.00 59,832 114,542 376,422
10.00 70.00 67,004 126,836 503,258
12.00 72.00 73,055 140,059 643,317
14.00 74.00 80,990 154,045 797,362
16.00 76.00 88,898 169,W8 967,250
Culvert/Orifice Structures Weir Structures
[A] [B] [Cl [D] [A] [B] [C] [D]
Rise in = 15.0 8.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
Span in = 15.0 8.0 0.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El.ft = 60.00 60.00 0.00 0.00 Weir Type = - - - -
Length ft = 300.0 1.0 0.0 0.0 Multistage = No No No No
Slope% = 0.50 1.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multistage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 It
Stage Storage/Discharge Table
Note:All outflows have been analyzed under inlet and outlet control.
/
Stage Storage Elevation Clv A Chr B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cis cis cis cis cis cis cis cis cis cis
0.00 0 60.00 0.00 0.00 - - - - - - - 0.00
2.00 70,250 62.00 1.97 1.94 - - - - - - - 1.94
4.00 158,400 64.00 2.97 2.97 - - - - - - - 2.97
6.00 261,880 66.00 3.80 3.75 - - - - - - - 3.75
8.00 376,422 68.00 4.39 4.39 - - - - - - - 4.39
10.00 503,258 70.00 4.82 4.82 - - - - - - - 4.82
12.00 643,317 72.00 5.27 5.27 - - - - - - - 5.27
14.00 797,362 74.00 5.69 5.69 - - - - - - - 5.69
16.00 967,250 76.00 6.07 6.07 - - - - - - - 6.07
APPENDIX D
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 2.61 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = single basin
Max. Elevation = 63.22 ft Max. Storage = 124,013 cuft
Storage Indication method used. Outflow hydrograph volume=197,705 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv 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
12.17 28.77 60.55 0.66 0.65 - - - - - - - 0.65
12.20 31.97 60.65 0.81 0.81 - - - - - - 0.81
12.23 34.39 60.77 0.95 0.94 - - - - - - - 0.94
12.27 35.89 60.88 1.07 1.07 - - - - - - - 1.07
12.30 36.66 61.00 1.19 1.19 - - - - - - - 1.19
12.33 36.95<< 61.12 1.32 1.29 - - - - - - - 1.29
12.37 36.91 61.24 1.42 1.39 - - - - - - - 1.39
12.40 36.53 61.37 1.50 1.49 - - - - - - - 1.49
12.43 35.83 61.48 1.61 1.58 - - - - - - - 1.58
12.47 34.80 61.60 1.73 1.66 - - - - - - - 1.66
12.50 33.47 61.71 1.80 1.74 - - - - - - - 1.74
12.53 31.85 61.82 1.86 1.81 - - - - - - - 1.81
12.57 30.00 61.91 1.92 1.88 - - - - - - - 1.88
12.60 27.97 62.01 1.97 1.94 - - - - - - - 1.94
12.63 25.80 62.07 2.02 1.98 - - - - - - - 1.98
12.67 23.56 62.14 2.05 2.02 -- - - - - - - 2.02
12.70 21.34 62.19 2.09 2.05 - - - ---- - - - 2.05
12.73 19.27 62.24 2.12 2.08 - - - - - - - 2.08
12.77 17.47 62.28 2.14 2.11 - - - - - - - 2.11
12.80 15.98 62.32 2.17 2.13 - - - - - - - 2.13
12.83 14.75 62.36 2.19 2.15 - - - ----- - - - 2.15
12.87 13.68 62.39 2.21 2.17 - - - - - - - 2.17
12.90 12.73 62.42 2.23 2.19 - - - - - -- - 2.19
12.93 11.89 62.45 2.25 2.20 - - - ----- - - - 2.20
12.97 11.15 62.48 2.26 2.22 - - - - - - - 2.22
13.00 10.51 62.50 2.28 2.23 - - - - - - - 2.23
13.03 9.95 62.52 2.29 2.24 - - - - - - -- 2.24
13.07 9.48 62.54 2.30 2.26 - - - - - - - 2.26
13.10 9.07 62.56 2.31 2.27 - - - - - - - 2.27
13.13 8.73 62.58 2.32 2.28 - - - - - - - 2.28
13.17 8.44 62.60 2.33 2.29 - ----- - - - - - 2.29
13.20 8.20 62.61 2.34 2.29 - - - - - - - 2.29
13.23 7.99 62.63 2.35 2.30 - - - - - - - 2.30
13.27 7.80 62.64 2.36 2.31 - - - - - - - 2.31
13.30 7.63 62.66 2.37 2.32 - - - - - - - 2.32
13.33 7.47 62.67 2.38 2.33 - - ---- - - - - 2.33
13.37 7.33 62.69 2.39 2.33 ----- - - - - - - 2.33
13.40 7.20 62.70 2.40 2.34 - - - - - - - 2.34
Continues on next page...
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
Mrs) cfs ft cfs cfs cfs cis cfs cfs cis cfs cfs cfs
13.43 7.08 62.71 2.41 2.35 - - - - - - - 2.35
13.47 6.97 62.73 2.41 2.35 - - - - - - - 2.35
13.50 6.87 62.74 2.42 2.36 - - - - - - - 2.36
13.53 6.78 62.75 2.43 2.37 - - - - - - - 2.37
13.57 6.69 62.76 2.44 2.37 - - ----- - - - - 2.37
13.60 6.61 62.77 2.44 2.38 - - - - - - - 2.38
13.63 6.54 62.78 2.45 2.39 - - - - - - - 2.39
13.67 6.47 62.80 2.46 2.39 - - - - - - - 2.39
13.70 6.40 62.81 2.46 2.40 - - - - - - - 2.40
13.73 6.33 62.82 2.46 2.40 - - - - - - - 2.40
13.77 6.26 62.83 2.47 2.41 - - - - - - - 2.41
13.80 6.20 62.84 2.47 2.41 - - - - - - - 2.41
13.83 6.13 62.85 2.47 2.42 - - - - - - - 2.42
13.87 6.06 62.86 2.47 2.42 - - - . - - - - 2.42
13.90 5.99 62.87 2.47 2.43 - - - - - - - 2.43
13.93 5.92 62.88 2.47 2.43 - - - - - - - 2.43
13.97 5.85 62.89 2.48 2.44 - - - - - - - 2.44
14.00 5.78 62.90 2.48 2.44 - - - - - - - 2.44
14.03 5.71 62.91 2.48 2.45 - - - - - - - 2.45
14.07 5.64 62.91 2.48 2.45 - - - - - - - 2.45
14.10 5.57 62.92 2.48 2.46 - - - - - - - 2.46
14.13 5.50 62.93 2.48 2.46 - - - - - - - 2.46
14.17 5.43 62.94 2.49 2.47 - - - - - - - 2.47
14.20 5.37 62.95 2.49 2.47 - - - - - - - 2.47
14.23 5.31 62.96 2.49 2.47 - - - - - - - 2.47
14.27 5.25 62.96 2.49 2.48 - - - - - - - 2.48
14.30 5.20 62.97 2.49 2.48 - - - - - - - 2.48
14.33 5.14 62.98 2.49 2.49 - - - - - - - 2.49
14.37 5.09 62.99 2.49 2.49 - - - - - - - 2.49
14.40 5.05 62.99 2.49 2.49 - - - - - - - 2.49
14.43 5.00 63.00 2.50 2.50 - - - - - - - 2.50
14.47 4:96 63.01 2.50 2.50 - - - - - - - 2.50
14.50 4.92 63.01 2.50 2.50 - - - - - - - 2.50
14.53 4.88 63.02 2.51 2.51 - - - - - - - 2.51
14.57 4.84 63.03 2.51 2.51 - - - - - - - 2.51
14.60 4.81 63.03 2.51 2.51 - - - - - - - 2.51
14.63 4.77 63.04 2.52 2.52 - - - - - - - 2.52
14.67 4.74 63.04 2.52 2.52 - - - - - - - 2.52
14.70 4.70 63.05 2.52 2.52 - - - - - - - 2.52
14.73 4.67 63.06 2.53 2.53 - - - - - - - 2.53
14.77 4.63 63.06 2.53 2.53 - - - - - - - 2.53
14.80 4.60 63.07 2.53 2.53 - - - - - - - 2.53
14.83 4.56 63.07 2.53 2.53 - - - - - - - 2.53
14.87 4.53 63.08 2.54 2.54 - - - - - - - 2.54
14.90 4.49 63.08 2.54 2.54 - - - - - - - 2.54
14.93 4.46 63.09 2.54 2.54 - - - - - - - 2.54
14.97 4.42 63.09 2.55 2.55 - - - - - - - 2.55
15.00 4.39 63.10 2.55 2.55 - - - - - - - 2.55
15.03 4.35 63.10 2.55 2.55 - - - - - - - 2.55
15.07 4.32 63.11 2.55 2.55 - - - - - - - 2.55
15.10 4.28 63.11 2.56 2.56 - - - - - - - 2.56
Continues on next page...
Page 3
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
15.13 4.24 63.12 2.56 2.56 - - -- - - -_-_ _____ 2.56
15.17 4.21 63.12 2.56 2.56 - - - - - ---- - 2.56
15.20 4.17 63.13 2.56 2.56 - - - - - - - 2.56
15.23 4.13 63.13 2.57 2.56 - - - -_ - - - 2.56
15.27 4.10 63.14 2.57 2.57 - - - - - - - 2.57
15.30 4.06 63.14 2.57 2.57 - - - - - - --- 2.57
15.33 4.02 63.14 2.57 2.57 - - - - - ____ - 2.57
15.37 3.98 63.15 2.57 2.57 - - - - - - - 2.57
15.40 3.95 63.15 2.58 2.58 - - - ____ ____ ____ 2_58
15.43 3.91 63.16 2.58 2.58 - - - - - ____ - 2.58
15.47 3.87 63.16 2.58 2.58 - - - - - -- - 2.58
15.50 3.83 63.16 2.58 2.58 - - - - - ____ - 2 58
15.53 3.80 63.17 2.58 2.58 ---- - - - - - - 2.58
15.57 3.76 63.17 2.58 2.58 - - - - - - - 2.58
15.60 3.72 63.17 2.59 2.59 - - - - - - - 2.59
15.63 3.68 63.18 2.59 2.59 - - - - - - - 2.59
15.67 3.64 63.18 2.59 2.59 - - - - - - - 2.59
15.70 3.60 63.18 2.59 2.59 - - - - - - - 2.59
15.73 3.57 63.18 2.59 2.59 - - - - - - - 2.59
15.77 3.53 63.19 2.59 2.59 - - - - - - - 2.59
15.80 3.49 63.19 2.59 2.59 - - - - - - - 2.59
15.83 3.45 63.19 2.60 2.60 - - - - - - - 2.60
15.87 3.41 63.19 2.60 2.60 - - - - - - - 2.60
16.90 3.37 63.20 2.60 2.60 - - - - - - - 2.60
15.93 3.33 63.20 2.60 2.60 - - - - - - - 2.60
15.97 3.29 63.20 2.60 2.60 ---- - - - - - - 2.60
16.00 3.25 63.20 2.60 2.60 - - - - - - - 2.60
16.03 3.21 63.20 2.60 2.60 - - - - - - - 2.60
16.07 3.17 63.20 2.60 2.60 ----- - - - - - - 2.60
16.10 3.14 63.21 2.60 2.60 - - - - - - - 2.60
16.13 3.10 63.21 2.60 2.60 - - - - - - - 2.60
16.17 3.06 63.21 2.61 2.61 - - - - - - - 2.61
16.20 3.03 63.21 2.61 2.61 - - -- - - - - 2.61
16.23 2.99 63.21 2.61 2.61 - - - - - - - 2.61
16.27 2.96 63.21 2.61 2.61 - - - - - - - 2.61
16.30 2.93 63.21 2.61 2.61 - - - - - - - 2.61
16.33 2.91 63.21 2.61 2.61 - - - - - - - 2.61
16.37 2.88 63.21 2.61 2.61 - - - - - - 2.61
16.40 2.86 63.22 2.61 2.61 - - - - - - - 2.61
16.43 2.83 63.22 2.61 2.61 - - - - - - - 2.61
16.47 2.81 63.22 2.61 2.61 - - - - - - - 2.61
16.50 2.79 63.22 2.61 2.61 - - - - - - - 2.61
16.53 2.77 63.22 2.61 2.61 - - - - - - - 2.61
16.57 2.75 63.22 2.61 2.61 - - - - - - - 2.61
16.60 2.73 63.22 2.61 2.61 - - - - - - - 2.61
16.63 2.72 63.22 2.61 2.61 - - - - - - - 2.61
16.67 2.70 63.22 2.61 2.61 - - - - - - - 2.61
16.70 2.68 63.22 2.61 2.61 - - - - - - - 2.61
16.73 2.66 63.22 2.61 2.61 - - - - - - - 2.61
16.77 2.65 63.22 2.61 2.61 - - - -- - - - 2.61
16.80 2.63 63.22 2.61 2.61 - - - - - 2.61
Continues on next page...
Page 4
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) eft ft cfs cfs cis ds ds cfs cfs cfs cfs cfs
16.83 2.61 63.22<< 2.61 2.6
1 - - - - - ____ - 2.61 «
16.87 2.60 63.22 2.61 2.61 - - - - - - - 2.61
16.90 2.58 63.22 2.61 2.61 - - - - - - 2.61
16.93 2.56 63.22 2.61 2.61 - - - - - - - 2.61
16.97 2.54 63.22 2.61 2.61 - - - - - - - 2.61
17.00 2.53 63.22 2.61 2.61 - - - - - - - 2.61
17.03 2.51 63.22 2.61 2.61 - - - - - - - 2.61
17.07 2.49 63.22 2.61 2.61 - - - - - - - 2.61
17.10 2.47 63.22 2.61 2.61 - - - - - - - 2.61
17.13 2.46 63.22 2.61 2.61 - - - - - - - 2.61
17.17 2.44 63.22 2.61 2.61 - - - - - - - 2.61
17.20 2.42 63.22 2.61 2.61 - - - - - - - 2.61
17.23 2.41 63.22 2.61 2.61 - - - - - - - 2.61
17.27 2.39 63.22 2.61 2.61 - - - - - - -- 2.61
17.30 2.37 63.22 2.61 2.61 - - - - - - - 2.61
17.33 2.35 63.21 2.61 2.61 - - - - - - - 2.61
17.37 2.33 63.21 2.61 2.61 - - - - - - - 2.61
17.40 2.32 63.21 2.61 2.61 - - - - - - - 2.61
17.43 2.30 63.21 2.61 2.61 - - - - - - - 2.61
17.47 2.28 63.21 2.61 2.61 - - - - - - - 2.61
17.50 2.26 63.21 2.61 2.61 - - - - - - - 2.61
17.53 2.25 63.21 2.61 2.61 - - - - - - - 2.61
17.57 2.23 63.21 2.61 2.60 - - - - - - - 2.60
17.60 2.21 63.21 2.60 2.60 - - - - - - - 2.60
17.63 2.19 63.21 2.60 2.60 - - - - - - - 2.60
17.67 2.18 63.21 2.60 2.60 - - - - - - - 2.60
17.70 2.16 63.20 2.60 2.60 - - - - - - - 2.60
17.73 2.14 63.20 2.60 2.60 - - - - - - - 2.60
17.77 2.12 63.20 2.60 2.60 - - - - - - - 2.60
17.80 2.10 63.20 2.60 2.60 - - - - - - - 2.60
17.83 2.09 63.20 2.60 2.60 - - - - - - - 2.60
17.87 2.07 63.20 2.60 2.60 - - - - - - - 2.60
17.90 2.05 63.20 2.60 2.60 - - - - - - - 2.60
17.93 2.03 63.19 2.60 2.60 - - - - - - - 2.60
17.97 2.01 63.19 2.60 2.60 - - - - - - - 2.60
18.00 2.00 63.19 2.60 2.60 - - - - - - - 2.60
18.03 1.98 63.19 2.60 2.60 - - - - - - - 2.60
18.07 1.96 63.19 2.59 2.59 - - - - - - - 2.59
18.10 1.94 63.19 2.59 2.59 - - - - - - - 2.59
18.13 1.93 63.18 2.59 2.59 - - - - - - - 2.59
18.17 1.91 63.18 2.59 2.59 - - - - - - - 2.59
18.20 1.89 63.18 2.59 2.59 - - - - - - 2.59
18.23 1.88 63.18 2.59 2.59 - - - - - - - 2.59
18.27 1.87 63.18 2.59 2.59 - - - - - - - 2.59
18.30 1.85 63.17 2.59 2.59 - - - - - - - 2.59
18.33 1.84 63.17 -2.59 2.59 - - - - - - - 2.59
18.37 1.83 63.17 2.59 2.59 - - - - - - - 2.59
18.40 1.82 63.17 2.58 2.58 - - - - - - - 2.58
18.43 1.82 63.17 2.58 2.58 - - - - - - 2.58
18.47 1.81 63.16 2.58 2.58 - - - - - - - 2.58
18.50 1.80 63.16 2.58 2.58 - - - - - - - 2.58
Continues on next page...
Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D ExHi Outflow
(hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.53 1.79 63.16 2.58 2.58 - - - - - - --_- 2.58
18.57 1.79 63.16 2.58 2.58 - - - - - - - 2.58
18.60 1.78 63.16 2.58 2.58 - - - - - - - 2.58
18.63 1.78 63.15 2.58 2.58 - - - - - - - 2.58
18.67 1.77 63.15 2.58 2.58 - - - - - - - 2.58
18.70 1.76 63.15 2.57 2.57 - - - - - - - 2.57
18.73 1.76 63.15 2.57 2.57 - - - - - - - 2.57
18.77 1.75 63.15 2.57 2.57 - - - - - - - 2.57
18.80 1.75 63.14 2.57 2.57 - - - - -=- - - 2.57
18.83 1.74 63.14 2.57 2.57 - - - - - - - 2.57
18.87 1.74 63.14 2.57 2.57 - - - - - - - 2.57
18.90 1.73 63.14 2.57 2.57 - - - - - - -- 2.57
18.93 1.73 63.13 2.57 2.57 - - - - - - - 2.57
18.97 1.72 63.13 2.56 2.56 - - - - - - - 2.56
19.00 1.72 63.13 2.56 2.56 - - - - - - - 2.56
19.03 1.71 63.13 2.56 2.56 - - - - - - - 2.56
19.07 1.71 63.12 2.56 2.56 - - - - -- - - 2.56
19.10 1.70 63.12 2.56 2.56 - - - - - - 2.56
19.13 1.70 63.12 2.56 2.56 - - - - - - - 2.56
19.17 1.69 63.12 2.56 2.56 - - - - - - - 2.56
19.20 1.69 63.12 2.56 2.56 - - ----- - - - - 2.56
19.23 1.68 63.11 2.56 2.56 - - - - - - - 2.56
19.27 1.68 63.11 2.55 2.55 - - - - - - - 2.55
19.30 1.67 63.11 2.55 2.55 - - - - - - - 2.55
19.33 1.67 63.11 2.55 2.55 - --- - - - - - 2.55
19.37 1.66 63.10 2.55 2.55 - - ---- - - - - 2.55
19.40 1.66 63.10 2.55 2.55 - - - - - - - 2.55
19.43 1.65 63.10 2.55 2.55 - - - - - - - 2.55
19.47 1.65 63.10 2.55 2.55 - - - - - - - 2.55
19.50 1.64 63.09 2.55 2.54 - - - - - - - 2.54
19.53 1.64 63.09 2.54 2.54 - - - - - - - 2.54
19.57 1.63 63.09 2.54 2.54 - - - - - - - 2.54
19.60 1.62 63.09 2.54 2.54 - - - - - - - 2.54
19.63 1.62 63.08 2.54 2.54 - - - - - - - 2.54
19.67 1.61 63.08 2.54 2.54 - - - - - - -- 2.54
19.70 1.61 63.08 2.54 2.54 - - - - - - - 2.54
19.73 1.60 63.08 2.54 2.54 - - - - - - - 2.54
19.77 1.60 63.07 2.53 2.53 - - - - - - - 2.53
19.80 1.59 63.07 2.53 2.53 - - - - - - - 2.53
19.83 1.59 63.07 2.53 2.53 - - - - - - - 2.53
19.87 1.58 63.07 2.53 2.53 - - - - - - - 2.53
19.90 1.58 63.06 2.53 2.53 - - - - - - ---- 2.53
19.93 1.57 63.06 2.53 2.53 - - - - - - - 2.53
19.97 1.57 63.06 2.53 2.53 - - - - - - - 2.53
20.00 1.56 63.06 2.53 2.53 - - - - - - - 2.53
20.03 1.56 63.05 2.52 2.52 - - - - - - - 2.52
20.07 1.55 63.05 2.52 2.52 - - - - - - - 2.52
20.10 1.54 63.05 2.52 2.52 - - - - - - - 2.52
20.13 1.54 63.04 2.52 2.52 - - - - - - 2.52
20.17 1.53 63.04 2.52 2.52 - - - - - - - 2.52
20.20 1.53 63.04 2.52 2.52 - - - - - --- - 2.52
Continues on next page...
Page 6
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow
(hrs) cfs ft cfs cfs cis cfs cfs cfs cfs cfs cis cfs
20.23 1.52 63.04 2.52 2.52 - - - - -- - - 2.52
20.27 1.52 63.03 2.51 2.51 - - - - - - - 2.51
20.30 1.51 63.03 2.51 2.51 - - - - - - - 2.51
20.33 1.51 63.03 2.51 2.51 - - - - - - - 2.51
20.37 1.50 63.03 2.51 2.51 - - - - - - - 2.51
20.40 1.50 63.02 2.51 2.51 - - - - - - - 2.51
20.43 1.49 63.02 2.51 2.51 - - - - - - - 2.51
20.47 1.49 63.02 2.51 2.51 - - - - - - - 2.51
20.50 1.48 63.01 2.50 2.50 - - - - - - - 2.50
20.53 1.47 63.01 2.50 2.50 - - - - - - - 2.50
20.57 1.47 63.01 2.50 2.50 - - - - - - - 2.50
20.60 1.46 63.01 2.50 2.50 - - - - - - - 2.50
20.63 1.46 63.00 2.50 2.50 - - - - - - - 2.50
20.67 1.45 63.00 2.50 2.50 - - - - - - - 2.50
20.70 1.45 63.00 2.50 2.50 - - - - ---= - - 2.50
20.73 1.44 62.99 2.50 2.49 - - - - - - - 2.49
20.77 1.44 62.99 2.49 2.49 - - - - - - - 2.49
20.80 1.43 62.99 2.49 2.49 - - - - - - - 2.49
20.83 1.43 62.99 2.49 2.49 - - - - - - - 2.49
20.87 1.42 62.98 2.49 2.49 - - - - - - - 2.49
20.90 1.41 62.98 2.49 2.49 - - - - - - 2.49
20.93 1.41 62.98 2.49 2.48 - - - - - - - 2.48
20.97 1.40 62.97 2.49 2.48 - - - - - - - 2.48
21.00 1.40 62.97 2.49 2.48 - - - - - - - 2.48
21.03 1.39 62.97 2.49 2.48 - - - - - - - 2.48
21.07 1.39 62.97 2.49 2.48 - - - - - - - 2.48
21.10 1.38 62.96 2.49 2.48 - - - - - - - 2.48
21.13 1.38 62.96 2.49 2.48 - - - - - - - 2.48
21.17 1.37 62.96 2.49 2.47 - - - - - - - 2_47
21.20 1.37 62.95 2.49 2.47 - - - - - - - 2.47
21.23 1.36 62.95 2.49 2.47 - - - - - - - 2.47
21.27 1.35 62.95 2.49 2.47 - - - - - - - 2.47
21.30 1.35 62.94 2.49 2.47 - - - - - - - 2.47
21.33 1.34 62.94 2.49 2.47 - - - - - - - 2.47
21.37 1.34 62.94 2.49 2.46 - - - - - - - 2.46
21.40 1.33 62.94 2.48 2.46 - - - - - - - 2.46
21.43 1.33 62.93 2.48 2.46 - - - - - - - 2.46
21.47 1.32 62.93 2.48 2.46 - - - - - - 2.46
21.50 1.32 62.93 2.48 2.46 - - - - - - 2.46
21.53 1.31 62.92 2.48 2.46 - - - - - - - 2.46
21.57 1.30 62.92 2.48 2.46 - - - - - - 2.46
21.60 1.30 62.92 2.48 2.45 - - - - - - - 2.45
21.63 1.29 62.91 2.48 2.45 - - - - - - - 2.45
21.67 1.29 62.91 2.48 2.45 - - - - - - - 2.45
21.70 1:28 62.91 2.48 2.45 - - - - - - - 2.45
21.73 1.28 62.90 2.48 2.45 - - - - - - - 2.45
21.77 1.27 62.90 2.48 2.45 - - - - - - - 2.45
21.80 1.27 62.90 2.48 2.44 - - - - - - - 2.44
21.83 1.26 62.89 2.48 2.44 - - - - - - - 2.44.
21.87 1.25 62.89 2.48 2.44 - - - - - - - 2.44
21.90 1.25 62.89 2.48 2.44 - - - - - - - 2.44
Continues on next page...
Page 7
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B CIv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow
(hrs) ds ft ds ds cfs ds ds ds cfs cfs ds ds
21.93 1.24 62.88 2.48 2.44 - - - - - - - 2.44
21.97 1.24 62.88 2.48 2.44 - - - - - - - 2.44
22.00 1.23 62.88 2.47 2.43 - - - - -- - - 2.43
22.03 1.26 62.88 2.47 2.43 - - - - - --- - 2.43
22.07 1.29 62.87 2.47 2.43 - - - - - - - 2.43
22.10 1.32 62.87 2.47 2.43 - - - - - - - 2.43
22.13 1.35 62.87 2.47 2.43 - - - - - - - 2.43
22.17 1.39 62.86 2.47 2.43 - - - - - - - 2.43
22.20 1.42 62.86 2.47 2.42 - - - - - - - 2.42
22.23 1.46 62.86 2.47 2.42 - - - - - - - 2.42
22.27 1.44 62.85 2.47 2.42 - - - - - - - 2.42
22.30 1.43 62.85 2.47 2.42 - - - - - - - 2.42
22.33 1.42 62.85 2.47 2.42 -- - - ----- - - - 2.42
22.37 1.40 62.85 2.47 2.42 - - - - - - - 2.42
22.40 1.39 62.84 2.47 2.42 - - - - - - 2.42
22.43 1.38 62.84 2.47 2.41 - - - - - - - 2.41
22.47 1.36 62.84 2.47 2.41 - - - - - - - 2.41
22.50 1.35 62.84 2.47 2.41 - - --- - - ---- - 2.41
22.53 1.33 62.83 2.47 2.41 - - - - - - - 2.41
22.57 1.32 62.83 2.47 2.41 - - - - - - - 2.41
22.60 1.30 62.83 2.47 2.41 - - - - - - - 2.41
22.63 1.28 62.82 2.46 2.41 - - - - - - - 2.41
22.67 1.27 62.82 2.46 2.40 - - - - - - - 2.40
22.70 1.25 62.82 2.46 2.40 - - - - - - - 2.40
22.73 1.23 62.81 2.46 2.40 - - - - - - - 2.40
22.77 1.21 62.81 2.46 2.40 - - - - - - - 2.40
22.80 1.21 62.81 2.46 2.40 - - - - - - - 2.40
22.83 1.20 62.80 2.46 2.40 - - - - - - - 2.40
22.87 1.20 62.80 2.46 2.39 - - - - - - - 2.39
22.90 1.19 62.80 2.46 2.39 - - - - - - - 2.39
22.93 1.19 62.79 2.46 2.39 - - - - - - - 2.39
22.97 1.19 62.79 2.46 2.39 - - - - - - - 2.39
23.00 1.18 62.79 2.45 2.39 - - - - - - - 2.39
23.03 1.18 62.78 2.45 2.39 -- - - - - - - 2.39
23.07 1.17 62.78 2.45 2.38 - - - - - - - 2.38
23.10 1.17 62.78 2.45 2.38 - - - - - - - 2.38
23.13 1.16 62.78 2.44 2.38 - - - - - - - 2.38
23.17 1.16 62.77 2.44 2.38 - - - - - - 2.38
23.20 1.16 62.77 2.44 2.38 - ----- - - - - - 2.38
23.23 1.15 62.77 2.44 2.38 - - - - - - - 2.38
23.27 1.15 62.76 2.44 2.37 - - - - - - - 2.37
23.30 1.14 62.76 2.43 2.37 - - - - - - - 2.37
23.33 1.14 62.76 2.43 2.37 - - - - - - 2_37
23.37 1.14 62.75 2.43 2.37 ---- - - - - - - 2.37
23.40 1.13 62.75 2.43 2.37 - - - - - - - 2.37
23.43 1.13 62.74 2.43 2.36 - - - - - - 2.36
23.47 1.12 62.74 2.42 2.36 - - - - - - - 2.36
23.50 1.12 62.74 2.42 2.36 - - - - - - - 2.36
23.53 1.11 62.73 2.42 2.36 - - - - - - - 2.36
23.57 1.11 62.73 2.42 2.36 - - - - - - --- 2.36
23.60 1.11 62.73 2.42 2.36 - - - - - - 2.36
Continues on next page...
Page 8
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
23.63 1.10 62.72 2.41 2.35 - - - - - - - 2.35
23.67 1.10 62.72 2.41 2.35 - - - - - - - 2.35
23.70 1.09 62.72 2.41 2.35 - - - - - - - 2.35
23.73 1.09 62.71 2.41 2.35 - - - - - - - 2.35
23.77 1.08 62.71 2.41 2.35 - - - - - - - 2.35
23.80 1.08 62.71 2.40 2.34 - - - - - - - 2.34
23.83 1.08 62.70 2.40 2.34 - - - - - - - 2.34
23.87 1.07 62.70 2.40 2.34 - - - - - - - 2.34
23.90 1.07 62.70 2.40 2.34 - - - - - - - 2.34
23.93 1.06 62.69 2.39 2.34 - - - - - - - 2.34
23.97 1.06 62.69 2.39 2.34 - - - - - - - 2.34
24.00 1.05 62.69 2.39 2.33 - - - - - - - 2.33
24.03 1.04 62.68 2.39 2.33 - - - - - - - 2.33
24.07 1.01 62.68 2.39 2.33 - - - - - - - 2.33
24.10 0.97 62.68 2.38 2.33 - - - - - - - 2.33
24.13 0.91 62.67 2.38 2.33 - - - - - - - 2.33
24.17 0.85 62.67 2.38 2.32 - - - - - - - 2.32
24.20 0.77 62.66 2.38 2.32 - - - - - --- - 2.32
24.23 0.68 62.66 2.37 2.32 - - - - - - - 2.32
24.27 0.59 62.66 2.37 2.32 - - - - - - - 2.32
24.30 0.51 62.65 2.37 2.31 - - - - - - - 2.31
24.33 0.44 62.65 2.37 2.31 - - - - - - - 2.31
24.37 0.37 62.64 2.36 2.31 - - - - - - - 2.31
24.40 0.31 62.63 2.36 2.31 - - - - - - - 2.31
24.43 0.25 62.63 2.36 2.30 - - - - - - - 2.30
24.47 0.20 62.62 2.35 2.30 - - - - - - - 2.30
24.50 0.16 62.62 2.35 2.30 - - - - - - - 2.30
24.53 0.12 62.61 2.34 2.29 - - - - - - - 2.29
24.57 0.08 62.61 2.34 2.29 - - - - - - - 2.29
24.60 0.06 62.60 2.34 2.29 - - - - - - - 2.29
24.63 0.03 62.59 2.33 2.28 - - - - - - 2.28
24.67 0.02 62.59 2.33 2.28 - - - - - - - 2.28
24.70 0.01 62.58 2.33 2.28 - - - - - - - 2.28
24.73 0.00 62.58 2.32 2.27 - - - - - - - 2.27
24.77 0.00 62.57 2.32 2.27 - - - - - - - 2.27
24.80 0.00 62.56 2.31 2.27 - - - - - - - 2.27
24.83 0.00 62.56 2.31 2.26 ---- - - - - - - 2.26
24.87 0.00 62.55 2.31 2.26 - - - - - - - 2.26
24.90 0.00 62.54 2.30 2.26 - - - - - - - 2.26
24.93 0.00 62.54 2.30 2.25 - - - - - - - 2.25
24.97 0.00 62.53 2.30 2.25 - - - - - - - 2.25
25.00 0.00 62.53 2.29 2.25 - - - - - - - 2.25
25.03 0.00 62.52 2.29 2.24 - - - - - - - 2.24
25.07 0.00 62.51 2.28 2.24 - - - - - - - 2.24
25.10 0.00 62.51 2.28 2.24 - - - ---- - - - 2.24
25.13 0.00 62.50 2.28 2.23 - - - - - - - 2.23
25.17 0.00 62.50 2.27 2.23 - - - - - - - 2.23
25.20 0.00 62.49 2.27 2.23 - - - - - - - 2.23
25.23 0.00 62.48 2.27 2.22 - - - - - - - 2.22
25.27 0.00 62.48 2.26 2.22 - - - - - - - 2.22
25.30 0.00 62.47 2.26 2.22 - - - - - - - 2.22
Continues on next page...
Page 9
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
25.33 0.00 62.47 2.25 2.21 - - - - - - - 2.21
25.37 0.00 62.46 2.25 2.21 - - - - - - - 2.21
25.40 0.00 62.45 2.25 2.21 - - - - - - - 2.21
25.43 0.00 62.45 2.24 2.20 - - - - - - - 2.20
25.47 0.00 62.44 2.24 2.20 - - - - - - - 2.20
25.50 0.00 62.44 2.24 2.20 - - - - - - - 2.20
25.53 0.00 62.43 2.23 2.19 - - - - - - - 2.19
25.57 0.00 62.42 2.23 2.19 - - - - - - - 2.19
25.60 0.00 62.42 2.23 2.19 - - - - - - - 2.19
25.63 0.00 62.41 2.22 2.18 - - - - - - - 2.18
25.67 0.00 62.41 2.22 2.18 - - - - - - - 2.18
25.70 0.00 62.40 2.21 2.18 - - - - - - - 2.18
25.73 0.00 62.39 2.21 2.17 - - - - - - - 2.17
25.77 0.00 62.39 2.21 2.17 - - - - - - - 2.17
25.80 0.00 62.38 2.20 2.17 - - - - - - - 2.17
25.83 0.00 62.38 2.20 2.16 - - - - - - - 2.16
25.87 0.00 62.37 2.20 2.16 - - - - - - - 2.16
25.90 0.00 62.36 2.19 2.16 - - - - - - - 2.16
25.93 0.00 62.36 2.19 2.15 - - - - - - - 2.15
25.97 0.00 62.35 2.19 2.15 - - - - - - - 2.15
26.00 0.00 62.35 2.18 2.15 - - - - - - - 2.15
26.03 0.00 62.34 2.18 2.14 - - - - - - - 2.14
26.07 0.00 62.34 2.17 2.14 - - - - - - - 2.14
26.10 0.00 62.33 2.17 2.13 - - - - - - - 2.13
26.13 0.00 62.32 2.17 2.13 - - - - - - - 2.13
26.17 0.00 62.32 2.16 2.13 - - - - - - - 2.13
26.20 0.00 62.31 2.16 2.12 - - - - - - - 2.12
26.23 0.00 62.31 2.16 2.12 - - - - - - - 2.12
26.27 0.00 62.30 2.15 2.12 - - - - - - - 2.12
26.30 0.00 62.29 2.15 2.11 - - - - - - - 2.11
26.33 0.00 62.29 2.15 2.11 - - - - - - - 2.11
26.37 0.00 62.28 2.14 2.11 - - - - - - - 2.11
26.40 0.00 62.28 2.14 2.10 - - - - - - - 2.10
26.43 0.00 62.27 2.14 2.10 - - - - - - - 2.10
26.47 0.00 62.27 2.13 2.10 - - - - - - - 2.10
26.50 0.00 62.26 2.13 2.09 - - - - - - - 2.09
26.53 0.00 62.25 2.13 2.09 - - - - ----- - - 2.09
26.57 0.00 62.25 2.12 2.09 - - - - - - - 2.09
26.60 0.00 62.24 2.12 2.08 - - - - - - - 2.08
26.63 0.00 62.24 2.12 2.08 - - - - - - - 2.08
26.67 0.00 62.23 2.11 2.08 - - - - - - - 2.08
26.70 0.00 62.23 2.11 2.07 - - --- - - 2.07
26.73 0.00 62.22 2.10 2.07 ---- - - - - - - 2.07
26.77 0.00 62.21 2.10 2.07 - - - - - - - 2.07
26.80 0.00 62.21 2.10 2.06 - - - - - - - 2.06
26.83 0.00 62.20 2.09 2.06 - - - - - - - 2.06
26.87 0.00 62.20 2.09 2.06 - - - - - - - 2.06
26.90 0.00 62.19 2.09 2.05 - ----- - - - - - 2.05
26.93 0.00 62.19 2.08 2.05 - - - - - - - 2.05
26.97 0.00 62.18 2.08 2.05 - - - - - - - 2.05
27.00 0.00 62.18 2.08 2.04 - - - - - - 2.04
Continues on next page...
Page 10
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv 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
27.03 0.00 62.17 2.07 2.04 - - - - - - - 2.04
27.07 0.00 62.16 2.07 2.04 - - - - - - - 2.04
27.10 0.00 62.16 2.07 2.03 - - - - - - - 2.03
27.13 0.00 62.15 2.06 2.03 - - - - - - - 2.03
27.17 0.00 62.15 2.06 2.03 - - - - - - ---- 2.03
27.20 0.00 62.14 2.06 2.02 - - - - - - - 2.02
27.23 0.00 62.14 2.05 2.02 - - - - - - - 2.02
27.27 0.00 62.13 2.05 2.02 - - - - - - - 2.02
27.30 0.00 62.13 2.05 2.01 - - - - - - - 2.01
27.33 0.00 62.12 2.04 2.01 - - - - - - - 2.01
27.37 0.00 62.12 2.04 2.01 - - - - - - - 2.01
27.40 0.00 62.11 2.04 2.00 - - - - - - - 2.00
27.43 0.00 62.10 2.03 2.00 - - - - - - - 2.00
27.47 0.00 62.10 2.03 2.00 - - - - - - - 2.00
27.50 0.00 62.09 2.03 1.99 - - - - - - - 1.99
27.53 0.00 62.09 2.02 1.99 - - - - - - - 1.99
27.57 0.00 62.08 2.02 1.99 - - - - - - - 1.99
27.60 0.00 62.08 2.02 1.98 - - - - - - - 1.98
27.63 0.00 62.07 2.01 1.98 - - - - - - - 1.98
27.67 0.00 62.07 2.01 1.98 - - - - - - - 1.98
27.70 0.00 62.06 2.01 1.97 - - - - - - - 1.97
27.73 0.00 62.06 2.00 1.97 - - - - - - - 1.97
27.77 0.00 62.05 2.00 1.97 - - - - - - - 1.97
27.80 0.00 62.04 2.00 1.96 - - - - - - - 1.96
27.83 0.00 62.04 2.00 1.96 - - - - - - - 1.96
27.87 0.00 62.03 1.99 1.96 - - - - - - - 1.96
27.90 0.00 62.03 1.99 1.95 - - - - - - - 1.95
27.93 0.00 62.02 1.99 1.95 - - - - - - - 1.95
27.97 0.00 62.02 1.98 1.95 - - - - - - - 1.95
28.00 0.00 62.01 1.98 1.94 - - - - - - - 1.94
28.03 0.00 62.01 1.98 1.94 - - - - - - - 1.94
28.07 0.00 62.00 1.97 1.94 - - - - - - - 1.94
28.10 0.00 62.00 1.97 1.93 - - - - - - - 1.93
28.13 0.00 61.99 1.97 1.93 - - - - - - - 1.93
28.17 0.00 61.98 1.96 1.92 - - - - - - - 1.92
28.20 0.00 61.98 1.96 1.92 - - - - - - - 1.92
28.23 0.00 61.97 1.95 1.92 - - - - - - - 1.92
28.27 0.00 61.96 1.95 1.91 - - - - - - - 1.91
28.30 0.00 61.96 1.95 1.91 - - - - - - - 1.91
28.33 0.00 61.95 1.94 1.90 - - - - - - - 1.90
28.37 0.00 61.94 1.94 1.90 - - - - - - - 1.90
28.40 0.00 61.94 1.93 1.89 - - - - - - - 1.89
28.43 0.00 61.93 1.93 1.89 - - - - - - - 1.89
28.47 0.00 61.92 1.93 1.89 - - - - - - - 1.89
28.50 0.00 61.92 1.92 1.88 - - - - - - - 1.88
28.53 0.00 61.91 1.92 1.88 - - - - - - 1.88
28.57 0.00 61.91 1.91 1.87 - - - - - - - 1.87
28.60 0.00 61.90 1.91 1.87 - - - - - - - 1.87
28.63 0.00 61.89 1.91 1.86 ----- - - - - -- - 1.86
28.67 0.00 61.89 1.90 1.86 - - - - - - 1.86
28.70 0.00 61.88 1.90 1.86 - - - - - - - 1.86
Continues on next page...
Page 11
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 cis cfs cfs cfs
28.73 0.00 61.87 1.90 1.85 - - - - - - - 1.85
28.77 0.00 61.87 1.89 1.85 - - - - - - - 1.85
28.80 0.00 61.86 1.89 1.84 - - - - - - - 1.84
28.83 0.00 61.85 1.88 1.84 - - - - - - 1.84
28.87 0.00 61.85 1.88 1.83 - - - - - - - 1.83
28.90 0.00 61.84 1.88 1.83 - - - - - - - 1.83
28.93 0.00 61.84 1.87 1.83 - - - - - - - 1.83
28.97 0.00 61.83 1.87 1.82 - - - - - - - 1.82
29.00 0.00 61.82 1.87 1.82 - - - - - - - 1.82
29.03 0.00 61.82 1.86 1.81 - - - - - - - 1.81
29.07 0.00 61.81 1.86 1.81 - - - - - - - 1.81
29.10 0.00 61.80 1.85 1.81 - - - - --- - - 1.81
29.13 0.00 61.80 1.85 1.80 - - - - - - - 1.80
29.17 0.00 61.79 1.85 1.80 - - - - - - - 1.80
29.20 0.00 61.79 1.84 1.79 - - - - - - - 1.79
29.23 0.00 61.78 1.84 1.79 - - - - - - - 1.79
29.27 0.00 61.77 1.84 1.78 - - - - - - - 1.78
29.30 0.00 61.77 1.83 1.78 - - - - - - - 1.78
29.33 0.00 61.76 1.83 1.78 - - - - - - - 1.78
29.37 0.00 61.76 1.83 1.77 - - - - - - - 1.77
29.40 0.00 61.75 1.82 1.77 - - - - - - - 1.77
29.43 0.00 61.74 1.82 1.76 - - - - - - - 1.76
29.47 0.00 61.74 1.82 1.76 - - - - - - - 1.76
29.50 0.00 61.73 1.81 1.75 - - - - - - - 1.75
29.53 0.00 61.73 1.81 1.75 - - - - - - 1.75
29.57 0.00 61.72 1.80 1.75 - - - - - - - 1.75
29.60 0.00 61.71 1.80 1.74 ---- - - - - - - 1.74
29.63 0.00 61.71 1.80 1.74 - - - - - - - 1.74
29.67 0.00 61.70 1.79 1.73 - - - - - - - 1.73
29.70 0.00 61.70 1.79 1.73 - - - - - - - 1.73
29.73 0.00 61.69 1.79 1.72 - - - - - - - 1.72
29.77 0.00 61.68 1.78 1.72 - - - - - - - 1.72
29.80 0.00 61.68 1.78 1.72 - - - - - - - 1.72
29.83 0.00 61.67 1.78 1.71 --- - - - - - - 1.71
29.87 0.00 61.67 1.77 1.71 - - - - - - - 1.71
29.90 0.00 61.66 1.77 1.70 - - - - - - - 1.70
29.93 0.00 61.66 1.77 1.70 - - --- - ----- - - 1.70
29.97 0.00 61.65 1.76 1.69 - - - - - - 1.69
30.00 0.00 61.64 1.76 1.69 - - - - - - - 1.69
30.03 0.00 61.64 1.76 1.69 - - - - - - - 1.69
30.07 0.00 61.63 1.75 1.68 - - - - - - - 1.68
30.10 0.00 61.63 1.75 1.68 - - - - - - - 1.68
30.13 0.00 61.62 1.75 1.67 - - - - - - - 1.67
30.17 0.00 61.61 1.74 1.67 - - - - - - - 1.67
30.20 0.00 61.61 1.74 1.67 - - - - - - - 1.67
30.23 0.00 61.60 1.74 1.66 - - - - - - - 1.66
30.27 0.00 61.60 1.73 1.66 - - - - ---- - - 1.66
30.30 0.00 61.59 1.73 1.65 - - - - - - - 1.65
30.33 0.00 61.59 1.72 1.65 - - - - - - - 1.65
30.37 0.00 61.58 1.71 1.65 - - - - - - - 1.65
30.40 0.00 61.58 1.71 1.64 - - - - - - - 1.64
Continues on next page...
Page 12
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) eft ft cfs cfs cfs cfs efs cfs cfs ds cfs ds
30.43 0.00 61.57 1.70 1.64 - - - - - - - 1.64
30.47 0.00 61.56 1.70 1.63 - - - - - - - 1.63
30.50 0.00 61.56 1.69 1.63 - - - - - - - 1.63
30.53 0.00 61.55 1.68 1.63 - - - - - - - 1.63
30.57 0.00 61.65 1.68 1.62 - - - - - - - 1.62
30.60 0.00 61.54 1.67 1.62 - - - - - - - 1.62
30.63 0.00 61.54 1.67 1.61 - - - - - - - 1.61
30.67 0.00 61.53 1.66 1.61 - - - - - - - 1.61
30.70 0.00 61.53 1.65 1.61 - - - - - - - 1.61
30.73 0.00 61.52 1.65 1.60 - - - - - - 1.60
30.77 0.00 61.51 1.64 1.60 - - - - - - - 1.60
30.80 0.00 61.51 1.64 1.59 - - - - - - - 1.59
30.83 0.00 61.50 1.63 1.59 --- - - - - - - 1.59
30.87 0.00 61.50 1.62 1.59 - - - - - - - 1.59
30.90 0.00 61.49 1.62 1.58 - - - - - - --- 1.58
30.93 0.00 61.49 1.61 1.58 - - - - - - - 1.58
30.97 0.00 61.48 1.61 1.58 - - - - - - - 1.58
31.00 0.00 61.48 1.60 1.57 - - - - - - - 1.57
31.03 0.00 61.47 1.59 1.57 - - - - - - - 1.57
31.07 0.00 61.47 1.59 1.56 - - - - - - - 1.56
31.10 0.00 61.46 1.58 1.56 - - - - - - - 1.56
31.13 0.00 61.46 1.58 1.56 - - - - - - - 1.56
31.17 0.00 61.45 1.57 1.55 - - - - - - - 1.55
31.20 0.00 61.44 1.57 1.55 - - - - - - - 1.55
31.23 0.00 61.44 1.56 1.55 - - - - - - - 1.55
31.27 0.00 61.43 1.55 1.54 - - - - - - - 1.54
31.30 0.00 61.43 1.55 1.54 - - - - - - - 1.54
31.33 0.00 61.42 1.54 1.53 - - - - - - - 1.53
31.37 0.00 61.42 1.54 1.53 - - - - - - - 1.53
31.40 0.00 61.41 1.53 1.53 - - - - - - - 1.53
31.43 0.00 61.41 1.53 1.52 - - - - - - - 1.52
31.47 0.00 61.40 1.52 1.52 - - - - - - - 1.52
31.50 0.00 61.40 1.52 1.52 - - - - - - - 1.52
31.53 0.00 61.39 1.51 1.51 - - - - - - - 1.51
31.57 0.00 61.39 1.51 1.51 - - - - - - - 1.51
31.60 0.00 61.38 1.51 1.50 - - - - - - - 1.50
31.63 0.00 61.38 1.50 1.50 - - - - - - - 1.50
31.67 0.00 61.37 1.50 1.49 - - - - - - - 1.49
31.70 0.00 61.37 1.50 1.49 - - - ---- - - - 1.49
31.73 0.00 61.36 1.49 1.49 - - - - - - - 1.49
31.77 0.00 61.36 1.49 1.48 - - - - - - - 1.48
31.80 0.00 61.35 1.49 1.48 - - - ----- - - - 1.48
31.83 0.00 61.35 1.49 1.47 - ---- - - - - - 1.47
31.87 0.00 61.34 1.48 1.47 - - - - - - 1.47
31.90 0.00 61.34 1.48 - 1.47 - ---- - - - - - 1.47
31.93 0.00 61.33 1.48 1.46 - - ----- - - - - 1.46
31.97 0.00 61.33 1.47 1.46 - - - - - - - 1.46
32.00 0.00 61.32 1.47 1.45 - - - - - - - 1.45
32.03 0.00 61.32 1.47 1.45 - - - - - - - 1.45
32.07 0.00 61.31 1.46 1.44 - - - - - - - 1.44
32.10 0.00 61.31 1.46 1.44 - - - - - - - 1.44
Continues on next page...
Page 13
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D ExflI Outflow
(hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cfs cis cfs
32.13 0.00 61.30 1.46 1.44 - - - - - - - 1.44
32.17 0.00 61.30 1.46 1.43 - - - - - - - 1.43
32.20 0.00 61.29 1.45 1.43 - - - - - - - 1.43
32.23 0.00 61.29 1.45 1.42 - - - - - - - 1.42
32.27 0.00 61.28 1.45 1.42 - - - - - - - 1.42
32.30 0.00 61.28 1.44 1.42 - - - - - - - 1.42
32.33 0.00 61.27 1.44 1.41 - - - - - - - 1.41
32.37 0.00 61.27 1.44 1.41 - - - - - - - 1.41
32.40 0.00 61.26 1.43 1.40 - - - - - - - 1.40
32.43 0.00 61.26 1.43 1.40 - - - - - - - 1.40
32.47 0.00 61.25 1.43 1.40 - - - - - - - 1.40
32.50 0.00 61.25 1.43 1.39 - - - - - - - 1.39
32.53 0.00 61.24 1.42 1.39 - - - - - - - 1.39
32.57 0.00 61.24 1.42 1.39 - - - - - - - 1.39
32.60 0.00 61.23 1.42 1.38 - - - - - - - 1.38
32.63 0.00 61.23 1.41 1.38 - - - - - - - 1.38
32.67 0.00 61.22 1.41 1.37 - - - - - - - 1.37
32.70 0.00 61.22 1.41 1.37 - - - - - - - 1.37
32.73 0.00 61.22 1.41 1.37 - - - - - - - 1.37
32.77 0.00 61.21 1.40 1.36 - - - - - - - 1.36
32.80 0.00 61.21 1.40 1.36 - - - - - - - 1.36
32.83 0.00 61.20 1.40 1.35 - - - - - - 1.35
32.87 0.00 61.20 1.39 1.35 - - - - - - - 1.35
32.90 0.00 61.19 1.39 1.35 - - - - - - - 1.35
32.93 0.00 61.19 1.38 1.34 - - - - - - - 1.34
32.97 0.00 61.18 1.38 1.34 - - - - - - - 1.34
33.00 0.00 61.18 1.37 1.34 - - - - - - - 1.34
33.03 0.00 61.17 1.37 1.33 - - - - - - - 1.33
33.07 0.00 61.17 1.36 1.33 - - - - - - - 1.33
33.10 0.00 61.16 1.36 1.32 - - - - - - - 1.32
33.13 0.00 61.16 1.36 1.32 - - - - - - - 1.32
33.17 0.00 61.16 1.35 1.32 - - - - - - - 1.32
33.20 0.00 61.15 1.35 1.31 - - - - - - - 1.31
33.23 0.00 61.15 1.34 1.31 - - - - - - - 1.31
33.27 0.00 61.14 1.34 1.30 - - - - - - - 1.30
33.30 0.00 61.14 1.33 1.30 - - - - - - 1.30
33.33 0.00 61.13 1.33 1.30 ---- - - - - - - 1.30
33.37 0.00 61.13 1.32 1.29 - - - - - - - 1.29
33.40 0.00 61.12 1.32 1.29 - - -- - - - - 1.29
33.43 0.00 61.12 1.31 1.29 - - - - - - - 1.29
33.47 0.00 61.12 1.31 1.28 - - - - - - - 1.28
33.50 0.00 61.11 1.30 1.28 - - - - - - - 1.28
33.53 0.00 61.11 1.30 1.28 - - - - - - 1.28
33.57 0.00 61.10 1.30 1.27 - - - - - - - 1.27
33.60 0.00 61.10 1.29 1.27 -- - - - - - - 1.27
33.63 0.00 61.09 1.29 1.26 - - - - ---- - - 1.26
33.67 0.00 61.09 1.28 1.26 - - - - - - - 1.26
33.70 0.00 61.09 1.28 1.26 - - - - - - - 1.26
33.73 0.00 61.08 1.27 1.25 - - - - - - - 1.25
33.77 0.00 61.08 1.27 1.25 - - - - - - - 1.25
33.80 0.00 61.07 1.26 1.25 - - - - - - - 1.25
Continues on next page...
Page 14
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl1 Outflow
(hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs ds cfs
33.83 0.00 61.07 1.26 1.24 - - - - - - - 1.24
33.87 0.00 61.06 1.26 1.24 - - - - - - - 1.24
33.90 0.00 61.06 1.25 1.24 - - - - - - - 1.24
33.93 0.00 61.06 1.25 1.23 - - - - - - - 1.23
33.97 0.00 61.05 1.24 1.23 - - - - - - - 1.23
34.00 0.00 61.05 1.24 1.22 - - - - - - - 1.22
34.03 0.00 61.04 1.23 1.22 - - - - - - - 1.22
34.07 0.00 61.04 1.23 1.22 - - - - - - - 122
34.10 0.00 61.03 1.22 1.21 - - - - - - - 1.21
34.13 0.00 61.03 1.22 1.21 - - - - - - - 1.21
34.17 0.00 61.03 1.22 1.21 - - - - - - - 121
34.20 0.00 61.02 1.21 1.20 - - - - - - - 120
34.23 0.00 61.02 1.21 1.20 - - - - - - - 1.20
34.27 0.00 61.01 1.20 1.20 - - - - - - - 1.20
34.30 0.00 61.01 1.20 1.19 - - - - - - - 1.19
34.33 0.00 61.01 1.19 1.19 - - - - - - - 1.19
34.37 0.00 61.00 1.19 1.19 - - - - - - - 1.19
34.40 0.00 61.00 1.19 1.18 - - - - - - - 1.18
34.43 0.00 60.99 1.18 1.18 - - - - - - - 1.18
34.47 0.00 60.99 1.18 1.17 - - - - - - - 1.17
34.50 0.00 60.99 1.17 1.17 - - - - - - - 1.17
34.53 0.00 60.98 1.17 1.17 - - - - - - - 1.17
34.57 0.00 60.98 1.17 1.16 - - - - - - - 1.16
34.60 0.00 60.97 1.16 1.16 - - - - - - - 1.16
34.63 0.00 60.97 1.16 1.16 - - - - - - - 1.16
34.67 0.00 60.97 1.16 1.15 - - - - - - - 1.15
34.70 0.00 60.96 1.15 1.15 - - - - - - - 1.15
34.73 0.00 60.96 1.15 1.14 - - - - - - - 1.14
34.77 0.00 60.95 1.14 1.14 - - - - - - - 1.14
34.80 0.00 60.95 1.14 1.14 - - - - - - - 1.14
34.83 0.00 60.95 1.14 1.13 - - - - - - - 1.13
34.87 0.00 60.94 1.13 1.13 - - - - - - - 1.13
34.90 0.00 60.94 1.13 1.12 - - - - - - - 1.12
34.93 0.00 60.94 1.13 1.12 - - - - - - - 1.12
34.97 0.00 60.93 1.12 1.12 - - - - - - - 1.12
35.00 0.00 60.93 1.12 1.11 - - - - - - - 1.11
35.03 0.00 60.92 1.11 1.11 - - - - - - - 1.11
35.07 0.00 60.92 1.11 1.11 - - - ----- - - - 1.11
35.10 0.00 60.92 1.11 1.10 - - - - - - - 1.10
35.13 0.00 60.91 1.10 1.10 - - - - - - - 1.10
35.17 0.00 60.91 1.10 1.09 - - - - - - - 1.09
35.20 0.00 60.90 1.10 1.09 - - - - - ----- - 1.09
35.23 0.00 60.90 1.09 1.09 - - - - - - - 1.09
35.27 0.00 60.90 1.09 1.08 - - - - - - - 1.08
35.30 0.00 60.89 1.09 1.08 - - - - - - - 1.08
35.33 0.00 60.89 1.08 1.08 - - - - - - - 1.08
35.37 0.00 60.89 1.08 1.07 - - - - - - - 1.07
35.40 0.00 60.88 1.07 1.07 - - - - - - - 1.07
35.43 0.00 60.88 1.07 1.06 - - - - - - - 1.06
35.47 0.00 60.88 1.07 1.06 - - - - - - - 1.06
35.50 0.00 60.87 1.06 1.% - - - - - - - 1.06
Continues on next page...
Page 15
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) ds ft cfs cfs cfs ds cfs cfs ds ds cfs ds
35.53 0.00 60.87 1.06 1.05 - - - - - - - 1.05
35.57 0.00 60.86 1.06 1.05 - - - - - - - 1.05
35.60 0.00 60.86 1.05 1.05 - - - - - - -- 1.05
35.63 0.00 60.86 1.05 1.04 - - - - - - - 1.04
35.67 0.00 60.85 1.05 1.04 - - - - - - - 1.04
35.70 0.00 60.85 1.04 1.04 - - - - - - - 1.04
35.73 0.00 60.85 1.04 1.03 - - - - - - - 1.03
35.77 0.00 60.84 1.04 1.03 - - - - - - - 1.03
35.80 0.00 60.84 1.03 1.03 - - - - - - - 1.03
35.83 0.00 60.84 1.03 1.02 - - - - - - - 1.02
35.87 0.00 60.83 1.03 1.02 - - - - - - - 1.02
35.90 0.00 60.83 1.02 1.02 - - - - - - - 1.02
35.93 0.00 60.83 1.02 1.01 - - - - - - - 1.01
35.97 0.00 60.82 1.02 1.01 - - - - - - - 1.01
36.00 0.00 60.82 1.01 1.01 - - - - - - - 1.01
36.03 0.00 60.82 1.01 1.00 - - - - - - - 1.00
36.07 0.00 60.81 1.01 1.00 - - - - - - - 1.00
36.10 0.00 60.81 1.00 1.00 - - ---- - - - - 1.00
36.13 0.00 60.81 1.00 0.99 - - - - - - - 0.99
36.17 0.00 60.80 1.00 0.99 - - - - - - - 0.99
36.20 0.00 60.80 0.99 0.98 --- - - - - - - 0.98
36.23 0.00 60.80 0.99 0.98 - - - - - - - 0.98
36.27 0.00 60.79 0.98 0.98 - - - - - - - 0.98
36.30 0.00 60.79 0.98 0.97 - - - - - - - 0.97
36.33 0.00 60.79 0.98 0.97 - - - - - - - 0.97
36.37 0.00 60.78 0.97 0.96 - ---- - - - - - 0.96
36.40 0.00 60.78 0.97 0.96 - - - - - - - 0.96
36.43 0.00 60.78 0.96 0.96 - - - - - - - 0.96
36.47 0.00 60.77 0.96 0.95 - - - - - - 0.95
36.50 0.00 60.77 0.95 0.95 - - - - - - - 0.95
36.53 0.00 60.77 0.95 0.94 - - - - - - - 0.94.
36.57 0.00 60.76 0.95 0.94 - - - - - - - 0.94
36.60 0.00 60.76 0.94 0.94 - - - - - - - 0.94
36.63 0.00 60.76 0.94 0.93 - - - - - - - 0.93
36.67 0.00 60.75 0.93 0.93 - - - - - - - 0.93
36.70 0.00 60.75 0.93 0.92 - - - - - - 0.92
36.73 0.00 60.75 0.93 0.92 - - - - - - - 0.92
36.77 0.00 60.74 0.92 0.92 - - - - - - - 0.92
36.80 0.00 60.74 0.92 0.91 ---- - - - - - - 0.91
36.83 0.00 60.74 0.91 0.91 - - - - - - - 0.91
36.87 0.00 60.73 0.91 0.90 - - - ---- - - - 0.90
36.90 0.00 60.73 0.91 0.90 - - - - - - - 0.90
36.93 0.00 60.73 0.90 0.90 ---- - - - - - - 0.90
36.97 0.00 60.72 0.90 0.89 - - - - - - - 0.89
37.00 0.00 60.72 0.89 0.89 - - - - - - - 0.89
37.03 0.00 60.72 0.89 0.89 - - - - ---- - - 0.89
37.07 0.00 60.72 0.89 0.88 - - - - - - - 0.88
37.10 0.00 60.71 0.88 0.88 - - - - - - - 0.88
37.13 0.00 60.71 0.88 0.87 - - - - - - - 0.87
37.17 0.00 60.71 0.88 0.87 - - - - - - - 0.87
37.20 0.00 60.70 0.87 0.87 - - - - - - 0.87
Continues on next page...
Page 16
Hydrograph Discharge Table
Time inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) ds ft cfs ds cfs ds cfs cfs cfs cfs cfs ds
37.23 0.00 60.70 0.87 0.86 - - - - - - - 0.86
37.27 0.00 60.70 0.86 0.86 - - - - -- - - 0.86
37.30 0.00 60.70 0.86 0.86 - - - - - - - 0.86
37.33 0.00 60.69 0.86 0.85 - - - - - - -- - 0.85
37.37 0.00 60.69 0.85 0.85 - - - - - - - 0.85
37.40 0.00 60.69 0.85 0.85 - - - - - - - 0.85
37.43 0.00 60.68 0.85 0.84 - - - - - - - 0.84
37.47 0.00 60.68 0.84 0.84 - - - - -- - - 0.84
37.50 0.00 60.68 0.84 0.83 - - - - - - - 0.83
37.53 0.00 60.67 0.83 0.83 - - - - - - - 0.83
37.57 0.00 60.67 0.83 0.83 - - - - - - - 0.83
37.60 0.00 60.67 0.83 0.82 - - - - - - - 0.82
37.63 0.00 60.67 0.82 0.82 - - - - - - - 0.82
37.67 0.00 60.66 0.82 0.82 - - - - - - - 0.82
37.70 0.00 60.66 0.82 0.81 - - - - - - - 0.81
37.73 0.00 60.66 0.81 0.81 - - - - - - - 0.81
37.77 0.00 60.66 0.81 0.81 - - - - - - - 0.81
37.80 0.00 60.65 0.81 0.80 - - - - - - - 0.80
37.83 0.00 60.65 0.80 0.80 - - - - - - - 0.80
37.87 0.00 60.65 0.80 0.80 - - - - - - 0.80
37.90 0.00 60.64 0.80 0.79 - - - - - - - 0.79
37.93 0.00 60.64 0.79 0.79 - - - - - - - 0.79
37.97 0.00 60.64 0.79 0.79 - - - - - - - 0.79
38.00 0.00 60.64 0.78 0.78 - - - - - - - 0.78
38.03 0.00 60.63 0.78 0.78 - - - - - - - 0.78
38.07 0.00 60.63 0.78 0.78 - - - - - - - 0.78
38.10 0.00 60.63 0.77 0.77 - - - - - - - 0.77
38.13 0.00 60.63 0.77 0.77 - - - - - - - 0.77
38.17 0.00 60.62 0.77 0.77 - - - - - - - 0.77
38.20 0.00 60.62 0.76 0.76 - - - - - - - 0.76
38.23 0.00 60.62 0.76 0.76 - - - - - - - 0.76
38.27 0.00 60.62 0.76 0.76 - - - - - - - 0.76
38.30 0.00 60.61 0.75 0.75 - - - - - - - 0.75
38.33 0.00 60.61 0.75 0.75 - - - - - - - 0.75
38.37 0.00 60.61 0.75 0.75 - - - - - - - 0.75
38.40 0.00 60.60 0.74 0.74 - - - - - - - 0.74
38.43 0.00 60.60 0.74 0.74 - - - - - - - 0.74
38.47 0.00 60.60 0.74 0.74 - - - - - - - 0.74
38.50 0.00 60.60 0.73 0.73 - - - - - - 0.73
38.53 0.00 60.59 0.73 0.73 - - - - - - - 0.73
38.57 0.00 60.59 0.73 0.72 - - - - - - - 0.72
38.60 0.00 60.59 0.72 0.72 - - - - - - - 0.72
38.63 0.00 60.59 0.72 0.72 - - - - - - - 0.72
38.67 0.00 60.59 0.71 0.71 - - - - - - - 0.71
38.70 0.00 60.58 0.71 0.71 - - - - - - - 0.71
38.73 0.00 60.58 0.71 0.70 - - - - - - - 0.70
38.77 0.00 60.58 0.70 0.70 - - - - - - - 0.70
38.80 0.00 60.58 0.70 0.69 - - - - - - - 0.69
38.83 0.00 60.57 0.69 0.69 - - - - - - - 0.69
38.87 0.00 60.57 0.69 0.69 - - - - - - - 0.69
38.90 0.00 60.57 0.69 0.68 - - - - - - - 0.68
Continues on next page...
Page 17
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cis cfs cfs cfs
38.93 0.00 60.57 0.68 0.68 - - - - - - - 0.68
38.97 0.00 60.56 0.68 0.67 - - - - - - - 0.67
39.00 0.00 60.56 0.67 0.67 - - - - - - - 0.67
39.03 0.00 60.56 0.67 0.67 - - - - - - - 0.67
39.07 0.00 60.56 0.67 0.66 - - - - - - - 0.66
39.10 0.00 60.55 0.66 0.66 - - - - - - - 0.66
39.13 0.00 60.55 0.66 0.65 - - - - - - - 0.65
39.17 0.00 60.55 0.66 0.65 - - - - - - - 0.65
39.20 0.00 60.55 0.65 0.65 - - - - - - - 0.65
39.23 0.00 60.55 0.65 0.64 - - - - - - - 0.64
39.27 0.00 60.54 0.64 0.64 - - - - - - - 0.64
39.30 0.00 60.54 0.64 0.63 - - - - - - - 0.63
39.33 0.00 60.54 0.64 0.63 - - - - - - - 0.63
39.37 0.00 60.54 0.63 0.63 - - - - - - - 0.63
39.40 0.00 60.54 0.63 0.62 - - - - - - - 0.62
39.43 0.00 60.53 0.63 0.62 - - - - - - - 0.62
39.47 0.00 60.53 0.62 0.61 - - - - - - - 0.61
39.50 0.00 60.53 0.62 0.61 - - - - - - - 0.61
39.53 0.00 60.53 0.62 0.61 - - - - - - - 0.61
39.57 0.00 60.52 0.61 0.60 - - - - - - - 0.60
39.60 0.00 60.52 0.61 0.60 - - - - - - - 0.60
39.63 0.00 60.52 0.61 0.60 - - - - - - - 0.60
39.67 0.00 60.52 0.60 0.59 - - - - - - - 0.59
39.70 0.00 60.52 0.60 0.59 - - - - - - - 0.59
39.73 0.00 60.51 0.60 0.59 - - - - - - -- 0.59
39.77 0.00 60.51 0.59 0.58 - - - - - - - 0.58
39.80 0.00 60.51 0.59 0.58 - - - - ---- - ----- 0.58
39.83 0.00 60.51 0.59 0.57 - - - - - - - 0.57
39.87 0.00 60.51 0.58 0.57 - - - - - - - 0.57
39.90 0.00 60.50 0.58 0.57 - - - - - - - 0.57
39.93 0.00 60.50 0.58 0.56 - - - - - - - 0.56
39.97 0.00 60.50 0.57 0.56 - - - - - - - 0.56
40.00 0.00 60.50 0.57 0.56 - - - - - - - 0.56
40.03 0.00 60.50 0.57 0.55 - - - - - ----- - 0.55
40.07 0.00 60.50 0.56 0.55 - - - - - - - 0.55
40.10 0.00 60.49 0.56 0.55 - - - - - - - 0.55
40.13 0.00 60.49 0.56 0.54 - - - - - - - 0.54
40.17 0.00 60.49 0.55 0.54 - - - - - - 0.54
40.20 0.00 60.49 0.55 0.54 - - - - ---- - - 0.54
40.23 0.00 60.49 0.55 0.53 - - - - - - --- 0.53
40.27 0.00 60.48 0.54 0.53 - - - - - - - 0.53
40.30 0.00 60.48 0.54 0.53 - - - --- - - - 0.53
40.33 0.00 60.48 0.54 0.52 - - ---- - ----- - - 0.52
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 3.93 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = single basin
Max. Elevation = 66.53 ft Max. Storage = 292,213 cuft
Storage Indication method used. Outflow hydrograph volume=389,330 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHl Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.83 15.26 60.65 0.80 0.80 - - - - - - - 0.80
11.87 17.47 60.70 0.87 0.87 - - - - - - - 0.87
11.90 19.97 60.77 0.95 0.94 - - - - - - - 0.94
11.93 22.95 60.84 1.03 1.02 - - - - - - - 1.02
11.97 26.77 60.92 1.11 1.10 - - - ----- - - - 1.10
12.00 31.86 61.01 1.20 1.20 - - - - - - - 1.20
12.03 38.26 61.13 1.32 1.29 - - - - - - - 1.29
12.07 45.53 61.27 1.44 1.41 - - - - - - - 1.41
12.10 53.13 61.43 1.55 1.54 - - - - - - - 1.54
12.13 60.74 61.62 1.75 1.67 - - - - - - - 1.67
12.17 67.96 61.83 1.87 1.82 - - - - - - - 1.82
12.20 74.11 62.06 2.00 1.97 - - - - - - - 1.97
12.23 78.43 62.26 2.13 2.09 - - - - - - - 2.09
12.27 80.69 62.47 2.26 2.21 - - - - - - - 2.21
12.30 81.39<< 62.68 2.39 2.33 - - - - - - - 2.33
12.33 81.10 62.90 2.48 2.44 - - - - - - - 2.44
12.37 80.13 63.11 2.55 2.55 - - - - - - - 2.55
12.40 78.51 63.32 2.66 2.66 - - - - - -- - 2.66
12.43 76.25 63.52 2.78 2.76 - - - - - - - 2.76
12.47 73.39 63.72 2.90 2.84 - - - - - - - 2.84
12.50 69.96 63.91 2.96 2.93 - - - - - - - 2.93
12.53 66.03 64.07 3.00 3.00 - - - - - - - 3.00
12.57 61.69 64.21 3.07 3.06 - - - - - - - 3.06
12.60 57.05 64.34 3.15 3.12 - - - - - - - 3.12
12.63 52.22 64.46 3.21 3.16 - - - - - - - 3.16
12.67 47.31 64.57 3.27 3.21 - - - - - - - 3.21
12.70 42.51 64.67 3.30 3.25 - - - - - - - 3.25
12.73 38.09 64.75 3.30 3.28 - - - - - - - 3.28
12.77 34.32 64.83 3.32 3.31 - - - - - - - 3.31
12.80 31.25 64.90 3.35 3.34 - - - - - - - 3.84
12.83 28.73 64.96 3.38 3.37 - - - - - - - 3.37
12.87 26.55 65.01 3.41 3.39 - -- - - - - - 3.39
12.90 24.63 65.07 3.44 3.41 - - - - - - - 3.41
12.93 22.94 65.11 3.46 3.42 - - - - - - - 3.42
12.97 21.46 65.16 3.48 3.44 - - - - - - -_ 3.44
13.00 20.18 65.20 3.51 3.45 - - - - - - - 3.45
13.03 19.07 65.23 3.51 3.47 - - - - - - - 3.47
13.07 18.12 65.27 3.52 3.48 - - - - - - - 3.48
Continues on next page...
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfii Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cis cfs
13.10 17.32 65.30 3.52 3.49 - - - - - - - 3.49
13.13 16.64 65.33 3.52 3.51 - - - - - - - 3.51
13.17 16.07 65.36 3.53 3.52 - - - - - - - 3.52
13.20 15.58 65.39 3.53 3.53 - - - - - - - 3.53
13.23 15.17 65.42 3.54 3.54 - - - - - - - 3_54
13.27 14.80 65.45 3.55 3.55 - - - - - - - 3.55
13.30 14.46 65.47 3.56 3.56 - - - - - - - 3.56
13.33 14.15 65.50 3.57 3.57 - - - - - - - 3.57
13.37 13.86 65.52 3.58 3.58 - - - - - - - 3.58
13.40 13.60 65.54 3.59 3.59 - - - - - - - 3.59
13.43 13.36 65.57 3.60 3.59 - - - - - - - 3.59
13.47 13.14 65.59 3.61 3.60 - - - - - - - 3.60
13.50 12.94 65.61 3.62 3.61 - - - - - - ---- 3.61
13.53 12.76 65.63 3.63 3.62 - - - - - - - 3.62
13.57 12.59 65.65 3.64 3.63 - - - - - - - 3.63
13.60 12.43 65.67 3.65 3.63 - - - - - - - 3.63
13.63 12.28 65.70 3.66 3.64 - - - - - - - 3.64.
13.67 12.13 65.72 3.67 3.65 - - - - - - - 3.65
13.70 11.99 65.73 3.68 3.65 - - - - - - - 3.65
13.73 11.86 65.75 3.69 3.66 - - - - - - - 3.66
13.77 11.72 65.77 3.69 3.67 - -- - ----- - - - 3.67
13.80 11.59 65.79 3.70 3.67 - - - ----- - - - 3.67
13.83 11.45 65.81 3.71 3.68 -- - - - - - - 3.68
13.87 11.32 65.83 3.72 3.69 - - - - - - - 3.69
13.90 11.18 65.84 3.73 3.69 - - - - - - - 3.69
13.93 11.04 65.86 3.74 3.70 - - - - - - - 3.70
13.97 10.90 65.88 3.74 3.70 - - - - - - - 3.70
14.00 10.76 65.90 3.75 3.71 - - - - - - - 3.71
14.03 10.62 65.91 3.76 3.72 - - - - - - - 3.72
14.07 10.49 65.93 3.77 3.72 - - - - - - - 3.72
14.10 10.3.5 65.94 3.78 3.73 - - - - - - - 3.73
14.13 10.22 65.96 3.78 3.73 - - - - - - - 3.73
14.17 10.09 65.97 3.79 3.74 - - - - - - 3.74
14.20 9.96 65.99 3.80 3.74 ---- -- - - - - - 3.74
14.23 9.84 66.00 3.80 3.75 - - - - - - - 3.75
14.27 9.73 66.01 3.80 3.75 - - - - - - - 3.75
14.30 9.62 66.03 3.80 3.76 - - - - - - - 3.76
14.33 9.52 66.04 3.80 3.76 - - - - - - - 3.76
14.37 9.43 66.05 3.81 3.76 - - - - - - - 3.76
14.40 9.34 66.06 3.81 3.77 - - - - - - - 3.77
14.43 9.25 66.07 3.81 3.77 - - - - - - - 3.77
14.47 9.17 66.09 3.81 3.78 - - - - - - 3.78
14.50 9.09 66.10 3.81 3.78 - - - - - - - 3.78
14.53 9.01 66.11 3.81 3.78 - - - - - - 3.78
14.57 8.94 66.12 3.81 3.79 - - - - - - - 3.79
14.60 8.86 66.13 3.81 3.79 - ---- - - - - - 3.79
14.63 8.79 66.14 3.81 3.80 - - - - - - - 3.80
14.67 8.73 66.15 3.81 3.80 - - - - - - - 3.80
14.70 8.66 66.16 3.81 3.80 - - - ----- ----- - - 3.80
14.73 8.59 66.17 3.82 3.81 - - - - - - - 3.81
14.77 8.52 66.18 3.82 3.81 - - - - - - - 3.81
Continues on next page...
Page 3
Hydrograph Discharge Table
Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D ExHI Outflow
(hrs) cfs ft cis cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.80 8.46 66.19 3.82 3.81 - - - - - - 3.81
14.83 8.39 66.20 3.82 3.82 - - - - - - - 3.82
14.87 8.32 66.21 3.82 3.82 - - - - - - - 3.82
14.90 8.25 66.22 3.82 3.82 - - - - - - - 3.82
14.93 8.18 66.23 3.83 3.83 - - - - -- - - 3.83
14.97 8.11 66.24 3.83 3.83 - - - - - - - 3.83
15.00 8.05 66.25 3.83 3.83 - - - - - - - 3.83
15.03 7.98 66.25 3.84 3.84 - - - - - - - 3.84
15.07 7.91 66.26 3.84 3.84 - - - - - ____ - 3.84
15.10 7.84 66.27 3.84 3.84 - - - - - - - 3.84
15.13 7.77 66.28 3.85 3.85 - - - - - - - 3.85
15.17 7.70 66.29 3.85 3.85 - - - - - - - 3.85
15.20 7.63 66.30 3.85 3.85 - - - - - - - 3.85
15.23 7.56 66.30 3.86 3.85 - - - - - - - 3.85
15.27 7.49 66.31 3.86 3.86 - - - - ---- - - 3.86
15.30 7.42 66.32 3.86 3.86 - - - - - - - 3.86
15.33 7.35 66.33 3.86 3.86 - - - - - - - 3.86
15.37 7.28 66.33 3.87 3.86 - - - - - - - 3.86
15.40 7.21 66.34 3.87 3.87 - - - - - - - 3.87
15.43 7.13 66.35 3.87 3.87 - - - - - - - 3.87
15.47 7.06 66.35 3.87 3.87 - -- - --- - - - 3.87
15.50 6.99 66.36 3.88 3.87 - - - -- - - - 3.87
15.53 6.92 66.37 3.88 3.88 - - - - - - - 3.88
15.57 6.85 66.37 3.88 3.88 - - - - - - - 3.88
15.60 6.78 66.38 3.88 3.88 - - - - ----- - - 3.88
15.63 6.70 66.39 3.89 3.88 - - - - - - - 3.88
15.67 6.63 66.39 3.89 3.88 - - - - - - - 3_88
15.70 6.56 66.40 3.89 3.89 - - - - - - - 3.89
15.73 -6.49 66.40 3.89 3.89 - - - - - - - 3.89
15.77 6.42 66.41 3.89 3.89 - - - - - - - 3.89
15.80 6.34 66.41 3.90 3.89 - - - - - - - 3.89
15.83 6.27 66.42 3.90 3.89 - - - - - - - 3.89
15.87 6.20 66.42 3.90 3.90 - - - - - - - 3.90
15.90 6.12 66.43 3.90 3.90 - - - - - - - 3.90
15.93 6.05 66.43 3.91 3.90 - - - - - - - 3.90
15.97 5.98 66.44 3.91 3.90 - - - - - - - 3.90
16.00 5.90 66.44 3.91 3.90 - - - - - - - 3.90
16.03 5.83 66.45 3.91 3.90 - - - - - - - 3.90
16.07 5.76 66.45 3.91 3.90 - - - - - - 3.90
16.10 5.69 66.45 3.91 3.90 - - - - - - - 3.90
16.13 5.62 66.46 3.92 3.91 - - ---- - - - - 3.91
16.17 5.55 66.46 3.92 3.91 - - - - - - - 3.91
16.20 5.49 66.46 3.92 3.91 - - - - - - - 3.91
16.23 5.43 66.47 3.92 3.91 - - - - - - - 3.91
16.27 5.37 66.47 3.92 3.91 - - - - - - - 3.91
16.30 5.31 66.47 3.92 3.91 - - - - - - - 3.91
16.33 5.26 66.48 3.92 3.91 - - - - - - - 3.91
16.37 5.21 66.48 3.92 3.91 - - - - - - - 3.91
16.40 5.17 66.48 3.93 3.91 - - - - - - - 3.91
16.43 5.13 66.48 3.93 3.92 - - - - - - - 3.92
16.47 5.09 66.49 3.93 3.92 - - - - - - - 3.92
Continues on next page...
Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) cfs ft cfs cfs Cfs cfs Cfs ds cfs cfs cfs cfs
16.50 5.05 66.49 3.93 3.92 - - - - - - -- 3.92
16.53 5.01 66.49 3.93 3.92 - - - - - - - 3.92
16.57 4.97 66.49 3.93 3.92 - - - - - - - 3.92
16.60 4.94 66.50 3.93 3.92 - - - - - - - 3.92
16.63 4.91 66.50 3.93 3.92 - - - - - - - 3.92
16.67 4.87 66.50 3.93 3.92 - - - - - - - 3.92
16.70 4.84 66.50 3.93 3.92 - - - - - - - 3.92
16.73 4.81 66.50 3.94 3.92 - - - - - - - 3.92
16.77 4.78 66.51 3.94 3.92 ----- - - - -- - - 3.92
16.80 4.75 66.51 3.94 3.92 - - - - - - - 3.92
16.83 4.71 66.51 3.94 3.92 - - - - - - - 3.92
16.87 4.68 66.51 3.94 3.92 - - - - - - - 3.92
16.90 4.65 66.51 3.94 3.92 - - - - -- - - 3.92
16.93 4.62 66.51 3.94 3.92 - - - - - - - 3.92
16.97 4.59 66.52 3.94 3.93 - - - - - - - 3.93
17.00 4.55 66.52 3.94 3.93 - - - - - - - 3.93
17.03 4.52 66.52 3.94 3.93 - - - - - - - 3.93
17.07 4.49 66.52 3.94 3.93 - - - - - - - 3.93
17.10 4.46 66.52 3.94 3.93 - ---- - - - - - 3.93
17.13 4.43 66.52 3.94 3.93 - - - - - - - 3.93
17.17 4.39 66.52 3.94 3.93 - - - - -- - - 3.93
17.20 4.36 66.52 3.94 3.93 - - - - - - - 3.93
17.23 4.33 66.52 3.94 3.93 - - - - - - - 3.93
17.27 4.30 66.53 3.94 3.93 - - - - - - - 3.93
17.30 4.26 66.53 3.94 3.93 --- - - - - - - 3.93
17.33 4.23 66.53 3.94 3.93 -- - - - ----- - - 3.93
17.37 4.20 66.53 3.94 3.93 - - - - - - - 3.93
17.40 4.17 66.53 3.95 3.93 - - - - - - - 3.93
17.43 4.14 66.53 3.95 3.93 - - - - - - - 3.93
17.47 4.10 66.53 3.95 3.93 - - - - - - - 3.93
17.50 4.07 66.53 3.95 3.93 ----- - - - - - - 3.93
17.53 4.04 66.53 3.95 3.93 - - - - - - - 3.93
17.57 4.01 66.53 3.95 3.93 - - - - - - - 3.93
17.60 3.97 66.53 3.95 3.93 - - - - - - - 3.93
17.63 3.94 66.53 3.95 3.93 ---- - - - - - - 3.93<<
17.67 3.91 66.53 3.95 3.93 - - - - - - - 3.93
17.70 3.87 66.53 3.95 3.93 - - - - -- - - 3.93
17.73 3.84 66.53 3.95 3.93 --- - - - - - - 3.93
17.77 3.81 66.53 3.95 3.93 - - ---- - - - - 3.93
17.80 3.78 66.53 3.95 3.93 - - - - - - - 3.93
17.83 3.74 66.53 3.95 3.93 - - - - - - - 3.93
17.87 3.71 66.53 3.95 3.93 - - - - - - - 3.93
17.90 3.68 66.53 3.95 3.93 - - - - - - - 3.93
17.93 3.64 66.53 3.94 3.93 - - - - - - - 3.93
17.97 3.61 66.53 3.94 3.93 ----- - - ---- - - - 3.93
18.00 3.58 66.53 3.94 3.93 - - - - - - - 3.93
18.03 3.55 66.52 3.94 3.93 - - - - - - - 3.93
18.07 3.51 66.52 3.94 3.93 - - - - - - - 3.93
18.10 3.48 66.52 3.94 3.93 - - - - - - - 3.93
18.13 3.45 66.52 3.94 3.93 - - - - - - - 3.93
18.17 3.42 66.52 3.94 3.93 - - - - - - - 3.93
Continues on next page...
Page 5
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cis
18.20 3.39 66.52 3.94 3.93 - -- - - - - ---- 3.93
18.23 3.37 66.52 3.94 3.93 - - - - - - - 3.93
18.27 3.34 66.52 3.94 3.93 - - - - - - - 3.93
18.30 3.32 66.52 3.94 3.93 - - - - - - - 3.93
18.33 3.30 66.52 3.94 3.93 - ----- - - - - - 3.93
18.37 3.28 66.51 3.94 3.92 - - - - ---- - - 3.92
18.40 3.27 66.51 3.94 3.92 - - - - - - - 3.92
18.43 3.25 66.51 3.94 3.92 - - - - - - - 3.92
18.47 3.24 66.51 3.94 3.92 - - - -- - - - 3.92
18.50 3.22 66.51 3.94 3.92 - - - - - - - 3.92
18.53 3.21 66.51 3.94 3.92 - - - - - - - 3.92
18.57 3.20 66.51 3.94 3.92 - - - - - - - 3.92
18.60 3.19 66.50 3.93 3.92 - - - - - - - 3.92
18.63 3.18 66.50 3.93 3.92 - - - - - - - 3.92
18.67 3.17 66.50 3.93 3.92 - - - - - - - 3.92
18.70 3.16 66.50 3.93 3.92 - - - - - - - 3.92
18.73 3.15 66.50 3.93 3.92 - - - - - ----- - 3.92
18.77 3.14 66.50 3.93 3.92 - - - - - - - 3.92
18.80 3.13 66.49 3.93 3.92 - - ---- - - - - 3.92
18.83 3.12 66.49 3.93 3.92 - - - - - - - 3.92
18.87 3.11 66.49 3.93 3.92 - - - - - - - 3.92
18.90 3.10 66.49 3.93 3.92 - - - - - - - 3.92
18.93 3.09 66.49 3.93 3.92 - - - - - - - 3.92
18.97 3.08 66.49 3.93 3.92 - - - - - - - 3.92
19.00 3.07 66.48 3.93 3.91 - - - - - - - 3.91
19.03 3.06 66.48 3.93 3.91 - - - - - - - 3.91
19.07 3.05 66.48 3.93 3.91 - - - - - - - 3.91
19.10 3.04 66.48 3.92 3.91 - - - - - - - 3.91
19.13 3.03 66.48 3.92 3.91 - -- - - - - - 3.91
19.17 3.02 66.47 3.92 3.91 - - - - - - - 3.91
19.20 3.01 66.47 3.92 3.91 - - - - - - - 3.91
19.23 3.00 66.47 3.92 3.91 - - - - - - - 3.91
19.27 2.99 66.47 3.92 3.91 - - - - - - - 3.91
19.30 2.98 66.47 3.92 3.91 - - - - - - - 3.91
19.33 2.97 66.47 3.92 3.91 - - - - - - - 3.91
19.37 2.96 66.46 3.92 3.91 - - - - - - - 3.91
19.40 2.95 66.46 3.92 3.91 ----- - - - - - - 3.91
19.43 2.94 66.46 3.92 3.91 - - - - - - - 3.91
19.47 2.93 66.46 3.92 3.91 - - - - - - - 3.91
19.50 2.92 66.46 3.91 3.91 - - - - - - - 3.91
19.53 2.92 66.45 3.91 3.90 - - - - ---- - - 3.90
19.57 2.91 66.45 3.91 3.90 - - - - - - - 3.90
19.60 2.90 66.45 3.91 3.90 - - - - - - - 3.90
19.63 2.89 66.45 3.91 3.90 - - - - - - - 3.90
19.67 2.88 66.44 3.91 3.90 - - - - - - - 3.90
19.70 2.87 66.44 3.91 3.90 - - - - - - - 3.90
19.73 2.86 66.44 3.91 3.90 - - - - - - - 3.90
19.77 2.85 66.44 3.91 3.90 ----- - - - - - - 3.90
19.80 2.84 66.44 3.91 3.90 - - - - - - - 3.90
19.83 2.83 66.43 3.91 3.90 - - - - - - - 3.90
19.87 2.82 66.43 3.90 3.90 - - - - - - - 3.90
Continues on next page...
Page 6
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfii Outflow
(hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cfs cfs cis
19.90 2.81 66.43 3.90 3.90 - - - - - - - 3.90
19.93 2.80 66.43 3.90 3.90 - - - - - - - 3.90
19.97 2.79 66.42 3.90 3.90 - - - - - - - 3.90
20.00 2.78 66.42 3.90 3.89 - - - - - - - 3.89
20.03 2.77 66.42 3.90 3.89 - - - - - - - 3.89
20.07 2.76 66.42 3.90 3.89 - - - - - - - 3.89
20.10 2.75 66.42 3.90 3.89 - - - - - - - 3.89
20.13 2.74 66.41 3.90 3.89 - - - - - - - 3.89
20.17 2.73 66.41 3.90 3.89 - - - - -- - - 3.89
20.20 2.72 66.41 3.89 3.89 - - - - - - - 3.89
20.23 2.71 66.41 3.89 3.89 - - - - - - - 3.89
20.27 2.70 66.40 3.89 3.89 - - - - - - - 3.89
20.30 2.69 66.40 3.89 3.89 - - - - ---- - - 3.89
20.33 2.68 66.40 3.89 3.89 - - - - - - 3.89
20.37 2.67 66.40 3.89 3.89 - - - - - - - 3.89
20.40 2.66 66.39 3.89 3.88 - - - - - - - 3.88
20.43 2.65 66.39 3.89 3.88 - - - - - - - 3.88
20.47 2.64 66.39 3.89 3.88 - - - - - - - 3.88
20.50 2.63 66.39 3.89 3.88 - - - - - - - 3.88
20.53 2.62 66.38 3.88 3.88 - - - - - - - 3.88
20.57 2.61 66.38 3.88 3.88 - - - - - -- - 3.88
20.60 2.60 66.38 3.88 3.88 - - - - - - - 3.88
20.63 2.59 66.37 3.88 3.88 - - - - - - - 3.88
20.67 2.58 66.37 3.88 3.88 - - - - - - - 3.88
20.70 2.57 66.37 3.88 3.88 - - - - - - - 3.88
20.73 2.56 66.37 3.88 3.88 - - - - - - - 3.88
20.77 2.55 66.36 3.88 3.87 - - - -- - - - 3.87
20.80 2.54 66.36 3.88 3.87 - - - -- - - - 3.87
20.83 2.53 66.36 3.88 3.87 - - - - - - - 3.87
20.87 2.52 66.36 3.87 3.87 - - - - - - - 3.87
20.90 2.51 66.35 3.87 3.87 - - - - - - - 3.87
20.93 2.50 66.35 3.87 3.87 - - - - - - - 3.87
20.97 2.49 66.35 3.87 3.87 - - - - - - - 3.87
21.00 2.48 66.34 3.87 3.87 - - - - - - - 3.87
21.03 2.47 66.34 3.87 3.87 - - - - - - - 3.87
21.07 2.46 66.34 3.87 3.87 - - - - - - - 3.87
21.10 2.45 66.33 3.87 3.86 - - - -- - - - 3.86
21.13 2.44 66.33 3.87 3.86 - - - - - - - 3.86
21.17 2.43 66.33 3.86 3.86 - - - - - - - 3.86
21.20 2.42 66.33 3.86 3.86 - - - - - - - 3.86
21.23 2.41 66.32 3.86 3.86 - - - - - - - 3.86
21.27 2.40 66.32 3.86 3.86 - -- - - - - 3.86
21.30 2.39 66.32 3.86 3.86 - -- - - - - 3.86
21.33 2.38 66.31 3.86 3.86 - - - - - - - 3.86
21.37 2.37 66.31 3.86 3.86 - - - - --- - - 3.86
21.40 2.36 66.31 3.86 3.86 - - - - - - - 3.86
21.43 2.35 66.30 3.86 3.85 - - - - - - - 3.85
21.47 2.34 66.30 3.85 3.85 - - - - - - - 3.85
21.50 2.33 66.30 3.85 3.85 ----- - - - - - - 3.85
21.53 2.32 66.29 3.85 3.85 - - - - - - 3.85
21.57 2.31 66.29 3.85 3.85 - - - - - - - 3.85
Continues on next page...
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 4.41 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = single basin
Max. Elevation = 68.34 ft Max. Storage = 397,905 cult
Storage Indication method used. Outflow hydrograph volume=475,437 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Civ C CIv D Wr A Wr B Wr C Wr D ExHI Outflow
(hm) cfs ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs
11.57 9.80 60.73 0.90 0.90 - - - - - - - 0.90
11.60 10.45 60.76 0.94 0.94 - - - - - - - 0.94
11.63 11.25 60.79 0.98 0.98 - - - - - - - 0.98
11.67 12.27 60.83 1.02 1.02 - - - - - - - 1.02
11.70 13.55 60.87 1.06 1.06 - - - - - - - 1.06
11.73 15.14 60.92 1.11 1.10 - - - - - - - 1.10
11.77 17.08 60.97 1.16 1.15 - - - - - - - 1.15
11.80 19.38 61.02 1.21 1.21 - - - - - - - 1.21
11.83 22.03 61.09 1.28 1.26 - - - - - - - 1.26
11.87 25.05 61.17 1.36 1.33 - - - - - - - 1.33
11.90 28.45 61.25 1.43 1.40 - - - - - - - 1.40
11.93 32.45 61.35 1.49 1.48 - - - - - - - 1.48
11.97 37.56 61.47 1.59 1.57 - - - - - - - 1.57
12.00 44.31 61.60 1.74 1.66 - - - - - - - 1.66
12.03 52.75 61.76 1.83 1.77 - - - - - __- --. 1.77
12.07 62.25 61.95 1.94 1.90 - - - - - - - 1.90
12.10 72.14 62.14 2.06 2.02 - - - - - - - 2.02
12.13 81.96 62.34 2.18 2.14 - - - - - - - 2.14
12.17 91.22 62.57 2.32 2.27 - - - - - - 2.27
12.20 99.01 62.83 2.46 2.41 - - - - - - - 2.41
12.23 104.34 63.10 2.55 2.55 - - - - - - - 2.55
12.27 106.96 63.38 2.69 2.69 - - - - - - - 2.69
12.30 107.53<< 63.66 2.86 2.82 - - - - - - -_-_ 2.82
12.33 106.81 63.94 2.96 2.94 - - - - - - - 2.94
12.37 105.23 64.19 3.06 3.06 - - - - - - - 3.06
12.40 102.81 64.43 3.19 3.15 - - - - - - - 3.15
12.43 99.59 64.65 3.29 3.24 - - - - - - - 3.24
12.47 95.61 64.87 3.34 3.33 - - - - - - - 3.33
12.50 90.91 65.08 3.44 3.41 - - - - - - - 3.41
12.53 85.60 65.28 3.52 3.48 - - - - - - - 3.48
12.57 79.79 65.46 3.55 3.55 - - - - - - - 3.55
12.60 73.62 65.63 3.62 3.62 - - - - - - - 3.62
12.63 67.24 65.79 3.70 3.67 - - - - - - - 3.67
12.67 60.77 65.92 3.77 3.72 - - - - - - - 3.72
12.70 54.47 66.05 3.81 3.76 - - - - - - - 3.76
12.73 48.70 66.15 3.81 3.80 - - - - - - - 3.80
12.77 43.80 66.23 3.83 3.83 - - - - - - - 3.83
12.80 39.83 66.31 3.86 3.86 - - - - - - - 3.86
Continues on next page...
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B CIv C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow
(hrs) cfs ft cfs cfs cis cfs cis cfs cfs cfs cis cfs
12.83 36.56 66.39 3.89 3.88 - - - - - - - 3.88
12.87 33.76 66.45 3.91 3.90 - - - - - - 3.90
12.90 31.29 66.51 3.94 3.92 - - - - - - - 3.92
12.93 29.12 66.57 3.96 3.94 - - - - - - - 3.94
12.97 27.22 66.62 3.98 3.96 - - - - - - ---- 3.96
13.00 25.57 66.66 4.00 3.97 - - - - - - - 3.97
13.03 24.16 66.71 4.02 3.99 - - - - - - - 3.99
13.07 22.94 66.75 4.03 4.00 - - - - - - - 4.00
13.10 21.91 66.79 4.05 4.01 - - - - - - - 4.01
13.13 21.05 66.82 4.06 4.03 - - - - - - - 4.03
13.17 20.31 66.86 4.06 4.04 - - - - - - - 4.04
13.20 19.69 66.89 4.07 4.05 - - - - - - - 4.05
13.23 19.16 66.92 4.07 4.06 --- ----- - - - - - 4_06
13.27 18.69 66.96 4.08 4.07 - - - - - - - 4.07
13.30 18.25 66.99 4.08 4.08 - - - - - - - 4.08
13.33 17.85 67.01 4.09 4.09 - - - - - - - 4.09
13.37 17.49 67.04 4.10 4.10 - - - - - - - 4.10
13.40 17.15 67.07 4.11 4.11 - - - - - - - 4.11
13.43 16.84 67.10 4.11 4.11 - - - - - - - 4.11
13.47 16.56 67.12 4.12 4.12 - - - - - - - 4.12
13.50 16.31 67.15 4.13 4.13 ---- - - - - - - 4.13
13.53 16.07 67.18 4.14 4.14 - - - - - - - 4.14
13.57 15.85 67.20 4.15 4.15 - - - - - - - 4.15
13.60 15.65 67.22 4.16 4.16 - - - - - - - 4.16
13.63 15.45 67.25 4.16 4.16 - - - - - - - 4.16
13.67 15.27 67.27 4.17 4.17 - - - - - - - 4.17
13.70 15.09 67.29 4.18 4.18 - - - - - - - 4.18
13.73 14.92 67.32 4.18 4.18 - - - - - - - 4.18
13.77 14.75 67.34 4.19 4.19 - - - - - - - 4.19
13.80 14.57 67.36 4.20 4.20 - - - - - - - 4.20
13.83 14.40 67.38 4.21 4.21 - - - - - - - 4.21
13.87 14.22 67.40 4.21 4.21 - - - - - - - 4.21
13.90 14.05 67.43 4.22 4.22 - - - - - - - 4.22
13.93 13.87 67.45 4.22 4.22 - - - - - - - 4.22
13.97 13.69 67.47 4.23 4.23 - - - - - - - 4.23
14.00 13.52 67.49 4.24 4.24 - - - - - - - 4.24
14.03 13.34 67.50 4.24 4.24 - - - - - - - 4.24
14.07 13.16 67.52 4.25 4.25 - - - - - - - 4.25
14.10 12.99 67.54 4.25 4.25 - - - - - - - 4.25
14.13 12.82 67.56 4.26 4.26 - - - - - - - 4.26
14.17 12.65 67.58 4.27 4.27 - - -- - - - - 4.27
14.20 12.49 67.60 4.27 4.27 - - - - - - - 4.27
14.23 12.34 67.61 4.28 4.28 - - - - - - - 4.28
14.27 12.20 67.63 4.28 4.28 ---- - - - - - - 4.28
14.30 12.07 67.65 4.29 4.29 - - - - - - - 4.29
14.33 11.94 67.66 4.29 4.29 - - - - - - - 4.29
14.37 11.82 67.68 4.30 4.30 - - - - - - 4.30
14.40 11.70 67.69 4.30 4.30 - - - - - - - 4.30
14.43 11.59 67.71 4.31 4.31 - - - - - - - 4.31
14.47 11.48 67.72 4.31 4.31 - - - - - - - 4.31
14.50 11.38 67.74 4.31 4.31 - - - - - - - 4.31
Continues on next page...
Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv 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 efs Cfs
_ 14.53 11.28 67.75 4.32 4.32 - - - - - - - 4.32
14.57 11.19 67.77 4.32 4.32 - - - - - - - 4.32
14.60 11.10 67.78 4.33 4.33 - - - - - - - 4.33
14.63 11.01 67.80 4.33 4.33 - - - - - - - 4.33
14.67 10.92 67.81 4.34 4.34 - ----- - - - - - 4.34
14.70 10.83 67.82 4.34 4.34 - - - - - - - 4.34
14.73 10.75 67.84 4.34 4.34 - - - - - - - 4.34
14.77 10.66 67.85 4.35 4.35 - - - - - - - 4.35
14.80 10.58 67.86 4.35 4.35 - - - - - - - 4.35
14.83 10.49 67.88 4.36 4.36 - - - - - - - 4.36
14.87 10.40 67.89 4.36 4.36 - - - - - - - 4.36
14.90 10.32 67.90 4.36 4.36 - - - - - - - 4.36
14.93 10.23 67.91 4.37 4.37 - - - - ---- - - 4.37
14.97 10.14 67.93 4.37 4.37 - - - - - - - 4.37
15.00 10.05 67.94 4.37 4.37 - - - - - - - 4.37
15.03 9.97 67.95 4.38 4.38 - - - - - - - 4.38
15.07 9.88 67.96 4.38 4.38 - - - - - - - 4.38
15.10 9.79 67.97 4.38 4.38 - - - - - - - 4.38
15.13 9.70 67.98 4.39 4.39 - - - - - - - 4.39
15.17 9.62 68.00 4.39 4.39 - - - - - - - 4.39
15.20 9.53 68.00 4.39 4.39 - - - - - - -- 4.39
15.23 9.44 68.00 4.39 4.39 - - - - - - - 4.39
15.27 9.35 67.99 4.39 4.39 - - - - - - - 4.39
15.30 9.26 67.99 4.39 4.39 - - - - - - - 4.39
15.33 9.17 67.99 4.39 4.39 - - - - - - - 4.39
15.37 9.08 67.99 4.39 4.39 - - - - - - - 4.39
15.40 8.99 67.99 4.39 4.39 - - - - - - - 4.39
15.43 8.90 67.98 4.39 4.39 - - - - - - - 4.39
15.47 8.81 67.98 4.39 4.39 - - - - - - - 4.39
15.50 8.72 67.98 4.39 4.39 - - - - - - - 4.39
15.53 8.63 67.98 4.39 4.39 - - - - - - - 4.39
15.57 8.54 67.98 4.38 4.38 - - - - - - - 4.38
15.60 8.45 67.97 4.38 4.38 - - - - - - - 4.38
15.63 8.36 67.97 4.38 4.38 - - - - - - - 4.38
15.67 8.27 67.97 4.38 4.38 - - - - - - - 4.38
15.70 8.18 67.97 4.38 4.38 - - - - - - - 4.38
15.73 8.09 67.97 4.38 4.38 - - - - - - - 4.38
15.77 8.00 67.97 4.38 4.38 - -- - - - - - 4.38
15.80 7.91 67.96 4.38 4.38 - - - - - - - 4.38
15.83 7.82 67.96 4.38 4.38 - - - - - - - 4.38
15.87 7.72 67.96 4.38 4.38 - - - - - - - 4.38
15.90 7.63 67.96 4.38 4.38 - - - - - - - 4.38
15.93 7.54 67.96 4.38 4.38 - - - - - - - 4.38
15.97 7.45 67.96 4.38 4.38 - - - - - - 4.38
16.00 7.36 67.96 4.38 4.38 - - - - - - - 4.38
16.03 7.26 67.95 4.38 4.38 - - - - - - - 4.38
16.07 7.17 67.96 4.38 4.38 - - - - - - - 4.38
16.10 7.08 67.96 4.38 4.38 - - - - --- - - 4.38
16.13 7.00 67.96 4.38 4.38 - - - - - - - 4.38
16.17 6.91 67.97 4.38 4.38 - - - - - - - 4.38
16.20 6.83 67.97 4.38 4.38 - - - - - - - 4.38
Continues on next page...
Page 4
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 cis cis cfs cfs cfs cis cis cfs cfs cis
16.23 6.76 67.98 4.39 4.38 - - - - - - - 4.38
16.27 6.68 67.98 4.39 4.39 - - - - - - - 4.39
16.30 6.62 67.98 4.39 4.39 - - - - - - - 4.39
16.33 6.55 67.99 4.39 4.39 - - - - - - - 4.39
16.37 6.49 67.99 4.39 4.39 - - - - - - - 4.39
16.40 6.43 67.99 4.39 4.39 - - - - - - - 4.39
16.43 6.38 68.00 4.39 4.39 - - - - - - - 4.39
16.47 6.33 68.25 4.39 4.39 - - - - - - - 4.39
16.50 6.28 68.26 4.39 4.39 - - - - - - - 4.39
16.53 6.23 68.26 4.39 4.39 - - - - - - - 4.39
16.57 6.19 68.26 4.40 4.40 - - - - - - - 4.40
16.60 6.15 68.27 4.40 4.40 - - - - - - - 4.40
16.63 6.10 68.27 4.40 4.40 - - - - - - - 4.40
16.67 6.06 68.27 4.40 4.40 - - - - - - - 4.40
16.70 6.02 68.28 4.40 4.40 - - - - - - - 4.40
16.73 5.98 68.28 4.40 4.40 - - - - - - - 4.40
16.77 5.94 68.28 4.40 4.40 - - - - - - - 4.40
16.80 5.90 68.29 4.40 4.40 - - - - - - - 4.40
16.83 5.86 68.29 4.40 4.40 - - - - - - - 4.40
16.87 5.82 68.29 4.40 4.40 - - - - - - - 4.40
16.90 5.78 68.29 4.40 4.40 - - - - - - - 4.40
16.93 5.74 68.30 4.40 4.40 - - - - - - - 4.40
16.97 5.70 68.30 4.40 4.40 - - - - - - - 4.40
17.00 5.66 68.30 4.40 4.40 - - - - - - - 4.40
17.03 5.62 68.30 4.41 4.41 - - - - - - - 4.41
17.07 5.58 68.31 4.41 4.41 - - - - - - - 4.41
17.10 5.54 68.31 4.41 4.41 - - - - - - - 4.41
17.13 5.50 68.31 4.41 4.41 - - - - - - - 4.41
17.17 5.46 68.31 4.41 4.41 - - - - - -- 4.41
17.20 5.42 68.32 4.41 4.41 - - - - - - - 4.41
17.23 5.38 68.32 4.41 4.41 - - - - - - - 4.41
17.27 5.34 68.32 4.41 4.41 - - - - - - - 4.41
17.30 5.30 68.32 4.41 4.41 - - - - - - - 4.41
17.33 5.26 68.32 4.41 4.41 - - - - - - - 4.41
17.37 5.22 68.32 4.41 4.41 - - - - - - - 4.41
17.40 5.18 68.33 4.41 4.41 - - - - - - - 4.41
17.43 5.14 68.33 4.41 4.41 - - - ---- - - - 4.41
17.47 5.10 68.33 4.41 4.41 - - - - - - - 4.41
17.50 5.06 68.33 4.41 4.41 - - - - - - - 4.41
17.53 5.02 68.33 4.41 4.41 - - - - - - - 4.41
17.57 4.97 68.33 4.41 4.41 - - - - --- - - 4.41
17.60 4.93 68.33 4.41 4.41 - - - - - - - 4.41
17.63 4.89 68.33 4.41 4.41 - - - - - - - 4.41
17.67 4.85 68.33 4.41 4.41 - - - - - - - 4.41
17.70 4.81 68.34 4.41 4.41 - - - - - - - 4.41
17.73 4.77 68.34 4.41 4.41 - - - - - - - 4.41
17.77 4.73 68.34 4.41 4.41 - - - - - - - 4.41
17.80 4.69 68.34 4.41 4.41 - - - - - - - 4.41
17.83 4.65 68.34 4.41 4.41 - - - - -- - - 4.41
17.87 4.61 68.34 4.41 4.41 - - - - - - - 4.41
17.90 4.57 68.34 4.41 4.41 - - - - - - 4.41
Continues on next page...
Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cis cfs
17.93 4.52 68.34 4.41 4.41 - - - - - - - 4.41
17.97 4.48 68.34 4.41 4.41 - - - - - - - 4.41
18.00 4.44 68.34 4.41 4.41 - - - - - - - 4.41
18.03 4.40 68.34<< 4.41 4.41 - - - - - - - 4.41 <<
18.07 4.36 68.34 4.41 4.41 - - - - - - - 4.41
18.10 4.32 68.34 4.41 4.41 - - - - - - - 4.41
18.13 4.28 68.34 4.41 4.41 - - - - - - - 4.41
18.17 4.25 68.34 4.41 4.41 - - - - - - - 4.41
18.20 4.21 68.34 4.41 4.41 - - - - - - - 4.41
18.23 4.18 68.34 4.41 4.41 - - - - - - - 4.41
18.27 4.15 68.34 4.41 4.41 - - - - - - - 4.41
18.30 4.12 68.34 4.41 4.41 - - - - - - - 4.41
18.33 4.10 68.34 4.41 4.41 - - - - - - - 4.41
18.37 4.07 68.34 4.41 4.41 - - - - - - - 4.41
18.40 4.05 68.33 4.41 4.41 - - - - - - - 4.41
18.43 4.03 68.33 4.41 4.41 - - - - - - - 4.41
18.47 4.01 68.33 4.41 4.41 - - - - - - - 4.41
18.50 4.00 68.33 4.41 4.41 - - - - - - - 4.41
18.53 3.98 68.33 4.41 4.41 - - - - - - - 4.41
18.57 3.97 68.33 4.41 4.41 - - - - - - - 4.41
18.60 3.95 68.33 4.41 4.41 - - - - - - - 4.41
18.63 3.94 68.33 4.41 4.41 - - - - - - --- 4.41
18.67 3.93 68.33 4.41 4.41 - - - - - - - 4.41
18.70 3.91 68.33 4.41 4.41 - - - - - - - 4.41
18.73 3.90 68.33 4.41 4.41 - -- - - - -- ---- 4.41
18.77 3.89 68.33 4.41 4.41 - - - - - - - 4.41
18.80 3.88 68.32 4.41 4.41 - - - - - - - 4.41
18.83 3.87 68.32 4.41 4.41 - - - - - - - 4.41
18.87 3.85 68.32 4.41 4.41 - - - - - - - 4.41
18.90 3.84 68.32 4.41 4.41 - - - - - - - 4.41
18.93 3.83 68.32 4.41 4.41 - - - - - - - 4.41
18.97 3.82 68.32 4.41 4.41 - - - - - - - 4.41
19.00 3.81 68.32 4.41 4.41 - - - - - - - 4.41
19.03 3.79 68.32 4.41 4.41 - - - - - - - 4.41
19.07 3.78 68.32 4.41 4.41 - - - - -. - - 4.41
19.10 3.77 68.31 4.41 4.41 - - - - - - 4.41
19.13 3.76 68.31 4.41 4.41 - - - - - - - 4.41
19.17 3.74 68.31 4.41 4.41 - - - - - - ----- 4.41
19.20 3.73 68.31 4.41 4.41 - - - - - - 4.41
19.23 3.72 68.31 4.41 4.41 - - - - - - - 4.41
19.27 3.71 68.31 4.41 4.41 - - - - - - - 4.41
19.30 3.70 68.31 4.41 4.41 - - - - - - - 4.41
19.33 3.68 68.31 4.41 4.41 - - - - - - - 4.41
19.37 3.67 68.30 4.41 4.41 - - - - - - - 4.41
19.40 3.66 68.30 4.40 4.40 - - - - - - - 4.40
19.43 3.65 68.30 4.40 4.40 - - - - - - - 4.40
19.47 3.64 68.30 4.40 4.40 - - - - - - - 4.40
19.50 3.62 68.30 4.40 4.40 - - - - - - - 4.40
19.53 3.61 68.30 4.40 4.40 - - - - - - - 4.40
19.57 3.60 68.30 4.40 4.40 - - - - - - - 4.40
19.60 3.59 68.29 4.40 4.40 - - - - - - - 4.40
Continues on next page...
Page 6
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hm) ds ft cfs ds cfs eft ds ds ds ds ds cfs
19.63 3.58 68.29 4.40 4.40 - - - - - - - 4.40
19.67 3.56 68.29 4.40 4.40 - - - - - - - 4.40
19.70 3.55 68.29 4.40 4.40 - - - - - - - 4.40
19.73 3.54 68.29 4.40 4.40 - - - - - - 4.40
19.77 3.53 68.29 4.40 4.40 - - - - - - - 4.40
19.80 3.51 68.28 4.40 4.40 - - - - - - - 4.40
19.83 3.50 68.28 4.40 4.40 - - - - - - - 4.40
19.87 3.49 68.28 4.40 4.40 - - - - - - - 4.40
19.90 3.48 68.28 4.40 4.40 - - - - - - - 4.40
19.93 3.47 68.28 4.40 4.40 - - - - - - - 4.40
19.97 3.45 68.28 4.40 4.40 - - - - - - - 4.40
20.00 3.44 68.27 4.40 4.40 - - - - - - - 4.40
20.03 3.43 68.27 4.40 4.40 - - - - - - - 4.40
20.07 3.42 68.27 4.40 4.40 - - - - - - - 4.40
20.10 3.40 68.27 4.40 4.40 - - - - - - - 4.40
20.13 3.39 68.27 4.40 4.40 - - - - - - - 4.40
20.17 3.38 68.26 4.39 4.39 - - - - - - - 4.39
20.20 3.37 68.26 4.39 4.39 - - - - - - - 4.39
20.23 3.36 68.26 4.39 4.39 - - - - - - - 4.39
20.27 3.34 68.26 4.39 4.39 - - - - - - - 4.39
20.30 3.33 68.26 4.39 4.39 - - - - - - - 4.39
20.33 3.32 68.25 4.39 4.39 - - - - - - - 4.39
20.37 3.31 68.00 4.39 4.39 - - - - - - - 4.39
20.40 3.29 68.00 4.39 4.39 - - - - - - - 4.39
20.43 3.28 68.00 4.39 4.39 - - - - - - - 4.39
20.47 3.27 67.99 4.39 4.39 - - - - - - - 4.39
20.50 3.26 67.99 4.39 4.39 - - - - - - - 4.39
20.53 3.24 67.99 4.39 4.39 - - - - - - - 4.39
20.57 3.23 67.99 4.39 4.39 ----- - - - - - - 4.39
20.60 3.22 67.99 4.39 4.39 - - - - - - - 4.39
20.63 3.21 67.98 4.39 4.39 - - - - - - - 4.39
20.67 3.20 67.98 4.39 4.39 - - - - - - - 4.39
20.70 3.18 67.98 4.39 4.39 - - - - - - 4.39
20.73 3.17 67.98 4.39 4.39 - - - - - - - 4.39
20.77 3.16 67.98 4.39 4.38 - - - - - - - 4.38
20.80 3.15 67.97 4.38 4.38 - - - - - - - 4.38
20.83 3.13 67.97 4.38 4.38 - - - - - - - 4.38
20.87 3.12 67.97 4.38 4.38 - - - - - - - 4.38
20.90 3.11 67.97 4.38 4.38 - - - - - - - 4.38
20.93 3.10 67.97 4.38 4.38 - - - - - - - 4.38
20.97 3.08 67.96 4.38 4.38 - - - - - - - 4.38
21.00 3.07 67.96 4.38 4.38 - - - - - - - 4.38
21.03 3.06 67.96 4.38 4.38 - - - - - - 4.38
21.07 3.05 67.96 4.38 4.38 - - - - - - - 4.38
21.10 3.03 67.96 4.38 4.38 - - - - - - - 4.38
21.13 3.02 67.95 4.38 4.38 - - - - - - - 4.38
21.17 3.01 67.95 4.38 4.38 - - - - - - - 4.38
21.20 3.00 67.96 4.38 4.38 - - - - - - - 4.38
21.23 2.98 67.96 4.38 4.38 - - - - - - - 4.38
21.27 2.97 67.96 4.38 4.38 - - - - - - - 4.38
21.30 2.96 67.96 4.38 4.38 - - - - - - - 4.38
Continues on next page...
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 4.80 cfs
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = single basin
Max. Elevation = 69.91 ft Max. Storage = 497,361 cuft
Storage Indication method used. Outflow hydrograph volume=539,774 cult
Hydrograph Discharge Table
Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cis ft eft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.30 9.07 60.80 1.00 0.99 ----- ---- ----- ---- ----- ----= 0.99
11.33 9.45 60.83 1.03 1.02 - - - --- - - 1.02
11.37 9.86 60.86 1.05 1.05 -- ----- --- ---- --- --- ----- i.05
11.40 10.29 60.89 1.08 1.08 - - - --- ---- -- --- 1.08
11.43 10.76 60.92 1.11 i.i i ---- ----- -- - ---- ---- - 1.11
11.47 11.25 60.96 1.15 1.14 --- - --- - - - ---- 1.14
11.50 11.76 60.99 1.18 1.18 ---- ----- -- ----- ----- -- - 1.18
11.53 12.33 61.03 1.22 1.21 - ----- - --- --- - - 1.21
11.57 12.99 61.07 1.26 1.24 ---- --- -- ---- ----- -- 1.24
11.60 13.80 61.11 1.30 1.28 ---- --- ----- ----- ---- ---- 1.28
11.63 14.82 6i.16 1.35 1.32 ----- ----- -- ---- -- - 1.32
11.67 16.11 61.20 1.40 1.36 --- - - - - - - 1.36
11.70 17.72 61.26 1.43 1.40 ---- ---- - - -- ---- --- 1.40
11.73 19.73 61.32 1.47 1A5 - - ----- - --- - 1.45
11.77 22.17 61.38 1.51 1.50 --- ----- ----- --- ---- - 1.50
11.80 25.05 61.46 1.58 1.56 - - --. - - -- - 1.56
11.83 28.37 61.54 1.67 1.62 - - -- - ---- - - 1.62
11.87 32.13 61.64 1.76 1.69 -- 1.69
11.90 36.35 61.75 1.82 1.77 ----- --- --- - - --- - 1.77
11.93 41.29 61.88 1.90 1.85 ----- - ---- ---- ---- - - 1.85
11.97 47.57 62.02 1.98 1.95 - --- - - -. --- 1.95
12.00 55.83 62.15 2..06 2.03 --- --- --- -- - -- - 2.03
12.03 66.09 62.32 2.16 2.13 - - - -- --- - - 2.i 3
12.07 77.60 62.50 2.28 2.23 ----- - - - -- -- .-- 2.23
12.10 89.54 62.73 2.41 2.35 ---- ---- ---- - --- _-._ --- 2.35
12.13 101.35 62.98 2.49 2A9 --- _--- ---- -- 2.49
12.17 112.42 63.26 2.63 2.63 2.63
12.20 121.65 63.57 2.81 2.78 -- - -- ---- ---- --- --- 2.78
12.23 127.86 63.91 2.96 2.93 - ---- --- --.-- __-__ __._ ____ 2.93
12.27 130.76 64.21 3.07 3.06 ---- ---- - ----- - ---- 3.06
12.30 13,1.18« 64.51 3.24 3.18 --- ----- --- --- ---- ---- ----- 3.18
12.33 130.04 64.81 3.31 3.31 ---- ---- ---- -- --- ---- --_ 3.31
12.37 127.87 65.10 3.45 3.42 3.42
12.40 124.70 65.38 3.53 3.52 -- --_- ---_ -- ---- -- 3.52
12.43 120.59 65.66 3.64 3.63 - - - --- ---- 3.63
12.47 116.57 65.92 3.77 3.72 3.72
12.50 i 09.7 2 66.16 3.81 3.80 ---- - - - - - 3.80
12.53 103.15 66.37 3.88 3.88 ---- -- ---- ---_ - - ---- --- 3.88
Continues on next page...
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A CM B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cis cfs cis cfs cfs cis cfs cis
12.57 96.00 66.57 3.96 3.94 - - - - - - - 3.94
12.60 88.44 66.76 4.04 4.00 - - - - - - - 4.00
12.63 80.65 66.93 4.07 4.06 - - - - - - - 4.06
12.67 72.78 67.08 4.11 4.11 - - - - - - - 4.11
12.70 65.13 67.22 4.15 4.15 - - - - - - - 4.15
12.73 58.15 67.34 4.19 4.19 - - - - - - - 4.19
12.77 52.23 67.44 4.22 4.22 - - - - - - - 4.22
12.80 47.45 67.54 4.25 4.25 - - - - - - - 4.25
12.83 43.53 67.62 4.28 4.28 - - - - - - - 4.28
12.87 40.17 67.70 4.30 4.30 - - - - - - - 4.30
12.90 37.20 67.78 4.33 4.33 - - - - - - 4.33
12.93 34.60 67.84 4.35 4.35 --- - - - - - - 4.35
12.97 32.33 67.90 4.36 4.36 - - -- - - - - 4.36
13.00 30.36 67.96 4.38 4.38 - - - - - - - 4.38
13.03 28.66 68.00 4.39 4.39 - - - ---- --- ---- - 4.39
13.07 27.21 67.99 4.39 4.39 - - --- - ---- - - 4.39
13.10 25.98 67.98 4.39 4.39 - -- - - - - - 4.39
13.13 24.95 67.97 4.38 4.38 - - - ---- - - - 4.38
13.17 24.07 67.96 4.38 4.38 --- -- - -- - ----- ---- 4.38
13.20 23.33 67.96 4.38 4.38 - - - - - ---- 4.38
13.23 22.70 68.00 4.39 4.39 - ---- - - - --- - 4.39
13.27 22.13 68.28 4.40 4.40 - - - - - ---- 4.40
13.30 21.61 68.31 4.41 4.41 - ----- ---- ---- ----- ----- ---- 4.41
13.33 21.13 68.35 4.42 4.42 --- - - - -- - 4.42
13.37 20.69 68.38 4.42 4.42 --- - ---- - - - --- 4.42
13.40 20.29 68.41 4.43 4.43 - - - - - --- --- 4.43
13.43 19.93 68.44 4.44 4.44 - --- - - ----- ---- --- 4.44
13.47 19.59 68.41 4.45 4.45 - - - - -- -- -- -- 4.45
13.50 19.28 68.49 4.45 4.45 - - - ----- --- - --- 4.45
13.53 19.00 68.52 4.46 4A6 ----- - - - ---- ----- - 4.46
13.57 18.74 68.55 4.47 4.47 - - - - --- - - 4.47
13.60 18.49 68.58 4.47 4.47 - -- - -- - -- - 4.47
13.63 18.26 68.60 4.48 4.48 - - - - - --- ---- 4.48
13.67 18.04 68.63 4.49 4.49 - - -- --- - --- -- 4.49
13.70 17.83 68.65 4.49 4.49 - --- - --- - ---- - 4.49
13.73 17.62 68.68 4.50 4.50 - - -- - -- - 4.50
13.77 17.41 68.70 4.51 4.51 -- - ---- ---- -- -- - 4.51
13.80 17.21 68.73 4.51 4.51 --- 4.51
13.83 17.00 68.75 4.52 4.52 ---- --- - --.- -- - - 4.52
13.87 16.79 68.78 4.52 4.52 --- - --- - ---- - - 4.52
13.90 16.58 68.80 4.53 4.53 --- - - ----- - -- - 4.53
13.93 16.37 68.82 4.54 4.54 - - - -- -- --- - 4.54
13.97 16.16 68.84 4.54 4.54 - --- -- --- -.-- --- -- 4.54
14.00 15.95 68.86 4.55 4.55 ----- -- ---- --- -- --- 4.55
14.03 15.73 68.89 4.55 4.55 - --- --- - -- -- - 4.55
14.07 15.52 68.91 4.56 4.56 ---- - - --- ---- --- - 4.56
14.10 15.32 68.93 4.56 4.56 - -- - ---•- - -- --- 4.56
14.13 15.12 68.95 4.57 4.57 4.57
14.17 14.92 68.97 4.57 4.57 - ---- - - - --- - 4.57
14.20 14.73 68.99 4.58 4.58 - - - - - - - 4.58
14.23 14.55 69.01 4.58 4.58 ---- - - -- - - -- 4.58
Continues on next page...
Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Oublow
(hrs) cfs ft cis cis cfs cfs cis cfs cis cis cis cfs
14.27 14.38 69.02 4.59 4.59 - - - - - - - 4.59
14.30 14.22 69.04 4.59 4.59 - - - - - - - 4.59
14.33 14.07 69.06 4.60 4.60 - - - - - - - 4.60
14.37 13.92 69.08 4.60 4.60 - - - - - - - 4.60
14.40 13.78 69.10 4.60 4.60 - - - - - - - 4.60
14.43 13.65 69.11 4.61 4.61 - - - - - - - 4.61
14.47 13.52 69.13 4.61 4.61 - - - - -- - --- 4.61
14.50 13.40 69.15 4.62 4.62 - - - - - - - 4.62
14.53 13.29 69.16 4.62 4.62 - - - - - - - 4.62
14.57 13.18 69.18 4.63 4.63 - - - - - - 4.63
14.60 13.07 69.20 4.63 4.63 - - - - - - - 4.63
14.63 12.96 69.21 4.63 4.63 - - - - - - - 4.63
14.67 12.86 69.23 4.64 4.64 - - - - -- - - 4.64
14.70 12.75 69.24 4.64 4.64 - - - - - - - 4..64
14.73 12.65 69.26 4.64 4.64 - - - --- .--- - ---- 4.64
14.77 12.55 69.27 4.65 4.65 - - - - - - - 4.65
14.80 12.44 69.29 4.65 4.65 - - - - -- - - 4.65
14.83 12.34 69.30 4.66 4.66 - - - - - - - 4.66
14.87 12.24 69.32 4.66 4.66 -- - - - --- - - 4.66
14.90 12.14 69.33 4.66 4.66 - ----- - - ----- --- --.. 4.66
14.93 12.03 69.35 4.67 4.67 - -- - - ---- - - 4.67
14.97 11.93 69.36 4.67 4.67 - -- -- -- --- - - 4.67
15.00 11.83 69.37 4.67 4.67 - --- - - - -- - 4.67
15.03 11.72 69.39 4.68 4.68 - - - - - - -- 4.68
15.07 11.62 69.40 4.68 4.68 - --- - - -- - - 4.68
15.10 11.51 69.41 4.68 4.68 - - -- - - - - 4.68
15.13 11.41 69.43 4.69 4.69 - - - ---- -- - 4.69
15.17 11.30 69.44 4.69 4.69 --- --- - --- - - 4.69
15.20 11.20 69.45 4.69 4.69 - --- - - - -- - 4.69
15.23 11.09 69.46 4.69 4.69 - - --- --- - -- - 4.69
15.27 10.99 69.47 4.70 4.70 - - - - - - 4.70
15.30 10.88 69.49 4.70 4.70 - - - - - - - 4.70
15.33 10.78 69.50 4.70 4.70 - - - - - - - 4.70
15.37 10.67 69.51 4.71 4.71 - ----- - --- - - 4.71
15.40 10.57 69.52 4.71 4.71 - - - - - - - 4.71
15.43 10.46 69.53 4.71 4.71 ---- - - - - - ---- 4.71
15.47 10.35 69.54 4.71 4.71 - - - - - - --- 4.71
15.50 10.25 69.55 4.72 4.72 -- --- -- - ---- - - 4.72
15.53 10.14 69.56 4.72 4.72 -- - - - -- - - 4.72
15.57 10.03 69.57 4.72 4.72 - - - - - --- -- 4.72
15.60 9.93 69.58 4.72 4.72 - ---- - - - - - 4.72
15.63 9.82 69.59 4.73 4.73 - - ---- --- - --- ---- 4.73
15.67 9.71 69.60 4.73 4.73 - - --- -- --- --- - 4.73
15.70 9.61 69.61 4.73 4.73 - -- - --- -- - - 4.73
15.73 9.50 69.62 4.73 4.73 - - - - - - - 4.73
15.77 9.39 69.63 4.73 4.73 --- - - - -- - - 4.73
15.80 9.28 69.64 4.74 4.74 - -- --- --- --- - - 4.74
15.83 9.17 69.65 4.74 4.74 - - --- - - -- - 4.74
15.87 9.07 69.66 4.74 4.74 - - - - - - - 4.74
15.90 8.96 69.66 4.74 4.74 - - - --- --- - --- 4.74
15.93 8.85 69.67 4.74 4.74 - - - - -- - - 4.74
Continues on next page...
Page 4
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cis ft cis cfs cfs cfs cis cfs cfs cis cis cis
15.97 8.74 69.68 4.75 4.75 - - - - - - - 4.75
16.00 8.63 69.69 4.75 4.75 - - - - - - - 4.75
16.03 8.52 69.69 4.75 4.75 - - - - - - - 4.75
16.07 8.42 69.70 4.75 4.75 - - - - - - - 4.75
16.10 8.31 69.71 4.75 4.75 - - - - - - - 4.75
16.13 8.21 69.71 4.75 4.75 - - - - - - - 4.75
16.17 8.11 69.72 4.76 4.76 - - - - - - - 4.76
16.20 8.02 69.73 4.76 4.76 - - - - - - - 4.76
16.23 7.93 69.73 4.76 4.76 - - - - - - - 4.76
16.27 7.84 69.74 4.76 4.76 - - - - - - - 4.76
16.30 7.76 69.75 4.76 4.76 - - - - - - - 4.76
16.33 7.69 69.75 4.76 4.76 - - - - - - - 4.76
16.37 7.61 69.76 4.76 4.76 - - - - - - - 4.76
16.40 7.55 69.76 4.77 4.77 - - - - - - - 4_77
16.43 7.48 69.77 4.77 4.77 - - - - - - - 4.77
16.47 7.42 69.77 4.77 4.77 - - - - - - - 4.77
16.50 7.36 69.78 4.77 4.77 - - - - - - - 4.77
16.53 7.31 69.78 4.77 4.77 - - - - - - - 4.77
16.57 7.26 69.79 4.77 4.77 - - - - - - - 4.77
16.60 7.21 69.79 4.77 4.77 - - - - - - - 4.77
16.63 7.16 69.80 4.77 4.77 - - - - - - - 4.77
16.67 7.11 69.80 4.77 4.77 - - - - - - - 4.77
16.70 7.06 69.80 4.78 4.78 - - - - - - - 4.78
16.73 7.01 69.81 4.78 4.78 --- - - - - - - 4.78
16.77 6.97 69.81 4.78 4.78 - - - - - - - 4.78
16.80 6.92 69.82 4.78 4.78 - - - - - - - 4.78
16.83 6.87 69.82 4.78 4.78 - - - - - - - 4.78
16.87 6.82 69.82 4.78 4.78 --- --- --- - --- - --- 4.78
16.90 6.78 69.83 4.78 4.78 - - - - - --- - 4.78
16.93 6.73 69.83 4.78 4.78 - - - - - - - 4.78
16.97 6.68 69.84 4.78 4.78 - - - - - - - 4.78
17.00 6.64 69.84 4.78 4.78 - - - - - -- - 4.78
17.03 6.59 69.84 4.79 4.79 - - - - - - - 4.79
17.07 6.54 69.85 4.79 4.79 - - - - - - - 4.79
17.10 6.49 69.85 4.79 4.79 - - - - - - --- 4.79
17.13 6.45 69.85 4.79 4.79 - - - -- -- --- - 4.79
17.17 6.40 69.86 4.79 4.79 - - - - - - -- 4.79
17.20 .6.35 69.86 4.79 4.79 - - - - - - 4.79
17.23 6.30 69.86 4.79 4.79 - -- --- - - --.- - 4.79
17.27 6.26 69.86 4.79 4.79 - - - - -- -- --- 4.79
17.30 6.21 69.87 4.79 4.79 - - -- -- - -- - 4.79
17.33 6.16 69.87 4.79 4.79 -- -- - - - 4.79
17.37 6.11 69.87 4.79 4.79 -- ---- -- - - - 4.79
17.40 6.07 69.88 4.79 4.79 - - -- -- - - - 4.79
17.43 6.02 69.88 4.79 4.79 - - - - - - - 4.79
17.47 5.97 69.88 4.79 4.79 - - - - -- - - 4.79
17.50 5.92 69.88 4.79 4.79 - -- - - - - --- 4.79
17.53 5.87 69.88 4.79 4.79 - -- - - -- - - 4.79
17.57 5.83 69.89 4.80 4.80 --- --- - - - - - 4.80
17.60 5.78 69.89 4.80 4.80 ---- - -- - --- -- - 4.80
17.63 5.73 69.89 4.80 4.80 - - - - --- -^- - 4.80
Continues on next page...
Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B CIv 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
17.67 5.68 69.89 4.80 4.80 - - - - - - - 4.80
17.70 5.63 69.89 4.80 4.80 - - - - - - - 4.80
17.73 5.59 69.89 4.80 4.80 - - - - - - - 4.80
17.77 5.54 69.90 4.80 4.80 - - - - - - - 4.80
17.80 5.49 69.90 4.80 4.80 - - - - - - - 4.80
17.83 5.44 69.90 4.80 4.80 - - - - - - - 4.80
17.87 5.39 69.90 4.80 4.80 - - - - - - - 4.80
17.90 5.35 69.90 4.80 4.80 - - - - - - - 4.80
17.93 5.30 69.90 4.80 4.80 - - - - - - - 4.80
17.97 5.25 69.90 4.80 4.80 - - - - - - - 4.80
18.00 5.20 69.90 4.80 4.80 - - - - - - - 4.80
18.03 5.15 69.90 4.80 4.80 - - - - - - - 4.80
18.07 5.10 69.90 4.80 4.80 - - - - - - - 4.80
18.10 5.06 69.91 4.80 4.80 - - - - - - - 4.80
18.13 5.01 69.91 4.80 4.80 - - - - - - 4.80
18.17 4.97 69.91 4.80 4.80 - - - - - - - 4.80
18.20 4.93 69.91 4.80 4.80 - - - - - - - 4.80
18.23 4.89 69.91 4.80 4.80 - - - - - - - 4.80
18.27 4.86 69.91 4.80 4.80 - - - - - - - 4.80
18.30 4.82 69.91 4.80 4.80 - - - - - - - 4.80
18.33 4.79 69.91 4.80 4.80 - - - - - - - 4.80<<
18.37 4.77 69.91 4.80 4.80 - - - - - - - 4.80
18.40 4.74 69.91 4.80 4.80 - - - - - - - 4.80
18.43 4.72 69.91 4.80 4.80 - - - - - - - 4.80
18.47 4.70 69.91 4.80 4.80 - - - - - - - 4.80
18.50 4.68 69.91 4.80 4.80 - - - - - - - 4.80
18.53 4.66 69.91 4.80 4.80 - - - - - - - 4.80
18.57 4.64 69.91 4.80 4.80 - - - - - - - 4.80
18.60 4.62 69.91 4.80 4.80 - - - - - - - 4.80
18.63 4.61 69.91 4.80 4.80 - - - - - - - 4.80
18.67 4.59 69.90 4.80 4.80 - - - - - - - 4.80
18.70 4.58 69.90 4.60 4.80 - - - - - - - 4.80
18.73 4.56 69.90 4.80 4.80 - - - - - - - 4.80
18.77 4.55 69.90 4.80 4.80 - - - - - - - 4.80
18.80 4.54 69.90 4.80 4.80 - - - - - - - 4.80
18.83 4.52 69.90 4.80 4.80 - - - - - - - 4.80
18.87 4.51 69.90 4.80 4.80 - - - - - - - 4.80
18.90 4.49 69.90 4.80 4.80 - - - - - - - 4.80
18.93 4.48 69.90 4.80 4.80 - - - --- - - - 4.80
18.97 4.47 69.90 4.80 4.80 - - --- - - - -. 4.80
19.00 4.45 69.90 4.80 4.80 - - - - - - - 4.80
19.03 4.44 69.90 4.80 4.80 - - -- - - - - 4.80
19.07 4.42 69.90 4.80 4.80 - --- - - --- - - 4.80
19.10 4.41 69.90 4.80 4.80 - - -- - -- - - 4.80
19.13 4.39 69.90 4.80 4.80 - - -- - - - - 4.80
19.17 4.38 69.90 4.80 4.80 - - -- - - - - 4.80
19.20 4.37 69.90 4.80 4.80 - - - - ---- - -- 4.80
19.23 4.35 69.89 4.80 4.80 - - - - - --- - 4.80
19.27 4.34 69.89 4.80 4.80 - - - -- - - - 4.80
19.30 4.32 69.89 4.80 4.80 - -- - - - - - 4.80
19.33 4.31 69.89 4.80 4.80 - - - - - - -- 4.80
Continues on next page...
Page 6
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs efs cfs afs afs cfs cfs
19.37 4.29 69.89 4.80 4.80 - - - - - - - 4.80
19.40 4.28 69.89 4.80 4.80 - - - - - - - 4.80
19.43 4.27 69.89 4.80 4.80 - - - - - - - 4.80
19.47 4.25 69.89 4.80 4.80 - - - - - - - 4.80
19.50 4.24 69.89 4.80 4.80 - - - - - - - 4.80
19.53 4.22 69.89 4.80 4.80 - - - - - - - 4.80
19.57 4.21 69.88 4.79 4.79 - - - - - - - 4.79
19.60 4.19 69.88 4.79 4.79 - - - - - - - 4.79
19.63 4.18 69.88 4.79 4.79 - - - - - - - 4.79
19.67 4.17 69.88 4.79 4.79 - - - - - - - 4.79
19.70 4.15 69.88 4.79 4.79 - - - - - - - 4.79
19.73 4.14 69.88 4.79 4.79 - - - - - - - 4.79
19.77 4.12 69.88 4.79 4.79 - - - - - - - 4.79
19.80 4.11 69.88 4.79 4.79 - - - - - - - 4.79
19.83 4.09 69.87 4.79 4.79 - - - - - - - 4.79
19.87 4.08 69.87 4.79 4.79 - - - - - - - 4.79
19.90 4.07 69.87 4.79 4.79 - - - - - - - 4.79
19.93 4.05 69.87 4.79 4.79 - - - - - - - 4.79
19.97 4.04 69.87 4.79 4.79 - - - - - - - 4.79
20.00 4.02 69.87 4.79 4.79 - - - - - - - 4.79
20.03 4.01 69.87 4.79 4.79 - - - - - - - 4.79
20.07 3.99 69.86 4.79 4.79 - - - - - - - 4.79
20.10 3.98 69.86 4.79 4.79 - - - - - - - 4.79
20.13 3.96 69.86 4.79 4.79 - - - - - - - 4.79
20.17 3.95 69.86 4.79 4.79 - - - - - - - 4.79
20.20 3.94 69.86 4.79 4.79 - - - - - - - 4.79
20.23 3.92 69.86 4.79 4.79 - - - - - - - 4.79
20.27 3.91 69.86 4.79 4.79 - - - - - - - 4.79
20.30 3.89 69.85 4.79 4.79 - - - - - - - 4.79
20.33 3.88 69.85 4.79 4.79 - - - - - - - 4.79
20.37 3.86 69.85 4.79 4.79 - - - - - - - 4.79
20.40 3.85 69.85 4.79 4.79 - - - - - - - 4.79
20.43 3.83 69.85 4.79 4.79 - - - -- - - - 4.79
20.47 3.82 69.84 4.79 4.79 - - - - - - - 4.79
20.50 3.81 69.84 4.79 4.79 - - - - - - 4.79
20.53 3.79 69.84 4.78 4.78 - - - - - - 4.78
20.57 3.78 69.84 4.78 4.78 - - - - - - - 4.78
20.60 3.76 69.84 4.78 4.78 -- - - - - - 4.78
20.63 3.75 69.84 4.78 4.78 - - - - - - - 4.78
20.67 3.73 69.83 4.78 4.78 - --- - - -- --- - 4.78
20.70 3.72 69.83 4.78 4.78 - - - - - - - 4.78
20.73 3.70 69.83 4.78 4.78 - - - - - - - 4.78
20.77 3.69 69.83 4.78 4.78 --- - ----- - - --- - 4.78
20.80 3.68 69.83 4.78 4.78 - - - - - - - 4.78
20.83 3.66 69.82 4.78 4.78 - - - - - - - 4.78
20.87 3.65 69.82 4.78 4.78 - - - - - - - 4.78
20.90 3.63 69.82 4.78 4.78 - - - --- - - - 4.78
20.93 3.62 69.82 4.78 4.78 - - - - - - - 4.78
20.97 3.60 69.81 4.78 4.78 - - - - - - - 4.78
21.00 3.59 69.81 4.78 4.78 - - - - - - - 4.78
21.03 3.57 69.81 4.78 4.78 - - - --- - - - 4.78
Continues on next page...
Page 7
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExHl Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs afs cfs cfs cfs
21.07 3.56 69.81 4.78 4.78 - - - - - - 4.78
21.10 3.54 69.81 4.78 4.78 - - - - - - - 4.78
21.13 3.53 69.80 4.78 4.78 - - - - - - - 4.78
21.17 3.51 69.80 4.78 4.78 - - - - - - - 4.78
21.20 3.50 69.80 4.77 4.77 - - - - - - - 4.77
21.23 3.49 69.80 4.77 4.77 - - - - - - - 4.77
21.27 3.47 69.79 4.77 4.77 - - - - - - - 4.77
21.30 3.46 69.79 4.77 4.77 - - - - - - - 4.77
21.33 3.44 69.79 4.77 4.77 - - - - - - - 4.77
21.37 3.43 69.79 4.77 4.77 - - - - - - - 4.77
21.40 3.41 69.78 4.77 4.77 - - - - - - - 4.77
21.43 3.40 69.78 4.77 4.77 - - - - - - - 4.77
21.47 3.38 69.78 4.77 4.77 - - - - - - - 4.77
21.50 3.37 69.78 4.77 4.77 - - - - - - - 4.77
21.53 3.35 69.77 4.77 4.77 - - - - - - - 4.77
21.57 3.34 69.77 4.77 4.77 - - - - - - - 4.77
21.60 3.32 69.77 4.77 4.77 - - - - -- - - 4.77
21.63 3.31 69.76 4.77 4.77 - - - - - - - 4.77
21.67 3.30 69.76 4.77 4.77 - - - - - - - 4.77
21.70 3.28 69.76 4.77 4.77 - - - - - - - 4.77
21.73 3.27 69.76 4.76 4.76 - - - - - - - 4.76
21.77 3.25 69.75 4.76 4.76 - - - - - - - 4.76
21.80 3.24 69.75 4.76 4.76 - - - - - - - 4.76
21.83 3.22 69.75 4.76 4.76 - - - - - - - 4.76
21.87 3.21 69.74 4.76 4.76 - - - - - - - 4.76
21.90 3.19 69.74 4.76 4.76 - - - - - - - 4.76
21.93 3.18 69.74 4.76 4.76 - --- - - - - - 4.76
21.97 3.16 69.74 4.76 4.76 - - - - - - - 4.76
22.00 3.15 69.73 4.76 4.76 - - - - - - - 4.76
22.03 3.22 69.73 4.76 4.76 - - - - - - - 4.76
22.07 3.30 69.73 4.76 4.76 - - - - - - - 4.76
22.10 3.37 69.72 4.76 4.76 - - - - - - - 4.76
22.13 3.45 69.72 4.76 4.76 - - - - - - - 4.76
22.17 3.54 69.72 4.76 4.76 - - - - - - - 4.76
22.20 3.63 69.72 4.76 4.76 - - - - - - - 4.76
22.23 3.72 69.72 4.75 4.75 - - - - - - - 4.75
22.27 3.68 69.71 4.75 4.75 - - - - - - - 4.75
22.30 3.65 69.71 4.75 4.75 - - --- - - - - 4.75
22.33 3.62 69.71 4.75 4.75 - - - --- - --- - 4.75
22.37 3.58 69.71 4.75 4.75 - - - - - - - 4.75
22.40 3.55 69.70 4.75 4.75 - - - - - - - 4.75
22.43 3.51 69.70 4.75 4.75 - - - - - - - 4.75
22.47 3.47 69.70 4.75 4.75 - - - - - - - 4.75
22.50 3.44 69.70 4.75 4.75 - - - - - - - 4.75
22.53 3.40 69.69 4.75 4.75 - - - - - - - 4.75
22.57 3.36 69.69 4.75 4.75 - - - - - - - 4.75
22.60 3.31 69.69 4.75 4.75 - - - - - - 4.75
22.63 3.27 69.69 4.75 4.75 - - - - - - - 4.75
22.67 3.23 69.68 4.75 4.75 - - - - - - - 4.75
22.70 3.18 69.68 4.75 4.75 - - - - - - - 4.75
22.73 3.13 69.68 4.75 4.75 - - - - - - - 4.75
Continues on next page...
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 5.14 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = single basin
Max. Elevation = 71.40 ft Max. Storage = 601,339 cuft
Storage Indication method used. Outflow hydrograph volume=596,218 cult
Hydrograph Discharge Table
Time Inflow Elevation CIV A Clv B Civ C CIv D Wr A Wr B Wr C Wr D ExHi Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.00 8.83 60.85 1.05 1.04 - - - - - - - 1.04
11.03 9.05 60.88 1.07 1.06 - - - - - - -- 1.06
11.07 9.29 60.91 1.10 1.09 - - - - - - - 1.09
11.10 9.54 60.94 1.13 1.12 - - - - - - - 1.12
11.13 9.81 60.96 1.15 1.15 - - - - - - - 1.15
11.17 10.11 60.99 1.18 1.18 - - - - - - - 1.18
11.20 10.43 61.03 1.21 1.21 - - - - - - - 1.21
11.23 10.79 61.06 1.25 1.23 - - - - - - - 1.23
11.27 11.18 61.09 1.28 1.26 - - - - - - - 1.26
11.30 11.61 61.13 1.32 1.29 - - - - - - - 1.29
11.33 12.07 61.16 1.36 1.32 - - - - - - - 1.32
11.37 12.57 61.20 1.40 1.35 - - - - - - - 1.35
11.40 13.10 61.24 1.42 1.38 - - - - - - - 1.38
11.43 13.66 61.28 1.44 1.42 - - - - - - - 1.42
11.47 14.26 61.32 1.47 1.45 - - - - - - - 1.45
11.50 14.88 61.37 1.50 1.49 - - - - - - - 1.49
11.53 15.56 61.41 1.53 1.53 - - - - - - - 1.53
11.57 16.36 61.46 1.59 1.56 - - - - - - - 1.56
11.60 17.35 61.51 1.64 1.60 - - - - - - - 1.60
11.63 18.59 61.57 1.70 1.64 - - - - - - - 1.64
11.67 20.15 61.63 1.75 1.68 - - - - - - - 1.68
11.70 22.11 61.70 1.79 1.73 - - - - - - 1.73
11.73 24.56 61.77 1.83 1.78 - - - - - - - 1.78
11.77 27.52 61.85 1.88 1.84 - - - - - - - 1.84
11.80 31.00 61.95 1.94 1.90 - - - - - - - 1.90
11.83 35.01 62.04 2.00 1.96 - - - - - - - 1.96
11.87 39.54 62.14 2.06 2.02 - -- - - --- - - 2.02
11.90 44.60 62.25 2.12 2.09 - - - - - - - 2.09
11.93 50.50 62.37 2.20 2.16 - - - - - - - 2.16
11.97 57.98 62.51 2.28 2.24 - - - - - - - 2.24
12.00 67.77 62.68 2.39 2.33 - - - - - - - 2.33
12.03 79.91 62.87 2.47 2.43 - - - - - - - 2.43
12.07 93.46 63.10 2.55 2.55 - - - - - - - 2.55
12.10 107.47 . 63.37 2.69 2.68 - - - - - - - 2_68
12.13 121.29 63.67 2.87 2.82 - - - - - - - 2.82
12.17 134.19 64.01 2.97 2.97 - - - - - - - 2.97
12.20 144.87 64.33 3.14 3.11 - - - - - - - 3.11
12.23 151.94 64.66 3.30 3.25 - - - - - - - 3.25
Continues on next page...
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 5.14 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = single basin
Max. Elevation = 71.40 ft Max. Storage = 601,339 cuft
Storage Indication method used. Outflow hydrograph volume=596,218 cult
Hydrograph Discharge Table
Time Inflow Elevation Chr A Clv B Clv C Civ D Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cfs cfs cfs
11.00 8.83 60.85 1.05 1.04 - - - - - - - 1.04
11.03 9.05 60.88 1.07 1.06 - - - - - - - 1.06
11.07 9.29 60.91 1.10 1.09 - - - - - - - 1.09
11.10 9.54 60.94 1.13 1.12 - --- - - - - - 1.12
11.13 9.81 60.96 1.15 1.15 - - - - - - - 1.15
11.17 10.11 60.99 1.18 1.18 - - - - - - - 1.18
11.20 10.43 61.03 1.21 1.21 - - - - - - 1.21
11.23 10.79 61.06 1.25 1.23 - - - - - - - 1.23
11.27 11.18 61.09 1.28 1.26 - - - - - - - 1.26
11.30 11.61 61.13 1.32 1.29 - - - - - - - 1.29
11.33 12.07 61.16 1.36 1.32 - - - - - - - 1.32
11.37 12.57 61.20 1.40 1.35 - - - - - - - 1.35_
11.40 13.10 61.24 1.42 1.38 - - - - - ---- - 1.38
11.43 13.66 61.28 1.44 1.42 - - - - - - 1.42
11.47 14.26 61.32 1.47 1.45 - - - - - - - 1.45
11.50 14.88 61.37 1.50 1.49 - - - - - - - 1.49
11.53 15.56 61.41 1.53 1.53 - - - - - - - 1.53
11.57 16.36 61.46 1.59 1.56 - - - - - _._. - 1.56
11.60 17.35 61.51 1.64 1.60 - - - - - - - 1.60
11.63 18.59 61.57 1.70 1.64 - - - - - - - 1.64
11.67 20.15 61.63 1.75 1.68 - - - - - - 1.68
11.70 22.11 61.70 1.79 1.73 - - - - - - - 1.73
11.73 24.56 61.77 1.83 1.78 - - - - - - - 1.78
11.77 27.52 61.85 1.88 1.84 - - ----- - - - - 1.84
11.80 31.00 61.95 1.94 1.90 - - - - - - 1.90
11.83 35.01 62.04 2.00 1.96 - - - - - - - 1.96
11.87 39.54 62.14 2.06 2.02 - - - - - - - 2.02
11.90 44.60 62.25 2.12 2.09 - - - - - ---- - 2.09
11.93 50.50 62.37 2.20 2.16 - - - - - - - 2.16
11.97 57.98 62.51 2.28 2.24 - - - - - - - 2.24
12.00 67.77 62.68 2.39 2.33 - - - - - - - 2.33
12.03 79.91 62.87 2.47 2.43 - - - - - - - 2.43
12.07 93.46 63.10 2.55 2.55 - - - - - - - 2.55
12.10 107.47 63.37 2.69 2.68 - - - - - - - 2.68
12.13 121.29 63.67 2.87 2.82 - - - - - - --- 2.82
12.17 134.19 64.01 2.97 2.97 - - - - --- - - 2.97
12.20 144.87 64.33 3.14 3.11 - - - - - - - 3.11
12.23 151.94 64.66 3.30 3.25 --- - - - - --- - 3.25
Continues on next page...
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A CN 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
12.27 155.09 65.01 3.41 3.39 - - - - - - - 3.39
12.30 155.33<< 65.36 3.53 3.52 - - - - - - - 3.52
12.33 153.75 65.71 3.67 3.65 - - - - - - - 3.65
12.37 150.95 66.05 3.81 3.77 - - - - - - - 3.77
12.40 147.00 66.36 3.88 3.87 - - - - - - - 3.87
12.43 141.95 66.65 4.00 3.97 - - - - - - - 3.97
12.47 135.86 66.93 4.07 4.06 - - - - - - - 4.06
12.50 128.82 67.20 4.15 4.15 - - - - - - - 4.15
12.53 120.95 67.46 4.23 4.23 - - - - - - - 4.23
12.57 112.43 67.69 4.30 4.30 - - - - - - - 4.30
12.60 103.46 67.91 4.37 4.37 - - - - - - - 4.37
12.63 94.22 67.98 4.39 4.39 - - - - - - - 4.39
12.67 84.92 68.26 4.39 4.39 - - - - - - - 4.39
12.70 75.91 68.40 4.43 4.43 - - - - - - - 4.43
12.73 67.69 68.53 4.46 4.46 - - - - - - - 4.46
12.77 60.74 68.64 4.49 4.49 - - - - - - - 4.49
12.80 55.14 68.74 4.52 4.52 - - - - - - - 4.52
12.83 50.55 68.83 4.54 4.54 - - - - - - - 4.54
12.87 46.62 68.92 4.56 4.56 - - - - - - - 4.56
12.90 43.15 68.99 4.58 4.58 - - - - - - - 4.58
12.93 40.12 69.06 4.60 4.60 - - - - - - - 4.60
12.97 37.47 69.13 4.61 4.61 - - - - - - - 4.61
13.00 35.17 69.19 4.63 4.63 - - - - - - - 4.63
13.03 33.20 69.24 4.64 4.64 - - - - - - - 4.64
13.07 31.51 69.30 4.65 4.65 - - - - - - - 4.65
13.10 30.08 69.35 4.67 4.67 - - - - - - - 4.67
13.13 28.87 69.39 4.68 4.68 - - - - - - - 4.68
-.13.17 27.85 69.44 4.69 4.69 - - - - - - - 4.69
13.20 26.99 69.48 4.70 4.70 - - - - - - - 4.70
13.23 26.25 69.52 4.71 4.71 - - - - - - - 4.71
13.27 25.59 69.56 4.72 4.72 - - - - - - - 4.72
13.30 24.98 69.60 4.73 4.73 - - - - - - - 4.73
13.33 24.43 69.64 4.74 4.74 - - - - - - - 4.74
13.37 23.92 69.68 4.75 4.75 - - - - - - - 4.75
13.40 23.45 69.71 4.75 4.75 - - - - - - - 4.75
13.43 23.02 69.75 4.76 4.76 - - - - - - - 4.76
13.47 22.63 69.78 4.77 4.77 - - - - - - - 4.77
13.50 22.27 69.81 4.78 4.78 - - - - - - - 4.78
13.53 21.94 69.85 4.79 4.79 - - - - - - 4.79
13.57 21.64 69.88 4.79 4.79 - - - - - - - 4.79
13.60 21.35 69.91 4.80 4.80 - - - - - - - 4.80
13.63 21.08 69.94 4.81 4.81 - - - - - - - 4.81
13.67 20.82 69.97 4.82 4.82 - - - - - - - 4.82
13.70 20.58 70.00 4.82 4.82 - - - - - - - 4.82
13.73 20.33 70.03 4.83 4.83 - - - - - - - 4.83
13.77 20.09 70.06 4.84 4.84 - - - - - - - 4.84
13.80 19.85 70.08 4.84 4.84 - - - - - - - 4.84
13.83 19.61 70.11 4.85 4.85 - - - - - - - 4.85
13.87 19.37 70.13 4.85 4.85 - - - - - - - 4.85
13.90 19.12 70.16 4.86 4.86 - - - - - - - 4.86
13.93 18.88 70.18 4.86 4.86 - - - - - - - 4.86
Continues on next page...
Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cis cis cfs cfs
13.97 18.63 70.21 4.87 4.87 - - - - - - - 4.87
14.00 18.39 70.23 4.88 4.88 - - - - - - - 4.88
14.03 18.14 70.25 4.88 4.88 - - - - - - - 4.88
14.07 17.90 70.27 4.89 4.89 - - - - - - - 4.89
14.10 17.66 70.30 4.89 4.89 - - - - - - - 4.89
14.13 17.42 70.32 4.90 4.90 - - - - - - - 4.90
14.17 17.19 70.34 4.90 4.90 - - - - - - - 4.90
14.20 16.97 70.36 4.91 4.91 - - - - - - - 4.91
14.23 16.77 70.38 4.91 4.91 - - - - - - - 4.91
14.27 16.57 70.40 4.92 4.92 - - - - - - - 4.92
14.30 16.38 70.42 4.92 4.92 - - - - - - - 4.92
14.33 16.20 70.44 4.92 4.92 - - - - - - - 4.92
14.37 16.03 70.46 4.93 4.93 - - - - - - - 4.93
14.40 15.87 70.48 4.93 4.93 - - - - - - - 4.93
14.43 15.72 70.50 4.94 4.94 - - - - - - - 4.94
14.47 15.57 70.51 4.94 4.94 - - - - - - - 4.94
14.50 15.43 70.53 4.95 4.95 - - - - ---- - - 4.95
14.53 15.30 70.55 4.95 4.95 - - - - - - - 4.95
14.57 15.17 70.57 4.95 4.95 - - - - - - - 4.95
14.60 15.04 70.59 4.96 4.96 - - - - - - - 4.96
14.63 14.92 70.60 4.96 4.96 - - - - - - - 4.96
14.67 14.80 70.62 4.97 4.97 - - - - - - - 4.97
14.70 14.68 70.64 4.97 4.97 - - - - - - - 4.97
14.73 14.56 70.65 4.97 4.97 - - - - - - - 4.97
14.77 14.44 70.67 4.98 4.98 - - - - - - - 4.98
14.80 14.32 70.69 4.98 4.98 - - - - - - - 4.98
14.83 14.20 70.70 4.98 4.98 - - - - - - - 4.98
14.87 14.08 70.72 4.99 4.99 - - - --- - - - 4.99
14.90 13.96 70.73 4.99 4.99 - - - - - - - 4.99
14.93 13.84 70.75 5.00 4.99 - - - - - - - 4.99
14.97 13.72 70.76 5.00 5.00 - - - - - - - 5.00
15.00 13.60 70.78 5.00 5.00 - - - - - - - 5.00
15.03 13.48 70.79 5.01 5.01 - - - - - - -_ 5.01
15.07 13.36 70.81 5.01 5.01 - - - - - - - 5.01
15.10 13.24 70.82 5.01 5.01 - - - - - - - 5.01
15.13 13.12 70.83 5.01 5.01 - - - - - - - 6.01
15.17 13.00 70.85 5.02 5.02 ---- - - - - - - 5.02
15.20 12.87 70.86 5.02 5.02 - - - - - - - 5.02
15.23 12.75 70.88 5.02 5.02 --- - - - - ----- - 5.02
15.27 12.63 70.89 5.03 5.03 - - - - - - - 5.03
15.30 12.51 70.90 5.03 5.03 - - - - - - - 5.03
15.33 12.39 70.91 5.03 5.03 - - - - - - - 5.03
15.37 12.27 70.93 5.04 5.04 - - - - - - - 5_04
15.40 12.14 70.94 5.04 6.04 - - - - - - - 5.04
15.43 12.02 70.95 5.04 5.04 - - - - - - - 5.04
15.47 11.90 70.96 5.04 5.04 - - - - - - - 5_04
15.50 11.77 70.97 5.05 5.05 - - - - - - - 5.05
15.53 11.65 70.99 5.05 5.05 - - - - - - - 5.05
15.57 11.53 71.00 5.05 5.05 - - - - - - - 5.05
15.60 11.40 71.01 5.05 5.05 - - - - - 5.05
15.63 11.28 71.02 5.06 5.06 - - - - - - - 5.06
Continues on next page...
Page 4
Hydrograph Discharge Table
Time Inflow Elevation CIv A Chr B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) cis ft cis cis cfs cfs cfs cfs cfs cfs cfs cfs
15.67 11.16 71.03 5.06 5.06 - - - - - - - 5.06
15.70 11.03 71.04 5.06 5.06 - - - - - - - 5.06
15.73 10.91 71.05 5.06 5.06 - - - - - - - 5.06
15.77 10.79 71.06 5.07 5.07 - - - - - - - 5.07
15.80 10.66 71.07 5.07 5.07 - - - - - - - 5.07
15.83 10.54 71.08 5.07 5.07 - - - - - - - 5.07
15.87 10.41 71.09 5.07 5.07 - - - - - - - 5.07
15.90 10.29 71.10 5.07 5.07 - - - - - - - 5.07
15.93 10.16 71.11 5.08 5.08 - - - - - - - 5.08
15.97 10.04 71.11 6.08 5.08 - - - - - - - 5.08
16.00 9.91 71.12 5.08 5.08 - - - - - - - 5.08
16.03 9.79 71.13 5.08 5.08 - - - - - - - 5.08
16.07 9.66 71.14 5.08 5.08 - - - - - - - 5.08
16.10 9.54 71.15 5.08 6.08 - - - - - - - 5.08
16.13 9.42 71.15 5.09 5.09 - - - - - - - 5.09
16.17 9.31 71.16 5.09 5.09 - - - - - - - 5.09
16.20 9.20 71.17 5.09 5.09 - - - - - - - 5.09
16.23 9.10 71.18 5.09 5.09 - - - - - - 5.09
16.27 9.00 71.18 5.09 5.09 - - - - - - - 5.09
16.30 8.91 71.19 5.09 5.09 - - - - - - - 5.09
16.33 8.82 71.20 5.10 5.10 - - - - - - -- 5.10
16.37 8.74 71.20 5.10 5.10 - - - - - - - 5.10
16.40 8.66 71.21 5.10 5.10 - - - - - - - 5.10
16.43 8.59 71.21 5.10 5.10 - - - - - - - 5.10
16.47 8.52 71.22 5.10 5.10 - - - - - - - 5.10
16.50 8.45 71.23 5.10 5.10 - - - - - - - 5.10
16.53 8.39 71.23 5.10 5.10 - - - - - - 5.10
16.57 8.33 71.24 5.11 5.10 - - - - - - - 5.10
16.60 8.27 71.24 5.11 5.11 - - - - - - - 5.11
>.._ 16.63 8.21 71.25 5.11 5.11 - - - - - - - 5.11
-16.67 8.15, 71.25 5.11 6.11 - - - - - - ---_ 5.11
16.70 8.10 71.26 5.11 5.11 - - - - - - - 5.11
16.73 8.05 71.26 5.11 5.11 - - - - - - - 5.11
16.77 7.99 71.27 5.11 5.11 - - -
.80 7.94 71.27 5.11 5.11 - - - - ____ 5.11
'1
-- 5.11
16.83 7.88 71.28 5.11 5.11 - - - - - - - 5.11
16.87 7.83 71.28 5.12 5.12 - - - - - - - 5.12
16.90 7.77 71.29 5.12 5.12 - - - - - - - 5.12
16.93 7.72 71.29 5.12 5.12 - - - - - - - 5.12
16.97 7.67 71.30 5.12 5.12 - - - - - - - 5.12
17.00 7.61 71.30 5.12 5.12 - ----- - - - - 5.12
17.03 7.56 71.31 5.12 5.12 - - - - - - - 5.12
17.07 7.50 71.31 5.12 5.12 - - - - - - - 5.12
17.10 7.45 71.31 5.12 5.12 - - - - - - - 5.12
17.13 7.39 71.32 5.12 5.12 - - - - - - - 5.12
17.17 7.34 71.32 5.12 5.12 - - - - - - - 5.12
17.20 7.28 71.32 5.12 5.12 - - - - - - - 5.12
17.23 7.23 71.33 5.13 5.13 - - - - - - - 5.13
17.27 7.17 71.33 5.13 5.13 - - - - - - - 5.13
17.30 7.12 71.34 5.13 5.13 - - - - - - - 5.13
17.33 7.06 71.34 5.13 5.13 - - - - - - - 5.13
Continues on next page...
Page 5
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 cis cfs cfs
17.37 7.01 71.34 5.13 5.13 - - - - - - - 5.13
17.40 6:95 71.35 5.13 5.13 - - - - - - 5.13
17.43 6.90 71.35 5.13 5.13 - - - - - - - 5.13
17.47 6.84 71.35 5.13 5.13 - - - -- - - - 5.13
17.50 6.79 71.35 5.13 5.13 - - - - --� - - 5.13
17.53 6.73 71.36 5.13 5.13 - - - - - - - 5.13
17.57 6.68 71.36 5.13 5.13 - - - - - - - 5.13
17.60 6.62 71.36 5.13 5.13 - - - - - - - 5.13
17.63 6.57 71.36 5.13 5.13 - - - - - - - 5.13
17.67 6.51 71.37 5.13 5.13 - - - - - - - 5.13
17.70 6.46 71.37 5.13 5.13 - - - - - - - 5.13
17.73 6.40 71.37 5.13 5.13 - - - - - - - 5.13
17.77 6.35 71.37 5.14 5.14 - - - - - - - 5.14
17.80 6.29 71.38 5.14 5.14 - - - - - - - 5.14
17.83 6.24 71.38 5.14 5.14 - - - - - - 5.14
17.87 6.18 71.38 5.14 5.14 - - - - - - - 5.14
17.90 6.13 71.38 5.14 5.14 - - - - - - - 5.14
17.93 6.07 71.38 5.14 5.14 - - - - - - - 5.14
17.97 6.01 71.38 5.14 5.14 - - - - - - - 5.14
18.00 5.96 71.39 5.14 5.14 - - - - - - - 5.14
18.03 5.90 71.39 5.14 5.14 - - - - - - - 5.14
18.07 5.85 71.39 5.14 5.14 - - - - - - - 5.14
18.10 5.80 71.39 5.14 5.14 - - - - - - - 5.14
18.13 5.74 71.39 5.14 5.14 - - - - - - - 5.14
18.17 5.70 71.39 5.14 5.14 - - ---- - - - - 5.14
18.20 5.65 71.39 5.14 5.14 - - - - - - - 5.14
18.23 5.60 71.39 5.14 5.14 - - - - - - - 5.14
18.27 5.56 71.39 5.14 5.14 - - - - - - 5.14
18.30 5.53 71.40 5.14 5.14 - - - - - - - 5.14
18.33 5.49 71.40 5.14 5.14 - - - - - - - 5.14
18.37 5.46 71.40 5.14 5.14 - - - - - - - 5.14
18.40 5.43 71.40 5.14 5.14 - - - - - - - 5.14
18.43 5.40 71.40 5.14 5.14 - - - - - - - 5.14
18.47 5.38 71.40 5.14 5.14 - - - - - - - 5.14
18.50 5.36 71.40 5.14 5.14 - - - - - - - 5.14
18.53 5.34 71.40 5.14 5.14 - - - - - - - 5.14
18.57 _5.32 71.40 5.14 5.14 - - - - - - - 5.14
18.60 5.30 71.40 5.14 5.14 - - - - - - - 5.14
18.63 5.28 71.40 5.14 5.14 - - - - - - - 5.14
18.67 5.26 71.40 5.14 5.14 - - - - - - - 5.14
18.70 5.24 71.40 5.14 5.14 - - ---- - - - - 5.14
18.73 5.23 71.40 5.14 5.14 - - - - - - - 5.14
18.77 5.21 71.40 5.14 5.14 - - - - - - - 5.14
18.80 5.20 71.40 5.14 5.14 - - - - - - - 5.14
18.83 5.18 71.40 5.14 5.14 - - - - - - - 5.14
18.87 5.16 71.40 5.14 5.14 - - - - - - - 5.14
18.90 5.15 71.40<< 5.14 5.14 - - - - - - 5.14<<
18.93 5.13 71.40 5.14 5.14 - - - - - ____ - 5.14
18.97 5.11 71.40 5.14 5.14 - - - - - - - 5.14
19.00 5.10 71.40 5.14 5.14 - - - - - - - 5.14
19.03 5.08 71.40 5.14 5.14 - - - - - - - 5.14
Continues on next page...
Page 6
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfii Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cis cfs cfs cfs
19.07 5.06 71.40 5.14 5.14 - - - - - - - 5.14
19.10 5.05 71.40 5.14 5.14 - - - - - - - 5.14
19.13 5.03 71.40 5.14 5.14 - - - - - - - 5.14
19.17 5.02 71.40 5.14 5.14 - - - - - - - 5.14
19.20 5.00 71.40 5.14 5.14 - - - - - - - 5.14
19.23 4.98 71.40 5.14 5.14 - - - - - - - 5.14
19.27 4.97 71.40 5.14 5.14 - - - - - - - 5.14
19.30 4.95 71.40 5.14 5.14 - - - - - - - 5.14
19.33 4.93 71.40 5.14 5.14 - - - - - - - 5.14
19.37 4.92 71.40 5.14 5.14 - - - - - - - 5.14
19.40 4.90 71.40 5.14 5.14 - - - - - - - 5.14
19.43 4.88 71.40 5.14 5.14 - - - - - - - 5.14
19.47 4.87 71.40 5.14 5.14 - - - - - - - 5.14
19.50 4.85 71.40 5.14 5.14 - - - - - - - 5.14
19.53 4.84 71.40 5.14 5.14 - - - - - - - 5.14
19.57 4.82 71.40 5.14 5.14 - - - - - - - 5.14
19.60 4.80 71.39 5.14 5.14 - - - - -- - - 5.14
19.63 4.79 71.39 5.14 5.14 - - - - - - - 5.14
19.67 4.77 71.39 5.14 5.14 - - - - - - - 5.14
19.70 4.75 71.39 5.14 5.14 - - - - - - - 5.14
19.73 4.74 71.39 5.14 5.14 - - - - - - - 5.14
19.77 4.72 71.39 5.14 5.14 - - - - - - - 5.14
19.80 4.70 71.39 5.14 5.14 - - - - - - - 5.14
19.83 4.69 71.39 5.14 5.14 - - - - - - - 5.14
19.87 4.67 71.39 5.14 5.14 - - - - - - - 5.14
19.90 4.65 71.39 5.14 5.14 - - - - - - - 5.14
19.93 4.64 71.39 5.14 5.14 - - - - - - - 5.14
19.97 4.62 71.39 5.14 5.14 - - - - - - - 5.14
20.00 4.60 71.39 5.14 5.14 - - - - - - - 5.14
20.03 4.59 71.38 5.14 5.14 - - - - - - - 5.14
20.07 4.57 71.38 5.14 5.14 - - - - - - - 5.14
20.10 4.55 71.38 5.14 5.14 - - - - - - - 5.14
20.13 4.54 71.38 5.14 5.14 - - - - - - - 5.14
20.17 4.52 71.38 5.14 5.14 - - - - - - - 5.14
20.20 4.50 71.38 5.14 5.14 - - - - - - - 5.14
20.23 4.49 71.38 5.14 5.14 - - - - - - - 5.14
20.27 4.47 71.38 5.14 5.14 ---- - - - - - - 5.14
20.30 4.45 71.38 5.14 5.14 - - - - - - 5.14
20.33 4.44 71.38 5.14 5.14 - - - - - - - 5.14
20.37 4.42 71.37 5.14 5.14 - ---- - - - - - 5.14
20.40 4.40 71.37 5.13 5.13 - - - - - - -- 5.13
20.43 4.39 71.37 5.13 5.13 - - - - - - - 5.13
20.47 4.37 71.37 5.13 5.13 - --- - - - - - 5.13
20.50 4.35 71.37 5.13 5.13 - - - - - - - 5.13
20.53 4.34 71.37 5.13 5.13 - - - - - - - 5.13
20.57 4.32 71.37 5.13 5.13 - - - - - - - 5.13
20.60 4.31 71.36 5.13 5.13 - - - - --- - - 5.13
20.63 4.29 71.36 5.13 5.13 -- - - - - - - 5.13
20.67 4.27 71.36 5.13 5.13 - - - - -- - - 5.13
20.70 4.25 71.36 5.13 5.13 - - - - -� -� _--_ 5.13
20.73 4.24 71.36 5.13 5.13 - - - - - - - 5.13
Continues on next page...
Page 7
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cis cfs cis cfs cfs cfs
20.77 4.22 71.36 5.13 5.13 - - - - - - - 5.13
20.80 4.20 71.36 5.13 5.13 - - - - - - - 5.13
20.83 4.19 71.35 5.13 5.13 - - - - - - - 5.13
20.87 4.17 71.35 5.13 5.13 - - - - - - - 5.13
20.90 4.15 71.35 5.13 5.13 - - - - - - - 5.13
20.93 4.14 71.35 5.13 5.13 - - - - - - - 5.13
20.97 4.12 71.35 5.13 5.13 - - - - - - - 5.13
21.00 4.10 71.35 5.13 5.13 - - - - - - - 5.13
21.03 4.09 71.34 5.13 5.13 - - - - - - - 5.13
21.07 4.07 71.34 5.13 5.13 - - - - - - - 5.13
21.10 4.05 71.34 5.13 5.13 - - - - - - - 5.13
21.13 4.04 71.34 5.13 5.13 - - - - - - - 5.13
21.17 4.02 71.34 5.13 5.13 - - - - - - - 5.13
21.20 4.00 71.33 5.13 5.13 - - - - - - - 5.13
21.23 3.99 71.33 5.13 5.13 - - - - - - - 5.13
21.27 3.97 71.33 5.13 5.13 - - - - - - - 5.13
21.30 3.95 71.33 5.13 5.13 - - - - - - - 5.13
21.33 3.94 71.33 5.12 5.12 - - - - - - - 5.12
21.37 3.92 71.32 5.12 5.12 - - - - - - 5.12
21.40 3.90 71.32 5.12 5.12 - - - - - - - 5.12
21.43 3.89 71.32 5.12 5.12 - - - - - - - 5.12
21.47 3.87 71.32 5.12 5.12 - - - - - - - 5.12
21.50 3.85 71.32 5.12 5.12 - - - - - - - 5.12
21.53 3.84 71.31 5.12 5.12 - - - - - - - 5.12
21.57 3.82 71.31 5.12 5.12 - - - - - - - 5.12
21.60 3.80 71.31 5.12 5.12 - - - - - - - 5.12
21.63 3.79 71.31 5.12 5.12 - - - - - - - 5.12
21.67 3.77 71.30 5.12 5.12 - - - - - - -_ 5.12
21.70 3.75 71.30 5.12 5.12 - - - - - - - 5.12
21.73 3.74 71.30 5.12 5.12 - - - - - - - 5.12
21.77 3.72 71.30 5.12 5.12 - - - - - - - 5.12
21.80 3.70 71.30 5.12 5.12 - - - - - - - 5.12
21.83 3.68 71.29 5.12 5.12 - - - - - - - 5.12
21.87 3.67 71.29 5.12 5.12 - - - - - - - 5.12
21.90 3.65 71.29 5.12 5.12 - - - - - - - 5.12
21.93 3.63 71.29 5.12 5.12 - - - - - - --- 5.12
21.97 3.62 71.28 5.12 5.12 = - - - - - - 5.12
22.00 3.60 71.28 5.11 5.11 - - - - - - - 5.11
22.03 3.68 71.28 5.11 5.11 - - - - - - - 5.11
22.07 3.77 71.28 5.11 5.11 - - - - - - - 5.11
22.10 3.86 71.27 5.11 5.11 - - - - -- ____
5.11
22.13 3.95 71.27 5.11 5.11 - - - - - - - 5.11
22.17 4.05 71.27 5.11 5.11 - - ---- ----- - - - 5.11
22.20 4.15 71.27 5.11 5.11 - - - - - - - 5.11
22.23 4.25 71.27 5.11 5.11 -- - - - - - -- 5.11
22.27 4.21 71.26 5.11 5.11 - - - - - - - 5.11
22.30 4.18 71.26 5.11 5.11 - - - - --- - - 5.11
22.33 4.14 71.26 5.11 5.11 - - - -- - - --- 5.11
22.37 4.10 71.26 5.11 5.11 - - - - - - - 5.11
22.40 4.06 71.26 5.11 5.11 - - - - - - - 5.11
22.43 4.02 71.26 5.11 5.11 - - - - - - - 5.11
Continues on next page...
Page 8
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 cis cfs
22.47 3.97 71.25 5.11 5.11 - - - - - - - 5.11
22.50 3.93 71.25 5.11 5.11 - - - - - - - 5.11
22.53 3.88 71.25 5.11 5.11 - - - - - - - 5.11
22.57 3.84 71.25 5.11 5.11 - - - - - - - 5.11
22.60 3.79 71.25 5.11 5.11 - - - - - - 5.11
22.63 3.74 71.24 5.11 5.11 - - - - - - - 5.11
22.67 3.69 71.24 5.11 5.11 - - - - - - - 5.11
22.70 3.64 71.24 5.11 5.11 - - - - - - - 5.11
22.73 3.58 71.24 5.10 5.10 - - - - - - - 5.10
22.77 3.53 71.23 5.10 5.10 - - - - - - - 5.10
22.80 3.52 71.23 5.10 5.10 - - - - - - - 5.10
22.83 3.50 71.23 5.10 5.10 - - - - - - - 5.10
22.87 3.49 71.22 5.10 5.10 - - - - - _ - 5.10
22.90 3.48 71.22 5.10 5.10 - - - - - - - 5.10
22.93 3.47 71.22 5.10 5.10 - - - - - - - 5.10
22.97 3.45 71.22 5.10 5.10 - - - - - - - 5.10
23.00 3.44 71.21 5.10 5.10 - - - - - - - 5.10
23.03 3.43 71.21 5.10 5.10 - - - - - - - 5.10
23.07 3.41 71.21 5.10 5.10 - - - - - - - 5.10
23.10 3.40 71.21 5.10 5.10 - - - - - - - 5.10
23.13 3.39 71.20 5.10 5.10 - - - ---- - - - 5.10
23.17 3.38 71.20 5.10 5.10 - - - - - - - 5.10
23.20 3.36 71.20 5.10 5.10 - - - - - - - 5.10
23.23 3.35 71.19 5.10 5.10 - - - -- - - - 5.10
23.27 3.34 71.19 5.09 5.09 - - - - - - - 5.09
23.30 3.33 71.19 5.09 5.09 - - - - - - - 5.09
23.33 3.31 71.18 5.09 5.09 - - - - - - - 5.09
23.37 3.30 71.18 5.09 5.09 - - - - - - - 5.09
23.40 3.29 71.18 5.09 5.09 - - - - - - - 5.09
23.43 3.28 71.18 5.09 5.09 - - - - - - - 5.09
23.47 3.26 71.17 5.09 5.09 - - - - - - - 5.09
23.50 3.25 71.17 5.09 5.09 - - - - - - - 5.09
23.53 3.24 71.17 5.09 5.09 - - - - - - - 5.09
23.57 3.22 71.16 5.09 5.09 - - - - - - - 5.09
23.60 3.21 71.16 5.09 5.09 - - - - - - - 5.09
23.63 3.20 71.16 5.09 5.09 - - - - - - - 5.09
23.67 3.19 71.15 5.09 5.09 - - - - - - - 5.09
23.70 3.17 71.15 5.09 5.09 - - - - - - - 5.09
23.73 3.16 71.15 5.08 5.08 - - - - - - - 5.08
23.77 3.15 71.14 5.08 5.08 - - - - - - - 5.08
23.80 3.14 71.14 5.08 5.08 - - - - - - - 5.08
23.83 3.12 71.14 5.08 5.08 - - - - - - - 5.08
23.87 3.11 71.13 5.08 5.08 - - - - - - - 5.08
23.90 3.10 71.13 5.08 5.08 - - - - - - - 5.08
23.93 3.08 71.13 5.08 5.08 - - - - - ---- - 5.08
23.97 3.07 71.12 5.08 5.08 - - - - - - - 5.08
24.00 3.06 71.12 5.08 5.08 - - - - - - --- 5.08
24.03 3.01 71.12 5.08 5.08 - - - - - - - 5.08
24.07 2.92 71.11 5.08 5.08 - - - - - - 5.08
24.10 2.80 71.11 5.08 5.08 - - - - - - - 5.08
24.13 2.65 71.10 5.08 5.08 - - - - - - - 5.08
Continues on next page...
Page 9
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B Ov C CIv D Wr A Wr B Wr C Wr D Exfil OuW*w
(hrs) cfs ft Cfs Cfs Cfs cis cis cis cfs Cfs Cfs Cfs
24.17 2.45 71.10 5.07 5.07 - - - - - -- 5.07
24.20 2.22 71.10 5.07 5.07 ---- - ----- ---- ---- ----- -_-- 5.07
24.23 1.96 71.09 &07 5-07 --- ---- ---- - __-_ _____ 5.07
24.27 1.71 71.08 5.07 5.07 ----- -- -- __ __..... 5.07
24.30 1.48 71.08 5.07 5.07 - - --- -_-_ ____ - - 5.07
24.33 1.27 71.07 5.07 5.07 ----- ----- ----- _--- _____ -____ --- 5.07
24.37 1.07 71.07 5.07 5.07 ----- ----- _____ ----- _--_ ----- ----- 5.07
24.40 0.89 71.06 5.07 5.07 - ------- _ ..._ 5.07
24.43 0.73 71.05 5.06 5.06 - ---- ---- -_._ -_ - 5.06
24.47 0.58 71.04 5.06 6.06 ----- __- 5.06
24.50 OA5 71.04 5.06 5.06 ---- --- --- ----- ---- -_-- ----- 5.06
24.53 0-34 71.03 5-06 5 06 _--
24.57 0.24 71.02 5.06 5.06 - - --__ ____ ____ - 5.06
24.60 0.16 7101 5.05 5.05 _ _____- T_.__ ------ ----- __-- 5-05
24.63 0.10 71.00 5.05 5.05 --- ---- -- - 05
24,67 0.05 70.90' 5.05 5 ff; - --
24.70 0.02 70.99 5.05 5.05
24.73 O.Or' 7 .98
�JJ
24.77 6.0t1 70.97 6-04 5.04 ---- -- --- 5.0tt
24.80 0.00 70M 5.04 5.0 _._._.. -._... 5.0A
24.83 0.00 70.95 5.04 5.04 ----- ----- ____ ____ � - 5 04
24.87 0.00 10.94 6.04 5.04 -- ----- _ -- ----_ ---- 5.04
24.90 0.00 70.93 5,04 5_� ��_ __w-u ____ __ � ._ _---- 5.04
24.93 0.00 70.93 5.04 5.04 _. 5,04
24.97 0.00 70.92 5_63 6-03 _____ _____ 5_03
25,00 0.00 70.91 5.03 5.03 _._- ----- 5.03
5.03
25.03 (.-00 7090 5.t:►;t 111.03
25.07 0.00 70.89 6.03 6.03 __. 6,03
25.10 [?.X,' 70_88 5-03 15,03 --- --- . _____ ____ 6_03
25.13 0.00 10.87 5.02 5.02 _ - 5.02
25.17 C€,00 7C 87 S-w �.€7 -- --- �. � - i Cr
25.20 0.00 70.86 5.0; 6.02 _._ 6,02
i?6.23 o.00 70,815 6.02 1a.02
6-02
25.27 0.00 70.84 5.02 6.02 5.02
25.33 0.00 70.82 5.01 5.01 -- 5.01
25.40 0.00 70.81 5.01 6.01 _ _ 5.01
25-4E3 0.()0 70.8-0 5.01 6-W ____ -__ __ __ _ _ - - 5.01
25.47 0.00 70.79 5.00 &00 5.00
27.60 O of) 70.18 i.t3t) 6.00 _. _ ____ ._.. r. 6.00
25.53 0.00 70.77 5.00 6.00 ----• ------ _____ - 5.00
25.60 0.00 70.76 5.00 5.00 5.00
26.€ 3 O.00 1t1.75 4.99 4.994.W
25.67 0.00 70.74 A-99 4.99 _ __.___ -- 4.99
2L./0 0.On 41.13 4.99 4.4: ---- -_- --- �_ 4.94
25.73 0.00 70.72 4.9€3 4,99 4.99
26.71 0.00 rtJ.71 4.99 4.99 �._ - 4.99
25.80 0,00 70.10 4.98 4.9$ -____ __ ___.., _ 4.98
25.83 0.00 70.69 4.98 4M _r.... �.._.. 4.98
Continues on next page...
Page 10
Hydrograph Discharge Table
Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cis ft cfs cfs cfs cfs cis cis cts cis tfs cfs
25.87 0.00 70.69 4.98 4.98 - - - - - - -- 4.98
25.90 0.00 70.68 4.98 4.98 ---- ----- ----- - - - - 4.98
25.93 0.00 70.67 4.98 4.98 --- ----- ----- - - - 4.98
25.97 0.00 70.66 4.97 4,97 ----- ----- -- -. -- __..._ _. 4.97
26.00 0.00 70.65 4.97 4.97 ---- ----- --- ----- - --- - 4.97
26.03 0.00 70.64 4.97 4.97 ----- a--- -- ---- ----- -- ----- 4.97
26.07 0.00 70.63 4.97 4.97 --- -- --- _-_-- -_-- __-- 4.97
26.10 0.00 70.63 4.97 4.97 - _ 4.97
26.13 0.00 70.62 4.97 4.97 - - -_- __ ____ �_ __- _ _ 4.97
26.17 0.00 70.61 4.96 4.96 4_97
26.20 0.00 70.60 4.96 4.96 ---- -- ---- --_- ---- ----- ----- 4.96
26.23 0.00 70.59 4.98 4.90 -- --- -- - - -- - 4 `6
26.27 0.00 70.58 4.96 4.96 ---- - ---__ _____ ____ - - 4.96
263 30 0.00 70.57 4.96 4,96 ----- - _ -- --_- - _ 4.96
26.33 0.00 70.57 4.95 4.95 --- - -- --- - --- ---- 4.95
z r- 3 f 0.00 70.56 x 95
�•_: < ;5
26.40 0.00 70.55 4.95 4.95 4.95
26.43 0.00 70.54 4.95 4.95 _.. 4 95
26.47 0.00 70.63 4.95 4.9.5 ____ ____ _ ____ �_ 4.y61
26.050 0.00 70.52 4.94 4.E4 _ ._._ __...- -.._.-_. __._._. _._. x
26_1-13 0.00 7C),52 4.94 4.gi4 -._ _____ «____ ... _..._ 4 94
26,57 0.00 70.61 4.94 4.94 -. _.___ __.-__ -- 4.94
96.66 C).of) 7()-fit_) 4_C14 4.44 ---
26.63 0.00 70.49 4.94 4,94 4.94
26-67 0.00 10.48 4.93 4.93 ----- ----- ----- ____ ____ -- 4.93
26.70 0.00 70.47 4.93 4.93 _._._ _ 4.93
2fi:t 3 C�.()t7 (i):4f i 4.4. 4.�3:i � _____ �_ � _Y 4 533
26.77 0.00 70.46 4.93 4.93 4.93
2680 0.()0 70AS 4.93 4.93 --__ ---- __._ ____ � ^� 4.93
26.83 0.00 70.44 4.92 4.92 -____ -_ _ _..__ __-__ 4.92
28.8 7 0.00 l i3.4:i 4.92 4.92 4.W
26.90 0.00 70A2 4.92 4.P2 4.92
96.y3 000 10�41 4.�2 4.u2 ____ __.._ 4.-2
26.97 0.00 70.41 4.92 4.92 _._ 4.92
11,I.0 C) ()00 70 446 4 -4 1 4.531 --- ---- _-- _ - - _ �-_ 4.41
27.03 0.00 10.39 4.91 4.91 _._ 4.91
21 07 (Vir) 7(O 38 4)=71 4,41 •---- -� _ � _ -.. � 4.91
27.10 0.00 70.37 4.91 4.91 4.91
27.17 0.00 70.315 4.90 4.90 _.... _........ .. � 4.90
9790 Off) 103S 4.40 4.90 4.W
27.23 0.00 70_34 4.90 4.90 ----- ____-. w.. -__ __r 4.90
27.30 0.00 70.32 4.90 4.90 4.90
97_33 0 60 1031 490 4. tJ
27.37 0.00 70.30 4.89 4.89 _ __..__ -__._ __.__ _ 4.89
27.40 ().t)() 7()A0 4.AC4 4.1t --- _ _ 4.NP
27.43 0.00 70.29 4.89 4.89 _.__. __- 4.89
9747 0 00 Ili 28 4 914 4 84 ---- _.._ _____ �- �- 4 81-4
27.50 0.00 70-27 4.89 4.89 _-_ w_ -. _.__ _ 4.89
27.53 0.00 70.26 4.8f, 4.88 4.88
Continues on next page...
Page 11
H dro ra h Discharge Table
Y 9 P 9
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hm) cfs ft cfs cis cis cis cfs cfs cis cfs cis cis
27.57 0.00 70.25 4.88 4.88 - - - - - - - 4.88
27.60 0.00 70.25 4.88 4.88 - - - - --- --- - 4.88
27.63 0.00 70.24 4.88 4.88 - ----- --- --- - - 4.88
27.67 0.00 70.23 4.88 4.88 --- _____ ___._ 4.88
27.70 0.00 70.22 4.87 4.87 - - ---- - _ ._ ____ - 4.87
27.73 0.00 70.21 4.87 4.87 --- -_- ---- ----- ----- ---- ----- 4.87
27.77 0.00 70.20 4.87 4.87 --- - -- --- ---- -- w___ 4.87
27.80 0.00 70.20 4.87 4B7 --.._. - _... 4.87
27.83 0.00 70.19 4.87 4.87 -- ----- -- ----- - ---- - 4.87
27.87 0.00 70.18 4.86 4.86 -__3_ _-__ ---- ----- =---- -_- ----- 4,86
27.90 0.00 70.17 4.86 4.86 - - ---- - --- ----- ---- 4.86
27.93 0.00 10.16 4.88 4.80 �- __. __.-- 4�;
27.97 0.00 70.15 4.86 4.86 - - - - - - - 4.86
28f)o o-fill ;f3. '? 4.88 4.Y -_ _._ _-__. ----- 4.6-
28.03 0.00 70.14 4.85 4.85 - ---- - - -- --_ -- --- 4.85
28.01 0.00 70.13 4.85 4.8S ----- ---- _.... __.. -
28.10 0.00 70.12 4.85 4.85 ---- --- _---- ---- -- - ---- 4.85
28.13 0.00 . 70,11 4 85 4.85 --__ -_ _ ---- �_ _--_ 4.85
28-17 0.00 70.10 4.85 4.85 - - - - -__ ---- - 4.85
28.20 0.00 7010 4.84 4.k! 4.84
28.23 0.00 70.09 4.84 4.84 --- - --- - -_ ____ _____ 4 84
28.27 0.00 70.08 4.84 4.84 _ - - ----- -__ _ _ _ __ ____ 4.84
28.30 0.00 70-07 4,84 4.84 4.84
28.33 0.00 70-06 4.M 48,4 4.64
28.37 000 70.05 4.84 483 483
28.40 0.00 /0.05 4.83 4.83 _ -- -- ----- 4.83
28.43 0.00 70 o4 4.83 4 83 ----- -- ---- -- - --- ----- ---- 4 83
28.47 0.00 70.03 4.83 4.V,3 __.._.- -...... 4.83
28.50 000 7002 4.83 4.83 _____ _- - - 4.83
23.53 0.00 10.01 4.133 4.83 4.83
28_57 0 fl0 70-00 4 82 4 82 _ ___ _ _ ___ _ �__ _- __-- 482
28.60 0,00 /tl.00 4.V.1 4.P _._ . 4.82
2 8.63 0.00 6999 4.82 4.82 ---- --- _____ _____ _____ - 482
28.61- 0.00 (39.98 4.82 4.32 ----- 4.82
28.70 000 6 1.97 4 8 1 44011 ____ _ __ r� ___ _ _ � _ ._� 48,41
0 28.73 ,00 69.iJCr 4.tl11 4.0 _.._._ 4.81
28.77 0.00 (19.96 4_81 4-81 ----- ____ � _ _____ ____
--- 4.81
2&80 W)0 4139.94 4.81 4.81 ----- 4.131
2883 000 69IrW 481 4ii1 ^- _ _ _ _ - - 481
28.87 0.00 69.92 4.80 4..V.O _......... 4.60
28.90 0.00 69.91 4 t;0 4.80 _____ - ._ . 4.
28.93 0.00 1139.91 4330 4.80 4.80
28.97 000 69.90 4 80, 4$0 .�_ ____ _ - __ _ 4.80
29.00 0.00 69.89 4.CO 4.8,0 _._.- ___..- 4.80
2903 0,00 169.88 4.'9 4.79 ____ � ____ - - 479
29.01 0,00 u9.81 4.79 4.19 4.79
29 1 i 479 479 -- ----- _ _-_ _ _ _ ___ ___ _ _ 479
29.13 0.00 6191.8b 4.'19 4.19 4.79
29.17 0.00 69 84 478 4,78 4.78
29.20 0.00 69JI33 4.18 4.78 ___ _-__ _--_ ___. _-- __-_- _ _ 4.78
29.23 0.00 69.62 4.78 418 4.78
Continues on nexit page...
Page 12
Hydrograph Discharge Table
Time Inflow Elevation CIv A Ctv,B CIv,C CIv D Wr A Wr B Wr C Wr D Extil Outflow
(hrs) cfs ft cis cis cis cfs cis cfs cis cfs cfs cis
29.27 0.00 69.81 4.78 4.78 - - - - - - - 4.78
29.30 0.00 69.81 4.78 4.78 ---- - - - - - 4.78
29.33 0.00 69.80 4.77 4.77 - - - - -_ _____ - 4_77
29.37 0.00 69.79 4.77 4.77 ----- --- -- -- -- - _ Y__ 4.77
29.40 0.00 69.78 4.77 4.77 - - - - __.__ - - 4_77
29.43 0.00 69.77 4.77 4.77 ---- ---- - ---- ____ ____ ____ 1.77
29.47 0.00 69.76 4.77 4.77 - ---- - -_ - ____ - 4.77
29.50 0.00 69.75 4.76 4.76 --- -_- ___ _. _..._.. ___... _.-_ 4,76
29.53 0.00 69.74 4.76 4.76 - - - -- - - 4.76
29.57 0,1,0 68.73 4.76 4. 4.76
29.60 0.00 69.72 4.76 4.76 ----- ---- ---- ----- ---- --- - 4.76
2-V 0.00 69.72 4.75 4.75 --
29.67 0.00 69.71 4.75 4.75 - - - - --- - -- 4.75
29,70 0,00 69.70 4.75 415
29.73 0.00 69.69 4.75 4.75 - -- ----- ----- _-_ _ __ 4.75
29.77 0.00 69.68 4.15 a 761 _____ __--- --_.__
29.80 0.00 69.67 4.74 4.74 4.74
29,83 0.00 69.66 4.74 4.74 4.i4
29.87 0.00 69.65 4.74 4.74 - - - - -- - ---. 4.74
219.90 0-00 69.64 4.74 AL7114 ___ __ __....-.
-..74
29.93 0.00 69.63 4.74 4.74 - - - --- - - 4.74
29.91 0.00 69.63 4.73 4.73
30.00 0.00 69.62 4.73 4.73 -- - --- -- -. -... ____ _ ___ 4.73
30-03 0.00 61901 4.73 4.3 - - -- 4.73
30.07 0.00 69.60 4.73 4.73 ---- --- - - ---- -- - 4.73
,40.1c) 0.00 69.*9 4.7`2 4.72 _____ ___ ___„_ _____ _.__ q,72
30.13 0.00 69.58 4-72 4.72 --_ _ ___ ____ __ __- 4.72
311.17 U.uU b9.1W 4.72 4.•11 4.72'30.:20 0.00 %56 4-72 4.72 ___ - ____ ____ _____ ____ - 4.72
30.2.3 0.0U 69.65 4.72 44J2 ----- ,__ ____ _ 4.72
30.27 0.00 69.56 4.71 4.11 ____ - - __ _ ____ ___ 4.71
30.30 0,00 69. 4.%1 4.7i ____.. _ 4.71
30.33 0.00 69.63 4.71 4.71 ----- ---- ..-.- __.__ - 4.71
30.3 J f),u0 69.72 4.13 4.7i 4.71
30.40 0.00 69.51 4.71 4.11 4.71
30.4-,s 0.00 6 kilC) 4.70 i"f0 �_._.. 4,70
30.47 0.00 69.49 4.10 410 - ____ _ 4.70
:30.50 0.00 0a.48 4.Ai 4•JU -._ ____ _..__ _- tl_ _ ____ __- 4.70
30.53 0.00 69.47 4.-10 4,10 -_ _ _ __ ____ . r 4.10
30.57 0.00 69.41 4.0s 4.6 1 _ _.._.. 4.69
30.60 0.00 64-46 4.69 4.69 4.69
:30.153 (.00 t)i).45 'i.69 4.69 _ _ ------- -- ----- ----- 4.69
30.67 0.00 69.44 4.69 4.69 _ ____ ____ _ _ ___ ____ 4,69
30.7;3 0.00 69.42 4.68 4.68 4.68
30.J J 0.00 09.4'I 4.Ci3 4.68 ---_.._ _ _.__ ---__ __ 4.68
30.80 0.00 69.40 4.68 4.68 --- _____ ___ __ _____ ___ 4.68
30.81 0.00 69.39 4.68 4.68 _____ _ _. ____ _____ ____ 4.68
30.190 0.00 611.38 4.67 4.67 ____ _ ____ _ __ _ _ 4.67
V W fill MOO ll/l I iCAL PUYCP...
Page 13
Hydrograph Discharge Table
Time Inflow Elevation Ov A Ov B Ov C Ov D Wr A Wr B Wr C Wr D EON Outlbw
(hm) cfs ft cis cis cis cis cfs cis cfs ds cia cfs
30.97 0.00 69.36 4.67 4.67 - - - - - ---- - 4.67
31.00 0.00 69.35 4.67 4.67 --- - ---- - - - - 4.67
31.03 0.00 69.34 4.66 4.66 -- - - - - - - 4.66
31.07 0.00 69.33 4.66 4.66 ----- -- - --a--- ----- ----- ----- 4.66
31.10 0.00 69.32 4.66 4.66 ---- - - - - - 4.66
31.13 0.00 69.31 4.66 4.66 ----- ---- ---- ---- __._ - - 4.66
31.17 0.00 69.31 4.66 4.66 --- ---- ____ ____ __ _ 4 66
31.20 0.00 69.30 4.65 4.65 -- - -- - --- ----- - 4.65
31.23 0.00 69.29 4.65 4-65 --- - -- - ---- 4.65
31.27 0.00 69 2€3 4.65 4.65 4.65
31.30 0.00 69.27 4.65 4-65 -- _ -- -_ --- --- -- -- 4.65
31.33 0.00 69.26 4.65 4.65 ----- --.-- -------- _-_... __..._ _..._.
31.37 0.00 69.25 4.64 4-64 -- --- --- - - - - 4.64
31.40 0.00 69.24 4.64 4.64 __ ___ ____ ___ ___ ____ - 4.64
31.43 0.00 69-24 4.64 4.64 ----- ----- --- _ _ _ 4_64
31.47 0.00 69.23 4.64 4.64 4.64
31 M 0.00 69-22 4.63 4.63 4.63
31.53 0.00 69.21 4.63 4.63 4.63
31.57 0.00 69.20 4.63 4.63 -_ -.-- ___ ___-- _-- -_ __-- 4.63
31.60 0.00 69.19 4,63 4.63 __ __ ___-- _._... __._.._ _.-__.-. 4.63
31.63 0.00 69.18 4.63 4.63 _____ ____ _____ ___ - - - 4.63
31.67 0.00 69.17 4.6h2 4.62 --__ ___.__ ____ ____ -_ _ 4.62
31.73 0.00 69.16 4.62 4.62 4.62
31.77 0 PIP6 .15 w.62 4.62 �.. �. ____ - - 4.62
31.80 0.00 69.14 4.62 4.62 ----- ____ 4.62
?1 ;., 6 -V t j- 1� 4 c�-F�e 4 i i I ------ ---- -- - --- - - 4 61
31.87 0.00 69.12 4.61 4.61 ......... __.._ _... 4.61
i 7 1.i�i i [J y.1 4 4 f.3 1 -+.(3"r --- •---- ---- ----- -- --- --..-- 4 31
31.93 0.00 69.10 4.61 4.61 ---__ ____ ____ -_- --_ V 4.6//,
31 �)I ii l7ki [s9 iEl 4.CO)(; 46^
32.00 0�,00 60.09 4.60 4.60 --- 4.60
j2.\a7 ll.Jil 69.ki 4-7 S 4.60 - �. A .•
_..� +c.J
32.07 0.00 69.07 4.60 4.60 ----- --- - -- ----- ----- _- 4.60
32 "In rf iiii iiAi3 4F{i J`EJ` ____ ---- --___ - _ -- 4Es
32.13 0.00 69,06 4,69 A.159 4.59
0
4
A
19
32.r210 0.00-J 6.9�.03 4.69 4{.69 --_-_ �- ----- ,___ _�__ 4.5C9
t,' 4 S 3 _-..._ .......__ 4.Z,T^
_.._� ........_
32.27 0.00 69.02 4.59 4.59 ........ -_._._._ --_ __.__ __..__ ___.. 4.59
P.30 1.00 ca9.tl1 + f'i 4.to ----- _____ � _ _ _--- A
4.58
32.33 0.00 69.00 4.68 4.6$ __ ._ ___ _ _ - 4.58
32.40 0.00 68.98 4.58 4.68 _ _...._ ___-- _-..._ _....._ 4.58
43 .iJii c i`'s 7i 4.-7 4 9 �� _�_ .�_ «_-._ � �- tt.�f7
32.47 0.00 68.97 4.67 4.67 --_- ---- ____ __ ____ __ __ 4.57
32 5C, ()60 6 96 4 tJr 4 r,,7 -- __ 4 S7
32.63 0.00 68.95 4.67 4.57 ---_ -_.__.. ____ _-_-... _.
� 4.57
fiif Gil 94 4.51 %� i 4 67
32.60 0.00 68.93 4.66 4.66 - - ___ W_ ___ __._ 4.56
32.63 0.00 68.92 4.66 4.56 - - _-- _.___ _._ ___ 4.56
Continues on next page...
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Page 15
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil OuHbw
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cis cfs cfs
34.37 0.00 68.48 4.45 4.45 - 4.45
34.40 0.00 68.47 4.45 4.45 ---- --- - ---- ---- ---- - 4.45
34.43 0.00 68.46 4.45 4.45 - -- -- _ - - 4.45
34.47 0.00 68.45 4.44 4.44 ----- --_-_ ---- ----_ - _ --- 4.44
34.50 0.00 68.45 4.44 4.44 - ---- - - - - - 4.44
34.53 0.00 68.44 4.44 4.44 - --Y-- ---_ ____ _____ .` - 4.44
34.57 0.00 68.43 4.44 4.44 -- - - -- - - -- 4.44
34.60 0.00 68.42 4.44 4.43 ----- ----- -_-- ----- ----- ----- 4.43
34.63 0.00 68.41 4.43 4.43 - - --- - -_ --_ 4.43
34-67 0.00 68.40 4-43 4-43 - --- ----- -- ---- ----- ----- 4.43
34.70 0.00 68.39 4.43 4.43 --- - ----- ---- ---- ----_ �._ 4.43
34.73 0.00 68.39 4.43 4.43 - - 4 43
34.77 0.00 68.38 4.42 4.42 _--- ----- ____ _____ _____ 4.42
34.80 0.00 68.37 4.42 4.42 -- - ----- --- �_ �_ _____ 4A2
34-83 0.00 68.36 4.42 4.42 ----- ----- -�- __--- --._-- -- -- -. _ 4.42
2.4.87 0.00 68.35 4.42 4.42 ---_- ----- ----- ----- ------ _ A A,>
34.90 0.00 68.34 4.42 4.42 _ _--w ____ _____ _____ � 4.42
34.93 0-00 68.34 4.41 4.41 -- �_._ a__� ___� �_k _____ „� A a1
34.97 0.00 68.33 4.41 4.41 ---- ----- ---- ____ _- _____ ____.- 4_41
35.00 0.00 68.32 4.41 4.41 --.._.- _ __.. 4.41
35.03 0.00 68.31 4-41 4.41 ---- --- - -_ ___ ___ _____ 4.41
35.07 0.00 68.30 4.40 4.40 ----- ----- ----- ---_- -- -�. 4.40
35.10 0.00 68-29 4.40 4.40 --_ ____ ---- ----- ----- ----- 4.40
35.13 0.00 68.29 4.40 4.40 ----- ----- _._.. __.. 4.40
35.17 0.00 68.28 4.40 4.40 ---- - ---- -__ _____ 4.40
35-20 0.00 668,27 4.40 4.40 .____ _ ____ __�_ __� _� 4.40
J5.L.3 ll.lfV 68-20 4-39 4.39 _�o. __._-... _�...... _._.._ _..._._... 419
35.27 0.00 68.26 4.39 4.39 --... __._ 4.39
35 30 0 00 67.99 4.39 4.39 _- ____ _____ 4.39
35.33 0.00 67.99 4.39 4.39 ._ ___ ____ __ _ __ 4.39
35.37 000 67 98 4 39 4 39 __�_ ___ _ ____ ___ ____ 439
36.40 0.00 67.$1 4.38 4.38 --.._... - - - - -- _ 4.38
35.43 - 0 €3 0 07.98 4 38 4.38 4.38
35.47 0.00 61.98 4.38 4.3$ ----- ----- --___ ___ ____ _ � 4.38
35 50 0 96 67 95 438, 4 .`t --- - ___:. _ _. w-_ 4.38
36.53 0.00 6-t.96 4.38 4.38 __. _-..... 4.38
3557 000 67 96 438 4.38 �--- ____ _____ .� 438
35.60 0.00 61.96 4.38 4.38 _.__ _�_ __� ___� ____ _w_ 4.38
35 63 000 67 96 4 .%9 4 3£� --- --- _ _._ __ _ _ 4.3R
35.67 0.00 8i.96 4.38 4.e�8. __.___ __.__ ___ - __-- 4.38
35:70 0.00 67.97 438 4.38 ----- -� _____ _ _ 4.38
35.13 0.00 61.97 4.3€3 4.3$ -_ ___ �_ ____ _ _ 4.38
35 77 0 00 67.97 4 38 439 ___ ____ ____ ___ _ 4.38
36.60 0.00 6-1.91 4.38 4.36 ___._.. __._ 4.38
35-8 3 000 67 97 418 4.38 ____ ----- --- - 4.38
35.81 OM 61.98 4.38 4.38 ---- -- __ ____ _� 4.38
35.90 0 001 67 98 4 9 4 39 __- �_ - Y__ 439
35.93 0.00 67.98 4.39 4.39 4.39
.3597 000 67 9$ 4.39 4,39 ----- - _ ____ 4.39
36.00 0.00 6i.98 4.39 4,39 ___ ----- _�_ V_ _ 4.39
36.03 0.00 67.99 4.39 4.39 --- __ - ----- ---- --- ---- 4.39
Continues on next page...
Page 16
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C CIv D Wr A Wr B Wr C Wr D ExHI, Outflow
(hrs) cis ft cfs cfs cis cfs cis cis cfs cfs cfs cfs
36.07 0.00 67.99 4.39 4.39 - - - - - - - 4.39
36.10 0.00 67.99 4.39 4.39 - - - - - --- - 4.39
36.13 0.00 67.99 4.39 4.39 - - - - __ - 4.39
36.17 0.00 67.99 4.39 4.39 - -- - --- --- - - 4.39
36.20 0.00 68.00 4.39 4.39 - - - - - __ - 4.39
36.23 0.00 68.00 4.39 4.39 --- - - - - - - 4.39
36.27 0.00 68.00 4.39 4.39 ---- ----- --- �--- ---- ---- ---- 4.39
36.30 0.00 68.00 4.39 4.39 __... _..... - _._ 4.39
36.33 0.00 67.99 4.39 4.39 - - -- - --- - -� 4.39
36.37 0.00 67.98 4.39 4.39 - --- --- - ----- - - 4.39
36.40 0.00 67.97 4.38 4.38 - -- --- ----- ----- ---- --_ 4.38
36.43 0.00 67.96 4.38 4-38 ----- ----- ----- -- ----- ----- ----- 4f3
36.47 0.00 67.95 4.38 4.38 - - - - - ---- - 4.38
36.5i') 0.00 67.94 4.37 4.37 ----- ----- ---- --- ____ - 4.37
36.53 0.00 67.93 4.37 4.37 ----- ---- -- --- ____ --.� 4.37
36.57 0.00 67.9-2 4.37 4.37 -- 4.37
36.60 0.00 67.91 4.37 4.37 ---- ---- --- - .--_ --_ 4.37
36.63 0.00 67.90 4.36 4.36 4.36
36.67 0.00 67.89 4.36 4.36 -- - - -- -- _ - 4.36
36.70 0.00 67.89 4.36 4.30 --- ----_ -� ___ ____ -_-_ 4.
36.73 0.00 67.88 4.36 4.36 ----- - --- ____ - - - 4.36
36.l1 0.01) 6r.8z 4.35 4.35 - --- _ _ _____ _._ _____ _ 4.3-5
36.80 0-00 67.86 4-35 4.35 ----- .__ _ __ 4-35
:36.83 0.00 W.86 4.36 4.35 ---- ----- __.___ � 4.36
36.87 0.00 67.84 4.35 4.34 ----- -- __.__ ..__ ..� - 4:34
36.90 0.00 61.83 4.34 4.34 4.34
36_93 0.00 67_82 4-34 4-'4 _ _ _� _ - --- 4 M
36.9 0.00 6 i.81 4.M 4.34 4.34
.37.00 0.00 67.80 4.33 4-33 - -- _____ _____ - 433
3 Y.()3 0.00 6t.l9 4.3:3 4.:33 aH _____ __w __ __ _� 4.33
37.07 0-00 67.79 4.33 4.33 _ ____
4.33
3YJO 0.00 hr.i8 4.-3eS 4.X,;l
37.13 0.00 67.77 4.32 4.32 - 432
31.1 t 0.CH) 6 t.i 6 4.3 4.32 -- 4.32
37.20 0.00 67.75 4.32 4.32 --- ___ .____ - _ 432
31.2 (1.uu tir.%�! 4.3[ 4..r2 --_.__ ___-- ----- 4.:32
37.27 0.00 67.73 4.31 4.31 - ____ ____ ____ _.__ ____ w 4.31
3�.J() U.OU 6l,r 4.3i 4.31 __ _r-_ 4.31
37.33 0.00 67.71 4.31 4-31 __� ___ ____ ____ .� 431
37.31 U.UU 61.rU 4.30 4.30 ----- ----- _____ 4.:30
37.40 0.00 67.6-9 4.30 4.30 ____ ____ _____ _____ �� 410
31.43 0.UU br.69 4.30 4.30 -- --- __ ____ 4.30
374! 0.00 67.68 4.30 4.30 ____ ___ ____ �w 4.30
37.50 0.00 61.61 4.29 4.1y ____ ____ -_- -_-._ 4.29
'_•7.53 0.00 67.66 4.29 4.29 �_ __. ____ - __ �. 4 2�4
3i.51 0,00 b i.55 4. 9 4.29 ---- ----- ---- ---- _____ ----- 4.29
37 M 0-00 67.64 4.29 4-29 _- ____ ____ - - 4 2.q
37.63 U.UU 6f.63 4.2L3 4.28 4.26
-. .s7 0.00 67.62 4.28 4.28 --- ----- -.___ ____ ____ _ 4.28
jt.tu U.UU 6i.61 4.28 4.28 4.223
37.73 U.UU 6/.t U 4.2/ 4.2'f ---- -- _ _�_. ____ _ _-- 4.2!
ni)ilii►lEfC�Uil i38Jii f =d' C...
Page 17
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) ds ft cfs cis cis cfs cfs cfs cis cis cis cfs
37.77 0.00 67.60 4.27 4.27 - - - - - - - 4.27
37.80 0.00 67.59 4.27 4.27 - - - - - - -- 4.27
37.83 0.00 67.58 4.27 4.27 - - - - - - - 4.27
37-87 0.00 67.57 4.26 4.26 - - - - - - - 4.26
37.90 0.00 67.56 4.26 4.26 - - - - - - - 4.26
37.93 0.00 67.55 4.26 4.26 - - - - - - 4.26
37.97 0.00 67.54 4.25 4.25 - - 4.25
38.00 0.00 67.53 4.25 4.25 - ----- ---- ---- ---- ----- 4.25
38.03 0.00 67.52 4.25 4.25 - - - --. - .-- - 4.25
38.07 0.00 67.52 4.25 4.25 - --- - - - - - 4.25
38.10 0-00 67.51 4.24 4.24 -- - ----- ----- ----- _,___.-- _.___ 4.24
38.13 0.00 67.50 424 4.24 ----- ---- -- ----- ----- _._._ _.__-- 4.24
38.17 0.00 67.49 4.24 4.24 424
38.20 0.00 67.48 4.24 4.24 - - - - - - - 4.24
38.23 0.00 67.47 4.23 4-23 4.23
38.27 0.00 6i7.46 4.23 4.23 ___ _ _ ___-- -- __-- ___-- -- 493
38.30 0-00 67.45 4.23 4.23 - ---- - - - _____
4.23
38.33 0.00 67A4 422 4,22 - ____ - - ____ 4 22
38.37 0.00 67.44 4-22 4.22 - - - - - - -- 4.22
38.40 0,00 67.43 4.22 4.22 _____ �_ -__ -__ �-_ _ _ 422
38.43 0.00 67.42 4.22 4.22 - - --- - - - - 4.22
38.47 0.00 67.41 4.21 4.21 ----- ---- - ____ _____ 4.21 .
38.50 0.00 67.40 421 4.21 ---- - ---- - -- _- - 4.21
348.53 0.00 61.39 4.21 4.21 ____. ._- _____ _.-__ ----- ----- __-_.- 4.21
38.57 0-00 67.38 4-21 4.21 - -- - - ____ ____ - 4.21
38.80 0.00 67.31 4.20 4,20 ____ ____ ___ - - 4.20
38-63 0-00 67.37 4-20 420 420
"3-S.6-1 0.00 t3l.36 4.20 4.20 _ __ - ----- -- - 4.20
38.70 0.00 67,35 4.19 4.19 4.19
38.13 0.00 6 1.34 4.19 4.19 _____ ___ _____ ____ _a___ _____ 4.19
38,77 0-00 67.33 4 19 4.19 4.19
38.80 0,00 0(.32 4.19 q.191 __.._ ___.. ___ __. __. _____ 4.19
38-83 0 0() 67 31 4.18 4.18 4.18
38.8 i 0.00 8 i.30 4.1 d 4.1 d
4.18
3890 000 67 29 4.18 4.1$ ----_ -__- _� _____ _�_ �_ __. 4 18
v8.93 0.00 61,20 4.1! 4.1 4.1 l
38.97 9.n0 67 28 4.17 4.17 ---- ---- - - - _- 4.17
39.00 0.00 (3i.21 4.11 4.11 4.17
39113 Ono 67 26 417 417 ----- - __- »__ - 417
39.0i O.U() 61.26 4,16 4.16 - -- _ _... -
39.10 Q 09 67.94 4.16 4 16 --.- -.-- ____ _____ - 416
39.13 0.00 6 i.23 4.16 4.16 --- --- - ___ ___ ____ 4.16
39.17 000 672.14 416 4.16 --- -__- ____ � 4.16
39.20 O,oO 0(.11 4.1 4.15
39.23 000 t37 21 4 15 4.15 - --� - - 4.15
39.2/ 0.00 0 i.20 4.16 4.15 -� _ __ _ __ ___ __ 4.16
39 30 000 67 19 414 414 --�- w_ ____ 414
39.33 0.00 Gl.18 414 4,14 _--- ----- __-- _.__�. _-__ 4.14
39.37 000 67 17 4.14 414 - ---- --- --_ ____ - 4.14
39.40 0.00 tii.16 4.14 4.14 --- ---- --- _- -- _-_ ---- ----- 4.14
39.43 0.00 6l.16 4.13 4.13 ---- ___ _____ ___ __w_ ___ 4.13
Continue's Oil next page...
Page 18
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C C{v D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cos cfs cfs cfs cfs
39.47 0.00 67.15 4.13 4.13 - - - - -- - - 4.13
39.50 0.00 67.14 4.13 4.13 -- - - - -- - -- 4.13
39.53 0.00 67.13 4.12 4.12 - - - - - - 4.12
39.57 0.00 67.12 4.12 4.12 - - - - - 4.12
39.60 0.00 67.11 4.12 4.12 --- -- - - - - 4.12
39.63 0.00 67.10 4.12 4.12 --- - --- - - - - 4.12
39.67 0.00 67.10 4.11 4.11 - ----- - --- - 4.11
39.70 0.00 67.09 4.11 4.11 ----- - ---- _ - 4.11
39.73 0.00 67.08 4.11 4.11 -- - -- - --- - - 4.11
39.77 0.00 67.07 4.10 4.10 - - --- - ____ .� 410
39.80 0.00 67.06 4.10 4.10 ----- __-_ ____ -_ 4.10
39.83 0.00 67.05 4.10 4.10 --_�a ----- .-�- - _..w. 4.10
39.87 0.00 67.04 4.10 4.10 ----- --- - - - - 4.10
39.90 0.00 67.03 4.09 4.09 --- - -- --- - --- -- 4.09
39.93 0.00 67.03 4.09 4.09 - - - - - 4.09
39.97 0.00 67.02 4.09 4.09 ----- --- --- -- ------ ---- 4.09
40.00 0.00 67.01 4.09 4.09 ----- - - - --- -- - 4.09
40.03 0.00 67.00 4.08 4.08 ----- --- ----- - ---- 4.08
40.07 0.00 66.99 4.08 4.08 ---- ----- ----- --- -- - ---- - - 4.08
40.10 0.00 66.98 4.08 4.08 ---- ......... 4 0€-
40.13 0.00 66.98 4.08 4.07 - ____ -___ -_ --- 4.07
}40.1[[7��� s0.00 66+.(977 4.{0�(8� 4.(07 ----- ____ - - w 4.07 .
40.Ll! 0.00 66.96 4.08 4.07 --� ---- -- -- -_ -_ 4.07
40.23 0.00 66.96 4.08 4.(1( _ - - - 4.07
40.27 0.00 66.94 4.07 4.06 ---- --- ---- - -_-_ - 4.06
40.30 0.00 66.93 4.07 4.06 -- ---- --- � - 4.06
40.33 0.00 66.92 4.07 4.06 ---- -.-- __._ - ,- 4.06
40.37 0.00 66.92 4.07 4.(x-v _._ 4.06
40.40 0.00 66.91 4.07 4.05 -- ----- -- ----- ---- --- 4.05
40.43 0.00 b5.90 4.0/ 4.05 --- ----- - ____ 4.05
40.47 0.00 66.89 4.07 4.05 - ---- ---- -- --__ 4.05
40.50 (}.67(i 66-88 4,0/ 4.04 ...---- _ 4.04
40.53 0.00 66.87 4.07 4.04 ---- _____ ____. - 4.04
40.5/ 0.00 IIs(86 4.06 4.04 ____ - ____ _- _____ 4.04
40.60 0.00 66.86 4.06 4.04 ----- -- - ----- 4.04
40.67 0.00 66.84 4.06 4.03 ---- -- --- ---- -____ 4.03
40.70 ()-(J0 66,8 3 4.06 4.ci3 _ _ _- __ - _--- 4.03
40.73 0.00 66.82 4.06 4.0: ---- ----_ --- --- ---_ 4.03
40.17 0.1-0 66.0 4.6 6 6e.O;, -_... ---- - - 4.02
40.80 0.00 66.81 4.06 4.02 ---- ----- ---. -_.. .._. 4.02
40.83 0-00 663.80 4.015 4.02 ----- - __` _� _-_ 4.02
40.87 0.00 66.79 4.05 4.01 -- - -- ____ � 4.01
40.9(1 0.00 66.7Zt 4.06 4.()1 ___.- __._ ___.. ___•-. 4.01
40.93 0.00 66.77 4.04 4.01 --- ---- ____ 4.01
40.91 0.00 6-b.16 4.04 4.01 -- -- - ---- - --- _ 4.01
41.00 0.00 66.76 4.04 4.00 --- - ---- -_- 4.00
41.03 0.0() ./tS 4.03 4.()6j ___ __� ____ ___-- 4.00
41.07 0.00 66.74 4.03 4.00 --- - _____ 4.00
41.10 0.00 66-13 4.03 4.067 ---- __. ---- -- -- -- --- 4.00
41.13 0,00 66.!j 4.02 3.99 -- _____ ____ ____ _- .�_ 3.99
Con noes on next page...
Page 19
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Civ C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cis cfs cfs cfs Cfs cis cis cfs cfs
41.17 0.00 66.71 4.02 3.99 - - - - - - - 3.99
41.20 0.00 66.70 4.02 3.99 - - --- - - - - 3.99
41.23 0.00 66.70 4.01 3.98 ---- -- -_.- - - 3.98
41.27 0.00 66.69 4.01 3.98 - ----- ---- - --- _-_ 3.98
41.30 0.00 66.68 4.01 3.98 - - ----- - -_-_ -- 3.98
41.33 0.00 66.67 4.00 3.98 - - -- - --- - - 3.98
41.37 0.00 66.66 4.00 3.97 - ----- -- --- -.-_ 3.97
41.40 0.00 66.65 4.00 3.97 - ----- -- -- - 3.97
41.43 0.00 66.65 3.99 3.97 ---- --- --- ---- -� 3.97
41.47 0.00 66.64 3.99 3.97 - --- - - -- - -^ 3.97
41.50 0.00 66.63 3.99 3.96 ---- ---- -- _--- ---__ 3.96
41.53 0.00 66.62 3.98 3.96 - - ----- _-------- - 12
41.57 0.00 66.61 3.98 3.96 ---- --- --- -- - 3.9
41.60 0,00 66.60 3.98 3.95 6
--- -- -- - - - - 3.96
41.63 0.00 66.60 3.97 3.95 - - -- - -_ _- -- -- 3.95
41.67 0.00 66.59 3.97 3.95 3,95
41.70 0.00 66.58 3.97 3.95 - - - - - - -, 3.95
41,73 0.00 66.57 3.96 3.94 ----- --- --.-- _.a -.� - 4
41.77 0.00 66.56 3.96 3.94 ----- ----- --_- _____ ____ _ 3 3_94
41.80 0.00 66.56 3.96 3.94 _ ___ __ - __-- __--- ___-- ___.. ._OA
41.83 0.00 66.55 3.95 3.94 ----- ..-.-- ____ _____ ____ 3 3 94
41.87 0.00 66.54 3.95 3.93 --�- ____ - ____ - - 3.93
41.90 0.00 66.53 3.95 3.93 - -- - - -- -- - - _ - 3.93
41.93 0.00 66.52 3-94 3.93 ___ ___-.._ 3.93
41.97 0.00 66.51 3.94 3.92 - - - - - - 3.92
42.00 0.00 66.51 3.94 3.92 _�_ _ ____ ____ 3.92
42.03 0.00 66.50 3.93 3-92 --- ----- ____ - _ _ - 3.92
42.07 0.00 66.49 3.93 3.9 _ __ __-__ _.__.. _.. .._ 3.92
42.10 0.00 66.48 3.93 3.91 -- - - - 3.91
42.13 0.00 66.47 3.9.2 3.91 ----- __-- �_ �r � 3.91
42.17 0.00 66.46 3.92 3.91 ---- ----- --- --- - _�_ _ _ _ 3.91
42.20 0.00 66-46 3.92 3.91 191
42.23 0.00 66.45 3-91 3.90 --- - ____ ____ __ - 3.90
42.27 0.00 63.44 3.91 3.90 3.90
42.30 0.00 66.43 3.90 3.90 - -- -__ --- _-- --- 3.90
42.33 0.00 68.42 3.90 3.190 3,90
42.37 0.00 66.42 3.90 3.89 ---- --- --- .-_ ____ - 3.89
42,40 0.00 66.41 3.89 3.89 _- --- -- - --- ---- 3.89
42.43 0.00 66.40 3.89 3.89 ---- ---- --- --- -� - 3.89
42.47 0.00 66.39 3.89 3.tt-? __. __-_- ___.-- -- 188
42.50 0.00 66.38 3.88 3.88 - --- --- ---_- --- --_ 3.88
4L.53 0.00 C-6.38 188 3.88 � 3.88
42.57 0.00 66.37 3,88 3.88 - --- - -__ 3 88
42.60 0.00 C r.3t 3.8€; V;7 ___ ___ ___.__ ---- 3.87
42.63 0.00 66.35 3.87 3.87 - ---- -.- --_ 3.87
42.67 0.00 66.34 3.87 3.87 ---- ---- ---- -�- _-- -_ _-- 3.87
42.70 0-00 66.33 3.87 3.86 - _� _ _ 3.86
42.73 0.00 66.33 3.86 a.86 ---- ____ �_ ___ ____ _ 3.
86
42.77 0.00 66.32 3.86 3.86 -- --- - _____ - - 3.86
4280 0.00 € 6.:31 3_36 3.86 -- _� _____ �. 3.86
42.83 0.00 66.30 3.86 3.8 5 3.85
Continues on-next page...
Page 20
Hydrograph Discharge Table
Time Inflow Elevation Civ A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfit Outnow
(hrs) cfs ft cfs cfs cfs efs cfs cfs cfs cfs cfs cfs
42.87 0.00 66.29 3.85 3.85 - - - - - - - 3.85
42.90 0.00 66.29 3.85 3.85 - - - - - - - 3.85
42.93 0.00 66.28 3.85 3.84 - - - - .` 3.84
42.97 0.00 66.27 3.84 3.84 ----- - --- -- ---- -..- 3.84
43.00 0.00 66.26 3.84 3.84 - - ---- - - - 3.84
43.03 0.00 66.25 3.84 3.84 - - - - - - - 3.84
43.07 0.00 66.25 3.83 3.83 - - - - - - 3.83
43.10 0.00 66.24 3.83 3.83 ---- ---- ---- ----- - 3.83
43.13 0.00 66.23 3.83 3.83 - ----- --- - - - - 3.83
43.17 0.00 66.22 3.83 3.83 --- - - - - - - 3.83
43.20 0.00 66.21 3.82 3,82 - - - - _____ - 3.82
43.23 0.00 66.21 3,82 3.82 ----- -- -- --- -- - -- ----- 3.82
43.27 0.00 66.20 3.82 3.82 -- -- -- - --_ --- 3.82
43.30 0.00 66.19 3.82 3.81 - --- - ---- --- -- - 3.81
43.33 0.00 66.18 3.82 3.81 ---- ---- --.- --- --- 181
4137 0.00 66.17 3,82 3.81 --� --- --- --- --- --- 3.81
43.40 0.00 66.17 3.82 3.81 - - - - - - - 3.81
43.43 0.00 66.16 3.81 3.80 ----- ---- ---- ---- ----- ----- ---. 3.80
4147 0.00 66,15 3.81 3.80 --- ---- ----- ---- ----- ----- ----- 3.80
43.50 0.00 66.14 3.81 3.80 - ---- ---- --- --- ---- --- 3.80
43.53 0-00 66.13 3.81 3.79 - --- ---- --- ----- - 3.79
43.57 0.00 66.13 3.81 3.79 - --- -�- - --- ---- - 3.79
43.60 0.00 66.12 3.81 3.79 - _ _ ____ 3.79
43.63 0.00 66.11 3.81 3.79 ---- ---- _ ___ ____ __� -�- 3.79
43.67 0.00 66.10 3.81 3.76 --- ---- ----- ---- --- -- - 3.78
43.70 0.00 66.09 3.81 3.78 ----- ----- ---- --- -- 3.7$
43.73 0.00 66.09 3.81 3.78 - ___ _ � � - .4 78
43.77 0.00 66.08 3.81 3.77 - --- _ _ __ _____ --_ __-.- -_ 3.77
43.80 0.00 66,07 3.,81 3-77 --- - - ____ - 3.77
43.83 0.00 66.06 3.81 3.77 - - --- - - - -- 3.77
43.87 0.00 66,06 3-81 3.77 ____ _____ _ __ - 3.77
43.90 0.00 66.05 3.81 3.76 --- 3.76
43.93 0-00 66.04 380 3.76 - __-_ _____ _____ __._ - - 76
43.97 0.00 66.03 3.80 3.76 ----- ___ _r - 3.76
44.00 0.00 66.02 3.80 3.7.5 - ____ _._ 7
44.03 0.00 66.02 3.80 3.7;� -- -- _ _ 3.75
.4.07 0,00 6&01 3.80 3.75 - - ____ .� ____ - .175
44.10 0.00 66.00 3.80 3.75 ----- ----- __ 3.75
44.13 0.00 65.99 3.80 3.74 ---- -_ ____ _ 374
44.17 0.00 65.98 3.79 3.14 ----- -- _____ _.._-Y _-_ _ _ 3.74
44.9.0 0.00 65.97 3,79 3.74 3.74
44.23 0.00 65.07 3.79 3.73 ---- - --� ____ _____ 3.73
44.27 0,00 65.% 3,78 3.71 ---- ____ .__ __ 3,73
44.30 0.00 65.94 3.18 3.,/3 3.73
44.33 0.003.73 04 3.77 3.73 ----- -- - 3.73
44.31 +0.00 65.93 3.77 3.72 ---- --.-- ---- --___ 3.72
44.40 0.00 65.92 3.77 3.72 --- .179
44.43 0.00 6b.91 3.%b 312 3.72
44.47 0.f}�1 65.90 3.76 3.71 - --- --- --_ ` .. - - 7 4
44.60 0.00 65.90 3.15 3.71 - __-_ - 3.71
44.53 0.00 65.89 3.75 3A - --- - _ _ ____ 3.71
Continues on next page...
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Page 22
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D ExHI Outflow
(hrs) cfs It cfs cfs cfs cis cfs cis cfs afs cfs cfs
46.27 0.00 65.45 3.55 3.55 - - - - - - - 3.55
46.30 0.00 65.44 3.55 3.55 - - - - - - - 3.55
46.33 0.00 65.43 3.54 3.54 - - - - - - - 3.54
46.37 0.00 65.42 3.54 3.54 - - - - - - - 3.54
46.40 0.00 65.42 3.54 3.54 - - - - - - - 3.54
46.43 0.00 65.41 3.53 3.53 - - - - - - - 3.53
46.47 0.00 65.40 3.53 3.53 - - - - - - - 3.53
46.50 0.00 65.39 3.53 3.53 - - - - - - - 3.53
46.53 0.00 65.38 3.53 3.52 - - - - - - - 3.52
46.57 0.00 65.38 3.53 3.52 - - - - - - - 3.52
46.60 0.00 65.37 3.53 3.52 - - - - - - - 3.52
46.63 0.00 65.36 3.53 3.52 - - - - - - - 3.52
46.67 0.00 65.35 3.53 3.51 - - - - - - - 3.51
46.70 0.00 65.34 3.52 3.51 - - - - - - - 3.51
46.73 0.00 65.34 3.52 3.51 - - - - - - - 3.51
46.77 0.00 65.33 3.52 3.50 - - - - - - - 3.50
46.80 0.00 65.32 3.52 3.50 - - - - - - - 3.50
46.83 0.00 65.31 3.52 3.50 - - - - - - - 3.50
46.87 0.00 65.30 3.52 3.49 - - - - - - - 3.49
46.90 0.00 65.29 3.52 3.49 - - - - - - - 3.49
46.93 0.00 65.29 3.52 3.49 - - - - - - - 3.49
46.97 0.00 65.28 3.52 3.48 - - - - - - - 3.48
47.00 0.00 65.27 3.52 3.48 ---- - - - - - - 3.48
47.03 0.00 65.26 3.51 3.48 - - - - - - --.. 3.48
47.07 0.00 65.25 3.51 3.48 - - - - - - - 3.48
47.10 0.00 65.25 3.61 3.47 - - - - - - 3.47
47.13 0.00 65.24 3.51 3.47 - - - - - - - 3.47
47.17 0.00 65.23 3.51 3.47 - - - - - - - 3.47
47.20 0.00 65.22 3.51 3.46 - - - - - - - 3.46
47.23 0.00 65.21 3.51 3.46 - - - - - - - 3.46
47.27 0.00 65.21 3.51 3.46 - - --._ _____ - - - 3.46
47.30 0.00 65.20 3.51 3.45 - - - --- - - --- 3.45
47.33 0.00 65.19 3.50 3.45 --- - - - - - - 3.45
47.37 0.00 65.18 3.50 3.45 - - - - - - - 3.45
47.40 0.00 65.17 3.49 3.45 ----- - - - - - - 3.45
47.43 0.00 65.17 3.49 3.44 ---- ---- -- - - - - 3.44
47.47 0.00 65.16 3.49 3.44 - ---- - - - - - 3.44
47.50 0.00 65.15 3.48 3.44 ---- - -- - -- - --- 3.44
47.53 0.00 65.14 3.48 3.43 ---- - - --- - _.__ - 3.43
47.57 0.00 65.13 3.47 3.43 -- ----- ----- -- -- - --- 3.43
47.60 0.00 65.13 3.47 3.43 -- ----- - - - - 3.43
47.63 0.00 65.12 3.46 3.43 - ----- - --- - - 3.43
47.67 0.00 65.11 3.46 3.42 -- - --- - - - - 3.42
47.70 0.00 65.10 3.46 3.42 ----- --- - --- - - 3.42
47.73 0.00 65.09 3.45 3.42 - - --- - - - - 3.42
47.77 0.00 65.09 3.45 3.41 ---- ---- - - - - - 3.41
47.80 0.00 65.08 3.44 3.41 --- ---- ---- --- ---- --_ 3.41
47.83 0.00 65.07 3.44 3.41 ---- ----- ---- --- --- - - 3.41
47.87 0.00 65.06 3.43 3.40 - - - --- -- - 3.40
47.90 0.00 65.05 3.43 3.40 - - - - - - - 3.40
47.93 0.00 65.05 3.43 3.40 -- - -_ --- - -- 3.40
Continues on next page...
Page 23
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) aft ft cfs cft cfs cfs cft aft cfs cfs cfs cis
47.97 0.00 65.04 3.42 3.40 — — — — — — — 3.40
48.00 0.00 65.03 3.42 3.39 — — — — — — — 3.39
...End
APPENDIX E
The calculation for water quality volume required for the detention basin is as follows:
WQV= 1" A
12
R=0.05+0.009(1)
A=57.49 Acres
I=24.41 =42.5%
57.49
R=0.4325
QWV=2.072 AC. FT=90,258 C.F.
The total volume for water quality provided is 2.464 AC.FT=107,334 C.F.
The total volume within the fore-bay= 11,140 C.F.(12.34%).
Plantings within the aquatic shelf and on the slopes above the static water elevation are
proposed and are included on the landscape plans for the project.
APPENDIX F
iPROJECT
ONIH31N3 IV
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GUTTER FLOW ANALYSIS 9l1��11�6d1111111111
TOWN OF SOUTH WINDSOR GUTTER FLOW ANAlY313 FORM 2.1
PROJECT DESIGNED BY DATE
STREET FIRM CHECKED BY SNEET No
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-49-
II�IIIIIIIIIIII�II�B
TOWN OF SOUTH WINDSOR STORM SEWER 3Y3TEM DE31ON FORM 2.2
PROJECT DESIGNED BY DATE
STREET FIRM CHECKED BY SHEET NO
..
on
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II-23
TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN
CHECKED BY
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C O N S T R U C T t O N
January 22, 2007 JAN 2 3 2001
SOUTH MNDSOR PLMMNG DEPT.
ALDI -SOUTH WINDSOR, CT
SUBMISSION AND APPROVAL SCHEDULE
DATE ACTIVITY RESPONSIBILITY
1/24/2007 Submit preliminary Rye Street improvement plan noting DPI
drainage and elevations to town of South Windsor
1/31/2007 Provide comments on preliminary Rye Street improvement South Windsor
plan
2/14/2007 Submit formal Rye Street improvement plan and project site DPI
plan to South Windsor
2/19/2007 Make formal STC submission DPI/Bubaris
2/21/2007 Wetlands commission hearing DPI/AMKing
2/27/2007 Planning and zoning hearing DPI/AMKing
1/31/07 & Meet with landowners regarding land needed for road AMKing/South Windsor
2/01/07 improvements
3/7/2007 Wetland commission hearing(2nd)if required DPI/AMKing
3/6/2007 WPCA meeting DPI/AMKing
3/13/2007 Planning and zoning hearing(2nd) if required DPI/AMKing
2/28/2007 Economic development meeting AMKing/ALDI
3/5/2007 Town Council meeting(For Presentation) AMKing/ALDI
3/19/2007 Town Council meeting(For Approval) AMKing/ALDI
t
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P.O. BOX 1167
425 SULLIVAN AVENUE
SOUTH WINDSOR,CT 06074
es�gn PHONE: 860.291.8755
FAX: 8onalsi .8757
c.com
www.designprofessionalsinc.com
CIVIL S TRAFFIC ENGINEERS ! PLANNERS / SURVEYORS / GIS ANALYSTS ! LANDSCAPE ARCHITECTS
February 14, 2007
Ms. Marcia Banach RIVD
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074 FF8 15 2007
RE: Aldi Distribution Facility SOUTH WINDSOR PLANNING DEPT,
Dear Marcia
We have revised the plans and drainage analysis to address your review comments dated
12/28/06, Jeff Doolittle's comments dated 1/3/07, and Jeff Folgers comments up through
12/26/06. Our replies to the comments are as follows:
: Your comments dated 12/26/06:
1. The zoning data block has been revised as requested.
2. The pins have been shown to be installed where noted to be missing on the plot
plan sheets P1-P5, and a note to the same effect has been added to these plans.
The monuments along the street frontage are shown on the Rye Street widening
plans.
3. We understand that Aldi's prefers to have the 10' x 20' parking spaces.
4. The Rye Street road improvement plans are presently being prepared, and will be
submitted prior to the Planning and Zoning Hearing.
: 5. The floodlights have been removed from the elevation plans, and are no longer
proposed.
6. The water tank has been show on the plans near the dispatch building.
7. The cross sections have been revised to reflect a 3.5' viewing height.
• Jeff Doolittle's Comments dated 1/03/07:
1. All proposed curbing on site is concrete curb. The plans have been revised to
reflect this.
2. The hatched areas on the plans reflect a striped off area. The plans have been
: revised to reflect this.
3. The appropriate reference notes have been added to the plans, and the drainage
stationing has been shown on the topographic sheets.
4. The applicable scales have been added.
5. The drainage structures have been labeled with the unique station number.
6. The drainage pipe materials have been labeled.
7. The roof drainage piping has been revised, and labeled to address the comments.
8. The retaining walls have been reduced in scope and the utilities in this area have
been moved to be located under the proposed pavement. The site owner is very
:
much against removing the proposed pavement in this area. The ability to operate
effectively and as cost effective as possible would be diminished with the removal
of pavement in this area and moving the truck storage spaces to the west past the
end of the building. The moving of these spaces would result in the need to travel
: further on average to move trailers into position, and would result in an overall
increase in impervious coverage on the site. Our client operates numerous similar
facilities throughout the country and understands the amount of room necessary
for the proper and safe operation of the facility. The proposed retaining walls
have been significantly reduced in size and scope (max 6' in height), and are
proposed over 20' from the nearest wetland boundary. We have contacted
Clarence Welti regarding the stability of the proposed retaining walls, and
Clarence Welti has determined that there are no issues with stability in
constructing the proposed walls. We have included an additional sequence of
operations to work to address concerns regarding possible impacts from the
: construction on the wetlands. We believe with the reduction in the size and extent
of the retaining walls, and the additional safeguards that we have included in the
design,that these walls can be constructed with no impact on the wetlands.
9. The size of the detention basin was governed by water quality requirements. Due
to the depth of the storm drainage on site,the detention basin needed to be deep in
order to accept runoff from the on-site drainage. Due to this extra depth,there is
an ability to detain runoff on site and discharge at rates much less than under
existing conditions. Environmentally,this would appear to be a good option. The
extended detention of the storm water during larger events would allow for better
settling of solids within the basin, better contact time with vegetation, and would
: also allow for lower discharge rates into the river during the periods when higher
flows are causing erosion within the river corridor etc. We do not believe that for
the infrequent larger storm events,the water backed up into the storm pipes for a
few days will have any impact on the storm structures, and certainly the benefits
to the environment far exceed any potential impact to the storm drainage
structures. The basin has been redesigned slightly to increase the 100 year storm
discharge to 5.14 CFS,with a maximum elevation within the pipes of 71.40. This
elevation is still approximately 7 ft. below the storm drainage within the
pavement which is generally set at an elevation of 78.35.
10. See comments under#9 above.
11. The detention basin outlet detail has been revised to correspond with the revised
detention basin design.
12. Additional design detail has been added to the detention basin outlet pipes. In
addition, Class V concrete pipe has been indicated for the steeper pipe sections.
13. We added additional detail regarding the outlet construction to the erosion control
plan including an additional sequence of construction for this area. In general,
along the steeper slopes, the pipe is fairly shallow. Near the top,the pipe starts
getting deeper, and this is the area where there will need to be additional care.
14. The last piece of outlet pipe has been adjusted accordingly.
15. The appropriate changes have been made to the plans.
16. We do not anticipate any significant adverse impacts due to the discharge of the
storm runoff from the site directly into the river and not into the ravine to the
south of the site that drains into the river. The wetlands in this area appear to be
from subsurface breakout, and as such the redirection of the surface runoff would
• eonals
:
have little impact on these wetlands. See also response#3 to Jeff Folgers
comments below.
17. We proposed the curtain drain around the detention basin in large part to address
anticipated issues with the construction of the basin. The groundwater must be
controlled during the excavation of the basin in order to allow for the excavation
of the clay material. The clay extends up to approximately 68-72 across the basin.
As such, only storms in excess of a 25 year storm will pond to depths reaching
into the sand. Even during a 100 year storm event, water will pond above
elevation 68 for less than 24 hours. With the curtain drains, and the relatively
short ponding within the sand layer,we do not anticipate any substantial seepage
into the sand layer that could cause issues with the embankments.
18. The details have been added to the plans.
• 19. The detention basin does not have a berm. The basin is a fully excavated basin.
The lowest elevation along the top of bank of the basin is approximately 77.0.
: The 100 year design storm reaches an elevation of 71.40,thereby providing
almost 6' of freeboard. The overflow structure set at elevation 71.50 provides the
required overflow protection, and as such an emergency spillway would not be
required.
20. The details have been revised accordingly.
21. See letter dated 1/26/07 from Design Professionals to Jeff Doolittle regarding
sanitary sewer design.
22. See letter dated 1/26/07 from Design Professionals to Jeff Doolittle regarding
sanitary sewer design.
23. See letter dated 1/26/07 from Design Professionals to Jeff Doolittle regarding
sanitary sewer design.
24. WPCA approval will be requested.
25. The plans have been revised accordingly.
26. The landscape plan has been checked.
27. The Rye Street improvement plans are included separately.
28. The Rye Street improvement plans are included separately.
29. The Rye Street improvement plans are included separately.
Jeff Folgers comments dated 12/22/06:
1. A larger scale plan of the area of the retaining walls has been included.
2. Additional detail of the outlet pipe from the detention basin is included.
Jeff Folgers comments dated 1/03/07:
1. Rye Street road widening plans are being completed for submission.
Jeff Folgers comments dated 12/26/06:
• 1. We looked at the erosion scars on the site. In general,the erosion scars appear to
be caused as much by subsurface breakout as surface runoff. In the rear of the
site, beyond the limits of improvements, we did not note any locations with
concentrated flow. Within the limits of the proposed improvements, both surface
w • '
:
and subsurface flows will be decreased;therefore, we do not expect a decrease or
abatement in the erosion presently occurring.
2. We have included dewatering/pump notes with details etc. to cover the
dewatering on the site.
: 3. We reviewed the drainage area to the western gully to determine the percentage of
site contribution to this area. Drainage area boundaries were marked on the
USGS map included herein. The drainage limits were confirmed in the field with
the aid of larger scale town topographic mapping. The total drainage area as
shown is 148 acres. The downstream limits of the drainage area were defined as
the downstream limits of the proposed development. Of this 148 acre drainage
area, approximately 39 Acres (portion of the site development)will be directed
into the river. This amounts to approximately 26.4% of the drainage area. In
reviewing the drainage area in the field we noted that even after a period of days
with no precipitation,there was substantial flow within this wetland system at the
: road crossing, and there was running water within the ditches adjacent to the
railroad that drain into this wetland system. As can be seen on the map included,
the wetland system consists of a substantial ravine that extends up to the railroad,
and the subsurface area draining to this ravine most likely extends well beyond
the limits of the surface drainage area.
4. The retaining walls have been reduced in scope and the utilities in this area have
been moved to be located under the proposed pavement. The site owner is very
much against removing the proposed pavement in this area. The ability to operate
effectively and as cost effective as possible would be diminished with the removal
of pavement in this area and moving the truck storage spaces to the west past the
end of the building. The moving of these spaces would result in the need to travel
further on average to move trailers into position, and would result in an overall
increase in impervious coverage on the site. Our client operates numerous similar
facilities throughout the country and understands the amount of room necessary
for the proper and safe operation of the facility. The proposed retaining walls
have been significantly reduced in size and scope (max 6' in height), and are
proposed over 20' from the nearest wetland boundary. We have contacted
Clarence Welti regarding the stability of the proposed retaining walls, and
Clarence Welti has determined that there are no issues with stability in
constructing the proposed walls. We have included an additional sequence of
: operations to work to address concerns regarding possible impacts from the
construction on the wetlands. We believe with the reduction in the size and extent
of the retaining walls, and the additional safeguards that we have included in the
design,that these walls can be constructed with no impact on the wetlands.
5. The amount of impervious area draining into each catch basin is large
(approximately 1 acre into many of the catch basins). Installation of trap hoods is
not recommended for such large flow rates as will occur through this drainage
system. As an alternative, we have proposed to install a water quality structure on
the outlet side of the basin to catch any floatable material that drain through the
basin. The installation on the outlet side will allow for the ample treatment of
relatively low flows compared to the inlet pipes, which carry high flows.
6. We have not proposed to install a high efficiency gross particle separator. The
basin as designed fully meets the 2004 CT Water Quality standards, and is
expected on its own to remove over 80% Total suspended solids. The concrete
:
pavement on the site throughout the trucking areas has been designed to be
between 1 and 1.5%in grade. These very minimal grades along with the southern
exposure of the truck areas and office parking areas will result in minimal need
for sanding of the pavement areas. The large fore-bay along with the catch basin
: sumps and the deep low discharge basin will provide for ample settling of any
solids. As a final measure, a water quality structure has been included on the
outlet primarily to prevent floatable material from being discharged from the site.
: 7. The limits of tree clearing have been adjusted on the plan.
Thank you in advance for your consideration of the above, and please feel free to call
with any questions or comments.
Sincerely,
Galen Semprebon, E.
Executive Vice President
Enclosures:
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RECEIVED
MAR 2 0 2007
South Windsor
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
1.1
AMKinN
C O N S T R U C T I O
March 27, 2007
Matt Galligan,Town Manager
Town of South Windsor, CT
1540 Sullivan Avenue
South Windsor,CT 06074
Re: Aldi-Rye Street Improvements
Dear Matt:
As you are aware,we are finalizing the details of the design for the Rye Street
Improvements. Design Professionals,Inc. has enjoyed a positive working relationship
with Town staff during the completion of this design process,and this has allowed us to
move this project forward in an expeditious manner.
During the design process,we have identified a few items which the Town has requested
but we feel are beyond the scope of work that was intended to be provided by Aldi.
Attached is a listing of those items.
While we do not object to showing these items on the plans, or completing them during
the course of the work,we do believe that they should be done at the expense of the
Town. Therefore, while we have instructed Design Professionals,Inc. to include this
work in their design,we would reserve the right to discuss their cost and reimbursement.
Please review this list in anticipation of meeting soon to resolve these items. In the
meantime,please feel free to contact me with any questions.
Sincerely,
A M King Construction Company,LLC
tGalei
Brccrebon,Design Professionals, Inc.
2115 Rexford Road•Suite 314•Charlotte,North Carolina 28211
704 365 3160 telephone•704 365 3101 facsimile
www.amkingconstruction.com
t ALDI—Rye Street Improvements
Additional Work Scope Items- .
March 26,2007
1: The Town Engineer has made requirements for additional storm drainage,etc. on Rye
Street. They are looking for an additional 700' plus of storm drainage on Rye Street,
replacement of the cross culvert at station 15+80(which will require additional easements
to do this work from Shepard and Caron), and additional grading and stabilization of
gullies on the south side of the.road that will require additional easement area there also.
2. Additional catch basins are requested on both sides of the proposed low point by Sta. a
19+43. This would place a pair near George Road. To the east, a pair of catch basins is
requested to be placed at about Sta. 22+75,just east of a driveway,and near Sta. 26+00,
about midway in the remaining distance to the high point.
3. The existing culvert is to be removed or abandoned in place and completely filled
with cement grout.
4. It was requested that the storm drainage discharge at the deep cross culvert on Rye
Street should.have a water quality structure on the discharge such as a stormcepter.
5. It has been requested that the drainage analysis for catch basin grate capacity at low
points should be based on a maximum inundated road area extending 7.5 feet from the
gutter,not 9 feet. The catch basins at Sta.19+43 presently meet the 9.0 foot standard,and
to revise this to a 7.5 foot standard would require additional basins to be provided east
and west of this basin. Double grate Type II catch basins would also be needed,
particularly at Sta. 19+43.
6. The existing 15"cross culvert by Sta. 15+80 is to be replaced lower and at a flatter
slope so it does not interfere with the proposed drainage and still drains the field to the
south with lower outlet velocity. Also, a rip rap energy dissipater is to be included by the
outlet to this pipe to help prevent further erosion next to the road.
7. A pair of catch basins is to be placed on George Road near Rye Street.
Dent Greenman
RECEIVED
190 McGrath Rd MAR 13 2007
South Windsor, Ct. SOUTH WINDSOR PLANNING DEPf,
March 120' 2007
Dear Council & P&Z Members,
I'd appreciate your serious consideration of my concerns regarding the proposal
for the Aldi truck distribution center on Rye St.
Below are many serious concerns I have regarding this project.
There are very serious traffic safety issues with this project that will put our
children's buses & town's residents at a very high risk on Rye St, Sullivan Ave
and Buckland.
As for my immediate neighborhood, noise, pollution and traffic safety are very
real issues that cannot be dismissed.
Respectfully Submitted,
Kent Greenman.
Important Issues to Consider Regarding the Aldi Truck Distribution Center
The 1st public hearing on this project clearly showed that many very important
issues had not even been considered.
This Aldi trucking distribution center proposal is larger than anything currently in
town.
Didn't the town's recent survey suggest people are concerned that town is losing
its rural character?
Aldi is going to be generating electricity on site to make up for insufficient power
located at the site.
Power generation was not mentioned on any plans presented to town.
Pollution and noise associated with continuous power generating are huge issues
that do not appear to be getting serious/proper attention.
What about underground fuel storage/ spills associated with power generation?
These facts were not on the wetlands application.
Noise associated with 18 wheel truck engines,j ake brakes and their refrigeration
units does not appear to be regulated for this project. Only the building's noise.
This is troubling.
Even if trucks are shut down, what about the noise of 100+ refrigeration units
running on each truck ? This needs to be considered/discussed.
Will refrigeration units on the 100 trailers parked in the yard be running? What
about the noise and pollution?
How can there be 100 trailers parked in the yard and Aldi says there will not be a
yard tractor to move them around? Or are they going to use an 18 wheeler tractor
instead? Noise, pollution?
Traffic — How can the state and town in good conscience send 100+ 18 wheelers
down Sullivan Ave and down Buckland thru the mall area to get on 84 etc?
Town should be very reluctant to take Aldi's traffic consultant's word that the
state is in agreement— we should hear that from state directly.
Both the town and state have expressed serious concern about the traffic/safety on
Sullivan and Buckland.
It is irresponsible to locate a massive trucking facility that will feed heavy and
potentially overweight 18 wheelers down Sullivan and Buckland risking the lives
of our town residents.
This project will compromise our town's safety and health.
facility. This means incoming trucks can come at any hour of day and Aldi can't
control that.
What is the track record of these sub contractors?
Will each truck meet CT DOT inspections to prevent another disaster like the one
in Avon awhile back?
Lost trucks on Rye St, Troy Road and turning around in our neighborhood will
happen and the town will be powerless to enforce.
What keeps incoming trucks from coming down thru East Windsor's Rye St to
site? It won't be Aldi because they don't control those independent trucks.
The town will not see any tax revenue from those trucks.
Noise & pollution of trucks and their refrigeration units will be unacceptable.
This project risks the whole town's safety in terms of truck traffic.
This proposal is a massive industrial operation that is a poor fit with our town.
It appears no one (including state DOT) is evaluating the impact on Sullivan Ave
and Buckland Rd corridor safety. This is very concerning and unacceptable.
What about commercial lawn and snow removal service noise? This is a massive
facility and will require massive noisy snow removal equipment operating
throughout the night.
Noise and pollution impact to our neighborhood is a very serious issue and needs a
very serious town and P&Z review.
It can't be ignored that noise and pollution complaints are on record with state and
town for the metal recovery facility located across from the proposed Aldi site.
100's of trucks per day on Rye St will pound it to dust. Who will pay to resurface
every few years?
It came to light during I' public meeting that a 30 foot water tower with diesel
pump will be on site. What about the noise /pollution from that?
Freon — will truck or building refrigeration units be recharged on site?
This project is a mistake — it will ruin the character of this section of town and risk
those residents traveling to Rye St.Park.
Planning and zoning should travel to one or more of these facilities and observe
operations for a 2448 hr period to as part of their review process.
South Windsor's founding fathers would be appalled by this project.
P&Z seemed to indicate at the 1"public hearing that this project is a done deal.
Why? This is troubling.
During the 1"public hearing, Aldi had to be coaxed out of the audience. Why
didn't the Aldi VP introduce himself
Aldi was very misleading about the hours of operation. This is 3 am to 1 OPM 7
days. It was portrayed initially at public hearing as 8a-5p operation.
He proceeded to dismiss an adjacent resident's concerns by saying that they didn't
need that property.
There are serious traffic issues with this project.
Aldi's traffic consultant should have been held in contempt by the P&Z
commission during the l' public hearing,
He was disrespectful and not forthcoming with info.
He acted as though he was not accountable to anyone. Why? Is this how Aldi feels
towards our town?
There should be a very real concern about safety of our school children as 100's of
18 wheelers traverse our town's roads at precisely the same time our buses will be
carrying our children.
It is irresponsible to place this volume of truck traffic on our town's roads with our
children,
It was clear that Design Professionals and Aldi's traffic consultant were not on
same page regarding Rye and Sullivan traffic and DP sought to distance
themselves from the consultant in the closing minutes of the public hearing. Why?
This should be a concern to P&Z & town.
Where is the state Department of transportation representative? They need to meet
with P&Z and attend public hearing and comment on Sullivan and Buckland Rd
impact.
Why is the town considering a 7 year tax abatement—the town will need the
money to provide enforcement for vehicle weight checks, responding to
complaints, fixing Rye St etc.
Did P&Z review the revenue the economic commission's assumptions line by line
objectively? It may not be as good as it is portrayed, especially with the abatement
and perhaps none of the vehicles on our tax roles.
Trucks-
We were led to believe that all trucks coming and going to facility would be
owned and their movements controlled by Aldi. WRONG. They sub out the trucks
rauc i �
From: ""<nchampy@aol.com>
To: <webmaster@southwindsor.org>, <townmanager@southwindsor.org>,
<planning@southwindsor.org>
Date: 3/13/07 2:39PM
Subject: For Planning/Zoning/wetlands
Request From: Nicholas champ
Email: nchampy@aol.com
Address: 101 Mcgrath rd
City: South Windsor
State: CT
Zip: 06074
Phone:
Organization:
Trucking Distributions center Rye St. When elected to the
planning zoning I'm sure your goal was to do what was best for the town of
South Windsor.Respectfully, please keep in mind the mayor, Planning and
Zoning and town council members are NOT THE TOWN.The PEOPLE are the town.
This trucking distribution center is not in the best interest for the town
and its people.Please put aside all the cons and think about how YOU would
vote if this center was put in YOUR backyard! I understand this may be
considered a done deal, however I can't help wondering if some sort of
none standard gain has happened. I also wonder if those responsible for
this center believe they can solicit our neighborhood's vote in the next
election.
Respectfully,
Nick Champ
0 6, 144 k �.
r e (-7- OY-L�, 3 3-0
Ensdronmental services, Inc.
90 9M.01"a mW Soli wrwdwr.CrOW4_J262 (860)52a-9M (aco)28"13a(1-)
www.E.W.CGA1
March 20,2007
T/South Windsor
Planning&Zoning Commission
Town Hall
1540 Sullivan Avenue
South Windsor CT 06074
RE New Aldi Distribution Facility,Rye Street Project
Town Council Meeting to be held Monday,March,5,2007
Dear Commissioners:
- ---Environmemat Services;Ins-(ESy and IVlitehell-Associates;Inc.fully-approves-of-the-project-as-------.--------- --
proposed by A.M.King Construction Company,LLC.
This proposed development is a good fit for the existing industrial zone and is a win-win situation to
both the Town,area residents and it's local contractors/businesses.
The town will benefit in the way of real estate taxes;badly need road improvement costs will be
-absorbed by the developer;along with an environmentally-friendly-facility providing-job
--- ---°PP_ortuni ies-forthearea resid nts .......... --
_ -- -_.--.- ._._.__._....As-a-business owner-in-SouthWindsor;J-support-this project as-it-will-aliowlocal-businesses the-.-
opportunity to share in the multi-million dollar construction costs. New construction and then on- -- -- -
going maintenance of this facility will generate jobs for local contractors,vendors,firms and
--- ------- — - ---... - ----- - ----- ----- — --- ------ -- - ---...... -- ---
suppl�ers.------...
Therefore,I am in favor of this proposed development and sincerely hope the Town Council
approves the project as presented.
Respectfully submitted,
Dustin J. chell
President
Environmental Services,Inc.
Mitchell Associates,Inc.
swrv"Centen Lowted lhn�Uu"m New Eng&W
& W Seater eovitzactiav eampavy, Vve.
75 COMMERCE WAY
SOUTH WINDSOR, CONNECTICUT 06074
TEL: 528-5252
March 20,2007
Patrick Kennedy, Chairman
Planning and Zoning Commission
Town of South Windsor
South Windsor, CT 06074
RE: New Aldi Distribution Facility
South Windsor, CT
Dear Mr. Kennedy,
This letter is to urge the Planning and Zoning Commission to approve the new Aldi
Distribution Facilitysite on Rye Street. We are life long residents
y g es dents of South Windsor and
have been in our own business here since 1969.
As co-developers of the John Fitch Business Centre,just down Rye Street from the Aldi
site,we are acutely aware of the various factors related to doing business in this area of
town. The Adli site is perfectly suited for the facility that is being proposed for it. The
land has been zoned Industrial for decades and various previous proposals for the site
have failed to materialize. This is an excellent opportunity to convert un-productive
industrially zoned land into a positive tax gain for South Windsor.
Having developed and constructed similar,though smaller, such facilities in the same
area we can testify to the lack of negative impact to surrounding properties.
Warehousing produces no toxic waste and very little noise. We invite you to spend some
time on Commerce Way to witness the lack of impact for yourself.
In closing,we urge you not to let this excellent opportunity to benefit all of the residents
of South Windsor to fall by the wayside as was the case when the Buckland Hills Mall
was relocated from an ideal site in South Windsor to a rock pile in Manchester.
Sincerely ,
oward O. Slater
- A
(f Lr
�/'l James W. Slater
ACCESSION CORPORATION
548 Boston Post Road
Madison, CT 06443
March 5,2007
South Windsor Town Council
and PZC Members
Re: Aldi, Inc. Regional Headquarters/Distribution Center, Rye Street
Dear Councilmen and PZC Members:
I am writing as a representative and on behalf of Nutmeg Recycling LLC and Alta Realty
LLC. It has been brought to our attention that Aldi,Inc.has proposed to build a$50
million regional headquarters and distribution center across the street from our facility on
Rye Street. We are supporting this important economic development project for a
number of reasons:
1. Aldi enjoys a terrific reputation and will be a wonderful addition to South Windsor's
business community;
2. They will be creating many jobs for area residents;
3. It will add significantly to our local economy;
4. Aldi's first class facility will help diversify our grand list;
5. The Shepard/Griffin Land parcel they are acquiring has been zoned for this use for
decades;
6. Aldi has agreed to rebuild and widen Rye Street,as requested by the Town at no cost
to the Town,from their property all the way down to Sullivan Avenue,which is much
needed and will foster additional industrial development opportunities;
7. Many South Windsor businesses will be benefiting through contracts to help build,
service,and maintain this development;
8. The site has very large natural buffers around it;
9. Aldi's facility will be virtually pollutant-free,and represents the clean industry the
Town is working hard to attract;
10. Truck traffic will not have to go through residential neighborhoods; and
11. The Aldi campus will have a high-quality building with an office-grade exterior.
Please take these omments in support of this development into consideration as you
deliberate.
Sincerel ,
Ge rg in mith
mm"MMAIIIIIIII
VEOW. J. MOUNTFORD CO.
GENERAL CONTRACTOR • CONSTRUCTION MANAGER
170 Commerce Way,South Windsor,CT 06074,(860)291-9448,Fax(860)289-6382
License#00900574 • www.wimouniford.com
March 20, 2007
Town of South Windsor
Planning and Zoning Commission
South Windsor, CT 06074
RE: New Aldi Distribution Facility
Rye Street
South Windsor, CT 06074
Dear Town Council Members:
W.J. Mountford Co. and MT. Ford Industries, LLC are in full support of the New Aldi
Distribution Facility to be constructed on Rye Street in South Windsor. As a business owner,
with my headquarters located just off Rye Street in South Windsor, and a future neighbor of the
Distribution Center,which will be located near property I own on Rye Street, I am looking
forward to the positive impact this facility will bring to the Town of South Windsor and to the
area surrounding the Sullivan Avenue/Rye Street intersection which is in dire need of the
improvements proposed. Creating jobs and enhancing tax revenue by developing a parcel of
land that has been on the market for years, in combination with producing an environmentally
friendly, aesthetically pleasing building for the area is certainly a project I am proud to support.
Please contact me with any questions or concerns.
Sincerely,
Scott . Mountford Pres',ent
W.J. Mountford
Member, MT. F rd Industries, LLC
A*16k
steelt
Since 1966
March 20, 2007
Planning and Zoning Commission
Town of South Windsor
Town Hall
South Windsor, CT 06074
Reference: New Aldi Distribution Facility
Dear Commission Members,
I write this letter in support of the New Aldi Distribution Facility Project.
As the owner of Steeltech Building Products, Inc., a construction
subcontracting business here in town, I am hoping to participate in the
construction project to the benefit of Steeltech and its employees, a
majority of which are South Windsor residents.
As a long time resident of South Windsor, I welcome the additional real
estate to our tax grand list and the potential of additional local jobs for
our citizens.
Without a doubt, this would be a great boost to South Windsor's economy
and I can unequivocally state that we are 100% behind it. The location of
the distribution center in an area, zoned for industrial use for the last
twenty years, is a correct use of the land. The existing businesses of South
Windsor should send a message to the new businesses that we stand
behind our zoning, and welcome new businesses to our Town.
Please do all you can to see that this project is built.
Sincer
William E. Ke ne, resident
Steeltech wilding Products, Inc.
WEK/cvb
Structural &Miscellaneous Steel Doors & Hardware
Architectural Metal Wall &Roof Systems �' SS'HE DR' Toilet Partitions &Accessories
Metal Buildings ..R Solar Wall Systems
Steeltech Building Products, Inc.
636 Nutmeg Road North • South Windsor, CT 06074
Tel. (860) 290.8930 • Fax (860) 290-8940 • email: info@steeltechbp.com • www.steeltechbp.com
ICebalo Electric Company, Inc.
175 Wheeler Road,South Windsor,CT 06074
(860) 644-5124 • Fax (860) 644-2577
State License No. 104943
March 15,2003
Mr. Patrick Kennedy
Planning and Zoning Commission
1540 Sullivan Avenue
South Windsor,CT 06074
Dear Chairman Kennedy:
Re: Aldi Regional Headquarters and Distribution Center
I would like to express my full support for the above-referenced project on Rye Street.
My primary reason for supporting the Town's financial incentive offer to Aldi, Inc is that
this is a tremendous economic development project,which will generate significant tax
revenue.
I further support this project because it is in an appropriate location that has been zoned
for industrial uses, including distribution centers, for decades. Aldi has a reputation for
being a good employer(pay and benefits)and for building facilities meeting the highest
standards. It will add significantly to the tax base and employment opportunities. The
construction itself will benefit many local businesses. I am hopeful to be able to bid on
this project for electrical services,however,if the project is not approved there will be no
opportunities for my business or any other local business to submit a bid. Incidentally,I
have resided in South Windsor since 1961 and my electrical contracting business is located
here as well. Kebalo Electric is a commercial electrical contractor that serves many good
customers in South Windsor,customers include Steeltech,Capewell Manufacturing and
EMI (Electra Methods Industries). We also wired the new South Windsor Post Office on
Clark Street.
Again, I would like to urge the Council to approve the Aldi's incentive package a.s.a.p.
Sincerely,
4�Z41 "1/4
Walter Kebalo
President
RECEIVED
John T. Phillips,P.E. MAR U Z 2007
200 McGrath Road
South Windsor, CT 06074 SOUTH WINDSOR PLANNING DEPT,
Planning and Zoning Commission
Town of South Windsor
March 2, 2007
Re: Aldi Distribution
To Whom It May Concern:
After listening to the P&Z presentation on Tuesday, I am concerned about the apparent
lack of open discussion from Aldi and their representatives. Some of my specific
concerns are:
1. Building Orientation
The unwillingness to consider reorienting the building and refusal to give the reasons that
it would be unworkable to reorient the building is disturbing. There may be valid
reasons. The reasons are not obvious. On a lot as flat as the Rye Street lot, topography
and site problems do not dictate or restrict the layout. As shown, the main building,
paved truck operating areas, and the circumferential access road form what is essentially
a square. Any of the four orientations of the square would fit. If a mirror image design is
impractical because of predesigned standardized equipment, a design rotated a quarter
turn would have an identical internal layout to the proposed design. Underground
utilities would need to be redrawn. Maximum stormwater piping distances would not
change.
2. Back up generator
The oversight of mentioning that they will have a back up generator and a diesel powered
fire pump is another concern. Both from the stand point of technical concerns and being
concerned about what other details they have not mentioned.
How is the generator going to be fueled? Where is the fuel going to be stored? They
repeatedly stressed that they were not going to be fueling trucks on site,but failed to
mention that they may need to receive and store fuel for the generator. If the system is
going to be used in conjunction with NU for distributed generation and peak shaving, the
operating conditions and number of hours it is run will be orders of magnitude larger than
a system that is only an emergency back up for use during power failures. They will need
to store much larger quantities of fuel, and have take deliveries of that fuel. There has
been no mention of how the fuel will be handled. The stormwater system appears to be
capable of handling the expected quantities from a leaking fuel tank on a truck. It would
have trouble if an 8000 or 9000 gallon semi trailer full was spilled. A 110% containment
area should be provided where the fuel trucks are off-loaded.
What grade of muffler and sound lagging will the motor have? I would recommend
"Hospital Grade" or"Residential Grade."
3. Air Permits
Depending on the method of heating the building, air permits may be required.
Depending on the size of the back up generator, air permits and/or compliance testing
may be required. A blanket statement that none are required, without any supporting
data, should not be an acceptable answer.
3. Refrigerants
What refrigerant are they going to be using. If they are going to be using ammonia, I
have major concerns. Ammonia is poisonous. Ammonia is flammable. Depending on the
quantity on site, a Risk Management Program, Facility Response Procedure, Community
Right to Know, and other emergency and environmental regulations must be met. Even
if they stay below the State and Federal limits, the South Windsor emergency response
organizations would need the information and local notice and evacuation procedures
should be in place.
4. Yard Tractors
The Applicant has repeated stated, at both the P&Z and the IWA hearings, that there
would be no use of yard tractors. At the P&Z hearing, they stated that the parking was
primarily for trailers, without tractors. If they are not going to use yard tractors, how do
they intend to move these trailers?
Some less technical observations;
The fact that representatives from Aldi where present,but not identified, does not instill
in me a confidence that the really want to be a"good neighbor." Whenever I have been
making presentations at IWA and P&Z hearings in other towns, I considered it unethical
to not identify all people present.
The apparent unwillingness to provide supporting data and information on some of the
blanket statements (i.e.,building orientation, air permits, etc.)is disturbing. If the
applicant does not provide acceptable supporting data at the next meeting, I request that
the Commission continue the Public Hearing until the supporting data are provided.
Sincerely,
John T. Phillips,P.E.
Griffin Land RECEIVED
204 West Newberry Road 200�
Bloom Q field,CT 06002 a division of MAR 8
Telephone-860/286.7660 Griffin Land & Nurseries, Inc.
Facsimile:8MM-7653 SOUTH WINDSOR PMNO DOI
www.grifland.com
March 7, 2007
Mr. Patrick Kennedy
Chairman
Planning &Zoning Commission
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: NEW ALDI DISTRIBUTION FACILITY
RYE STREET-SOUTH WINDSOR,CT
Dear Chairman Kennedy:
As the owner of the property that is currently being considered for site plan approval by
the South Windsor Planning &Zoning Commission, I wish to express our support of this
project.
Being that we presently own the property and have contracted for its sale to Aldi, it is no
secret that we have an interest in the project being approved. However, it is our opinion
that, from a planning and market feasibility standpoint, its improvement into a single user
facility is the best possible scenario.
It has been more than ten years since the property owner sought and obtained municipal
approvals for the property's development into an industrial subdivision, known as the
"South Windsor Technology Center". Unfortunately,the combination of market
conditions and requisite off site improvements were such that a development of this type
was not feasible. Therefore, the site has remained undeveloped.
The town now has before it a well capitalized and reputable user, that being Aldi, Inc.,
who wishes to construct a Class A regional distribution facility and offices that will
create 75-plus new jobs, generate substantial long term tax revenue, and additional
taxable revenue from the procurement of construction and servicing contracts with local
and regional businesses. In addition, Aldi has agreed to reconstruct portions of Rye
Street at no cost to the town. Lastly, we believe that this facility designed to be the best
possible fit for the property. Clearly, the community stands to benefit from the
development of this facility on this property.
In short, there is a ready, willing, and able user who wishes to develop a first class facility
that will unlock the property's highest and best use and deliver much needed jobs, street
repairs, and tax revenue to the town. It is for these reasons, amongst others, that we
support this project.
Thank you in advance for your consideration.
Respectfully,
CULBRO SHEPARD PARTNERSHIP,INC.
Thomas M. Lescalleet
Senior Vice President—Griffin Land
As duly authorized
c: Peter DeMaillie—Design Professionals, Inc.
Brian King—A. M. King Construction
* Griffin Land is the real estate division of Griffin Land&Nurseries, Inc., which owns
the majority interest in Culbro Shepard Partnership, Inc.
DESIGN PROFESSIONALS, INC.
civil engineers ♦ planners ♦ surveyors
landscape architects ♦ gis ♦ gps
Aldi Distribution Facility
295 Rye Street
South Windsor, Connecticut
DPI Project No. 2282
Requested Zoning Waivers:
1. Section 13.4.1 Modification of Minimum Required Parking Spaces—Reduction in Parking
Spaces(from 438 to 151), in order to:
a. Minimize changes in topography; and
b. Minimize disturbance to existing trees and other desirable plants;and
c. Minimize the increase in stormwater runoff.
2. Section 17.20.3c Luminaire Pole Height—To allow luminaire/pole heights of up to 35'
within the truck maneuvering/dock/parking areas, and up to 30' within the office parking
area(a 10 feet and 5 feet waiver respectively). The primary justifications for granting of
this waiver are:
a. To reduce possible interference with truck movements(safety factor);
b. To maintain a higher uniformity of light(safety factor)with less reflective light
bouncing off the pavement(environmental factor—less light pollution);
c. Traffic or other hazards will not be created,and indeed will be reduced;
d. General property values will be conserved,especially given the significant
distances from property lines;
e. No adverse effects on existing area uses;
f. The general welfare of the community will be served;
g. Less energy consumption due to fewer luminaries;
h. No adverse environmental impacts will be created;
i. Exterior lighting systems are regulated so as to save energy and reduce unnecessary
lighting;and
j. Topography of the land,especially in regard to proposed planted berms along the
perimeter and existing mature vegetation,make the property suitable for the
requested pole heights.
425 Sullivan Avenue,South Windsor,Connecticut 06074
Tel:(860)291-8755•Fax:(860)291-8757
www.designprofessionalsine.com
.f
Bub a risiON.Tr a ffic
ASS O C7 ATES
Planning*EngI nee ring eDesign
To: South Windsor Planning and Zoning Commission
From: James G. Bubaris, P.E.
Date: March 20,2007
Re: Proposed Aldi Distribution Facility, Rye Street north of Sullivan Avenue,South Windsor,CT
CC: File
❑ Urgent ❑ For Review ❑ Please Comment ❑ For Action X As Requested
•Comments:
At the last PZC hearing on this application, we were asked to provide information on the amount of
truck traffic on Rye Street. Reference is made to attached Table A which summarizes the results of an
automatic axle-classification study that was conducted by us on Rye Street on Thursday, February 22,
in the vicinity of the proposed site drive.The"class"descriptions are contained at the top of the column
headings in the table as well as on the second attached sheet This table provides a summary of the
actual counts by class and by direction.
We were also asked about the number of trucks either turning left from Rye Street onto Sullivan
Avenue(to head east), or turning right from Sullivan Avenue(coming from the east)onto Rye Street I
checked with the individual who had conducted the manual turning movement counts for our study
during the periods from 7 to 9 am and 4 to 6 pm in mid-April 2006 and he does not recall any large
vehicles attempting this maneuver since such is currently very difficult to negotiate, hence the purpose
of the proposed realignment proposal for the intersection of Sullivan Avenue at Rye Street
288 Highland Avenue a Cheshire,CT 06410 a Telephone:203-272-0400 a Fax:203-272-5655
ejbubaris@a BubarisTraffic.come
i
Table A
Summary of Axle-Classification Study
Rye Street Vicinity of Proposed Aldi Site Drive
South Windsor,Connecticut
Thursday,February 22,2007
Class 1 Class 2 Class 3 Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10
Pickups 2-axle 3-axles 4 axles 3 or4-axles 5-axles 6-axles Total Total
Passenger Vans Single-Unit Single-Unit Single-Unit Tractor Tractor Tractor Total Smaller Bus and
Direction Motorcycles Cars SUVs Buses Trucks Trucks Trucks Trailers Trailers Trailers Vehicles than Bus Larger
Northbound
Percent 0.9% 65.1% 30.5% 1.3% 8.1% 0.3% 0.0% 2.0% 1.3% 0.5% 100.0% 86.4% 13.6%
Volume 13 836 462 20 123 4 0 31 20 8 1,517 1,311 206
Southbound
Percent 0.2% 67.5% 21.2% 0.7% 5.2% 0.2% 0.9% 2.0% 1.6% 0.5% 100.0% 88.9% 11.1%
Volume 4 1,098 344 11 84 4 15 32 26 8 1,626 1,446 180
Total
Percent 0.5% 61.5% 25.6% 1.0% 6.6% 0.3% 0.5% 2.0% 1.5% 0.5% 100.0% 87.7% 12.3%
Volume 17 1,934 806 31 207 8 15 63 46 16 3,143 2,757 386
Bubaris Traffic Associates
March 20,2007
�...zs� .<,.�� ���, � .�W,•ww� I i Appendix `
Federal Highway Administration Class 5 —Two-Axle, Six-Tire
Scheme F Vehicle Classifications Single Unit Trucks
This class includes all vehicles on a single frame
Class 1 — Motorcycles which have two axles and dual rear tires. This
includes trucks,camping and recreation vehicles, motor homes,etc.
This class includes all two- or three-wheeled motorized
vehicles.These vehicles typically have a saddle-type of seat Class 6 —Three-Axle
and are steered by handlebars rather than a steering wheel.
This includes motorcycles, motor scooters, mopeds, mo- Single Unit Trucks
' t i
tor-powered bicycles and three-wheel motorcycles. � � This class includes all vehicles on a sin le g .frame
which have three axles. This includes trucks,
camping and recreation vehicles, motor homes,
Class 2 — Passenger cars t
This class includes all sedans,coupes and station etc.
wagons manufactured primarily for the purpose Class 7 — Four or More Axle
of carrying passengers, including those pulling
recreational or other light trailers. Single Unit Trucks f t f
This class includes all vehicles on a single frame
Class 3 — Pickups,Vans and other with four or more axles.
2-axle, 4-tire single unit vehicles Class Four or Less Axle
This class includes all two-axle,four tire vehicles ' r '
other than passenger cars,which includes pickups, _ Single railer Trucks
vans, campers, small motor homes, ambulances, This class includes all vehicles with four or less
minibuses and carryalls. These types of vehicles ° t " axles consisting of two units, in which the pulling
which are pulling recreational or other light trail- unit is a tractor or single unit truck.
ers are.included.
` Class 9 — Five-Axle
Class 4 — Buses Single Trailer Trucks
This class Includes all vehicles manufactured as tra- " This class includes all five-axle vehicles consist-
ditional passenger-carrying buses with two axles and ing of two units in which the pulling unit is a trac- }
six tires or three or more axles. This includes onlycgm - for or single unit truck.
traditional buses,including school and transit buses, i
functioning as passenger-carrying vehicles. All two- Class 10 — Six or More Axle
axle,four tire minibuses should be classified as Class o n
Modified buses should be considered to be trucks Single Trailer Trucks
3. Modi
' �' This class includes all vehicles with six or more and classified appropriately. o
axles consisting of two units in which the pulling
unit is a tractor or single unit truck.
"
A-2
A-3
is
LOCI Summary Report
Fiscal and Economic Impact Analysis
Level 3 Analysis - Facility, Employees, and Multiplier Impacts
Following are summary results from a fiscal and economic impact analysis conducted for a City in the state
of Connecticut.The impact analysis measures the amount of new revenues the jurisdiction can expect from all
as a result of the project. Sources include sales tax, income tax, real and personal property taxes, fees, and utility
revenues if those apply. These revenues are compared against projected increases in costs borne by the jurisdiction
as a result of the new development. Costs include items found in the jurisdiction's budget such as police and fire
protection, health, social services, and utility investments and operating expenses.
Community
Name: South Windsor
Description: Local municipal governmaot
Households in the jurisdiction: 9,011 Jurisdiction's local sales tax rate: .00%
Total employment in the jurisdiction: 11,582 Jurisdiction's total operating budget: $84,266,468
Property Tax Rates: Non-Residential Residential
Incorporated Areas Unincorporated Areas Incorporated Areas Unincorporated Areas
Real Property: 32.54 N/A 32.54 N/A
Personal Property: 32.54 N/A 32.54 N/A
Inventory: 32.54 N/A N/A N/A
Project
Name: Aldi INC.
Description: Aldi food distribution Facility
NAICS Code:4451 , Grocery Stores.
Facility payroll: $2,808,300 Value of real property(building and land): $4,868,000
Facility employment: 75 Value of personal property(equipment and furnishings): $3,510,000
Results
The detailed reports are displayed in a cash flow statement showing each year's benefits and costs. Below are the
first five years and the last year of the forecast period.Also shown is the net present value of discounted net benefits.
These results are based on a 20 year forecast horizon and a Level 3 analysis.
Year 0 Year 1 Year 2 Year 3 Year 4 Year 5 Last Year
Total Benefits: $77,700 $217,083 $217,083 $223,562 $223,562 $223,562...... $1,357,337
Total Costs: $0 $66,965 $66,965 $66,965 $66,965 $66,965...... $66,965
Net Benefits: $77,700 $150,118 $150,118 $156,597 $156,597 $156,597...... $1,290,372
Present Value of Net Beneftis = $11,514,555
Multiplier impacts add to the direct impacts estimated from a Level 2 analysis. The table below**shows household,
income, retail, and employment impacts with multiplier effects shown separately.
Non-Residents Residents Multiplier Effects Total
Households 56 3 0 59
Annual Income $2,667,885 $140,415 $0 $2,808,300
Annual Retail Expenditures*** $0 $0 $0 $4,928,317
Employment 71 4 0 75
** Households, annual income, annual retail expenditures, and employment don't print when communities are aggregated.
Also,for a phased project, annual retail expenditures and multiplier effect quantities correspond to the last phase.
***Total retail expenditures includes facility purchases of $4,928,317
Printed on: 03/19/2007
Project: Aldi INC. Aldi food distribution Facility Report Title: Totals Only
Community:South Windsor Local municipal governmaet Analysis Level: 3
0 1 2 3 4 5 Year6 7 8 9 10
BENEFITS
TOTAL BENEFITS $77,700 $217,083 $217,083 $223,562 $223,562 $223,562 $250,066 $250,066 $1,357,337 $1,357,337 $1,357,337
COSTS
TOTAL COSTS $0 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965
NET BENEFITS $77,700 $150,118 $150,118 $156,597 $156,597 $156,597 $183,101 $183,101 $1,290,372 $1,290,372 $1,290,372
Present Value of Net Benefits= $11,514,555
Printed on: 03/19/2007
Page 1
Project: Aldi INC. Aldi food distribution Facility Report Title: Totals Only
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
11 12 13 14 15 16 17 18 19 20
BENEFITS
TOTAL BENEFITS $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337
COSTS
TOTAL COSTS $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965
NET BENEFITS $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372
Present Value of Net Benefits= $11,514,555
Printed on: 03/19/2007 Page 2
Project: Aldi INC. Aldi food distribution Facility Report Title: By Major Category
COmmunity:South Windsor Local municipal governmaet Analysis Level: 3
0 1 2 3 4 5 Year6 7 8 9 10
BENEFITS
Sales Taxes $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Property Taxes $0 $215,263 $215,263 $221,742 $221,742 $221,742 $248,246 $248,246 $1,355,517 $1,355,517 $1,355,517
Water Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Revenues $77,700 $647 $647 $647 $647 $647 $647 $647 $647 $647 $647
Solid Waste Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #1 Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #2 Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Franchise Fees $0 $7 $7 $7 $7 $7 $7 $7 $7 $7 $7
Business License/Occupation Tax $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Liquor License Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Alcoholic Beverage Tax Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Income Tax Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Revenues from Fines $0 $278 $278 $278 $278 $278 $278 $278 $278 $278 $278
Revenues from Permits $0 $232 $232 $232 $232 $232 $232 $232 $232 $232 $232
Miscellaneous Fees $0 $656 $656 $656 $656 $656 $656 $656 $656 $656 $656
Salvage Value $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
TOTAL BENEFITS $77,700 $217,083 $217,083 $223,562 $223,562 $223,562 $250,066 $250,066 $1,357,337 $1,357,337 $1,357,337
COSTS
Support $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Education $0 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515
Public Works $0 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312
Recreation/Libraries $0 $402 $402 $402 $402 $402 $402 $402 $402 $402 $402
Court System $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Fee Services $0 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551
General Government $0 $975 $975 $975 $975 $975 $975 $975 $975 $975 $975
Health Services $0 $39 $39 $39 $39 $39 $39 $39 $39 $39 $39
Social Welfare $0 $221 $221 $221 $221 $221 $221 $221 $221 $221 $221
Public Safety $0 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074
Other Visitor Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Water Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Costs $0 $876 $876 $876 $876 $876 $876 $876 $876 $876 $876
Solid Waste Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power Production Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#1 Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#2 Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
TOTAL COSTS $0 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965
NET BENEFITS $77,700 $150,118 $150,118 $156,597 $156,597 $156,597 $183,101 $183,101 $1,290,372 $1,290,372 $1,290,372
Present Value of Net Benefits $11,514,555
Printed on: 03/19/2007
Page 1
Project: Aldi INC. Aldi food distribution Facility Report Title: By Major Category
Community:South Windsor Local municipal govemmaet Analysis Level: 3
11 12 13 14 15 Year16 17 18 19 20
BENEFITS
Sales Taxes $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Property Taxes $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517
Water Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Revenues $647 $647 $647 $647 $647 $647 $647 $647 $647 $647
Solid Waste Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #1 Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #2 Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Franchise Fees $7 $7 $7 $7 $7 $7 $7 $7 $7 $7
Business License/Occupation Tax $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Liquor License Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Alcoholic Beverage Tax Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Income Tax Revenues $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Revenues from Fines $278 $278 $278 $278 $278 $278 $278 $278 $278 $278
Revenues from Permits $232 $232 $232 $232 $232 $232 $232 $232 $232 $232
Miscellaneous Fees $656 $656 $656 $656 $656 $656 $656 $656 $656 $656
Salvage Value $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
TOTAL BENEFITS $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337
COSTS
Support $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Education $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515
Public Works $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312
Recreation/Libraries $402 $402 $402 $402 $402 $402 $402 $402 $402 $402
Court System $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Fee Services $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551
General Government $975 $975 $975 $975 $975 $975 $975 $975 $975 $975
Health Services $39 $39 $39 $39 $39 $39 $39 $39 $39 $39
Social Welfare $221 $221 $221 $221 $221 $221 $221 $221 $221 $221
Public Safety $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074
Other Visitor Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Water Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Costs $876 $876 $876 $876 $876 $876 $876 $876 $876 $876
Solid Waste Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power Production Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#1 Costs $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#2 Costs $0 $0 $0 $0 $0 $0
$0 $0 $0 $0
TOTAL COSTS $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965
NET BENEFITS $1,290,372 $1,290,372 $1,290,372 $1,290' 1290372 $372 1$ ,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372
Present Value of Net Benefits= $11,514,555
Printed on: 03/19/2007
Page 2
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
0 1 2 3 4 5 6 7 8 9 10
BENEFITS
Sales Taxes
Construction 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Equipment 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Workers 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Resident Employees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Nonresident Employees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility Purchases 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility Sales 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Direct Expenditures by Visitors 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Excise Taxes 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Property Taxes
Facility Real Property 0 $114,685 $114,685 $121,164 $121,164 $121,164 $147,668 $147,668 $1,254,939 $1,254,939 $1,254,939
Facility Furn&Equipment 0 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692
Facility Inventory 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial-Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial-Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential-Facility Employees 0 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Mult Eff-Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $215,263 $215,263 $221,742 $221,742 $221,742 $248,246 $248,246 $1,355,517 $1,355,517 $1,355,517
Water Revenues
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Revenues
Residential 0 $647 $647 $647 $647 $647 $647 $647 $647 $647 $647
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 77,700 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $77,700 $647 $647 $647 $647 $647 $647 $647 $647 $647 $647
Solid Waste Revenues
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Printed on: 03/19/2007
Page 1
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
0 1 2 3 4 5 6 7 8 9 10
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 0
$ $0 $0 $0 0 0$ $ $0 $0 0 0
Electric Power Revenues
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #1 Revenues
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #2 Revenues
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Franchise Fees
Facility and Employees 0 $7 $7 $7 $7 $7 $7 $7 $7 $7 $7
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $7 $7 $7 $7 $7 $7 $7 $7 $7 $7
Business License/Occupation
Facility and Employees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Printed on: 03/19/2007
Page 2
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
0 1 2 3 4 5 6 7 8 9 10
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Liquor License Revenues
Facility and Employees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier.Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Alcoholic Beverage Tax
Facility and Employees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Income Tax Revenues
Facility and Employees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Revenues from Fines
Facility and Employees 0 $278 $278 $278 $278 $278 $278 $278 $278 $278 $278
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $278 $278 $278 $278 $278 $278 $278 $278 $278 $278
Revenues from Permits
Facility and Employees 0 $232 $232 $232 $232 $232 $232 $232 $232 $232 $232
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $232 $232 $232 $232 $232 $232 $232 $232 $232 $232
Miscellaneous Fees
Residential 0 $656 $656 $656 $656 $656 $656 $656 $656 $656 $656
Other Fees from Multiplier Effects 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Impact Fees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $656 $656 $656 $656 $656 $656 $656 $656 $656 $656
Salvage Value
Development Support 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Transportation 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Municipal 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Education 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Water 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Solid Waste 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other1 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Printed on: 03/19/2007
Page 3
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
0 1 2 3 4 5 6 7 8 9 10
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total Benefits $77,700 $217,083 $217,083 $223,562 $223,562 $223,562 $250,066 $250,066 $1,357,337 $1,357,337 $1,357,337
COSTS
Support
Development 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Transportation Investment 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Municipal Investment 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Educational Investment 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Operations 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Education
Facility Employees 0 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515
Public Works
Facility Employees 0 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312
Recreation/Libraries
Facility Employees 0 $402 $402 $402 $402 $402 $402 $402 $402 $402 $402
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $402 $402 $402 $402 $402 $402 $402 $402 $402 $402
Court System
Facility Employees 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Fee Services
Facility Employees 0 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551
General Government
Facility Employees 0 $975 $975 $975 $975 $975 $975 $975 $975 $975 $975
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Printed on: 03/19/2007
Page 4
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
0 1 2 3 4 5 6 7 8 9 10
Total $0 $975 $975 $975 $975 $975 $975 $975 $975 $975 $975
Health Services
Facility Employees 0 $39 $39 $39 $39 $39 $39 $39 $39 $39 $39
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $39 $39 $39 $39 $39 $39 $39 $39 $39 $39
Social Welfare
Facility Employees 0 $221 $221 $221 $221 $221 $221 $221 $221 $221 $221
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $221 $221 $221 $221 $221 $221 $221 $221 $221 $221
Public Safety
Facility Employees 0 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074
Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Security 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074
Other Visitor Costs
Temporary Facilities 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Items Supplied 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Water Costs
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Costs
Residential 0 $876 $876 $876 $876 $876 $876 $876 $876 $876 $876
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $876 $876 $876 $876 $876 $876 $876 $876 $876 $876
Solid Waste Costs
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Printed on: 03/19/2007
Page 5
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
0 1 2 3 4 5 6 7 8 9 10
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power Production
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#1 Costs
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#2 Costs
Residential 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect 0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total Costs $0 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965
Net Benefits $77,700 $150,118 $150,118 $156,597 $156,597 $156,597 $183,101 $183,101 $1,290,372 $1,290,372 $1,290,372
Present Value of Net Benefits= $11,514,554
Printed on: 03/19/2007
Page 6
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
COmmunity:South Windsor Local municipal governmaet Analysis Level: 3
Year
11 12 13 14 15 16 17 18 19 20
BENEFITS
Sales Taxes
Construction $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Equipment $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Workers $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Resident Employees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Nonresident Employees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility Purchases $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility Sales $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Direct Expenditures by Visitors $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Excise Taxes $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Property Taxes
Facility Real Property $1,254,939 $1,254,939 $1,254,939 $1,254,939 $1,254,939 $1,254,939 $1,254,939 $1,254,939 $1,254,939 $1,254,939
Facility Fum&Equipment $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692 $82,692
Facility Inventory $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial-Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial-Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential-Facility Employees $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886 $17,886
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Mult Eff-Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517 $1,355,517
Water Revenues
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Revenues
Residential $647 $647 $647 $647 $647 $647 $647 $647 $647 $647
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $647 $647 $647 $647 $647 $647 $647 $647 $647 $647
Solid Waste Revenues
Printed on: 03/19/2007
Page 1
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal govemmaet Analysis Level: 3
Year
11 12 13 14 15 16 17 18 19 20
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power Revenues
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #1 Revenues
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility #2 Revenues
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Franchise Fees
Facility and Employees $7 $7 $7 $7 $7 $7 $7 $7 $7 $7
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $7 $7 $7 $7 $7 $7 $7 $7 $7 $7
Business License/Occupation
Facility and Employees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Printed on: 03/19/2007
Page 2
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
11 12 13 14 15 16 17 18 19 20
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Liquor License Revenues
Facility and Employees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Alcoholic Beverage Tax
Facility and Employees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Income Tax Revenues
Facility and Employees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Revenues from Fines
Facility and Employees $278 $278 $278 $278 $278 $278 $278 $278 $278 $278
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $278 $278 $278 $278 $278 $278 $278 $278 $278 $278
Revenues from Permits
Facility and Employees $232 $232 $232 $232 $232 $232 $232 $232 $232 $232
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $232 $232 $232 $232 $232 $232 $232 $232 $232 $232
Miscellaneous Fees
Residential $656 $656 $656 $656 $656 $656 $656 $656 $656 $656
Other Fees from Multiplier Effects $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Impact Fees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $656 $656 $656 $656 $656 $656 $656 $656 $656 $656
Salvage Value
Development Support $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Transportation $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Municipal $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Education $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Water $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Solid Waste $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Printed on: 03/19/2007 Page 3
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
11 12 13 14 15 16 17 18 19 20
Other $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total Benefits $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337 $1,357,337
COSTS
Support
Development $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Transportation Investment $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Municipal Investment $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Educational Investment $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Operations $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Education
Facility Employees $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515 $56,515
Public Works
Facility Employees $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312 $2,312
Recreation/Libraries
Facility Employees $402 $402 $402 $402 $402 $402 $402 $402 $402 $402
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $402 $402 $402 $402 $402 $402 $402 $402 $402 $402
Court System
Facility Employees $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Fee Services
Facility Employees $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551 $3,551
General Government
Facility Employees $975 $975 $975 $975 $975 $975 $975 $975 $975 $975
Printed on: 03/19/2007 Page 4
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
11 12 13 14 15 16 17 18 19 20
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $975 $975 $975 $975 $975 $975 $975 $975 $975 $975
Health Services
Facility Employees $39 $39 $39 $39 $39 $39 $39 $39 $39 $39
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $39 $39 $39 $39 $39 $39 $39 $39 $39 $39
Social Welfare
Facility Employees $221 $221 $221 $221 $221 $221 $221 $221 $221 $221
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $221 $221 $221 $221 $221 $221 $221 $221 $221 $221
Public Safety
Facility Employees $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074
Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Visitor Security $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074 $2,074
Other Visitor Costs
Temporary Facilities $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Items Supplied $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Water Costs
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Wastewater Costs
Residential $876 $876 $876 $876 $876 $876 $876 $876 $876 $876
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $876 $876 $876 $876 $876 $876 $876 $876 $876 $876
Printed on: 03/19/2007
Page 5
Project: Aldi INC. Aldi food distribution Facility Report Title: All the Details
Community:South Windsor Local municipal governmaet Analysis Level: 3
Year
11 12 13 14 15 16 17 18 19 20
Solid Waste Costs
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electric Power Production
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#1 Costs
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other Utility#2 Costs
Residential $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Residential Visitor Induced $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Facility $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Commercial Visitor Derived $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Industrial Multiplier Effect $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Total Costs $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965 $66,965
Net Benefits $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372 $1,290,372
Present Value of Net Benefits= $11,514,554
Printed on: 03/19/2007
Page 6
Level 3 Analysis Report: Miscellaneous Measures
Project: Aldi INC. Desc: Aldi food distribution Facility
Community:South Windsor Desc: Local municipal governmaet
Annual Employment
Resident Facility Employment 4
Non-Resident Facility Employment 71
New Employees Resulting from Multiplier Effect 0
Visitor Induced 0
Total New Employment 75
Estimated New Households from Resident Employees 3
New Households from Multiplier Effect 0
Visitor Induced Households 0
Total Estimated New Households 3
New Pupils
From Facility: 5 From Multiplier Effects: 0 Visitor Induced: 0
Annual Income
Paid to Resident Employees 140,415
Paid to Non-Resident Employees 2,667,885
Multiplier Effect Income 0
Generated by Visitors 0
Total New Income $2,808,300
Annual Retail Activity
Spending by Resident Employees 0
Spending by Non-Resident Employees 0
Facility Retail Purchases 4,928,317
Facility Retail Sales 0
Retail Sales from Multiplier Effect 0
Retail Purchases by Visitors 0
Total New Retail Spending $4,928,317
Annual Service Purchase Activity
Purchases of Services by the Facility 0
Purchases of Services by Resident Employees 0
Purchases of Services Due to Multiplier Effects 0
Purchases of Services by Visitors 0
Total New Service Purchases $ 0
New Establishments From Multiplier Effects
New Manufacturing Establishments 0.00
New Retail Commercial Establishments 0.00
New Service Companies 0.00
New Wholesale Companies 0.00
Total New Commercial Firms 0.00
Visitor Induced
Retail Establishments(Visitor) 0
Recreational Establishments(Visitor) 0
Lodging Establishments(Visitor) 0
Local Transport Firms(Visitor) 0
Business Activity From Multiplier Effects
Total Business Revenues(Multiplier Effect) $0
Total Income(Multiplier Effect) $0
Total Manufacturing Revenues(Multiplier Effect) $0
Total Purchases from Service Firms(Multiplier Eff.) $0
Total Purchases from Wholesale Firms(Multiplier) $0
Visitor Activity
Number of Visitors to the Facility 0
Duration of Visitor Stays in Days 0.00
Average Daily Expenditures per Person $0.00
Total Visitor Expenditures $0
LOCI Report Printed on: 03/19/2007
NORTHEAST DIVISION
P:860/432-1788
i ( P.0.BOX 699 F:860/432-1707
SOUTH WINDSOR,CT 06074 E: swn@aldi.us
March 16, 2007
Craig Stevenson
Connected to Connecticut, LLC
52 Milwood Road
East Hartford, CT 06118
Dear Craig,
Pursuant to our conversation, I am clarifying the fleet sizing program of Aldi's selected logistics company for the proposed
South Windsor Division. Initially,their plans would be to utilize twelve tractors and thirteen trailers(one being a spare).
Within a couple of years,this number would likely increase to roughly sixteen or seventeen of each. At full capacity with
75-80 stores being serviced from this facility,twenty-eight to thirty tractors and approximately thirty-five to forty trailers would
be utilized. These figures are determined from current operations in several other Aldi facilities. Exclusive of any unforeseen
market factors or technological innovations, it is safe to assume the proposed division's operations would be similar.
Please let me know if you need any other information.
Sincerely,
Bruce Persohn
Vice President
BP/so
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SOWN Sf4
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7_0� O-P siov� ?d&U&3�-t
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w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
r�Osoe•Co�� TELEPHONE(860) 644-2511
June 30, 2008
Dan Crist
AM King Construction
2115 Rexford Road
Suite 314
Charlotte NC 28211
Dear Mr. Crist:
Re: Expiring Letters of Credits Appl. #06-60P,Aldi Distribution Center
The Planning and Zoning Commission is holding the following Letters of Credit:
`PROJECTS BANK AMOUNT EXPIRATION
Aldi Distribution Carolina First $50,000.00 6/20/08
Aldi Distribution Northern Trust $1,364,600.00 7/25/08
In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must
have an amendment to each expiring Letter of Credit well in advance, extending the term for a
one-year period from the expiration date. Will you please forward us the amendment promptly.
Very truly yours,
/Z. du�
Michele R. Lipe
Assistant Director of Planning
MRL/bmm
PRE CONSTRUCTION MEETING SIGN IN SHEET
NAME-----------------------------------
_COMPANY ADDRESS TELEPHONE #
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SOWN SC
So R•co 11�� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
�O March 29, 2007 TELEPHONE(860) 644-2511
CERTIFIED MAIL 7004 1160 0007 4128 0894
Design Professionals
Mr. Peter DeMallie
425 Sullivan Avenue
South Windsor, CT 06074
Dear Mr. DeMallie:
Re:Appl. 06-06P Aldi Distribution Center Site Plan
We are pleased to advise you that the Planning &Zoning Commission voted on March 27, 2007 to approve with
modifications, application #06-60P Aldi Distribution Center Site Plan request for a 500,000 sf distribution facility for
property located at 295 Rye Street,I Zone as shown on plans by-Design Professionals,Job No 2282,dated 2-2-07
as revised.
This approval is subject to the following modifications.
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 bonds in the amount of$100,000 for construction of stormwater controls including the
detention basin, $40,000 for wetland and mitigation plantings,and $60,000 for erosion and sedimentation
control. -
4. A landscape bond in the amount of$50,000 is required and must be submitted prior to filing of mylars.
S. All bonds must be in one of the forms described in the enclosed Bond Policy.
6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning
Regulations.
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 the State Traffic Commission certificate 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. All free standing signs and/or building signs require the issuance of a sign permit before they are erected.
13. The supplemental evergreen plantings along the northern boundary line,as shown on sheet L3,dated 3/12/07
and submitted at the public hearing on 2/27/07, must be incorporated into the final landscaping plan.
14. The Town Engineer's review comments dated March 20, 2007, and March 27, 2007, must be addressed to the
Town Engineer's satisfaction.
15. Tractor-trailer trucks are not allowed to turn left from the site onto Rye Street. A pork chop island must be
installed at the exit to channel tractor-trailer trucks to the right,with a narrow passenger vehicle lane that
allows passenger vehicles to turn left. Both the entrance median island and the pork chop island must be
raised.The radius on the east side of the driveway entrance at Rye Street must be reduced to 50 feet. Signage
must be installed to prohibit left turns by trucks.The final driveway design is subject to the Town Engineer's
approval.
16. All notes referring to construction"by others"must be removed from the off-site street improvement plans.All
road construction plans and specifications must be designed and constructed in accordance with the Public
Improvement Specifications of the Town of South Windsor and are subject to the approval of the Town
Engineer and the Director of Public Works.The Director of Public Works shall make the final decision on any
road design issues,and his decision shall be binding.
17. Rye Street must remain open to at least one lane of traffic, alternating directions, during road reconstruction.
18. A waiver is hereby granted to allow 30-foot and 35-foot light poles as shown on the approved site plan.
Outside lighting must be dimmed after 9:00 p.m.within the employee parking area and driveway.
19. A waiver of 287 parking spaces is hereby granted to allow 151 parking spaces.
20. The water tower is limited to maximum twenty(20)feet height.
21. No air horns shall be used on the site.
Black and white transparent mylars of Sheets #I1, PI-PS with the above modifications, together with three
blueprint copies of the plans must be submitted to this Commission to be stamped and signed. After the mylars
have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk.
Very truly yours,
I
Patrick Kennedy, Chairman
Planning and Zoning Commission
Enclosures
cc: Town Engineer
Chief Building Official
Assessor
Superintendent of Pollution Control
Fire Marshal
Board of Education
STATE OF CONN ECTICUT MEMBERS .
STATE TRAFFIC COMMISSION Commissioner of Transportation
DEPARTMENT OF TRANSPORTATION
2800 BERLIN TURNPIKE,P.O.BOX 317546 Commissioner of Public Safety
RE E IVF,-.€) NEWINGTON, CT 06 1 3 1-7546 Commissioner of Motor Vehicles
Phone: (860)594-3020
Fax: (860)594-2377
APR 1 d 2008 April 15, 2008
SOUTH WINDSOR PLANNING DEPT
Mr. Bruce Persohn
Vice President
ALDI, Inc.
828 Sullivan Avenue
P.O. Box 699
South Windsor, CT 06074
Dear Mr. Persohn:
Subject: Town of South Windsor
ALDI, Inc:
We have been advised that a bond has been posted with the Department of
Transportation's District 1 Office and with the Town of South Windsor for the above
development, and a copy of the recorded Traffic Investigation Report has been forwarded
to us. We have also received confirmation that the drainage easements/right-of-way along
Rye Street have been secured for the Town of South Windsor. In accordance .with Condition
Nos. 15, 16, 18, 19 and 20 of Traffic Investigation Report No. 132-0703-01, approved at the
July 17, 2007 meeting of the State Traffic Commission (STC) , enclosed is Certificate No.
903-A.
The Certificate will expire two (2) years from the approval date of the aforementioned
report unless all conditions and requirements are complied with within that period or
permission is requested and obtained from the STC to extend the expiration date. An
encroachment permit must be obtained from the Department of Transportation's District 1 Office
at 1107 Cromwell Avenue, Rocky Hill, CT 06067, (860)258-4544, prior to performing any work
within the state highway right-of-way. An encroachment permit will not be issued until the
Certificate has been filed on the land records to satisfy the remainder of Condition No. 20;
the STC Office has been provided with evidence of recording (i.e. copy of the recorded
Certificate) , and the District Office has reviewed and approved detailed construction plans
for the work in the state highway right-of-way.
Operation of any portion of the expansion of the facility is prohibited until all
conditions of the Certificate have been satisfied, unless permission to do so has been granted
by the STC. The STC will consider a request for a partial opening of the development without
full compliance with the certificate requirements only if the request and supporting data are
received sixty (60) days prior to the anticipated partial opening date.
Very
e truly yours,
,,
ih
Robbin L. Cabelus
Executive Director
Enclosures
cc: Lieutenant Richard A. Bond
Mr. Christopher J. Dougan - Please see Paragraph No. 3. Please return the enclosed
check list to confirm completion of certificate requirements on town roadways. Please
confirm completion of other certificate requirements prior to the issuance of any
certificates of occupancy by calling the STC Office at (860)594-3020.
_Planning and Zoning Commission
Mr. James G. Bubaris, P.E.
Mr. Lyle Wray
STATE OF CONN ECTICUT MEMBERS
STATE TRAFFIC COMMISSION Commissioner of Transportation
DEPARTMENT OF TRANSPORTATION
2800 BERLIN TURNPIKE,P.O.BOX 317546
Commissioner of Public Safety
NEWINGTON,CT 06131-7546 Commissioner of Motor
Phone: (860)594-3020
Fax: (860) 594-2377
CERTIFICATE NO. 903-A
STC NO. 132-0703-01
APPROVED July 17, 2007
EXPIRES July 16, 2009
ISSUED TO: ALDI, Inc.
828 Sullivan Avenue
P.O. Box 699
South Windsor, CT 06074
FOR: ALDI, Inc.
Route 194
Town of South Windsor
pursuant to Section 14-311 of the General Statutes
of Connecticut, as revised, and the Regulations
of the State Traffic Commission.
The applicant is hereby ordered to comply with the conditions and requirements
as set forth in the attached report and plan(s) . Failure to comply with all
conditions and requirements will constitute sufficient basis for revocation of
the Certificate.
NO PERSON SHALL OPERATE THE DEVELOPMENT OR ANY PORTION THEREOF UNTIL SUCH TIME
AS THE APPLICANT HAS COMPLIED WITH THE ABOVE UNLESS PERMISSION HAS BEEN
REQUESTED AND RECEIVED FROM THE STATE TRAFFIC COMMISSION TO OPERATE PRIOR TO
COMPLETION OF THE CONDITIONS AND REQUIREMENTS.
THIS CERTIFICATE WILL EXPIRE TWO (2) YEARS FROM THE APPROVAL DATE OF THE
ATTACHED REPORT UNLESS ALL CONDITIONS AND REQUIREMENTS ARE COMPLIED WITH WITHIN
THAT PERIOD OR PERMISSION IS REQUESTED AND OBTAINED FROM THE STATE TRAFFIC
COMMISSION TO EXTEND THE EXPIRATION DATE.
Upon due notice from this Commission, this Certificate may be reviewed and
modified or revoked in the interest of public safety.
A& t,
Robbin L. Cabelus
Executive Director
Date: April 15, 2008
TRA-10 REV 12106
Report By: MRS Date: 06/07 STATE OF CONNECTICUT STC No: 132-0703-01
DEPARTMENT OF TRANSPORTATION
Checked By: PJC Date: 06/07 TRAFFIC INVESTIGATION Loc. No:
Recommended By: Ak STATE
TO THE Approved By STC
TRAFFIC COMMISSION
See Previous Traffic Investigation Report No.
Town of South Windsor JUL 1 7
Date:
Requested By: Location: ALDI, Inc.
James G. Bubaris, P.E. Route 194(Sullivan Avenue)and
Rye Street
How Requested: Certificate Application ri
Date: March 8,2007
EXECUTIVE DIRECTOR
Recommendation(s):
In accordance with Section 14-311 of the Connecticut General Statutes, as revised, it is recommended
that the State Traffic Commission (STC) issue a certificate to ALDI, Inc. for a 482,685 square-foot gross
floor area distribution center with 151 parking spaces, located on Rye Street in the Town of South
Windsor stating that the operation thereof will not imperil the safety of the public based on the following
conditions:
The conditions are based on and referenced to the following plans prepared by Design Professionals
entitled:
A. "Overall Site Plan, Aldi Distribution Facility, 295 Rye Street, South Windsor, Connecticut,"
Sheet 01/01, dated March 28,2007.
B. "Signage and Striping Plan, Proposed Rye/Sullivan Intersection, Aldi Distribution Facility,
295 Rye Street, South Windsor, Connecticut," Sheet SS1/SSl, dated January 25, 2007,
revised May 18, 2007.
C. "Signage and Striping Plan, Rye Street, Aldi Distribution Facility, 295 Rye Street, South
Windsor, Connecticut," Sheet RS 1/RS2,dated January 24,2007,revised May 18,2007.
D. "Signage and Striping Plan, Rye Street, Aldi Distribution Facility, 295 Rye Street, South
Windsor,Connecticut,"Sheet RS2/RS2,dated January 24,2007,revised July 5,2007.
E. "Sightline Plan, Proposed Rye/Sullivan Intersection, Aldi Distribution Facility, 295 Rye
Street, South Windsor, Connecticut," Sheet SL2/SL3,dated May 15,2007.
F. "Sightline Plan, Proposed Rye/Sullivan Intersection, Aldi Distribution Facility, 295 Rye
Street, South Windsor, Connecticut," Sheet SL3/SL3, dated May 15, 2007, revised July 5,
2007
1. That the site driveway on Rye Street be constructed in substantial conformance with the
referenced plans.
2. That Route 194 and Rye Street be widened in substantial conformance with the referenced
plans.
1
i
Town of South Windsor
ALDI,Inc.
Route 194 (Sullivan Avenue) and Rye Street
Traffic Investigation Report No. 132-0703-01
3. That approach grades of the driveways and Town roads along Route 194 affected by the
roadway widening noted in this report meet Department of Transportation standards for
intersecting streets or not be increased.
4. That all roadway and drainage improvements within the State highway right-of-way be
subject to review by the Department of Transportation and all their requirements including
those pertaining to maintenance and protection of traffic be satisfied prior to the issuance of a
permit for work within the highway right-of-way.
5. That Route 194 be overlaid within the limits of the widening. The extent of the overlay is to
be determined by the Department of Transportation's District 1 Office.
6. That all conflicting pavement markings in the area of roadway work be eradicated to the
satisfaction of the Department of Transportation.
7. That all work on roadways that are owned and maintained by the Town of South Windsor be
performed in conformance with the standards and specifications of the Town.
8. That any cutting, removal or pruning of trees, shrubbery or vegetation situated partially or
wholly within the limits of the State highway right-of-way be in accordance with Department
of Transportation Regulations.
9. That intersection sight distance of Rye Street and the intersection sight distances of the
driveways along Route 194 affected by the roadway widening, be provided as shown on the
referenced plans.
10. That the intersection sight distances of the site driveway and the intersection sight distance of
the driveway along Rye Street affected by roadway widening noted in this report,be provided
as shown on the referenced plans.
11. That a traffic signal be installed on Route 194 at Rye Street.
12. That signs and pavement markings on Route 194, Rye Street and within the site driveway be
installed and maintained in substantial conformance with the referenced plans, and in
accordance with the "Manual on Uniform Traffic Control Devices,"latest edition.
13. That all pavement markings installed on State roads be of epoxy material, or of a material as
directed by the Department of Transportation.
14. That all utility relocations in the State highway right-of-way be at no cost to the State and in
accordance with"A Policy on the Accommodations of Utilities on Highway Rights-of-Way."
15. That property on Rye Street be deeded for highway purposes, to the Town of South Windsor,
at no cost, as indicated on the referenced plans prior to the issuance of a certificate.
2
Town of South Windsor
ALDI,Inc. -Rye Street
Traffic Investigation Report No. 132-0703-01
16. That appropriate drainage easements on Rye Street be secured for the Town of South
Windsor, at no cost,prior to the issuance of a certificate.
17. That an encroachment permit be obtained from the Department of Transportation's District 1
Office prior to performing any work within the State highway right-of-way. The permit forms
must include the applicable detailed construction plans.
18. That prior to the issuance of a Certificate, a bond be posted and maintained in the amount of
$862,000 to cover the costs of satisfying the conditions of this report. Upon submission of
the final design plans, the dollar amount of this bond may be adjusted either upward or
downward during the encroachment permit review process.
19. That prior to the issuance of a Certificate, a bond be posted and maintained with the Town of
South Windsor to cover the costs of the work required on Rye Street.
20. That prior to the issuance of a Certificate, a copy of this report be recorded on the municipal
land records in accordance with the attached procedure. A copy of the Certificate shall be
recorded on the land records upon issuance.
21. That the STC reserves the right to require additional improvements or changes, as deemed
necessary, due to the development's traffic in the future. The cost of any additional
improvements or changes shall be borne by the owner of the development.
Mr. James G. Bubaris, P.E., the applicant's authorized representative, concurred with the above
recommendations on July 9, 2007.
Police Commander Thomas Hart, representing Chief Gary K. Tyler, the Legal Traffic Authority for
the Town of South Windsor, concurred with the above recommendations on July 9,2007.
1
3
Report of Findings
Town of South Windsor-ALDI,Inc.
Route 194(Sullivan Avenue)and Rye Street
1 Traffic Investigation Report No. 132-0703-01
Site:
The proposed development is a 482,685 square-foot distribution center with 151 parking spaces
located on the north side of Rye Street approximately 2,300 feet north of Route 194 (Sullivan Avenue).
The facility will consist of a truck distribution center with associated loading docks, offices and truck
storage. Access will be provided via a single median divided stop controlled driveway on Rye Street.
Generated Traffic:
The development is expected to generate 256 trips during the morning peak hour (210 entering, 46
exiting) and 235 trips during the afternoon peak hour (59 entering, 176 exiting). The site is expected to
generate 240 truck trips per workday. The Bureau of Policy and Planning has reviewed and approved the
submitted volumes.
Division of Traffic Engineering Comments:
To accommodate the additional traffic generated by the development, particularly large trucks, the
applicant has proposed the widening of Route 194 and Rye Street to provide an eastbound left-turn lane,
revise the intersection's geometry to adequately accommodate turning movements by tractor-trailers as
well as provide signalization. To accomplish the improvements to the town leg of the intersection, the
applicant is acquiring property and drainage easements along the west side of Rye Street just north of
Route 194. The widening will also require relocation of several utility poles along Route 194. The
applicant's engineer has provided traffic count projections and analysis indicating that traffic volume
warrants for signalization of the intersection are satisfied.
In addition to the above, the applicant is proposing a widening of Rye Street at the site driveway to
provide a left-turn lane on the northbound approach.
The planning and zoning approval by the Town of South Windsor required site driveway geometry
that will restrict exiting trucks to right turns onto Rye Street, thereby directing site truck traffic to Route
194.
Conclusion•
The roadway improvements recommended in this report should adequately accommodate site traffic
added to Rye Street and Route 194 and are acceptable to the Department and the Town of South Windsor.
i
4
.......
3
SITE
East Windsor
Hill
In.
two
h
Exhibit 1
Location Map
Proposed Distribution Center
South Windsor, Connecticut
Buhans
��:Traffi James G. Bubaris P. E.
A S S O C I A T E S '
Principal
Planning Engineering Design
May 23, 2006
Mr. Brian T. King, Principal
A.M. King Construction Company RECEIVED
2115 Rexford Road, Suite 314
' Charlotte, NC 28211 DEL 0 1 2006
RE: SITE TRAFFIC EVALUATION STUDY SOUTH WINDSOR PLANNING DEPT.
' PROPOSED DISTRIBUTION CENTER
RYE STREET, NORTH SIDE,WEST OF TROY ROAD
SOUTH WINDSOR, CONNECTICUT
Dear Mr. King:
Reference is made to the proposal to develop a 500,000 square-foot distribution
center on the parcel of land located on the north side of Rye Street, west of Troy
Road, in the Town of South Windsor, Connecticut.
Introduction
The parcel of land located on the north side of Rye Street west of Troy Road and
will consist of a truck distribution center with a building area of about 500,000
square feet and a parking area to serve about 240 vehicles. Access and egress
' for this development will be provided via a new site drive intersecting the north
side of Rye Street.
' Section 13-311 of the Connecticut General Statutes stipulates that all
developments that either abut or materially impact a State highway, and that
have development parameters that either exceed 100,000 square feet of building
' area or 200 parking spaces, require the issuance of a Certificate of Operations
from the State Traffic Commission (STC).
' Although the subject development does not directly abut a State highway, its
site-generated traffic will directly impact Sullivan Avenue (Connecticut Route
194) to the south, and its development parameters of 500,000 SF of building
' area and 240 parking spaces exceed the STC thresholds. Therefore, as part of
the review and approval process for this development, a Certificate Application,
' with the required supporting data, will need to be submitted to the State Traffic
Commission for its review and approval.
Plans are to begin construction of this development in 2007 and to have it fully
developed and occupied by 2008, or 2 years from now.
288 Highland Avenue • Cheshire, CT 06410 • Telephone: 203-272-0400 • Fax: 203-272-5655
•bubaris.trafficasbcglobal.nat•
! 2
1
Background Conditions
' Given the nature of this development and the manner in which it will interface
with the surrounding roadway network, the selected study area for the proposed
development consists of the following intersections shown in the location map
' included as Exhibit 1 of the Appendix:
• U.S. Route 5 (John Fitch Boulevard) at Route 194 (Sullivan Avenue): This is
' a 4-way, signalized intersection with Route 5 running north-south, Sullivan
Avenue as the west leg, and Route 194 (Sullivan Avenue) as the east leg.
The Route 5 northbound approach is four lanes wide, with one left turn lane,
' two through lanes, and a right turn lane. The Route 5 southbound approach
is four lanes wide, with two left turn lanes, a through lane, and a combination
through and right turn lane. The Sullivan Avenue eastbound approach is one
' lane wide. The Route 194 (Sullivan Avenue) westbound approach is three
lanes wide, with one left turn lane, one combination left turn and through
lane, and one right turn lane. The traffic signal is part of an interconnected
' signal system operating along U.S. Route 5 to provide synchronized signal
operation along the corridor. The traffic signal at this intersection provides
four vehicular phases. The first phase is a northbound/southbound phase on
Route 5 to move the left turns onto both legs of Sullivan Avenue. The second
I!
phase moves all the through and right turn movements from the northbound
and southbound approaches of Route 5. The third phase moves the Route
194 (Sullivan Avenue) westbound approach which has a double left turn
movement onto Route 5. The fourth phase moves the Sullivan Avenue
eastbound approach. All approaches are vehicular-actuated.
' • Route 194 Sullivan Avenue at Commerce Wa . This is a 3-way,
unsignalized intersection with Sullivan Avenue running east-west and
' Commerce Way as the north leg. The Sullivan Avenue eastbound approach
is two lanes wide, with one lane for left turns, and the other lane for through
movements. The Sullivan Avenue westbound approach is two lanes wide,
with one lane for through movements, and the other lane for right turns. The
Commerce Way southbound approach is one lane wide and is controlled by a
' Stop sign.
• Route 194 (Sullivan Avenue) at RyeStreet: This is a 3-way, unsignalized
' intersection with Sullivan Avenue running east-west and Rye Street
intersecting at a skew as the north leg. Both the Sullivan Avenue eastbound
and westbound approaches are one lane wide, as is the Rye Street
' southbound approach to the intersection. The Rye Street approach is
controlled by a Stop sign.
' 3
' Rye Street at Commerce Way: This is a 3-way, unsignalized intersection with
Rye Street running north-south and Commerce Way as the west leg. Both
' the Rye Street northbound and southbound approaches are one lane wide,
as is the Commerce Way eastbound approach to the intersection. The
Commerce Way eastbound approach is controlled by a Stop sign.
' Rye Street at Proposed Site Drive: This will be a 3-way, unsignalized
intersection with Rye Street running north-south and the proposed site drive
' as the west leg. Both the Rye Street northbound and southbound
approaches will be one lane wide, and the proposed site drive will have a
one-lane wide exiting eastbound approach controlled by a Stop sign.
• Rye Street at Troy Road: This is a 3-way, unsignalized intersection with Rye
Street running north-south and Troy Road as the east leg. Both the Rye
' Street northbound and southbound approaches are one lane wide, as is the
Rye Street westbound approach to the intersection. The Troy Road
westbound approach is controlled by a Stop sign.
' Route 194 (Sullivan Avenue) at Troy Road: This is a 3-way, signalized
intersection with Sullivan Avenue running east-west and Troy Road as the
' north leg. The Sullivan Avenue eastbound approach is two lanes wide, with
one left turn lane and one through lane. The Sullivan Avenue westbound
approach is one lane wide and serves as a combination through and right
' turn lane. The Troy Road southbound approach is one lane wide for both left
turns and right turns. The traffic signal provides three vehicular phases. The
first phase is an eastbound advance to allow Sullivan Avenue left-turning
' traffic an opportunity to turn onto Troy Road. The second phase moves all
movements eastbound and westbound on Sullivan Avenue. The third phase
moves Troy Road southbound approach traffic onto Sullivan Avenue. All
' approaches are vehicular-actuated.
Background Traffic Volumes
' A review was made of information provided b p y the Connecticut Department of
Transportation (ConnDOT) to determine the latest recorded traffic volumes on
roadways within the defined study area as shown on the next page in Table 1 for
2004.
Manual turning movement counts were conducted at all of the existing study
intersections in early-April 2006 for the purpose of developing background traffic
volume and traffic distribution estimates.
4
' Table 1
Summary of Traffic Volumes
' ConnDOT, 2004
Roadway AM Peak PM Peak Average
' Segment Hour Hour Daily
U.S. Route 5 north of Sullivan Avenue: 1,400 1,650 16,500
U.S. Route 5 south of Sullivan Avenue: 1,400 1,500 15,600
Sullivan Avenue west of U.S. Route 5: 92 150 1,700
' Sullivan Avenue east of U.S. Route 5: 950 1,275 13,500
Sullivan Avenue east of Rye Street: 850 950 10,300
' Sullivan Avenue west of Troy Road: 650 1,050 11,200
Sullivan Avenue east of Troy Road: 962 1,244 13,100
Please refer to Exhibits 2 and 3 of the Appendix that represent the existing 2006
weekday commuter am and pm peak hour traffic volumes derived from the
foregoing traffic counting exercise.
Please refer to Exhibits 4 and 5 of the Appendix that represent the background
2008 weekday commuter am and pm peak hour traffic volumes when it is
anticipated that the proposed development will be fully occupied. Exhibits 4 and
5 were developed by applying a 2 percent per year expansion factor to the
existing traffic volumes shown in Exhibits 2 and 3 for two years, or expanded-by
a factor of 1.04 (i.e., a 4 percent increase over existing 2006 levels).
Additionally, following a discussion with the Town Director of Planning and the
Town Engineer, the site-generated traffic volumes associated with the approved,
but yet to be developed, South Windsor Technologies Center, were also added
to the 2008 background traffic volumes under the assumption that this
development will be fully occupied by 2008. The South Windsor Technologies
Center is approved to be developed on the parcel of land located to the south of
' the existing termini of Patria Road and Schweir Road, south of Sullivan Avenue,
to be subdivided to allow the development of a series of office, warehousing, and
light-industrial buildings within an industrial park setting. In total, it is estimated
' that the total development will consist of 200,000 square feet of building area
and 305 parking spaces.
III '
I '
I
' 5
' Please refer to Exhibits 6 and 7 of the Appendix that represent the background
2008 weekday commuter am and pm peak hour traffic volumes with the inclusion
of the site-generated traffic volumes associated with the South Windsor
Technologies Center. Exhibits 6 and 7 were derived by adding the site-generated
am and pm peak hour traffic volumes for the South Windsor Technologies
' Center to the 2008 weekday commuter am and pm peak hour traffic volumes
shown in Exhibits 4 and 5.
Site-Generated Traffic
For the purpose of estimating site-generated traffic volumes associated with the
' subject development, we compared two available sources to develop estimates,
and then used the higher of the two estimates to provide a conservative, high-side
analysis.
' The first source was the trip generation data made available for this purpose, by
land use, in Trip Generation Report, by the Institute of Transportation Engineers
(ITE), seventh edition, 2003. Please refer to Exhibit 8 of the Appendix that
summarizes the trip generation calculations that were made utilizing ITE Land Use
Code #150 for warehousing facilities (based on building area) which is the closest
' land-use to the one proposed. A trip is defined as a one-way vehicular movement
traveling either to or from the proposed development.
' The second source was based on the client's data showing the intended use of the
facility in the way of employees, supply trucks and shipping trucks traveling to and
from the site. A total of 120 employees, 60 supply trucks and 60 shipping trucks
are proposed to travel to and from the site on a daily basis.
Please refer to Table 2 on the next page which summarizes both the ITE and the
' client's data which, when compared, are relatively the same, with one having a
higher am estimate and the other having a higher pm estimate. To provide a
conservative analysis, the higher of each was used, showing a weekday am peak
' hour estimate of 260 vehicles per hour and a weekday pm peak hour estimate of
240 vehicles per hour.
For the purpose of estimating the likely distribution of site-generated traffic for
the subject development, we utilized the journey-to-work data that is made
available from the document entitled Connecticut Town Profiles published by the
' Connecticut Department of Economic and Community Development (CDECD). It
has been assumed that employees of the proposed facility, which constitute the
highest segment of site-generated traffic during the weekday commuter peak
' periods, will continue to follow the same journey-to-work trends as currently exist
and are documented in the aforementioned CDECD source.
TABLE 2
SUMMARY OF TRIP GENERATION CALCULATIONS
PROPOSED DISTRIBUTION CENTER
RYE STREET
SOUTH WINDSOR, CONNECTICUT
USE OF ITE DATA CLIENT'S DATA DATA
WAREHOUSE SUPPLY SHIPPING USED
ITE CODE#150 EMPLOYEES TRUCKS TRUCKS FOR
(500,000 SF) (120) (60) (60) TOTALS STUDY
AM PEAK IN 214 120 60 --- 180 214
HOUR OUT 47 0 60 = 60 47
TOTAL 260 120 120 0 240 260
PM PEAK IN 58 0 - 60 60 60
HOUR OUT 174 120 _ 60 180 180
TOTAL 233 120 0 120 240 240
BUBARIS TRAFFIC ASSOCIATES
/ ( MAY 2006
6
iPlease refer to Table 3 below and Table 4 on the next page that summarize the
journey-to-work data and provides an estimate on how these journeys, or trips in
traveling to and from the subject development, will be distributed on the
' surrounding roadway network.
' Please refer to Exhibit 9 of the Appendix for a graphical representation of these
distributions as summarized below in Table 3.
Table 3
Summary of Site-Generated Traffic Distributions
' To and from the north via Route 5: 6%
To and from the north via Rye Street: 2%
To and from the east via Route 194: 58%
' To and from the south via Route 5: 34%
' Please refer to Exhibits 10 and 11 of the Appendix that represent the site-
generated traffic volumes that can be expected during the weekday am and pm
commuter peaks by 2008 with the proposed development in place. Exhibits 10
' and 11 were developed by multiplying the site-generated traffic volumes shown
in Table 2 on the previous page, by the site-generated traffic distributions shown
in Exhibit 9 of the Appendix and Table 3 above.
Operations Analysis
2006 existing weekday am and pm commuter peak analyses, representing
existing conditions, are based on the peak hour traffic volumes shown as
Exhibits 2 and 3 of the Appendix.
2008 background (no-build) weekday am and pm commuter peak analyses,
representing no-build conditions in the year when the proposed development is
expected to open for use, are based on the peak hour traffic volumes shown as
Exhibits 6 and 7 of the Appendix.
' 2008 combined (build) weekday am and pm commuter peak analyses,
representing conditions when the proposed development is expected to be open
for use, are based on the peak hour traffic volumes shown as Exhibits 12 and 13
of the Appendix. Exhibits 12 and 13 were developed by combining the
background (no-build) peak hour traffic volumes from Exhibits 6 and 7 with the
site-generated traffic volumes from Exhibits 10 and 11.
TABLE 4
JOURNEY TO WORK DATA FROM 2000 CENSUS
SOUTH WINDSOR EMPLOYMENT
JOURNEY-TO-WORK DATA
TO/FROM TO/FROM TO/FROM
PERCENT EAST SOUTH NORTH
NUMBER OF OF VIA VIA VIA
FROM DESTINATION VEHICLES TOTAL ROUTE 194 ROUTE 5 ROUTE 5
SOUTH WINDSOR SOUTH WINDSOR 2327 32.2% 24.0% 8.2%
VERNON SOUTH WINDSOR 591 8.2% 8.2%
EAST HARTFORD SOUTH WINDSOR 793 11.0% 11.0%
MANCHESTER SOUTH WINDSOR 931 12.9% 12.9%
HARTFORD SOUTH WINDSOR 605 8.4% 4.2% 4.2%
ENFIELD SOUTH WINDSOR 606 8.4% 8.4%
WEST HARTFORD SOUTH WINDSOR 312 4.3% 4.3%
EAST WINDSOR SOUTH WINDSOR 354 4.9% 4.9%
ELLINGTON SOUTH WINDSOR 410 5.7% 2.8% 2.9%
GLASTONBURY SOUTH WINDSOR 295 4.1% 2.0% 2.1%
TOTAL 7224 100.0% 58.4% 33.9% 7.8%
CALL: 5$% 34.0% 8.0%
SOURCE: "CONNECTICUT TOWN PROFILES"BY STATE OF CONNECTICUT
DEPARTMENT OF ECONOMIC AND COMMUNITY DEVELOPMENT,2005
Bubaris Traffic Associates
May 2006
7
' Intersection operational analyses were performed for the study intersections
utilizing the methodology described in the latest edition of Highway Capacity
Manual, Special Report 209, Transportation Research Board, 1985, updated to
' 2000. Application of this methodology was facilitated by use of Synchro Analysis
Software, developed by the Trafficware Corporation, Version 7, 2004.
Operational analyses are utilized to determine a Level of Service (LOS) for a
given intersection operating under either signalized or unsignalized control.
In the case of signalized intersections similar to the signalized intersections
along Route 194 including Route 5, Level of Service (LOS) is defined in terms of
control delay, which is a measure of driver discomfort, frustration, increased fuel
consumption, and lost of travel time. The delay experienced by a motorist is
comprised of a number of factors that relate to control, geometric, traffic, and
incidents. Total delay is the difference between the travel time actually
' experienced and the reference travel time that would result during base
conditions in the absence of traffic control, geometric delay, any incidents, and
any other vehicles. Specifically, LOS criteria for traffic signals are stated in terms
of the average control delay per vehicle, typically for a 15-minute analysis period.
Delay is a complex measure and depends on a number of variables, including
the quality of progression, the cycle length, the green ratio, and the volume-to-
capacity (v/c) ratio for the lane group. In the case of signalized intersections, the
Level of Service for each approach is computed, and an overall Level of Service
for the entire intersection is determined. In today's environment, Levels of
' Service C to D are considered acceptable, and Levels of Service A to B are
seldom achieved at signalized intersections. Please refer to Exhibit 14 in the
Appendix, which provides details on the definitions of Levels of Service for
signalized intersections.
In the case of unsignalized intersections similar to the intersections along Rye
Street including the proposed site drive intersection, Level of Service (LOS) is
defined in terms of the average control delay for the approach or movement
evaluated. Control delay involves movements at slower speeds and stops on
intersection approaches as vehicles move up in the queue or slow down
upstream of an intersection. The delay experienced by a motorist is comprised of
factors that relate to control, geometrics, traffic, and incidents. Total delay is the
' difference between the travel time actually experienced and the reference time
that would result during base conditions in the absence of incident, control,
traffic, or geometric delay. Control delay includes initial deceleration delay,
' queue move-up time, stopped delay, and final acceleration delay. At two-way
stop-controlled and all-way stop-controlled intersections, control delay is the total
elapsed time from a vehicle joining the queue until its departure from the stopped
' position at the head of the queue. The control delay also includes the time
required to decelerate to a stop and to accelerate to the free-flow speed. Level
of Service for a one-way or two-way stop-controlled intersection is determined by
1 8
r
' the computed or measured control delay and is defined for each minor
movement. LOS for a one-way or two-way stop-controlled intersection is not
' defined for the intersection as a whole. In today's environment, Levels of
Service D to F are common and are often experienced on minor street
approaches to major streets carrying relatively high traffic volumes. Please refer
to Exhibit 15 in the Appendix, which provides details on the definitions of Levels
of Service for unsignalized intersections.
The results of the operational analyses, which compare 2006 existing, 2008
background (no-build), and 2008 combined (build) conditions, are summarized in
Table 5 on the next page of this study.
rThe computer-generated worksheets for these operational analyses are included
as Exhibits 16 through 23 of the Appendix as follows:
• Exhibit 16 —2006 Existing AM Peak
• Exhibit 17 —2006 Existing PM Peak
• Exhibit 18 —2008 Background AM Peak
• Exhibit 19 —2008 Background PM Peak
• Exhibit 20 —2008 Background AM Peak (with S.W. Technologies Center)
' Exhibit 21 —2008 Background PM Peak (with S.W. Technologies Center)
• Exhibit 22 —2008 Combined AM Peak
• Exhibit 23 —2008 Combined PM Peak
' A review of Table 5 shows that levels of service in the year 2008 when full
development is expected to be in place will remain at virtually the same levels as
' would otherwise exist without this development, with one exception.
' The signalized intersection of Route 5 at Sullivan Avenue/Route 194 will remain
at overall level of service C, which is an average level of service.
The signalized intersection of Sullivan Avenue at Troy Road will remain at overall
level of service B for the am peak, and change from overall level of service A to
B during the pm peak, which is a very good level of service.
' All but one of the unsignalized intersections within the defined study area,
including the proposed site drive intersection on Rye Street, will remain at levels
of service ranging from LOS A (considered very good) to LOS D (considered fair)
for the critical movements associated with unsignalized traffic control.
' The unsignalized intersection of Sullivan Avenue at Rye Street will experience
critical movement levels of service ranging from LOS A (considered very good)
on Sullivan Avenue to LOS F (considered poor) for the outbound movements
r
Table 5
' Summary of Operational Analyses
Proposed Distribution Center
Rye Street
South Windsor,Connecticut
ROUTE 5 AT ROUTE 194
20M 2008 2008 BACKGROUND 2008 COMBINED
EXISTING BACKGROUND WITH SW TECHNOLOGIES CENTER WITH SW TECHNOLOGIES CENTER
AM PM AM PM AM PM AM PM
EASTBOUND D D D D D D D -
D-WESTBOUND C C C C D C D C
NORTHBOUND B B B C B C B C
SOUTHBOUND C C D C D C D C
OVERALL C C C C C C C C
DELAY 30.1 23.3 31.3 24.2 31.5 24.2 32 27.9
' ROUTE 194 AT COMMERCE WAY
2006 2008 2008 BACKGROUND 2008 COMBINED
EXISTING BACKGROUND WITH SW TECHNOLOGIES CENTER WITH SW TECHNOLOGIES CENTER
AM PM AM PM AM PM AM PM
EASTBOUND A A A A A A A A
SOUTHBOUND C C C C C C D D
AVERAGE DELAY 1 1.7 1 1.8 1.1 1.9 1.1 2.1
ROUTE 194 AT RYE STREET 2008 COMBINED
2006 2008 2008 BACKGROUND 2008 COMBINED WITH SW TECHNOLOGIES CENTER
EXISTING BACKGROUND WITH SW TECHNOLOGIES CENTER WITH SW TECHNOLOGIES CENTER (SIGNALIZED)
AM PM AM PM AM PM
AM PM AM PM
EASTBOUND A A A A A A A A A B
WESTBOUND C B
SOUTHBOUND C C C C C D F F B C
OVERALL B B
AVERAGE DELAY 5.2 4.2 5.4 4.5 5.4 4.8 19.2 119.6 15.4 16.8
' RYE STREET AT COMMERCE WAY
2006 2008 2006 BACKGROUND 2008 COMBINED
EXISTING BACKGROUND WITH SW TECHNOLOGIES CENTER WITH SW TECHNOLOGIES CENTER
EASTBOUND AB B B B AB B AB B
NORTHBOUND A A A A A A A A
AVERAGE DELAY 0.6 0.9 0.6 0.9 0.6 0.9 0.6 0.9
RYE STREET AT SITE DRIVE
2006 2008 2008 BACKGROUND 2008 COMBINED
' -EXISTING BACKGROUND WITH SW TECHNOLOGIES CENTER WITH SW TECHNOLOGIES CENTER
AM
EASTBOUND I'M AM PM AM PM AM PM
NORTHBOUND - - - - B A
- - A A
AVERAGE DELAY - - - - - - 4 4.1
RYE STREET AT TROY ROAD
2006 2008 2008 BACKGROUND 2008 COMBINED
EXISTING BACKGROUND WITH SW TECHNOLOGIES CENTER WITH SW TECHNOLOGIES CENTER
AM PM AM I'M AM PM AM PM
WESTBOUND A B A B A B A B
SOUTHBOUND A A A A A A A A
AVERAGE DELAY 2.2 3 2.2 3 2.2 3 2.2 3
ROUTE 194 AT TROY STREET
2006 2008 2008 BACKGROUND 2008 COMBINED
EXISTING BACKGROUND WITH SW TECHNOLOGIES CENTER WITH SW TECHNOLOGIES CENTER
AM PM AM PM AM PM AM PM
EASTBOUND A A A A A A A A
WESTBOUND B B B B B B C B
SOUTHBOUND C C C C C C C C
OVERALL B A B A B A B B
AVERAGE DELAY 12.6 9.2 12.8 9.5 14.4 9.8 17.3 10.4
Bubaris hartic Associates
May 2006
9
r
from Rye Street. However, signalization of the Sullivan Avenue at Rye Street
intersection would achieve overall levels of service B for this intersection.
Therefore, the proposed development will not have an adverse impact on traffic
operations that would otherwise exist within the defined study area without the
subject development with the exception of the intersection of Sullivan Avenue at
Rye Street.
Sight Line Evaluation
Sight lines from the proposed site drive on Rye Street were evaluated utilizing
' the guidelines set forth by the Connecticut Department of Transportation. These
sight lines were measured from a viewing height of 3.5 feet above the proposed
site drive grade, to an object height of 3.5 feet above the major street grade in
either direction, from a viewing point 15 feet back of the nearside edge of
pavement of the major street.
Automatic traffic recorder measurements were conducted on Rye Street in the
vicinity of the proposed site drive to measure approaching traffic speeds by
direction on an hourly basis over a 48-hour period. A review of the tabular
summaries of these traffic speed measurements are included as Exhibit 24 of
the Appendix and summarized below in Table 6:
Table 6
Summary of Traffic Speed Measurements
Rye Street
Speed Parameter Northbou
nd Southbound
-Average Speed: 42 mph 42 mph
85 nPercentile Speed: 50 mph 49 mph
' Posted Speed Limit: 35 mph 35 mph
-Suggested Minimum Sight Distance: 555 feet 555 feet
Available Sight Distance: 700 feet 700 feet
Prevailing travel speeds (i.e., 85 thpercentile speeds) in the vicinity of the
proposed site drive on Rye Street were measured at 50 miles per hour
northbound and 49 miles per hour southbound suggesting sight line distances of
555 feet. Available sight lines were found to be 700 feet in either direction and
therefore found to be satisfactory.
10
Accident Experience
A review was made of the most recent three-year accident experience summary
for the subject study area as compiled by the Connecticut Department of
Transportation for the period from October 2002 through September 2005 and
summarized in Exhibit 25 of the Appendix.
A review of Exhibit 25 shows that all locations within the defined study area, with
the possible exception of Route 5 at Route 194, have experienced favorable
accident experiences, with no recurring problems requiring correction, or that
may be exacerbated by the proposed development.
The intersection of Route 194 at Rye Street showed only11 accidents during this
9
3-year period and only one accident for the entire length of Rye Street.
' Conclusions
It is the professional opinion of Bubaris Traffic Associates that the proposed
distribution facility, to be located on the north side of Rye Street west of Troy
Road with access/egress via one site drive on Rye Street, should not adversely
impact traffic operations on the surrounding roadway network in the year 2008
when full development of the parcel is expected to be completed and occupied.
The proposed development will consist of a 500,000 square-foot building with
240 parking spaces generating from 240 to 260 trips per hour during the
weekday am and pm peak commuter periods.
Operational analyses indicate that the proposed development will not alter the
satisfactory levels of service that would otherwise be in place without introduction
of site-generated traffic traveling to and from this site, with the exception of the
intersection of Sullivan Avenue at Rye Street.
Available sight lines from the one proposed access/egress point on Rye Street
are excellent.
The accident experience for the subject study area is satisfactory, with no
recurring problems that need to be corrected, or that may be exacerbated by the
proposed development.
11
Improvements in either geometrics or traffic control are not deemed necessary to
accommodate the site-generated traffic volumes to be added to the surrounding
roadway network by the proposed development, with the exception of the
possible signalization of the intersection of Sullivan Avenue at Rye Street
following a review of this project by the State Traffic Commission as part of its
Certificate Application approval process.
Very truly yours,
`',``,`►�ti►tONu�i„''''/'' BUBARIS TRAFFIC ASSOCIATES
No.9203 James G. Bubaris, P.E.
°90�..4�CENs�a. \��``�� Conn. Reg. No. 9203
SS/oNAJ���,. Principal
1
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Z
W
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SITE TRAFFIC EVALUATION STUDY
PROPOSED DISTRIBUTION CENTER
RYE STREET
SOUTH WINDSOR, CONNECTICUT
APPENDIX
TABLE OF CONTENTS
Exhibit 1 — Location Map
Exhibit 2 —2006 Existing AM Peak Hour Traffic Volumes
rExhibit 3 —2006 Existing PM Peak Hour Traffic Volumes
Exhibit 4 —2008 Background AM Peak Hour Traffic Volumes
Exhibit 5 —2008 Background
g d PM Peak Hour Traffic Volumes
Exhibit 6 —2008 Background AM Peak Hour Traffic Volumes
(With South Windsor Technologies Center)
Exhibit 7 —2008 Background PM Peak Hour Traffic Volumes
(With South Windsor Technologies Center)
Exhibit 8 —Summary of Trip Generation Calculations
Warehousing- ITE Code#150
tExhibit 9 — Site Generated Traffic Distributions
Exhibit 10—Site Generated AM Peak Hour Traffic Volumes
Exhibit 11 —Site Generated PM Peak Hour Traffic Volumes
Exhibit 12 —2008 Combined AM Peak Hour Traffic Volumes
Exhibit 13 —2008 Combined PM Peak Hour Traffic Volumes
(Continued)
(Continued)
Exhibit 14 — Definitions of Levels of Service
Signalized Intersections
Exhibit 15 — Definitions of Levels of Service
Unsignalized Intersections
Exhibit 16 —Operational Analysis Worksheets
2006 Existing AM Peak Hour Traffic
Exhibit 17— Operational Analysis Worksheets
2006 Existing PM Peak Hour Traffic
Exhibit 18 —Operational Analysis Worksheets
' 2008 Background AM Peak Hour Traffic
Exhibit 19 —Operational Analysis Worksheets
2008 Background PM Peak Hour Traffic
Exhibit 20 —Operational Analysis Worksheets
2008 Background AM Peak Hour Traffic
(With South Windsor Technologies Center)
Exhibit 21 —Operational Analysis Worksheets
2008 Background PM Peak Hour Traffic
(With South Windsor Technologies Center)
Exhibit 22 — Operational Analysis Worksheets
2008 Combined AM Peak Hour Traffic
(With South Windsor Technologies Center)
Exhibit 23 —Operational Analysis Worksheets
2008 Combined PM Peak Hour Traffic
(With South Windsor Technologies Center)
Exhibit 24 —Automatic Traffic Recorder Counts
Rye Street at Site Drive
Exhibit 25 — Summary of Accident Experience
'"7FgRRD MIDIILET.►ty////�/�///// , // '///////// '//�
g
} (y NI
4
i
East Windsor SITE
X�
Hill
N
a
Exhibit 1
Location Map
Proposed Distribution Center
South Windsor, Connecticut
m m m m = m m m m m
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYE STREET
259 77
16
1 6
, N
1 t
48 13
NOTE:DRAWING NOT TOO SCALE
TROYROAD
265
SITE
64
19 246
, 1
ROUTES
1OMMERCE 2
WAY 6 15 62
11 753 237 L 350 21 11 239 18 58 68
1 ♦— 26
329j 4 68a 461 ROUTE 194 602 ROUTE 194
24 18 I
♦ y,1► 44
16 1 32 59 __J 23 J
29 —+ 5 357 171 404 356 —► 289 —�
4
ROUTE 5
EXHIBIT 2 2006 EXISTING AM PEAK HOUR TRAFFIC VOLUMES
PROPOSED DISTRIBUTION CENTER
SOUTH WINDSOR, CT
RYE STREET
259 77
1 16
6 Tt
48 13
SITE 265 TROYROAD
NOTE:DRAWING NOT TOO SCALE
1
64
19 246
1
RO TE 5
r
2
6 15 62
11 753 237 350 21 11
1 26 239 18 ♦ 58 68
329 `--- 18 + L
l♦ 44
16 32 59
29 5 357 171 404 -► 356 23
4 289 -�
ROUTES
EXHIBIT 2
2006 EXISTING AM PEAK HOUR TRAFFIC VOLUMES
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYE STREET
76 43 t
1 �► 5
5
1
217 14
NOTE:DRAWING NOT TOO SCALE
TROYROAD
81
SITE
I
231
3 78
RO TE 5
MMERCE 19
WAY 9 1 212
4 387 304 1 297 76 15 78 19 27 76~ 40 �.
22`0 ( 10 23 � 123
366
25 I 27 yy� 190 --J 81 �J
51 5 610 303 631 456 568 -�
4
ROUTE 5
EXHIBIT 3 2006 EXISTING PM PEAK HOUR TRAFFIC VOLUMES
m m m m m � m ' M m � m ow' m m: m m
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYE STREET
1
264 79 L I 16
1y 6
N
r 1
49 13
NOTE:DRAWING NOT TOO SCALE
TROYROAD
270
SITE
65
19 251
RO TE 5 r
r
CE 2
6 15 63
11 768 242 L 357 21 11244 18 59 69
27
336 18 � it4::::
,�
-4 — J
16 r 33 -J 60 -JI' 23
30 5 364 174 412 363 295 -►
4
ROUTE 5
EXHIBIT 4 2008 BACKGROUND AM PEAK HOUR TRAFFIC VOLUMES
,� mom = `� M =1 m m m m m m m m =
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYESTREET
194 79 45 L I 5
ly 5 AA��
IY
226 15
NOTE:DRAWING NOT TOO SCALE
TROYROAD
l 84
SITE !' 1
f 1
240
3 81
RO TE 5
rWA
20 41
9 1 220
4 402 316 309 79 1681 20 28 79
42
1 229 24 128
26 `►__J 28 y_ J 198 84
53 5 634 315 656 474 -► 591 -►
4
ROUTES
EXHIBIT 5 2008 BACKGROUND PM PEAK HOUR TRAFFIC VOLUMES
<= m m = i M MI m m M EW = M
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYE STREET
264 79 L
16
♦I ly 6
N
1 t
49 13
NOTE:DRAWING NOT TO SCALE
TROYROAD
270
SITE f I
65
19 251
ROUTE 5
[24
RCE 2
Y 6 15 63
11 768 251 ♦ 359 21 11 244 18 59 69
1 27 I
349j � 4__ 18 y 45
O ROUTE 194
16 ♦ 1 4 - 33 -? 60 _? 23
30 -/ 5 364 234 481 432 314 -�
4
ROUTES
EXHIBIT 6 2008 BACKGROUND AM PEAK HOUR TRAFFIC VOLUMES (WITH SOUTH WINDSOR TECHNOLOGIES CENTER)
w w w �w w ww w w w w w w w w w w w w w
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYE STREET
79 45
94
Iy 5
N
T � t
226 15
NOTE:DRAWING NOT TOO SCALE
TROYROAD
I 84
SITE f I
240
3 81
ROUTE 5 T
[WA
RCE 20
9 1 220
4 402 318 � 309 79 1681 20 28 79
�-- 42
�Ir 229j 566 I 24 128
y5o6 ROUTE 194 402ROUTE J"
26 T 28 198 - 84
53 -11� 5 634 330 673 491 -♦ 674 --�
4
ROUTE 5
EXHIBIT 7 2008 BACKGROUND PM PEAK HOUR TRAFFIC VOLUMES (WITH SOUTH WINDSOR TECHNOLOGIES CENTER)
04/26/2006
' WAREHOUSING•
(2003)
' EXHIBIT 8
' SUMMARY OF TRIP GENERATION CALCULATIONS
' SOURCE: TRIP GENERATION REPORT,INSTITUTE OF TRANSPORTATION ENGINEERS,1997
LAND USE:WAREHOUSING-CODE#150
PROJECT: PROPOSED DISTRIBUTION CENTER
RYE STREET,SOUTH WINDSOR,CT
NUMBER OF 1,000'8 SQUARE FEET AREA: 500.000
' TOTAL
TIME PERIOD ITE TRIP GENERATION EQUATION TRIPS INBOUND OUTBOUND
' AVERAGE T=3.68(X)+350.27(X) 2190 1095 1095
WEEKDAY 50%INBOUND*50%OUTBOUND
PEAK HOUR LN M=0.71 LN(X)+1.15 260 214 47
7 TO 9 AM 82%INBOUND*18%OUTBOUND
' PEAK HOUR LN M=0.79 LN(X)+0.54 233 58 174
4 TO 6 PM 25%INBOUND*75%OUTBOUND
AM PEAK HOUR T=0.39(X)+63.12 258 152 106
' OF GENERATOR 59%INBOUND*41 %OUTBOUND
PM PEAK HOUR T=0.46(X) +53.12 283 23 260
OF GENERATOR 8%INBOUND*92%OUTBOUND
' AVERAGE T=1.22(X) 610 305 305
SATURDAY 50%INBOUND*50%OUTBOUND
' SATURDAY T=0.12(X) 60 38 22
PEAK HOUR 64%INBOUND*36%OUTBOUND
AVERAGE T-0.79(X) 395 198 198
SUNDAY 50%INBOUND*50%OUTBOUND
SUNDAY T=0.07(X) 35 18 17
' PEAK HOUR 52%INBOUND*48%OUTBOUND
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYESTREET
2% L
N
1 r'
(2%)
NOTE:DRAWING NOT TOO SCALE
TROYROAD
2%
� 1fim
XX EQUALS INBOUND VEHICLES
SITE
♦ (YY) EQUALS OUTBOUND VEHICLES
(2%) _J
(98%) 98%
(98%)
RO TE5 h
OMMERCE +
WAY 98%
8% ; (6%) (40%) (58%)
1 (34%) � t--+—(t4D%i j 1-- 58% I
♦ o
ROUTE 194
—� 34% 40% (58%)—�
ROUTE 5
EXHIBIT 9 SITE GENERATED TRAFFIC DISTRIBUTIONS
rr r rr r� rr �r r� rr r rr it rr r rr rr r r r r
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYESTREET
4
N
r �►
(1)
NOTE;DRAWING NOT TOO SCALE
TROYROAD
4
.� 1
XX EQUALS INBOUND VEHICLES
SITE t (YY) EQUALS OUTBOUND VEHICLES
(46) 210
(41)
RO TES
MMERCE
WAY 210
13 - (3) (19) (27)
1, (16) 124 I
I 86
-� 73 86 (27) -�
ROUTE5
EXHIBIT 10 SITE GENERATED AM PEAK HOUR TRAFFIC VOLUMES
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYESTREET
' L
1 �► �- N
r
(4)
NOTE:DRAWING NOT TOO SCALE
TROYROAD
NOTE
L 4].� 1
SITE xX EQUALS INBOUND VEHICLES
(4) 1 (YY) EQUALS OUTBOUND VEHICLES
(176) 59
(176)
RO TE 5 1
OMMREEYWA
59
4 L (11) (72) (104)
1 (61) � 44- (721 - j -- ROUTE 194L- 35 ` - t
Y
r 24
-� 20 24 (104) -�
ROUTE 5
EXHIBIT 11 SITE GENERATED PM PEAK HOUR TRAFFIC VOLUMES
r m m m m m m m m = m i m
PROPOSED DISTRIBUTION CENTER
SOUTH WINDSOR, CT
RYESTREEr
268 79
1 I ,6
ly 6 Tt
50
50 13
TROYROAD NOTE:DRAWING NOT TOO SCALE
4 270
SITE
46 210 65
19 297
RO TE5
MMERCE 2 �
Fr
WAY 6 15 273
11 1 768 264 362 21 11 263 45 27 59 69
365 24 142 I L
♦ l`1 45
16 33 -1 146 30 - 5 364 307 567 432 3 23
-�4
ROUTE 5
EXHIBIT 12 2008 COMBINED AM PEAK HOUR TRAFFIC VOLUMES (WITH SOUTH WINDSOR INDUSTRIAL PARK)
PROPOSED DISTRIBUTION CENTER SOUTH WINDSOR, CT
RYE STREET
1 80 45 94
+ 5
ly 5 N
230 15
NOTE:DRAWING NOT TOO SCALE
TROYROAD
1 84
SITE 1
4 --? '1 1
176 59 240
3 257
RO TE 5 41
t
MMERCE 20
WAY 9 1 279
4
4 402 322 L 320 79 16 153 124 28 79
1 /--- 42
290 10 59 L 128
- 4 R-"A 506 -ROUTE 19426 28 ---+
222 84 --Sy
53 5 634 350 697 -10, 491 -�4 776 -�
ROUTE 5
EXHIBIT 13 2008 COMBINED PM PEAK HOUR TRAFFIC VOLUMES (WITH SOUTH WINDSOR INDUSTRIAL PARK)
EXHIBIT 14
LEVEL OF SERVICE CRITERIA
SIGNALIZED INTERSECTIONS
SOURCE: HIGHWAY CAPACITY MANUAL (HCM) 2000
' TRANSPORTATION RESEARCH BOARD (1)
Level of Service for signalized intersections is defined in terms of control
' delay, which is a measure of driver discomfort, frustration, increased fuel
consumption, and lost travel time. The delay experienced by a motorist is
comprised of a number of factors that relate to control, geometric, traffic, and
' incidents. Total delay is the difference between the travel time actually
experienced and the reference travel time that would result during base
conditions in the absence of traffic control, geometric delay, any incidents, and
any other vehicles. Specifically, LOS criteria for traffic signals are stated in
terms of the average control delay per vehicle, typically for a 15-minute analysis
period. Delay is a complex measure and depends on a number of variables,
including the quality of progression, the cycle length, the green ratio, and the
volume-to-capacity (v/c) ratio for the lane group.
' In the case of signalized intersections, the Level of Service for each approach
is computed, and an overall Level of Service for the entire intersection is
' determined.
Levels of Service (LOS) for signalized intersections are defined as follows:
' LEVEL OF SERVICE CONTROL DELAY PER CONDITION
VEHICLE (SECONDS)
' LOS A < 10 LOW DELAY
LOS B > 10 TO 20 SHORT DELAY
LOS C > 20 TO 35 AVERAGE DELAY
' LOS D > 35 TO 55 CONGESTION
NOTICEABLE
LOS E > 55 TO 80 LIMIT OF
ACCEPTABLE DELAY
LOS F > 80 UNACCEPTABLE
In today's environment, Levels of Service C to D are considered acceptable, and
Levels of Service A to B are seldomly achieved at signalized intersections.
(1) HCM, Exhibit 16-2.
EXHIBIT 15
LEVEL OF SERVICE CRITERIA
' UNSIGNALIZED INTERSECTIONS
SOURCE: HIGHWAY CAPACITY MANUAL MCM). 2000
TRANSPORTATION RESEARCH BOARD (1)
Level of Service for unsignalized intersections similar to the study intersections is
defined in terms of the average control delay for the approach or movement evaluated.
Control delay involves movements at slower speeds and stops on intersection
approaches as vehicles move up in the queue or slow down upstream of an
intersection.
The delay experienced by a motorist is comprised of factors that relate to control,
' geometrics, traffic, and incidents. Total delay is the difference between the travel time
actually experienced and the reference time that would result during base conditions in
the absence of incident, control, traffic, or geometric delay. Control delay includes
' initial deceleration delay, queue move-up time, stopped delay, and final acceleration
delay.
' At two-way stop-controlled and all-way stop-controlled intersections, control delay is the
total elapsed time from a vehicle joining the queue until its departure from the stopped
position at the head of the queue. The control delay also includes the time required to
decelerate to a stop and to accelerate to the free-flow speed.
Level of Service (LOS) for a two-way stop-controlled intersection is determined by the
computed or measured control delay and is defined for each minor movement. LOS is
not defined for the intersection as a whole.
Level of Service (LOS) for an all-way stop-controlled intersection is determined by the
' computed or measured control delay and is defined for all movements. A LOS is then
defined for the intersection as a whole.
Levels of Service (LOS) for unsignalized intersections are defined as follows:
LEVEL OF SERVICE AVERAGE CONTROL DELAY CONDITION
PER VEHICLE SECONDS
LOS A 0 TO 10 LITTLE OR NO DELAY
LOS B > 10 TO 15 SHORT DELAY
' LOS C > 15 TO 25 AVERAGE DELAY
LOS D > 25 TO 35 LONG DELAY
LOS E > 35 TO 50 VERY LONG DELAY
LOS F > 50 EXTREME DELAY
In today's environment, Levels of Service D to F are common and are often
experienced on minor street approaches to major streets carrying relatively high traffic
volumes.
(1) HCM, Exhibits 17-2 and 17-22.
1
r
r
r
r
r
1
r
r
r Exhibit 16
Operational Analysis Worksheets
' 2006 Existing AM Peak Hour Traffic Volumes
r
1
i
i
1
1
r
r
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4 1 4 r I ,r„t, rr 11 +T
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Fit 0.990 0.850 0.850 0.998
Fit Protected 0.984 0.950 0.959 0.950 0.950
' Satd. Flow(prot) 0 1815 0 1681 1697 1583 1770 3539 1583 3433 3532 0 Fit Permitted 0.832 0.321 0.353 0.220 0.374
Satd. Flow(perm) 0 1534 0 568 625 1583 410 3539 1583 1352 3532 0
Right Turn on Red Yes Yes Yes Yes
' Satd. Flow(RTOR) 4 380 186 1
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30 30
' Link Distance (ft) 1088 848 1120 1856
Travel Time(s) 24.7 19.3 25.5 42.2
Volume (vph) 16 29 4 329 26 350 5 357 171 237 753 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 17 32 4 358 28 380 5 388 186 258 818 12
Lane Group Flow(vph) 0 53 0 179 207 380 5 388 186 258 830 0
Turn Type custom custom custom custom custom custom
Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial (s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
Minimum Split (s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(%) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.7% 24.7% 45.6% 12.7% 24.7% 0.0%
1 Yellow Time(s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
All-Red Time (s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
' Lead-Lag Optimize?
Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.1 33.4 33.4 42.4 35.5 28.1 65.5 35.5 28.1
Actuated g/C Ratio 0.11 0.37 0.37 0.47 0.39 0.31 0.73 0.39 0.31
' v/c Ratio 0.30 0.85 0.89 0.40 0.02 0.35 0.15 0.37 0.75
Control Delay 38.7 59.5 64.3 2.0 20.8 28.5 1.2 20.3 38.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
' Total Delay 38.7 59.5 64.3 2.0 20.6 28.5 1.2 20.3 38.0
LOS D E E A C C A C D
Approach Delay 38.7 32.3 19.7 33.8
' Approach LOS D C B C
Queue Length 50th (ft) 26 89 106 0 2 103 0 53 -291
Queue Length 95th (ft) 61 #212 #242 22 10 151 20 84 #418
Internal Link Dist (ft) 1008 768 1040 1776
Turn Bay Length (ft)
Base Capacity (vph) 198 234 257 947 273 1104 1258 704 1102
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
-A �— t 4/
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.76 0.81 0.40 0.02 0.35 0.15 0.37 0.75
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 75 (83%), Referenced to phase 2:NBSB, Start of Yellow
' Natural Cycle: 90
Control Type:Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 30.1 Intersection LOS: C
' Intersection Capacity Utilization 51.8% ICU Level of Service A
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity,queue may be longer.
Queue shown is maximum after two cycles.
Slits and Phases: 1: Route 194& Route 5
01 e2 m4 08
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 1� Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 32 404 684 24 11 21
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 35 439 743 26 12 23
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 848
pX, platoon unblocked 0.91
vC, conflicting volume 770 1265 757
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 770 1290 757
tC,single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 96 92 94
' CM capacity(veh/h) 845 158 408
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 474 770 35
Volume Left 35 0 12
Volume Right 0 26 23
cSH 845 1700 264
Volume to Capacity 0.04 0.45 0.13
Queue Length 95th (ft) 3 0 11
Control Delay(s) 1.2 0.0 20.7
Lane LOS A C
Approach Delay(s) 1.2 0.0 20.7
Approach LOS C
Intersection Summary
Average Delay 1.0
Intersection Capacity Utilization 57.7% ICU Level of Service B
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour TraffiSynchro 6 Report
' BUBARIS TRAFFIC ASSOCIATES Pagel
HCM Unsignalized Intersection Capacity Analysis
7: Route 194 & Rye Street 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 to Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume(veh/h) 59 356 461 18 18 239
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 64 387 501 20 20 260
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
' Upstream signal (ft) 1253
pX, platoon unblocked 0.95
vC, conflicting volume 521 1026 511
vC1, stage 1 conf vol
' vC2, stage 2 conf vol
vCu, unblocked vol 521 1027 511
tC, single(s) 4.1 6.4 6.2
' tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free% 94 92 54
cM capacity(veh/h) 1048 233 563
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 451 521 279
Volume Left 64 0 20
Volume Right 0 20 260
cSH 1046 1700 512
Volume to Capacity 0.06 0.31 0.55
Queue Length 95th (ft) 5 0 81
Control Delay(s) 1.8 0.0 20.2
Lane LOS A C
Approach Delay (s) 1.8 0.0 20.2
Approach LOS C
Intersection Summary
Average Delay 5.2
Intersection Capacity Utilization 73.1% ICU Level of Service D
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour Tnaffi6ynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
i
HCM Unsignalized Intersection CapacityAnalysis
8: Commerce Way& Rye Street y
4/27/2006
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 to
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 2 6 15 62 246 19
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 7 16 67 267 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 810
pX, platoon unblocked
vC, conflicting volume 378 278 288
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 378 278 288
tC, single(s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 99 99
cM capacity(veh/h) 616 761 1274
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 9 84 288
Volume Left 2 16 0
Volume Right 7 0 21
cSH 719 1274 1700
Volume to Capacity 0.01 0.01 0.17
' Queue Length 95th (ft) 1 1 0
Control Delay(s) 10.1 1.6 0.0
Lane LOS B A
Approach Delay(s) 10.1 1.6 0.0
Approach LOS B
Intersection Summary
' Average Delay 0.6
Intersection Capacity Utilization 26.2% ICU Level of Service A
Analysis Period (min) 15
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour Traff aynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 3
HCM Unsignalized Intersection Capacity Analysis
8: Commerce Way & Rye Street 4/27/2006
--* '\ t
Movement EBL EBR NBL NBT SBT SBR
i Lane Configurations Y *T 1
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume(veh/h) 2 6 15 62 246 19
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 7 16 67 267 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 810
pX, platoon unblocked
vC, conflicting volume 378 278 288
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 378 278 288
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 99 99
' cM capacity(veh/h) 616 761 1274
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 9 84 288
Volume Left 2 16 0
Volume Right 7 0 21
cSH 719 1274 1700
Volume to Capacity 0.01 0.01 0.17
Queue Length 95th (ft) 1 1 0
Control Delay(s) 10.1 1.6 0.0
Lane LOS B A
Approach Delay(s) 10.1 1.6 0.0
Approach LOS B
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 26.2% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 3
i
HCM Unsignalized Intersection Capacity Analysis
10: Site Drive & Rye Street 4/27/2006
--* -'V '\ t
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y *T
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume(veh/h) 0 0 0 64 266 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 70 288 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
' Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 358 288 288
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 358 288 288
tC, single(s) 6.4 6.2 4.1
tC, 2 stage (s)
IF (s) 3.5 3.3 2.2
p0 queue free% 100 100 100
cM capacity(veh/h) 641 751 1274
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 0 70 288
' Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1274 1700
Volume to Capacity 0.00 0.00 0.17
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay(s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
' Average Delay 0.0
Intersection Capacity Utilization 17.3% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 4
iHCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
"r k t
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations Y T 4
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume(veh/h) 6 16 48 13 77 259
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 7 17 52 14 84 282
Pedestrians
Lane Width (ft)
Walking Speed(ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 508 59 66
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 508 59 66
tC, single (s) 6.4 6.2 4.1
tC, 2 stage(s)
tF (s) 3.5 3.3 2.2
p0 queue free% 99 98 95
cM capacity(veh/h) 496 1006 1535
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 24 66 365
Volume Left 7 0 84
Volume Right 17 14 0
cSH 786 1700 1535
Volume to Capacity 0.03 0.04 0.05
' Queue Length 95th (ft) 2 0 4
Control Delay(s) 9.7 0.0 2.1
Lane LOS A A
Approach Delay(s) 9.7 0.0 2.1
Approach LOS A
Intersection Summary
' Average Delay 2.2
Intersection Capacity Utilization 34.6% ICU Level of Service A
Analysis Period (min) 15
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 5
Lanes, Volumes, Timings
15: Route 194 & Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations I + 1�
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 85 0 0 0
Storage Lanes 1 0 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.991 0.938
Fit Protected 0.950 0.974
Satd. Flow(prot) 1770 1863 1846 0 1702 0
Fit Permitted 0.245 0.974
Satd. Flow(perm) 456 1863 1846 0 1702 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 8 47
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30
Link Distance (ft) 6199 802 7228
Travel Time (s) 140.9 18.2 164.3
Volume (vph) 23 289 602 44 68 58
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 25 314 654 48 74 63
Lane Group Flow(vph) 25 314 702 0 137 0
1 Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
Detector Phases 1 1 2 4
Minimum Initial(s) 4.0 4.0 25.0 9.0
Minimum Split(s) 8.0 8.0 30.0 13.0
Total Split(s) 11.0 11.0 50.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time (s) 3.0 3.0 3.0 3.0
All-Red Time(s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode Max Max Min None
Act Effct Green (s) 38.8 44.1 31.5 10.3
Actuated g/C Ratio 0.67 0.76 0.54 0.17
v/c Ratio 0.05 0.22 0.70 0.42
Control Delay 3.3 3.7 15.3 21.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.3 3.7 15.3 21.3
LOS A A B C
Approach Delay 3.6 15.3 21.3
Approach LOS A B C
Queue Length 50th (ft) 2 29 171 26
Queue Length 95th (ft) 9 69 327 m88
Internal Link Dist (ft) 6119 722 7148
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour TraffiSynchro 6 Report
' BUBARIS TRAFFIC ASSOCIATES Page 8
Lanes, Volumes, Timings
15: Route 194 & Troy Road 4/27/2006
_)F --r` r-- �'-►
Lane Group EBL EBT WBT WBR SEL SER
Turn Bay Length (ft) 85
Base Capacity(vph) 470 1415 1180 431
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.05 0.22 0.59 0.32
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 58.1
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 12.6 Intersection LOS: B
Intersection Capacity Utilization 48.5% ICU Level of Service A
Analysis Period(min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 15: Route 194&Troy Road
01 m2
04
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing AM Peak Hour Traffi6ynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
' Exhibit 17
Operational Analysis Worksheets
' 2006 Existing PM Peak Hour Traffic Volumes
1
1
1
1
1
' Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
' Lane Configurations 41, 1 4 r I ft r 11 0
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
' Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Frt 0.994 0.850 0.850 0.999
Fit Protected 0.985 0.950 0.965 0.950 0.950
Satd. Flow(prot) 0 1824 0 1681 1708. 1583 1770 3539 1583 3433 3536 0
' Fit Permitted 0.838 0.314 0.421 0.333 0.220
Satd. Flow(perm) 0 1552 0 556 745 1583 620 3539 1583 795 3536 0
Right Turn on Red Yes Yes Yes Yes
' Satd. Flow(RTOR) 2 310 329 1
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed(mph) 30 30 30 30
Link Distance (ft) 1088 848 1120 1856
' Travel Time(s) 24.7 19.3 25.5 42.2
Volume (vph) 25 51 4 220 40 297 5 610 303 304 387 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
' Adj. Flow(vph) 27 55 4 239 43 323 5 663 329 330 421 4
Lane Group Flow(vph) 0 86 0 120 162 323 5 663 329 330 425 0
Turn Type custom custom customcustom customcustom
' Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial (s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
' Minimum Split (s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(Q/o) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.70k 24.7% 45.6% 12.7% 24.7% 0.0%
' Yellow Time(s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
All-Red Time(s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
' Lead-Lag Optimize?
Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.7 26.5 26.5 34.7 39.3 31.9 62.4 39.3 31.9
Actuated g/C Ratio 0.12 0.29 0.29 0.39 0.44 0.35 0.69 0.44 0.35
v/c Ratio 0.46 0.73 0.74 0.40 0.01 0.53 0.27 0.59 0.34
Control Delay 44.4 52.0 46.8 2.6 19.0 29.3 1.3 22.6 26.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.4 52.0 46.8 2.6 19.0 29.3 1.3 22.6 26.0
LOS D D D A B C A C C
Approach Delay 44.4 24.2 20.0 24.5
Approach LOS D C B C
' Queue Length 50th (ft) 45 64 86 3 2 166 0 58 98
Queue Length 95th (ft) 91 116 141 23 10 #302 26 #113 164
Internal Link Dist(ft) 1008 768 1040 1776
' Turn Bay Length (ft)
Base Capacity (vph) 198 229 306 801 365 1253 1324 564 1252
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
' Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
' Reduced v/c Ratio 0.43 0.52 0.53 0.40 0.01 0.53 0.25 0.59 0.34
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length:90
Offset: 75 (83%), Referenced to phase 2:NBSB, Start of Yellow
Natural Cycle: 70
Control Type:Actuated-Coordinated
Maximum We Ratio. 0.74
Intersection Signal Delay: 23.3 Intersection LOS: C
' Intersection Capacity Utilization 49.6% ICU Level of Service A
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Route 194 &Route 5
02 1 m1 � - F e4 m8
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
' HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
' Lane Configurations 4 1�
Sign Control Free Free Stop
Grade 0% 0% 0%
' Volume (veh/h) 27 631 481 10 15 76
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 29 686 523 11 16 83
' Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 848
pX, platoon unblocked 0.88
vC, conflicting volume 534 1273 528
vC1,stage 1 conf vol
' vC2, stage 2 conf vol
vCu, unblocked vol 534 1309 528
tC,single (s) 4.1 6.4 6.2
' tC, 2 stage (s)
tF(s) 2.2 3.5 3.3
p0 queue free% 97 89 85
' cM capacity(veh/h) 1034 151 550
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 715 534 99
' Volume Left 29 0 16
Volume Right 0 11 83
cSH 1034 1700 383
Volume to Capacity 0.03 0.31 0.26
' Queue Length 95th (ft) 2 0 25
Control Delay(s) 0.7 0.0 17.6
Lane LOS A C
' Approach Delay(s) 0.7 0.0 17.6
Approach LOS C
Intersection Summary
' Average Delay 1.7
Intersection Capacity Utilization 67.3% ICU Level of Service C
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
' BUBARIS TRAFFIC ASSOCIATES Pagel
HCM Unsignalized Intersection Capacity Analysis
7: Route 194 & Rye Street 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
' Lane Configurations 4 T Y
Sign Control Free Free Stop
Grade 0% 0% 0%
' Volume (veh/h) 190 456 423 23 19 78
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 207 496 460 25 21 85
' Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal(ft) 1253
pX, platoon unblocked 0.91
vC, conflicting volume 485 1381 472
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 485 1419 472
tC, single(s) 4.1 6.4 6.2
' tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free% 81 81 86
' cM capacity(veh/h) 1078 111 592
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 702 485 105
' Volume Left 207 0 21
Volume Right 0 25 85
cSH 1078 1700 320
Volume to Capacity 0.19 0.29 0.33
' Queue Length 95th (ft) 18 0 35
Control Delay(s) 4.4 0.0 21.7
Lane LOS A C
' Approach Delay(s) 4.4 0.0 21.7
Approach LOS C
Intersection Summary
' Average Delay 4.2
Intersection Capacity Utilization 74.0% ICU Level of Service D
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour Traffi6ynchro 6 Report
' BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
8: Commerce Way& Rye Street 4/27/2006
--* ' t
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 T
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 19 9 1 212 78 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 21 10 1 230 85 3
' Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 810
pX, platoon unblocked
vC, conflicting volume 319 86 88
' vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 319 86 88
tC, single (s) 6.4 6.2 4.1
1 tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 99 100
' cM capacity(veh/h) 674 972 1508
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 30 232 88
' Volume Left 21 1 0
Volume Right 10 0 3
cSH 748 1508 1700
' Volume to Capacity 0.04 0.00 0.05
Queue Length 95th (ft) 3 0 0
Control Delay(s) 10.0 0.0 0.0
Lane LOS B A
' Approach Delay (s) 10.0 0.0 0.0
Approach LOS B
Intersection Summary
' Average Delay 0.9
Intersection Capacity Utilization 22.0% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 3
HCM Unsignalized Intersection Capacity Analysis
10: Site Drive & Rye Street 4/27/2006
1 --* N 4\ t +�
Movement EBL EBR NBL NBT SBT SBR
' Lane Configurations Y 4 T
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume (veh/h) 0 0 0 231 81 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 251 88 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare(veh)
Median type None
Median storage veh)
' Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 339 88 88
' vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 339 88 88
tC, single (s) 6.4 6.2 4.1
' tC, 2 stage (s)
tF(s) 3.5 3.3 2.2
p0 queue free% 100 100 100
' cM capacity(veh/h) 657 970 1508
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 0 251 88
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1508 1700
Volume to Capacity 0.00 0.00 0.05
' Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 0.0
Lane LOS A
Approach Delay(s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 15.5% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South WIndsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 4
HCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
rr 4- t `�•
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations Y t+ 4
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume (veh/h) 5 90 217 14 43 76
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 5 98 236 15 47 83
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 420 243 251
' vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 420 243 251
tC, single (s) 6.4 6.2 4.1
' tC, 2 stage(s)
tF (s) 3.5 3.3 2.2
p0 queue free% 99 88 96
cM capacity(veh/h) 569 795 1314
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 103 251 129
' Volume Left 5 0 47
Volume Right 98 15 0
cSH 779 1700 1314
Volume to Capacity 0.13 0.15 0.04
' Queue Length 95th (ft) 11 0 3
Control Delay(s) 10.3 0.0 3.0
Lane LOS B A
Approach Delay(s) 10.3 0.0 3.0
Approach LOS B
Intersection Summary
' Average Delay 3.0
Intersection Capacity Utilization 34.5% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
' BUBARIS TRAFFIC ASSOCIATES Page 5
Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
' Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations I + T V
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 85 0 0 0
' Storage Lanes 1 0 1 0
Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.966 0.965
Fit Protected 0.950 0.964
Satd. Flow(prot) 1770 1863 1799 0 1733 0
Fit Permitted 0.363 0.964
Satd. Flow(perm) 676 1863 1799 0 1733 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 36 19
' Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30
Link Distance (ft) 6199 802 7228
Travel Time(s) 140.9 18.2 164.3
' Volume (vph) 81 568 365 123 76 27
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 88 617 397 134 83 29
Lane Group Flow(vph) 88 617 531 0 112 0
Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
Detector Phases 1 1 2 4
Minimum Initial (s) 4.0 4.0 25.0 9.0
Minimum Split(s) 8.0 8.0 30.0 13.0
Total Split(s) 11.0 11.0 50.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time (s) 3.0 3.0 3.0 3.0
All-Red Time(s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode Max Max Min None
Act Effct Green (s) 34.7 39.8 27.6 9.7
Actuated g/C Ratio 0.65 0.75 0.52 0.17
v/c Ratio 0.15 0.44 0.56 0.35
Control Delay 3.9 5.3 12.2 21.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.9 5.3 12.2 21.3
LOS A A B C
Approach Delay 5.1 12.2 21.3
Approach LOS A B C
Queue Length 50th (ft) 7 71 105 26
Queue Length 95th (ft) 20 150 205 m71
Internal Link Dist (ft) 6119 722 7148
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 8
Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
' Turn Bay Length (ft) 85
Base Capacity(vph) 586 1389 1167 440
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced We Ratio 0.15 0.44 0.46 0.25
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 53.4
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum We Ratio: 0.56
Intersection Signal Delay: 9.2 Intersection LOS:A
Intersection Capacity Utilization 48.7% ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 15: Route 194&Troy Road
"01 Pt-- m2
1
Proposed Distribution Center, South Windsor,CT 4/27/2006 2006 Existing PM Peak Hour TraffiSynchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
Exhibit 18
Operational Analysis Worksheets
' 2008 Background AM Peak Hour Traffic Volumes
' Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4, 1 4 F I ft F 1) 0
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
' Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Frt 0.990 0.850 0.850 0.998
Fit Protected 0.985 0.950 0.959 0.950 0.950
Satd. Flow(prot) 0 1816 0 1681 1697 1583 1770 3539 1583 3433 3532 0
Fit Permitted 0.834 0.315 0.348 0.220 0.365
Satd. Flow(perm) 0 1538 0 557 616 1583 410 3539 1583 1319 3532 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow(RTOR) 4 386 189 1
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1088 848 1120 1856
Travel Time (s) 24.7 19.3 25.5 42.2
Volume (vph) 16 30 4 336 27 357 5 364 174 242 768 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 17 33 4 365 29 388 5 396 189 263 835 12
Lane Group Flow(vph) 0 54 0 183 211 388 5 396 189 263 847 0
Turn Type custom custom custom custom custom custom
Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial (s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
Minimum Split (s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(%) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.7% 24.7% 45.6% 12.7% 24.7% 0.0%
Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
All-Red Time (s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.1 34.0 34.0 43.0 34.8 27.4 65.5 34.8 27.4
Actuated g/C Ratio 0.11 0.38 0.38 0.48 0.39 0.30 0.73 0.39 0.30
' v/c Ratio 0.31 0.87 0.91 0.40 0.02 0.37 0.16 0.38 0.79
Control Delay 38.8 62.9 66.9 2.1 20.6 28.9 1.2 20.7 39.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.8 62.9 66.9 2.1 20.6 28.9 1.2 20.7 39.6
LOS D E E A C C A C D
Approach Delay 38.8 33.8 20.0 35.1
Approach LOS D C B D
Queue Length 50th (ft) 26 93 110 0 2 106 0 55 -303
Queue Length 95th (ft) 62 #223 #250 23 10 154 20 85 #430
Internal Link Dist(ft) 1008 768 1040 1776
Turn Bay Length (ft)
Base Capacity (vph) 198 229 253 959 270 1078 1249 684 1077
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
-A --I. ---t j *— k 4\ t 4/
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
' Reduced v/c Ratio 0.27 0.80 0.83 0.40 0.02 0.37 0.15 0.38 0.79
Intersection Summary
Area Type: Other
' Cycle Length:90
Actuated Cycle Length: 90
Offset: 75 (83%), Referenced to phase 2:NBSB, Start of Yellow
Natural Cycle: 90
' Control Type:Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 31.3 Intersection LOS: C
' Intersection Capacity Utilization 52.4% ICU Level of Service A
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
' Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Route 194&Route 5
m1 02 '?F` m4 m8
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 t
Sign Control Free Free Stop
Grade 0% 0% 0%
' Volume (veh/h) 33 412 698 24 11 21
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 36 448 759 26 12 23
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
' Upstream signal (ft) 848
pX, platoon unblocked 0.91
vC, conflicting volume 785 1291 772
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 785 1321 772
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free% 96 92 94
' cM capacity(veh/h) 834 150 400
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 484 785 35
Volume Left 36 0 12
Volume Right 0 26 23
cSH 834 1700 255
Volume to Capacity 0.04 0.46 0.14
Queue Length 95th (ft) 3 0 12
Control Delay(s) 1.2 0.0 21.4
Lane LOS A C
' Approach Delay(s) 1.2 0.0 21.4
Approach LOS C
Intersection Summary
Average Delay 1.0
Intersection Capacity Utilization 58.9% ICU Level of Service B
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Pagel
HCM Unsignalized Intersection Capacity Analysis
7: Route 194 & Rye Street 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 1� Y
Sign Control Free Free Stop
Grade 0% 0% 0%
' Volume (veh/h) 60 363 470 18 18 244
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 65 395 511 20 20 265
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 1253
pX, platoon unblocked 0.95
vC, conflicting volume 530 1046 521
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 530 1048 521
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF(s) 2.2 3.5 3.3
p0 queue free% 94 91 52
cM capacity(veh/h) 1037 224 556
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 460 530 285
Volume Left 65 0 20
Volume Right 0 20 265
cSH 1037 1700 504
Volume to Capacity 0.06 0.31 0.56
Queue Length 95th (ft) 5 0 86
Control Delay(s) 1.8 0.0 21.0
Lane LOS A C
' Approach Delay(s) 1.8 0.0 21.0
Approach LOS C
Intersection Summary
Average Delay 5.4
Intersection Capacity Utilization 74.3% ICU Level of Service D
Analysis Period (min) 15
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
' HCM Unsi nalized Intersection Capacity Analysis
9 p Y Y
8: Commerce Way& Rye Street 4/27/2006
1 --* `% t 1 •�
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 1�
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume(veh/h) 2 6 15 63 251 19
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 7 16 68 273 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 810
pX, platoon unblocked
vC, conflicting volume 384 283 293
' vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 384 283 293
tC, single (s) 6.4 6.2 4.1
tC, 2 stage(s)
tF(s) 3.5 3.3 2.2
p0 queue free% 100 99 99
cM capacity(veh/h) 611 756 1268
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 9 85 293
Volume Left 2 16 0
Volume Right 7 0 21
cSH 713 1268 1700
Volume to Capacity 0.01 0.01 0.17
' Queue Length 95th (ft) 1 1 0
Control Delay(s) 10.1 1.6 0.0
Lane LOS B A
Approach Delay(s) 10.1 1.6 0.0
Approach LOS B
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 26.2% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 3
HCM Unsignalized Intersection Capacity Analysis
10: Site Drive & Rye Street 4/27/2006
-A 4% t 1 .�
' Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 1�
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume(veh/h) 0 0 0 65 270 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 71 293 0
' Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
I ' Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 364 293 293
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 364 293 293
tC, single (s) 6.4 6.2 4.1
' tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 100 100 100
' cM capacity(veh/h) 635 746 1268
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 0 71 293
' Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1268 1700
' Volume to Capacity 0.00 0.00 0.17
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay(s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
' Average Delay 0.0
Intersection Capacity Utilization 17.5% ICU Level of Service A
Analysis Period (min) 15
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour T&¢flchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 4
1
' HCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
1< k t r ,�
' Movement WBL WBR NBT NBR SBL SBT
Lane Configurations Y t* 4
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume (veh/h) 6 16 49 13 79 264
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 7 17 53 14 86 287
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 519 60 67
' vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 519 60 67
tC, single (s) 6.4 6.2 4.1
' tC,2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 99 98 94
' cM capacity(veh/h) 488 1005 1534
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 24 67 373
' Volume Left 7 0 86
Volume Right 17 14 0
cSH 780 1700 1534
' Volume to Capacity 0.03 0.04 0.06
Queue Length 95th (ft) 2 0 4
Control Delay(s) 9.8 0.0 2.1
Lane LOS A A
' Approach Delay(s) 9.8 0.0 '2.1
Approach LOS A
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 34.9% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 5
Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
' Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations I + 1� V
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 85 0 0 0
Storage Lanes 1 0 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.991 0.938
' Fit Protected 0.950 0.974
Satd. Flow(prot) 1770 1863 1846 0 1702 0
Fit Permitted 0.235 0.974
' Satd. Flow(perm) 438 1863 1846 0 1702 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 8 47
' Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30
Link Distance (ft) 6199 802 7228
Travel Time(s) 140.9 18.2 164.3
' Volume (vph) 23 295 614 45 69 59
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 25 321 667 49 75 64
' Lane Group Flow(vph) 25 321 716 0 139 0
Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
Detector Phases 1 1 2 4
Minimum Initial (s) 4.0 4.0 25.0 9.0
Minimum Split(s) 8.0 8.0 30.0 13.0
Total Split(s) 11.0 11.0 50.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time (s) 3.0 3.0 3.0 3.0
' All-Red Time(s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode Max Max Min None
Act Effct Green (s) 39.2 44.6 31.9 10.3
Actuated g/C Ratio 0.67 0.76 0.54 0.17
v/c Ratio 0.05 0.23 0.71 0.43
Control Delay 3.3 3.7 15.5 21.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.3 3.7 15.5 21.7
LOS A A B C
Approach Delay 3.7 15.5 21.7
Approach LOS A B C
Queue Length 50th (ft) 2 30 176 27
Queue Length 95th (ft) 9 71 339 m91
Internal Link Dist(ft) 6119 722 7148
' Proposed Distribution Center,South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 8
Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
' Turn Bay Length (ft) 85
Base Capacity(vph) 460 1417 1179 429
Starvation Cap Reductn 0 0 0 0
Spiilback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced We Ratio 0.05 0.23 0.61 0.32
' Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 58.6
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 12.8 Intersection LOS: B
Intersection Capacity Utilization 49.2% ICU Level of Service A
Analysis Period (min) 15
' m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 15: Route 194&Troy Road
m1 02 m4
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM Peak Hour TWfiichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
' Exhibit 19
Operational Analysis Worksheets
' 2008 Background PM Peak Hour Traffic Volumes
1
1
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4 1 *T pr I ff r 1) ti�
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
' Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Frt 0.994 0.850 0.850 0.996
Fit Protected 0.985 0.950 0.965 0.950 0.950
Satd. Flow(prot) 0 1824 0 1681 1708 1583 1770 3539 1583 3433 3525 0
' Fit Permitted 0.836 0.311 0.415 0.307 0.220
Satd. Flow(perm) 0 1548 0 550 734 1583 572 3539 1583 795 3525 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow(RTOR) 2 306 342 3
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30 30
Link Distance(ft) 1088 848 1120 1856
' Travel Time(s) 24.7 19.3 25.5 42.2
Volume(vph) 26 53 4 229 42 309 5 634 315 316 402 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 28 58 4 249 46 336 5 689 342 343 437 12
Lane Group Flow(vph) 0 90 0 125 170 336 5 689 342 343 449 0
Turn Type custom custom custom custom custom custom
' Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial(s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
Minimum Split(s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(%) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.7% 24.7% 45.6% 12.7% 24.7% 0.0%
' Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
All-Red Time (s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
' Lead-Lag Optimize?
Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.8 27.2 27.2 35.4 38.5 31.1 62.3 38.5 31.1
Actuated g/C Ratio 0.12 0.30 0.30 0.39 0.43 0.35 0.69 0.43 0.35
' v/c Ratio 0.48 0.75 0.77 0.42 0.01 0.56 0.28 0.62 0.37
Control Delay 45.0 53.3 48.9 2.9 19.2 30.4 1.3 24.0 26.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
' Total Delay 45.0 53.3 48.9 2.9 19.2 30.4 1.3 24.0 26.7
LOS D D D A B C A C C
Approach Delay 45.0 25.3 20.8 25.5
' Approach LOS D C C C
Queue Length 50th (ft) 47 66 89 6 2 178 0 62 106
Queue Length 95th (ft) 95 123 151 26 10 #319 26 #122 173
Internal Link Dist(ft) 1008 768 1040 1776
' Turn Bay Length (ft)
Base Capacity(vph) 198 226 302 809 343 1222 1317 557 1219
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
' Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
' Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
' Reduced v/c Ratio 0.45 0.55 0.56 0.42 0.01 0.56 0.26 0.62 0.37
Intersection Summary
Area Type: Other
' Cycle Length: 90
Actuated Cycle Length: 90
Offset: 75(83%), Referenced to phase 2:NBSB, Start of Yellow
Natural Cycle: 70
Control Type:Actuated-Coordinated
Maximum We Ratio: 0.77
Intersection Signal Delay: 24.2 Intersection LOS: C
' Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
' Queue shown is maximum after two cycles.
Splits and Phases: 1: Route 194 & Route 5
.08
m1 02 V e4 „" Y m8
r
r
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
' Movement EBL EBT WET WBR SBL SBR
Lane Configurations c,'(' '* Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 28 656 500 10 16 79
' Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 30 713 543 11 17 86
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 848
pX, platoon unblocked 0.88
vC, conflicting volume 554 1323 549
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 554 1369 549
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free% 97 87 84
cM capacity(veh/h) 1016 137 536
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 743 554 103
' Volume Left 30 0 17
Volume Right 0 11 86
cSH 1016 1700 360
' Volume to Capacity 0.03 0.33 0.29
Queue Length 95th (ft) 2 0 29
Control Delay(s) 0.8 0.0 19.0
Lane LOS A C
' Approach Delay(s) 0.8 0.0 19.0
Approach LOS C
Intersection Summary
' Average Delay 1.8
Intersection Capacity Utilization 69.7% ICU Level of Service C
Analysis Period (min) 15
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWftchro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
HCM Unsignalized Intersection Capacity Analysis
7: Route 194 & Rye Street 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations *T t Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume(veh/h) 198 474 440 24 20 81
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 215 515 478 26 22 88
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 1253
pX, platoon unblocked 0.90
vC, conflicting volume 504 1437 491
vC1, stage 1 conf vol
vC2,stage 2 conf vol
vCu, unblocked vol 504 1486 491
tC, single (s) 4.1 6.4 6.2
tC, 2 stage(s)
tF (s) 2.2 3.5 3.3
p0 queue free% 80 78 85
' cM capacity(veh/h) 1060 98 577
Direction, Lane# BB 1 WB 1 SB 1
Volume Total 730 504 110
' Volume Left 215 0 22
Volume Right 0 26 88
cSH 1060 1700 294
Volume to Capacity 0.20 0.30 0.37
' Queue Length 95th (ft) 19 0 42
Control Delay(s) 4.6 0.0 24.4
Lane LOS A C
' Approach Delay(s) 4.6 0.0 24.4
Approach LOS C
Intersection Summary
Average Delay 4.5
Intersection Capacity Utilization 76.6% ICU Level of Service D
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
( � HCM Unsignalized Intersection Capacity Analysis
8: Commerce Way& Rye Street 4/27/2006
-,* ---,► 4N I*
Movement EBL EBR NBL NBT SBT SBR
j Lane Configurations Y 4 T,
I Sign Control Stop Free Free
Grade 0% 0% 0%
i Volume (veh/h) 20 9 1 220 81 3
I Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 22 10 1 239 88 3
( � Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
` Right turn flare(veh)
Median type None
Median storage veh)
Upstream signal (ft) 810
pX, platoon unblocked
vC, conflicting volume 331 90 91
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 331 90 91
tC, single (s) 6.4 6.2 4.1
! tC, 2 stage (s)
t tF (s) 3.5 3.3 2.2
p0 queue free % 97 99 100
( � cM capacity(veh/h) 663 968 1504
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 32 240 91
( � Volume Left 22 1 0
Volume Right 10 0 3
cSH 735 1504 1700
1 Volume to Capacity 0.04 0.00 0.05
Queue Length 95th (ft) 3 0 0
Control Delay(s) 10.1 0.0 0.0
Lane LOS B A
Approach Delay(s) 10.1 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 22.4% ICU Level of Service A
Analysis Period (min) 15
I �
II
�L1
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 3
I �
HCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
'r 4- T
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations Y '* 4
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume(veh/h) 5 94 226 15 45 79
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 5 102 246 16 49 86
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 438 254 262
1 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 438 254 262
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 99 87 96
cM capacity(veh/h) 555 785 1302
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 108 262 135
L Volume Left 5 0 49
Volume Right 102 16 0
cSH 769 1700 1302
Volume to Capacity 0.14 0.15 0.04
Queue Length 95th (ft) 12 0 3
Control Delay(s) 10.4 0.0 3.1
Lane LOS B A
Approach Delay(s) 10.4 0.0 3.1
Approach LOS B
Intersection Summary
Average Delay 3.0
Intersection Capacity Utilization 35.5% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 5
Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 85 0 0 0
Storage Lanes 1 0 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.966 0.965
' Fit Protected 0.950 0.964
Satd. Flow(prot) 1770 1863 1799 0 1733 0
Fit Permitted 0.348 0.964
' Satd. Flow(perm) 648 1863 1799 0 1733 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 36 19
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
' Link Speed (mph) 30 30 30
Link Distance (ft) 6199 802 7228
Travel Time (s) 140.9 18.2 164.3
Volume(vph) 84 591 380 128 79 28
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 91 642 413 139 86 30
Lane Group Flow(vph) 91 642 552 0 116 0
Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
' Detector Phases 1 1 2 4
Minimum Initial (s) 4.0 4.0 25.0 9.0
Minimum Split (s) 8.0 8.0 30.0 13.0
Total Split(s) 11.0 11.0 50.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time (s) 3.0 3.0 3.0 3.0
Ail-Red Time(s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead Lag Optimize?
Recall Mode Max Max Min None
Act Effct Green (s) 35.0 40.1 27.8 9.8
Actuated g/C Ratio 0.65 0.75 0.52 0.17
v/c Ratio 0.16 0.46 0.58 0.36
Control Delay 4.0 5.5 12.5 21.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 4.0 5.5 12.5 21.8
LOS A A B C
Approach Delay 5.3 12.5 21.8
Approach LOS A B C
Queue Length 50th (ft) 7 75 112 28
Queue Length 95th (ft) 21 161 218 m75
Internal Link Dist(ft) 6119 722 7148
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 8
' Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Turn Bay Length (ft) 85
Base Capacity(vph) 571 1390 1166 438
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.16 0.46 0.47 0.26
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 53.8
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum We Ratio: 0.58
Intersection Signal Delay: 9.5 Intersection LOS:A
Intersection Capacity Utilization 49.9% ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 15: Route 194&Troy Road
1AX 01 :t� m2 84
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM Peak Hour TWfichro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
I �
Exhibit 20
Operational Analysis Worksheets
2008 Background AM Peak Hour Traffic Volumes
(With South Windsor Technologies Center)
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4 1 4 r I ++ r 11 ft
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Frt 0.990 0.850 0.850 0.998
Fit Protected 0.985 0.950 0.958 0.950 0.950
Satd. Flow(prot) 0 1816 0 1681 1695 1583 1770 3539 1583 3433 3532 0
Fit Permitted 0.831 0.315 0.347 0.220 0.365
Satd. Flow(perm) 0 1532 0 557 614 1583 410 3539 1583 1319 3532 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow(RTOR) 4 386 254 1
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1088 848 1120 1856
Travel Time(s) 24.7 19.3 25.5 42.2
Volume (vph) 16 30 4 349 27 359 5 364 234 251 768 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 17 33 4 379 29 390 5 396 254 273 835 .12
Lane Group Flow(vph) 0 54 0 190 218 390 5 396 254 273 847 0
Turn Type custom custom custom custom custom custom
Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial(s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
Minimum Split (s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(%) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.7% 24.7% 45.6% 12.7% 24.7% 0.0%
Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
All-Red Time (s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.1 34.9 34.9 43.9 34.0 26.6 65.5 34.0 26.6
Actuated g/C Ratio 0.11 0.39 0.39 0.49 0.38 0.30 0.73 0.38 0.30
v/c Ratio 0.31 0.88 0.92 0.40 0.02 0.38 0.21 0.41 0.81
Control Delay 38.9 64.5 68.9 2.1 20.6 29.4 1.2 21.2 41.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.9 64.5 68.9 2.1 20.6 29.4 1.2 21.2 41.1
LOS D E E A C C A C D
Approach Delay 38.9 35.2 18.4 36.3
Approach LOS D D B D
Queue Length 50th (ft) 26 98 115 1 2 106 0 57 -303
Queue Length 95th (ft) 62 #233 #263 23 10 154 23 88 #430
Internal Link Dist(ft) 1008 768 1040 1776
Turn Bay Length (ft)
Base Capacity (vph) 198 229 252 970 267 1046 1252 672 1045
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW InM RWtkp 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.83 0.87 0.40 0.02 0.38 0.20 0.41 0.81
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 75(83%), Referenced to phase 2:NBSB, Start of Yellow
Natural Cycle: 90
Control Type:Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 31.5 Intersection LOS: C
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Route 194& Route 5
'T 0� o2 IF 04 `' e8
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW ln(S)OW tk)6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations *T T Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume(veh/h) 33 481 713 24 11 21
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 36 523 775 26 12 23
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 848
pX, platoon unblocked 0.90
vC, conflicting volume 801 1383 788
vC1,stage 1 conf vol
vC2,stage 2 conf vol
vCu, unblocked vol 801 1424 788
tC, single(s) 4.1 6.4 6.2
tC, 2 stage (s)
tF(s) 2.2 3.5 3.3
p0 queue free% 96 91 94
cM capacity(veh/h) 822 129 391
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 559 801 35
Volume Left 36 0 12
Volume Right 0 26 23
cSH 822 1700 230
Volume to Capacity 0.04 0.47 0.15
Queue Length 95th (ft) 3 0 13
Control Delay(s) 1.2 0.0 23.4
Lane LOS A C
Approach Delay (s) 1.2 0.0 23.4
Approach LOS C
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 62.4% ICU Level of Service B
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW In(S)RWtkj�6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
HCM Unsignalized Intersection Capacity Analysis
7: Route 194 & Rye Street 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume(veh/h) 60 432 485 18 18 244
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 65 470 527 20 20 265
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 1253
pX, platoon unblocked 0.94
vC, conflicting volume 547 1137 537
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 547 1146 537
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF(s) 2.2 3.5 3.3
p0 queue free % 94 90 51
cM capacity(veh/h) 1023 193 544
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 535 547 285
Volume Left 65 0 20
Volume Right 0 20 265
cSH 1023 1700 484
Volume to Capacity 0.06 0.32 0.59
Queue Length 95th (ft) 5 0 93
Control Delay(s) 1.7 0.0 22.6
Lane LOS A C
Approach Delay(s) 1.7 0.0 22.6
Approach LOS C
Intersection Summary
Average Delay 5.4
Intersection Capacity Utilization 78.8% ICU Level of Service D
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW In(95ftttcp 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
8: Commerce Way & Rye Street
4/27l2006
4� t
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 T*
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume(veh/h) 2 6 15 63 251 19
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 7 16 68 273 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal(ft) 810
pX, platoon unblocked
vC, conflicting volume 384 283 293
vC1,stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 384 283 293
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF(s) 3.5 3.3 2.2
p0 queue free % 100 99 99
cM capacity(veh/h) 611 756 1268
Direction, Lane# EB 1 NS 1 SB 1
Volume Total 9 85 293
Volume Left 2 16 0
Volume Right 7 0 21
cSH 713 1268 1700
Volume to Capacity 0.01 0.01 0.17
Queue Length 95th (ft) 1 1 0
Control Delay(s) 10.1 1.6 0.0
Lane LOS B A
Approach Delay (s) 10.1 1.6 0.0
Approach LOS B
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 26.2% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW IncSyli'r8fkjp 6 Report
BUBARIS TRAFFIC ASSOCIATES
Page 3
HCM Unsignalized Intersection Capacity Analysis
10: Site Drive & Rye Street 4/27/2006
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y *T T+
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 0 0 0 65 270 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 71 293 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 364 293 293
vC1, stage 1 conf vol
vC2,stage 2 conf vol
vCu, unblocked vol 364 293 293
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 100 100 100
cM capacity(veh/h) 635 746 1268
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 0 71 293
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1268 1700
Volume to Capacity 0.00 0.00 0.17
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 0.0
Lane LOS A
Approach Delay(s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 17.5% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW In(9y9Wk)D 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 4
HCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
'4r k t .
' Movement WBL WBR NBT NBR SBL SBT
Lane Configurations Y T,
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume (veh/h) 6 16 49 13 79 264
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 7 17 53 14 86 287
' Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 519 60 67
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 519 60 67
tC, single(s) 6.4 6.2 4.1
' tC, 2 stage (s)
tF(s) 3.5 3.3 2.2
p0 queue free % 99 98 94
' cM capacity(veh/h) 488 1005 1534
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 24 67 373
' Volume Left 7 0 86
Volume Right 17 14 0
cSH 780 1700 1534
' Volume to Capacity 0.03 0.04 0.06
Queue Length 95th (ft) 2 0 4
Control Delay(s) 9.8 0.0 2.1
Lane LOS A A
' Approach Delay(s) 9.8 0.0 2.1
Approach LOS A
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 34.9% ICU Level of Service A
Analysis Period (min) 15
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW ln(S)PWO 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 5
' Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations V1 + t y
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 85 0 0 0
' Storage Lanes 1 0 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
' Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.992 0.938
Fit Protected 0.950 0.974
' Satd. Flow(prot) 1770 1863 1848 0 1702 0
Fit Permitted 0.172 0.974
Satd. Flow(perm) 320 1863 1848 0 1702 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 7 47
' Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30
Link Distance (ft) 6199 802 7228
Travel Time (s) 140.9 18.2 164.3
' Volume (vph) 23 314 702 45 69 59
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 25 341 763 49 75 64
Lane Group Flow(vph) 25 341 812 0 139 0
Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
' Detector Phases 1 1 2 4
Minimum Initial (s) 4.0 4.0 25.0 9.0
Minimum Split(s) 8.0 8.0 30.0 13.0
' Total Split(s) 11.0 11.0 50.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time (s) 3.0 3.0 3.0 3.0
' All-Red Time (s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode Max Max Min None
' Act Effct Green (s) 41.7 47.2 34.4 10.5
Actuated g/C Ratio 0.68 0.77 0,56 0.16
v/c Ratio 0.06 0.24 0.78 0.44
Control Delay 3.3 3.6 17.8 23.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.3 3.6 17.8 23.1
LOS A A B C
' Approach Delay 3.6 17.8 23.1
Approach LOS A B C
Queue Length 50th (ft) 2 32 219 30
' Queue Length 95th (ft) 9 76 426 m91
Internal Link Dist(ft) 8119 722 7148
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background AM (With SW In(SylPatk)D 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 8
Lanes, Volumes, Timings
15: Route 194 & Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Turn Bay Length (ft) 85
Base Capacity(vph) 393 1436 1178 418
Starvation Cap Reductn 0 0 0 0
' Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.06 0.24 0.69 0.33
' Intersection Summary
Area Type: Other
Cycle Length: 80
' Actuated Cycle Length: 61.2
Natural Cycle: 60
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 14.4 Intersection LOS: B
Intersection Capacity Utilization 53.8% ICU Level of Service A
Analysis Period (min) 15
' m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 15: Route 194&Troy Road
' m1 a2 �► m4
r
Proposed Distribution Center, South WIndsor,CT 4/27/2006 2008 Background AM (With SW ln(S)Ris O 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
' Exhibit 21
Operational Analysis Worksheets
2008 Background PM Peak Hour Traffic Volumes
' (With South Windsor Technologies Center)
1
1
' Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
' Lane Configurations *4 1 4 I I ft F 11 +T
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
' Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Frt 0.994 0.850 0.850 0.999
Fit Protected 0.985 0.950 0.965 0.950 0.950
Satd. Flow(prot) 0 1824 0 1681 1708 1583 1770 3539 1583 3433 3536 0
' Fit Permitted 0.836 0.311 0.415 0.316 0.220
Satd. Flow(perm) 0 1548 0 550 734 1583 589 3539 1583 795 3536 0
Right Turn on Red Yes Yes Yes Yes
' Satd. Flow(RTOR) 2 306 359 1
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1088 848 1120 1856
Travel Time(s) 24.7 19.3 25.5 42.2
Volume (vph) 26 53 4 229 42 309 5 634 330 318 402 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
' Adj. Flow(vph) 28 58 4 249 46 336 5 689 359 346 437 4
Lane Group Flow(vph) 0 90 0 125 170 336 5 689 359 346 441 0
Turn Type custom custom custom custom custom custom
' Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial (s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
' Minimum Split (s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(%) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.7% 24.7% 45.6% 12.7% 24.7% 0.0%
' Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
All-Red Time(s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
' Lead-Lag Optimize?
Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.8 27.2 27.2 35.4 38.5 31.1 62.3 38.5 31.1
Actuated g/C Ratio 0.12 0.30 0.30 0.39 0.43 0.35 0.69 0.43 0.35
' v/c Ratio 0.48 0.75 0.77 0.42 0.01 0.56 0.30 0.62 0.36
Control Delay 45.0 53.3 48.9 2.9 19.2 30.4 1.3 24.2 26.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
' Total Delay 45.0 53.3 48.9 2.9 19.2 30.4 1.3 24.2 26.7
LOS D D D A B C A C C
Approach Delay 45.0 25.3 20.5 25.6
Approach LOS D C C C
' Queue Length 50th (ft) 47 66 89 6 2 178 0 62 105
Queue Length 95th (ft) 95 123 151 26 10 #319 27 #111 171
Internal Link Dist(ft) 1008 768 1040 1776
' Turn Bay Length (ft)
Base Capacity (vph) 198 226 302 809 349 1222 1321 557 1222
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW In(S)Rwtkp 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
' Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.45 0.55 0.56 0.42 0.01 0.56 0.27 0.62 0.36
Intersection Summary
Area Type: Other
' Cycle Length: 90
Actuated Cycle Length: 90
Offset: 75 (83%), Referenced to phase 2:NBSB, Start of Yellow
' Natural Cycle: 70
Control Type:Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 24.1 Intersection LOS:C
' Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Route 194& Route 5
' ° wu
01 _. o2 08
i
i
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW ln(EIRft 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
' HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
' Lane Configurations 4 1� Y
Sign Control Free Free Stop
Grade 0% 0% 0%
' Volume (veh/h) 28 673 566 10 16 79
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 30 732 615 11 17 86
Pedestrians
Lane Width(ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 848
pX, platoon unblocked 0.87
vC, conflicting volume 626 1413 621
' vC1, stage 1 conf vol
vC2,stage 2 conf vol
vCu, unblocked vol 626 1472 621
tC, single (s) 4.1 6.4 6.2
' tC, 2 stage(s)
tF (s) 2.2 3.5 3.3
p0 queue free % 97 85 82
' cM capacity(veh/h) 956 118 488
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 762 626 103
' Volume Left 30 0 17
Volume Right 0 11 86
cSH 956 1700 320
Volume to Capacity 0.03 0.37 0.32
' Queue Length 95th (ft) 2 0 34
Control Delay(s) 0.8 0.0 21.6
Lane LOS A C
Approach Delay(s) 0.8 0.0 21.6
Approach LOS C
Intersection Summary
Average Delay 1.9
Intersection Capacity Utilization 70.6% ICU Level of Service C
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW In(SyfAsticjo 6 Report
BUBARIS TRAFFIC ASSOCIATES Pagel
HCM Unsignalized Intersection Capacity Analysis
7: Route 194 & Rye Street 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 t Y
Sign Control Free Free Stop
Grade 0% 0% 0%
' Volume (veh/h) 198 491 506 24 20 81
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 215 534 550 26 22 88
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
r Median type None
Median storage veh)
Upstream signal (ft) 1253
pX, platoon unblocked 0.90
vC, conflicting volume 576 1527 563
vC1, stage 1 conf vol
' vC2, stage 2 conf vol
vCu, unblocked vol 576 1588 563
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 78 74 83
I , cM capacity(veh/h) 997 83 526
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 749 576 110
Volume Left 215 0 22
Volume Right 0 26 88
cSH 997 1700 257
Volume to Capacity 0.22 0.34 0.43
' Queue Length 95th (ft) 20 0 51
Control Delay (s) 4.9 0.0 29.1
Lane LOS A D
Approach Delay(s) 4.9 0.0 29.1
Approach LOS D
Intersection Summary
Average Delay 4.8
Intersection Capacity Utilization 81.0% ICU Level of Service D
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW In(S pImft 6 Report
' BUBARIS TRAFFIC ASSOCIATES Page 2
l
HCM Unsignalized Intersection Capacity Analysis
8: Commerce Way& Rye Street 4/27/2006
-A -I-* 4N t 1 �
' Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 1�
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume (veh/h) 20 9 1 220 81 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 22 10 1 239 88 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 810
pX, platoon unblocked
vC, conflicting volume 331 90 91
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 331 90 91
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 97 99 100
cM capacity(veh/h) 663 968 1504
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 32 240 91
' Volume Left 22 1 0
Volume Right 10 0 3
cSH 735 1504 1700
' Volume to Capacity 0.04 0.00 0.05
Queue Length 95th (ft) 3 0 0
Control Delay(s) 10.1 0.0 0.0
Lane LOS B A
Approach Delay(s) 10.1 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 22.4% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW In(S)Maft 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 3
HCM Unsignalized Intersection Capacity Analysis
10: Site Drive & Rye Street 4/27/2006
1 --A 4% t �►
Movement EBL EBR NBL NBT SBT SBR
' Lane Configurations Y 4 T4
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 0 0 0 240 84 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 261 91 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 352 91 91
vC1,stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 352 91 91
tC, single(s) 6.4 6.2 4.1
' tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 100 100 100
' CM capacity(veh/h) 645 966 1504
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 0 261 91
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1504 1700
Volume to Capacity 0.00 0.00 0.05
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 0.0
Lane LOS A
' Approach Delay(s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 16.0% ICU Level of Service A
Analysis Period(min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW In(S?sfkp 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 4
HCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
I' k t
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations Y T* 4
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 5 94 226 15 45 79
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 5 102 246 16 49 86
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 438 254 262
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 438 254 262
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 87 96
' cM capacity(veh/h) 555 785 1302
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 108 262 135
' Volume Left 5 0 49
Volume Right 102 16 0
cSH 769 1700 1302
Volume to Capacity 0.14 0.15 0.04
' Queue Length 95th (ft) 12 0 3
Control Delay (s) 10.4 0.0 3.1
Lane LOS B A
Approach Delay(s) 10.4 0.0 3.1
Approach LOS B
Intersection Summary
Average Delay 3.0
Intersection Capacity Utilization 35.5% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW ln(S)Fatkp 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 5
r
' Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations
Ideal Flow(vphpl) 1900 1900 190 1900 1900 1900
Storage Length (ft) 85 0 0 0
' Storage Lanes 1 0 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
' Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.967 0.965
Fit Protected 0.950 0.964
Satd. Flow(prot) 1770 1863 1801 0 1733 0
Fit Permitted 0.331 0.964
Satd. Flow(perm) 617 1863 1801 0 1733 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 34 19
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
' Link Speed (mph) 30 30 30
Link Distance (ft) 6199 802 7228
Travel Time(s) 140.9 18.2 164.3
Volume(vph) 84 674 402 128 79 28
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 91 733 437 139 86 30
Lane Group Flow(vph) 91 733 676 0 116 0
Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
Detector Phases 1 1 2 4
Minimum Initial (s) 4.0 4.0 25.0 9.0
Minimum Split(s) 8.0 8.0 30.0 13.0
1 Total Split(s) 11.0 11.0 50.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time(s) 3.0 3.0 3.0 3.0
All-Red Time(s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead Lag Optimize?
Recall Mode Max Max Min None
Act Effct Green (s) 35.3 40.5 28.2 9.9
Actuated g/C Ratio 0.65 0.75 0.52 0.17
v/c Ratio 0.16 0.53 0.61 0.37
Control Delay 4.0 6.1 13.0 22.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 4.0 6.1 13.0 22.1
LOS A A B C
Approach Delay 5.9 13.0 22.1
Approach LOS A B C
Queue Length 50th (ft) 7 92 120 28
Queue Length 95th (ft) 21 201 233 m77
Internal Link Dist (ft) 6119 722 7148
' Proposed Distribution Center, South Wlndsor,CT 4/27/2006 2008 Background PM (With SW In(S~6 Report
BUBARIS TRAFFIC ASSOCIATES Page 8
Lanes, Volumes, Timings
15: Route 194 & Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Turn Bay Length (ft) 85
Base Capacity(vph) 555 1392 1166 436
Starvation Cap Reductn 0 0 0 0
Spiliback Cap keductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.16 0.53 0.49 0.27
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 54.2
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 9.8 Intersection LOS:A
Intersection Ca
pacity Utilization 51.1 /o ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 15: Route 194&Troy Road
m2 04
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Background PM (With SW In(SIRAft 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
Exhibit 22
Operational Analysis Worksheets
2008 Combined AM Peak Hour Traffic Volumes
1
i
1
I
tLanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4 1 4 r I ++ F 11 0
Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Frt 0.990 0.850 0.850 0.998
Fit Protected 0.985 0.950 0.958 0.950 0.950
Satd. Flow(prot) 0 1816 0 1681 1695 1583 1770 3539 1583 3433 3532 0
Fit Permitted 0.828 0.315 0.345 0.220 0.365
Satd. Flow(perm) 0 1527 0 557 611 1583 410 3539 1583 1319 3532 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow(RTOR) 4 386 334 1
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1088 848 1120 1856
Travel Time(s) 24.7 19.3 25.5 42.2
Volume (vph) 16 30 4 365 27 362 5 364 307 264 768 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 17 33 4 397 29 393 5 396 334 287 835 12
Lane Group Flow(vph) 0 54 0 199 227 393 5 396 334 287 847 0
Turn Type custom custom custom custom custom custom
M Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial (s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
Minimum Split(s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(%) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.7% 24.7% 45.6% 12.7% 24.7% 0.0%
1 Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
Ail-Red Time (s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
Lead-Lag Optimize?
' Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.1 35.6 35.6 44.6 33.2 25.8 65.5 33.2 25.8
Actuated g/C Ratio 0.11 0.40 0.40 0.50 0.37 0.29 0.73 0.37 0.29
v/c Ratio 0.31 0.90 0.94 0.40 0.02 0.39 0.27 0.43 0.83
Control Delay 38.9 68.2 73.0 2.1 20.6 29.7 1.3 21.8 42.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.9 68.2 73.0 2.1 20.6 29.7 1.3 21.8 42.7
LOS D E E A C C A C D
Approach Delay 38.9 37.8 16.7 37.4
Approach LOS D D B D
Queue Length 50th (ft) 26 106 124 1 2 106 0 60 -303
Queue Length 95th (ft) 62 #247 #276 24 10 154 26 92 #430
Internal Link Dist(ft) 1008 768 1040 1776
Turn Bay Length (ft)
Base Capacity(vph) 197 229 251 980 263 1016 1262 661 1015
Proposed Distribution Center, South WIndsor,CT 4/27/2006 2008 Combined AM (With SW Ind.Vpftro 6 Report
BUBARIS TRAFFIC ASSOCIATES Pagel
i
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spiliback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.87 0.90 0.40 0.02 0.39 0.26 0.43 0.83
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 75(83%), Referenced to phase 2:NBSB, Start of Yellow
Natural Cycle: 90
Control Type:Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 32.0 Intersection LOS: C
Intersection Capacity Utilization 53.2% ICU Level of Service A
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
' Splits and Phases: 1: Route 194 &Route 5
01 02 04 08
1
r
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind.S)ari*ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 1� +fir
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 33 567 732 24 11 21
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 36 616 796 26 12 23
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
1 Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 848
pX, platoon unblocked 0.89
vC, conflicting volume 822 1497 809
vC1, stage 1 conf vol
' vC2,stage 2 conf vol
vCu, unblocked vol 822 1557 809
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free% 96 89 94
1 cM capacity(veh/h) 808 106 381
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 652 822 35
Volume Left 36 0 12
Volume Right 0 26 23
cSH 808 1700 201
Volume to Capacity 0.04 0.48 0.17
Queue Length 95th (ft) 3 0 15
Control Delay (s) 1.2 0.0 26.6
Lane LOS A D
Approach Delay (s) 1.2 0.0 26.6
Approach LOS D
Intersection Summary
' Average Delay 1.1
Intersection Capacity Utilization 66.8% ICU Level of Service C
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind. 6 Report
' BUBARIS TRAFFIC ASSOCIATES Page 1
fHCM Unsignalized Intersection Capacity Analysis
■ 8: Commerce Way & Rye Street 4/27/2006
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 T
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 2 6 15 273 297 19
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 7 16 297 323 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 810
pX, platoon unblocked
vC, conflicting volume 662 333 343
vC1, stage 1 conf vol
1 vC2, stage 2 conf vol
vCu, unblocked vol 662 333 343
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 99 99
' cM capacity(veh/h) 421 709 1216
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 9 313 343
Volume Left 2 16 0
Volume Right 7 0 21
cSH 605 1216 1700
Volume to Capacity 0.01 0.01 0.20
Queue Length 95th (ft) 1 1 0
Control Delay (s) 11.0 0.5 0.0
Lane LOS B A
Approach Delay(s) 11.0 0.5 0.0
t. Approach LOS B
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 36.6% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind.gyn#ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 3
' HCM Unsignalized Intersection Capacity Analysis
1 0: Site Drive & Rye Street 4/27/2006
--* ---* -4\ t
Movement EBL EBR NBL NBT SBT SBR
' Lane Configurations Y 4 T*
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume(veh/h) 1 46 210 65 270 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 50 228 71 293 4
Pedestrians
j ' Lane Width(ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
' Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 823 296 298
vC1, stage 1 conf vol
' vC2, stage 2 conf vol
vCu, unblocked vol 823 296 298
tC, single(s) 6.4 6.2 4.1
' tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 100 93 82
' cM capacity(veh/h) 281 744 1263
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 51 299 298
' Volume Left 1 228 0
Volume Right 50 0 4
cSH 719 1263 1700
Volume to Capacity 0.07 0.18 0.18
' Queue Length 95th (ft) 6 16 0
Control Delay (s) 10.4 6.9 0.0
Lane LOS B A
' Approach Delay(s) 10.4 6.9 0.0
Approach LOS B
Intersection Summary
' Average Delay 4.0
Intersection Capacity Utilization 42.8% ICU Level of Service A
Analysis Period (min) 15
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind.Vin"ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 4
HCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
Movement WBL WBR NBT NBR SBL SBT
' Lane Configurations Y 1� 4
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume (veh/h) 6 16 50 13 79 268
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 7 17 54 14 86 291
' Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 524 61 68
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 524 61 68
tC, single(s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free% 99 98 94
' cM capacity(veh/h) 485 1004 1533
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 24 68 377
' Volume Left 7 0 86
Volume Right 17 14 0
cSH 777 1700 1533
Volume to Capacity 0.03 0.04 0.06
Queue Length 95th (ft) 2 0 4
Control Delay (s) 9.8 0.0 2.1
Lane LOS A A
' Approach Delay(s) 9.8 0.0 2.1
Approach LOS A
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 35.1% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW lnd.Syrri*ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 5
' Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
' -)F -► 4-
Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations I + T y
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 85 0 0 0
' Storage Lanes 1 0 1 0
Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
' Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.993 0.938
Flt Protected 0.950 0.974
Satd. Flow(prot) 1770 1863 1850 0 1702 0
Fit Permitted 0.087 0.974
' Satd. Flow(perm) 162 1863 1850 0 1702 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 6 47
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed(mph) 30 30 30
Link Distance (ft) 8199 802 7228
Travel Time (s) 140.9 18.2 164.3
Volume (vph) 23 341 826 45 69 59
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 25 371 898 49 75 64
' Lane Group Flow(vph) 25 371 947 0 139 0
Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
' Detector Phases 1 1 2 4
Minimum initial (s) 4.0 4.0 25.0 9.0
Minimum Split(s) 8.0 8.0 30.0 13.0
' Total Split(s) 11.0 11.0 50.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time (s) 3.0 3.0 3.0 3.0
' All-Red Time (s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead Lag Optimize?
Recall Mode Max Max Min None
Act Effct Green (s) 47.6 53.1 40.1 10.6
Actuated g/C Ratio 0.71 0.79 0.60 0.15
v/c Ratio 0.09 0.25 0.85 0.46
Control Delay 3.5 3.5 21.9 25.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.5 3.6 21.9 25.6
LOS A A C C
Approach Delay 3.6 21.9 25.6
Approach LOS A C C
Queue Length 50th (ft) 2 37 299 39
Queue Length 95th (ft) 9 84 #653 m91
Internal Link Dist(ft) 6119 722 7148
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind.Vp"ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 8
' Lanes, Volumes, Timings
15: Route 194 & Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
' Turn Bay Length (ft) 85
Base Capacity(vph) 293 1477 1177 387
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.09 0.25 0.80 0.36
' Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 67
Natural Cycle: 60
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.85
' Intersection Signal Delay: 17.3 Intersection LOS: B
Intersection Capacity Utilization 60.4% ICU Level of Service B
Analysis Period (min) 15
' # 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
' Splits and Phases: 15: Route 194&Troy Road
ml m2 A
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind.SVn#ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
' Lanes, Volumes, Timings
7: Route 194 & Rye Street 5/1/2006
Lane Group EBL EBT WBT WBR SBL SBR
' Lane Configurations
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
Turning Speed(mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
' Frt 0.969 0.885
Fit Protected 0.950 0.993
Satd. Flow(prot) 1770 1863 1805 0 1637 0
FIt Permitted 0.160 0.993
Satd. Flow(perm) 298 1863 1805 0 1637 0
Right Turn on Red Yes Yes
' Satd. Flow(RTOR) 30 286
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30
Link Distance (ft) 405 6199 810
Travel Time (s) 9.2 140.9 18.4
Volume (vph) 146 432 485 142 45 263
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 159 470 527 154 49 286
Lane Group Flow(vph) 159 470 681 0 335 0
Turn Type custom
Protected Phases 1 1 3
' Permitted Phases 2 2 2 3
Detector Phases 1 1 2 3
Minimum Initial (s) 4.0 4.0 4.0 4.0
' Minimum Split(s) 8.0 8.0 21.0 9.0
Total Split(s) 12.0 12.0 29.0 0.0 19:0 0.0
Total Split(%) 20.0% 20.0% 48.3% 0.0% 31.7% 0.0%
' Yellow Time (s) 3.0 3.0 3.0 3.0
All-Red Time (s) 0.0 0.0 2.0 2.0
Lead/Lag Lead Lead Lag
Lead-Lag Optimize?
' Recall Mode None None None None
Act Effct Green (s) 30.2 34.3 22.5 9.3
Actuated g/C Ratio 0.58 0.66 0.43 0.18
' v/c Ratio 0.40 0.38 0.85 0.63
Control Delay 8.3 5.5 26.1 10.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 8.3 5.5 26.1 10.7
LOS A A C B
Approach Delay 6.2 26.1 10.7
Approach LOS A C B
Queue Length 50th (ft) 13 45 160 14
Queue Length 95th (ft) 46 124 #408 71
Internal Link Dist (ft) 325 6119 730
' Turn Bay Length (ft)
Base Capacity(vph) 404 1204 853 642
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind.Vftftro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
Lanes, Volumes, Timings
7: Route 194 & Rye Street 5/1/2006
Lane Group EBL EBT WBT WBR SBL SBR
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.39 0.39 0.80 0.52
Intersection Summary
Area Type: Other
Cycle Length: 60
' Actuated Cycle Length: 51.8
Natural Cycle: 50
Control Type:Actuated-Uncoordinated
' Maximum v/c Ratio: 0.85
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 71.0% ICU Level of Service C
' Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
' Splits and Phases: 7: Route 194& Rye Street
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined AM (With SW Ind.Syff"ro 6 Report
' BUBARIS TRAFFIC ASSOCIATES Page 2
Exhibit 23
Operational Analysis Worksheets
' 2008 Combined PM Peak Hour Traffic Volumes
r
' Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
' Lane Configurations 4, 1 4 r I ++ F n +1�
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95
Fit 0.994 0.850 0.850 0.999
Fit Protected 0.985 0.950 0.963 0.950 0.950
Satd. Flow(prot) 0 1824 0 1681 1704 1583 1770 3539 1583 3433 3536 0
Fit Permitted 0.823 0.311 0.377 0.316 0.220
Satd. Flow(perm) 0 1524 0 550 667 1583 589 3539 1583 795 3536 0
Right Turn on Red Yes Yes Yes Yes
' Satd. Flow(RTOR) 2 306 380 1
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30 30
' Link Distance (ft) 1088 848 1120 1856
Travel Time(s) 24.7 19.3 25.5 42.2
Volume (vph) 26 53 4 290 42 320 5 634 350 322 402 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
' Adj. Flow(vph) 28 58 4 315 46 348 5 689 380 350 437 4
Lane Group Flow(vph) 0 90 0 158 203 348 5 689 380 350 441 0
Turn Type custom custom custom custom custom custom
Protected Phases 1 1 4 1
Permitted Phases 8 8 4 4 4 2 2 2 2 2
Detector Phases 8 8 4 4 1 1 2 4 1 2
Minimum Initial (s) 5.0 5.0 9.0 9.0 5.0 5.0 15.0 9.0 5.0 15.0
Minimum Split(s) 11.6 11.6 15.8 15.8 11.4 11.4 21.8 15.8 11.4 21.8
Total Split(s) 15.4 15.4 0.0 41.0 41.0 11.4 11.4 22.2 41.0 11.4 22.2 0.0
Total Split(%) 17.1% 17.1% 0.0% 45.6% 45.6% 12.7% 12.7% 24.7% 45.6% 12.7% 24.7% 0.0%
' Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 3.0 5.0 3.6 3.0 5.0
All-Red Time (s) 3.0 3.0 3.2 3.2 3.4 3.4 1.8 3.2 3.4 1.8
Lead/Lag Lead Lead Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None None None None None None C-Max None None C-Max
Act Effct Green (s) 10.8 32.1 32.1 40.3 33.6 26.2 62.3 33.6 26.2
Actuated g/C Ratio 0.12 0.36 0.36 0.45 0.37 0.29 0.69 0.37 0.29
' v/c Ratio 0.49 0.81 0.85 0.40 0.02 0.67 0.31 0.68 0.43
Control Delay 45.5 55.3 57.6 2.6 20.6 35.9 1.4 29.0 30.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.5 55.3 57.6 2.6 20.6 35.9 1.4 29.0 30.5
LOS D E E A C D A C C
Approach Delay 45.5 30.1 23.6 29.9
Approach LOS D C C C
' Queue Length 50th (ft) 47 76 101 6 2 205 0 75 120
Queue Length 95th (ft) 95 #185 #225 29 10 #319 28 #114 171
Internal Link Dist(ft) 1008 768 1040 1778
Turn Bay Length (ft)
Base Capacity(vph) 195 226 274 878 317 1031 1274 514 1031
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.SWTOro 6 Report
1 BUBARIS TRAFFIC ASSOCIATES Page 1
Lanes, Volumes, Timings
1: Route 194 & Route 5 4/27/2006
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.70 0.74 0.40 0.02 0.67 0.30 0.68 0.43
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length:90
Offset: 75 (83%), Referenced to phase 2:NBSB, Start of Yellow
' Natural Cycle: 75
Control Type:Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 27.9 Intersection LOS: C
Intersection Capacity Utilization 52.5% ICU Level of Service A
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
' Queue shown is maximum after two cycles.
Splits and Phases: 1: Route 194&Route 5
07 o2 f 04 .:;= m$
' Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.Sro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
5: Route 194 & Commerce Way 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 T ►fit
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume(veh/h) 28 697 638 10 16 79
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 30 758 693 11 17 86
' Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 848
pX, platoon unblocked 0.86
vC, conflicting volume 704 1517 699
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 704 1600 699
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free% 97 82 80
' cM capacity(veh/h) 893 97 440
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 788 704 103
' Volume Left 30 0 17
Volume Right 0 11 86
cSH 893 1700 276
Volume to Capacity 0.03 0.41 0.37
' Queue Length 95th (ft) 3 0 42
Control Delay(s) 0.9 0.0 25.7
Lane LOS A D
Approach Delay (s) 0.9 0.0 25.7
Approach LOS D
Intersection Summary
Average Delay 2.1
Intersection Capacity Utilization 71.8% ICU Level of Service C
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.S3aftro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
r
HCM Unsignalized Intersection Capacity Analysis
7: Route 194 & Rye Street 4/27/2006
Movement EBL EBT WBT WBR SBL SBR
' Lane Configurations 4 T +fir
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 222 491 506 59 124 153
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate(vph) 241 534 550 64 135 166
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
' Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 1253
pX, platoon unblocked 0.88
vC, conflicting volume 614 1598 582
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 614 1681 582
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free% 75 0 88
cM capacity(veh/h) 965 69 513
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 775 614 301
' Volume Left 241 0 135
Volume Right 0 64 166
cSH 965 1700 132
Volume to Capacity 0.25 0.36 2.29
Queue Length 95th (ft) 25 0 640
Control Delay(s) 5.6 0.0 657.2
Lane LOS A F
Approach Delay(s) 5.6 0.0 657.2
Approach LOS F
Intersection Summary
Average Delay 119.6
Intersection Capacity Utilization 94.6% ICU Level of Service F
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.$W"ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
HCM Unsignalized Intersection Capacity Analysis
10: Site Drive & Rye Street 4/27/2006
-` ""\ t #
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations Y 4 T
Sign Control Stop Free Free
Grade 0% 0% 0%
' Volume (veh/h) 4 176 59 240 84 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 4 191 64 261 91 1
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 481 92 92
vC1,stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 481 92 92
tC, single (s) 6.4 6.2 4.1
' tC, 2 stage(s)
tF (s) 3.5 3.3 2.2
p0 queue free% 99 80 96
cM capacity(veh/h) 521 966 1502
Direction, Lane# EB 1 NB 1 SB 1
Volume Total 196 325 92
' Volume Left 4 64 0
Volume Right 191 0 1
cSH 948 1502 1700
Volume to Capacity 0.21 0.04 0.05
Queue Length 95th (ft) 19 3 0
Control Delay(s) 9.8 1.8 0.0
Lane LOS A A
Approach Delay(s) 9.8 1.8 0.0
Approach LOS A
Intersection Summary
' Average Delay 4.1
Intersection Capacity Utilization 40.3% ICU Level of Service A
Analysis Period (min) 15
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW lnd.$Yff#ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 4
r
rHCM Unsignalized Intersection Capacity Analysis
12: Troy Road & Rye Street 4/27/2006
r4,- k t �" `w
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations Y 1� 4
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 5 94 230 15 45 80
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 5 102 250 16 49 87
r Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 443 258 266
vC1,stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 443 258 266
tC, single(s) 6.4 6.2 4.1
tC, 2 stage(s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 87 96
r cM capacity(veh/h) 551 780 1298
Direction, Lane# WB 1 NB 1 SB 1
Volume Total 108 266 136
Volume Left 5 0 49
Volume Right 102 16 0
cSH 764 1700 1298
Volume to Capacity 0.14 0.16 0.04
Queue Length 95th (ft) 12 0 3
Control Delay(s) 10.5 0.0 3.0
Lane LOS B A
Approach Delay (s) 10.5 0.0 3.0
Approach LOS B
Intersection Summary
' Average Delay 3.0
Intersection Capacity Utilization 35.8% ICU Level of Service A
Analysis Period (min) 15
r
r
r
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.S.Woro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 5
r
Lanes, Volumes, Timings
15: Route 194 &Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Lane Configurations + T y
Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 85 0 0 0
Storage Lanes 1 0 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.969 0.965
Fit Protected 0.950 0.964
Satd. Flow(prot) 1770 1863 1805 0 1733 0
Fit Permitted 0.304 0.964
Satd. Flow(perm) 566 1863 1805 0 1733 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 31 19
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed(mph) 30 30 30
Link Distance (ft) 6199 802 7228
Travel Time (s) 140.9 18.2 164.3
Volume (vph) 84 776 437 128 79 28
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 91 843 475 139 86 30
Lane Group Flow(vph) 91 843 614 0 116 0
Turn Type custom
Protected Phases 1 1 4
Permitted Phases 2 2 2 4
Detector Phases 1 1 2 4
Minimum Initial(s) 4.0 4.0 25.0 9.0
Minimum Split(s) 8.0 8.0 30.0 13.0
Total Split(s) 11.0 11.0 60.0 0.0 19.0 0.0
Total Split(%) 13.8% 13.8% 62.5% 0.0% 23.8% 0.0%
Yellow Time(s) 3.0 3.0 3.0 3.0
Ail-Red Time(s) 0.0 0.0 2.0 1.0
Lead/Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode Max Max Min None
Act Effct Green (s) 36.5 41.7 29.2 9.9
Actuated g/C Ratio 0.66 0.75 0.53 0.17
v/c Ratio 0.17 0.60 0.63 0.37
Control Delay 4.0 7.1 13.5 23.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 4.0 7.1 13.5 23.0
LOS A A B C
Approach Delay 6.8 13.5 23.0
Approach LOS A B C
Queue Length 50th (ft) 7 118 134 28
Queue Length 95th (ft) 21 260 255 m80
Internal Link Dist(ft) 6119 722 7148
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.S�n#ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 8
Lanes, Volumes, Timings
15: Route 194 & Troy Road 4/27/2006
Lane Group EBL EBT WBT WBR SEL SER
Turn Bay Length (ft) 85
Base Capacity(vph) 529 1401 1167 430
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.17 0.60 0.53 0.27
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 55.4
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 10.4 Intersection LOS: B
Intersection Capacity Utilization 55.0% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 15: Route 194&Troy Road
klk z .
.,
01
r
t
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.$jar"ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 9
Lanes, Volumes, Timings
7: Route 194 & Rye Street 5/1/2006
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations + T y
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
1 Leading Detector(ft) 50 50 50 50
Trailing Detector(ft) 0 0 0 0
Turning Speed (mph) 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.986 0.926
Fit Protected 0.950 0.978
Satd. Flow(prot) 1770 1863 1837 0 1687 0
Fit Permitted 0.188 0.978
Satd. Flow(perm) 350 1863 1837 0 1687 0
Right Turn on Red Yes Yes
Satd. Flow(RTOR) 12 98
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 30
Link Distance (ft) 405 6199 810
Travel Time (s) 9.2 140.9 18.4
Volume (vph) 222 491 506 59 124 153
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow(vph) 241 534 550 64 135 166
Lane Group Flow(vph) 241 534 614 0 301 0
Turn Type custom
' Protected Phases 1 3
Permitted Phases 2 2 2 3
Detector Phases 1 2 2 3
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split(s) 8.0 20.0 20.0 8.0
Total Split (s) 12.0 29.0 29.0 0.0 19.0 0.0
Total Split(%) 20.0% 48.3% 48.3% 0.0% 31.7% 0.0%
Yellow Time (s) 3.0 3.0 3.0 3.0
All-Red Time (s) 0.0 1.0 1.0 1.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None None None None
Act Effct Green (s) 25.5 25.3 25.3 11.4
Actuated g/C Ratio 0.52 0.54 0.54 0.23
' v/c Ratio 0.60 0.53 0.62 0.64
Control Delay 14.2 15.1 17.4 20.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 14.2 15.1 17.4 20.4
LOS B B B C
Approach Delay 14.8 17.4 20.4
Approach LOS B B C
Queue Length 50th (ft) 28 136 164 62
Queue Length 95th (ft) #92 250 #350 134
Internal Link Dist(ft) 325 6119 730
Turn Bay Length (ft)
Base Capacity(vph) 439 1024 1015 582
Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.5yff"ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 1
Lanes, Volumes, Timings
7: Route 194 & Rye Street 5/1/2006
Lane Group EBL EBT WBT WBR SBL SBR
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced We Ratio 0.55 0.52 0.60 0.52
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 47.1
Natural Cycle: 55
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 16.8 Intersection LOS: B
Intersection Capacity Utilization 68.8% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 7: Route 194&Rye Street
*4',-
"01 .�-...�,. m2 � 03
1 Proposed Distribution Center, South Windsor,CT 4/27/2006 2008 Combined PM (With SW Ind.5Yff"ro 6 Report
BUBARIS TRAFFIC ASSOCIATES Page 2
Exhibit 24
Automatic Traffic Recorder Counts
Rye Street at Site Drive
Connecticut Counts Inc. Page 1
Kensington, Connecticut 06037
Rye Street at Distribution Facility Dr (860) 828-1693 Site Code:887
South Windsor,Connecticut Station ID:
Northbound
Latitude:0'0.000 Undefined
Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th
Time 15 20 25 30 35 40 45 50 55 60 65 70 75 9999 Total Percent Percent
04109/06
02:00 # * * R # * # R # # # # # # «
03:00 * R # * * # * # * # # R * #
04:00 # R * # * # * # # * # * R # # #
05 M « * * # # « # * * # #
0606:00 * * * # # * # * * * * * # * * #
08:00 0 0 1 1 2 5 20 9 3 1 0 0 0 0 42 49 52
09:00 1 0 0 0 0 10 24 14 4 4 0 0 0 0 57 50 56
10:00 3 0 0 0 3 12 28 18 5 2 1 0 0 0 72 49 54
11:00 1 1 0 0 1 13 29 26 8 2 0 0 0 0 81 50 53
12 PM 1 0 0 0 0 10 27 21 5 2 0 2 0 0 68 50 56
13:00 0 0 0 0 2 16 38 15 8 0 0 0 1 0 77 49 53
14:00 0 0 0 0 1 14 23 24 8 4 0 0 0 0 74 51 55
15:00 0 0 0 0 1 5 31 19 7 3 0 0 0 0 66 50 55
16:00 0 0 0 1 0 6 28 17 9 2 0 0 0 0 63 51 54
17:00 0 0 0 0 2 7 16 21 4 3 0 0 0 0 53 50 54
18:00 0 0 0 0 3 10 16 18 5 1 0 0 0 0 53 50 53
19:00 0 0 0 0 2 3 16 10 3 1 0 0 0 0 35 50 52
20:00 0 0 0 0 1 8 11 1 0 1 0 0 0 0 22 45 46
21:00 0 0 0 0 1 4 14 2 1 0 0 0 0 0 22 45 47
22:00 0 0 0 0 0 1 5 1 0 0 1 0 0 0 8 46 61
23:00 0 0 0 0 0 0 1 3 1 1 0 0 0 0 6 55 56
Total 6 1 1 2 19 123 325 219 71 27 2 2 1 0 799
Percent 0.8% 0.1% 0.1% 0.3% 2.4% 15.4% 40.7% 27.4% 8.9% 3.4% 0.3% 0.3% 0.1% 0.0%
AM 10:00 11:00 08:00 08:00 10:00 11:00 11:00 11:00 11:00 09:00 10:00 11:00
Peak
Vol. 3 1 1 1 3 13 29 26 8 4 1 81
PM 12.00 16:00 18:00 13:00 13:00 14:00 16:00 14:00 22:00 12:00 13:00 13:00
Peak
Vol. 1 1 3 15 36 24 9 4 1 2 1 77
Connecticut Counts Inc. Page 2
Kensington, Connecticut 06037
Rye Street at Distribution Facility Dr (860)828-1693 Site Code:887
South Windsor,Connecticut Station ID:
Northbound Latitude:0'0.000 Undefined
Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th
Time 15 20 25 30 35 40 45 50 55 60 65 70 75 9999 Total Percent Percent
04/10/06 0 0 0 0 1 2 2 0 1 0 0 0 0 0 6 42 51
01:00 0 0 0 1 0 0 1 0 0 0 0 0 0 0 2 41 41
02:00 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 37 37
03:00 0 2 3 1 1 2 2 1 1 0 0 0 0 0 13 42 50
04:00 1 4 3 1 1 0 0 1 1 0 0 0 0 0 12 31 50
05:00 0 4 7 2 2 5 15 11 3 0 1 1 0 0 51 49 52
06:00 1 3 2 0 3 14 13 17 3 1 0 0 0 0 57 49 51
07:00 1 1 3 1 4 12 22 13 6 0 0 0 0 0 63 49 52
08:00 1 3 3 3 1 10 18 15 2 1 0 0 0 0 57 48 50
09:00 1 2 3 5 2 20 20 13 4 0 0 0 1 0 71 48 51
10:00 3 5 5 1 9 8 25 21 3 0 0 0 0 0 80 48 50
11:00 0 2 5 4 3 13 33 17 2 3 0 0 0 0 82 48 54
12 PM 0 5 7 1 1 12 33 20 6 0 0 0 0 0 85 49 51
13:00 1 6 3 4 3 13 28 24 7 3 1 0 0 0 93 50 54
14:00 1 3 2 2 1 23 75 69 10 5 1 1 0 0 193 50 54
15:00 3 2 5 5 3 21 68 Be 23 3 1 0 0 0 220 50 54
16:00 3 3 3 1 2 29 61 60 22 3 0 1 0 0 188 50 54
17:00 3 2 1 1 1 11 61 38 8 1 1 0 1 0 129 49 53
18:00 1 4 3 0 4 12 15 19 5 1 1 0 0 0 65 49 54
19:00 0 1 0 0 1 9 26 13 5 0 0 0 0 0 55 49 52
20:00 3 0 1 0 0 8 15 8 4 1 1 0 1 0 42 51 60
21:00 1 2 0 1 0 6 3 3 2 1 0 0 0 0 19 48 52
22:00 1 0 0 0 0 1 6 6 1 1 0 0 0 0 16 50 55
23:00 0 0 0 1 1 4 6 2 3 1 0 0 0 0 18 51 53
Total 25 54 59 35 44 237 548 457 122 25 7 3 3 0 1619
Percent 1.5% 3.3% 3.6% 2.2% 2.7% 14.6% 33.8% 28.2% 7.5% 1.5% 0.4% 0.2% 0.2% 0.0%
AM 10:00 10:00 05:00 09:00 10:00 09:00 11:00 10:00 07:00 11:00 05:00 05:00 09:00 11:00
Peak
Vol. 3 5 7 5 9 20 33 21 6 3 1 1 1 82
PM 15:00 13:00 12:00 15:00 18:00 16:00 14:00 15:00 15:00 14:00 13:00 14:00 17:00 15:00
Peak
Vol. 3 6 7 5 4 29 75 86 23 5 1 1 1 220
Connecticut Counts Inc. Page 5
Kensington, Connecticut 06037
Rye Street at Distribution Facility Dr (860)828-1693 Site Code:887
South Windsor,Connecticut Station ID:
Southbound Latitude: 0'0.000 Undefined
Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th
Time 15 20 25 30 35 40 45 50 55 60 65 70 75 9999 Total Percent Percent
04/10/06 0 0 0 0 1 0 1 0 0 0 0 0 0 0 2 41 41
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 1 0 0 0 0 1 0 1 1 2 0 0 0 0 6 56 57
03:00 0 0 0 0 1 2 5 5 1 0 0 0 0 0 14 49 50
04:00 1 2 0 0 6 16 36 14 1 0 0 0 0 0 76 47 49
05:00 7 1 1 0 2 29 91 70 9 2 0 0 1 0 213 49 51
06:00 4 5 1 2 0 26 103 94 21 3 1 1 0 0 261 50 53
07:00 1 1 2 3 10 27 60 44 14 4 1 0 0 0 167 50 54
08:00 0 3 4 0 7 19 44 28 12 2 0 0 0 0 119 50 53
09:00 2 3 1 0 2 23 24 13 8 1 0 0 0 0 77 49 53
10:00 4 4 3 1 1 15 27 11 3 1 0 0 0 0 70 47 50
11:00 4 1 2 3 11 24 38 17 3 1 0 0 0 0 104 47 50
12 PM 2 2 2 2 3 23 31 22 5 1 0 0 0 0 93 48 51
13:00 3 3 10 3 2 17 33 29 7 1 2 0 1 0 111 49 53
14:00 1 2 6 4 0 10 41 16 8 2 0 0 0 0 90 49 53
15:00 1 3 5 1 5 16 28 19 6 1 0 0 0 0 85 49 52
16:00 5 0 4 0 3 16 26 15 5 1 1 0 0 0 76 49 53
17:00 1 0 0 2 4 17 31 24 6 1 0 0 0 0 86 49 52
18:00 1 1 4 0 1 14 23 12 2 0 0 0 0 0 58 47 50
19:00 1 0 0 0 1 1 7 5 2 0 0 0 0 0 17 49 51
20:00 1 1 0 0 1 2 6 4 2 0 0 0 0 0 17 48 51
21:00 1 0 1 0 0 1 3 1 0 0 0 0 0 0 7 43 46
22:00 1 0 1 0 0 1 6 1 0 0 1 0 0 0 11 45 46
23:00 0 2 1 0 0 1 0 0 0 0 0 0 0 0 4 21 36
Total 42 34 48 21 61 301 664 445 116 23 6 1 2 0 1764
Percent 2.4% 1.9% 2.7% 1.2% 3.5% 17.1% 37.6% 25.2% 6.6% 1.3% 0.3% 0.1% 0.1% 0.0%
AM 05:00 06:00 08:00 07:00 11:00 05:00 06:00 06:00 06:00 07:00 06:00 06:00 05:00 06:00
Peak
Vol. 7 5 4 3 11 29 103 94 21 4 1 1 1 261
PM 16.-00 13:00 13:00 14:00 15:00 12:00 14:00 13:00 14:00 14:00 13:00 13:00 13:00
Peak
Vol. 5 3 10 4 5 23 41 29 8 2 2 1 111
Connecticut Counts Inc. Page 6
Kensington, Connecticut 06037
Rye Street at Distribution Facility Dr (860)828-1693 Site Code:887
South Windsor, Connecticut Station ID:
Southbound Latitude:0'0.000 Undefined
Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th
Time 15 20 25 30 35 40 45 50 55 60 65 70 75 9999 Total Percent Percent
04/11/06 0 0 0 0 1 1 0 0 0 0 0 0 0 0 2 36 36
01:00 0 3 0 0 0 2 0 0 0 0 0 0 0 0 5 36 37
02:00 0 2 1 0 0 1 1 1 1 0 0 1 0 0 8 51 66
03:00 0 0 0 0 0 1 6 8 1 0 0 0 0 0 16 49 50
04:00 1 1 1 0 4 16 24 20 7 0 0 0 0 0 74 49 52
05:00 3 5 1 0 2 32 105 68 16 0 1 0 0 0 233 49 52
06:00 3 3 2 0 7 36 99 103 20 6 0 0 0 0 279 50 53
07:00 1 1 2 5 11 30 73 39 15 4 2 0 0 0 183 50 54
08:00 3 5 1 0 2 17 39 25 3 2 0 0 0 0 97 48 50
09:00 5 4 5 0 4 12 26 12 3 2 0 0 0 0 73 47 51
10:00 2 7 3 1 6 20 24 5 9 1 1 0 0 0 79 49 54
11:00 4 4 5 2 4 27 46 16 3 1 0 0 0 0 112 46 50
12 PM 5 3 2 0 2 20 24 25 2 0 0 0 0 0 83 48 50
13:00 3 2 5 5 3 20 27 19 9 2 0 0 0 0 95 49 53
14:00 3 1 8 0 1 5 24 15 5 1 0 0 0 0 63 49 53
15:00 # « * * * # # « « * « # * * «
16:00 * « # # « * # « « « * * « * * «
17:00 # * * * * * # * # « * « # #
18:00 * # # # # * # # # # # * # # # « #
19:00 # « « « * * # # * * * « « * * «
20:00 # # # « * « # * * # * # # * « #
21:00 # * * * # « « « « # # * # « * « #
22:00 * # # # # # # * # # * # * # « * «
23:00 # « « « * * # # * R * « * * # # #
LLTJJottaall 33 41 36 13 47 240 518 356 94 19 4 1 0 0 1402
Percent 2.4% 2.9% 2.6% 0.9% 3.4% 17.1% 36.9% 25.4% 6.7% 1.4% 0.3% 0.1% 0.0% 0.0%
AM 09:00 10:00 09:00 07:00 07:00 06:00 05:00 06:00 06:00 06:00 07:00 02:00 06:00
Peak
Vol. 5 7 5 5 11 36 105 103 20 6 2 1 279
PM 12:00 12:00 14:00 13:00 13:00 12:00 13:00 12:00 13:00 13:00 13:00
Peak
Vol. 5 3 8 5 3 20 27 25 9 2 95
Total 85 77 86 43 137 676 1505 1046 270 55 11 4 2 0 3997
Percent 2.1% 1.9% 2.2% 1.1% 3.4% 16.9% 37.7% 26.2% 6.8% 1.4% 0.3% 0.1% 0.1% 0.0%
15th Percentile: 37 MPH
50th Percentile: 43 MPH
85th Percentile: 49 MPH
95th Percentile: 53 MPH
Stats 10 MPH Pace Speed: 41-50 MPH
Number in Pace: 2551
Percent in Pace: 63.8%
Number of Vehicles>30 MPH: 3706
Percent of Vehicles>30 MPH: 92.7%
Mean Speed(Average): 42 MPH
EXHIBIT 25
SUMMARY OF ACCIDENT EXPERIENCE
PROPOSED DISTRIBUTION CENTER
SOUTH WINDSOR, CONNECTICUT
OCTOBER 1, 2002 TO SEPTEMBER 30, 2005
SECTION1 M.P. 42.47 TO 42.49 (INTERSECTION OF ROUTE 5 AT ROUTE 194)
SECTION2 M.P. 0 TO 0 (INTERSECTION OF ROUTE 194 AT ROUTE 5)
SECTION3 M.P. 0.2 TO 0.32 (INTERSECTION OF ROUTE 194 AT RYE STREET)
SECTION4 M.P. 1.65 TO 1.73 (INTERSECTION OF ROUTE 194 AT TROY ROAD)
SECTION5 M.P. TO (RYE STREET ENITRE LENGTH)
SECTION6 M.P. TO (TROY ROAD- ENTIRE LENGTH)
S-3 S-4
DRIVER UNDER THE INFLUENCE S-1 S-2 S-5 S-6 TOTALS
1 1 2
DRIVER FOLLOWING TOO CLOSELY 8 15 8 6 1 38
DRIVER VIOLATED TRAFFIC CONTROL 3 1 2 1 7
DRIVING ON WRONG SIDE OF ROAD 1 1
VEHICLE CHANGED LANES IMPROPERLY 1 1 2
VEHICLE TIRES UNSAFE 1 1
DRIVING TOO FAST FOR CONDITIONS 3 4 5 12
DRIVER FAILED TO GRANT RIGHT OF WAY 3 2 1 6
TOTALS: 19 22 11 14 1 2 69
BUBARIS TRAFFIC ASSOCIATES
MAY 2006
Page 1 of 1
Banach, Marcia
From: Lavigueur, Stephan
Sent: Thursday, February 07, 2008 12:48 PM
To: Gantick, Michael; Banach, Marcia; Doolittle, Jeffrey
Subject: Rye Street Street Trees
Mr. Kevin Foley felt the Tilia (lindens) specified for Rye St were perhaps not the
best choice of tree. Although I rather like lindens I agreed with him in this
instance. I offered London Plane Tree or Sweet Gums as a substitute and we
agreed on London plane.
The Pin Oaks will not be substituted.
2/7/2008
TOWN OF SOUTH WINDSOR I�ul
STAFF SITE CHANGE
FOR SITE & SUBDIVISION gQ(((EINNN!'lS0R?L#0GK-RT,
GENERAL: /
CHANGE ORDER CONTACT PERSON C, 5"eonde'e6c-j Phone No.
Address_y S' � �llvu�! /��P i(/i s'o� 0.f
Site Name �) �jJ�` /J,s�.. �U a" �ar��7i P&Z No. d� 40 /0
Owner_ n �. Phone No.
Contractor
Signature of Owner Date:
Signature of Design Engr. Dater o
CHANGE: (Describe location and nature of change. Include
Four (4 ) copies of plan/profile of Change. )
�IJ'l' S�,tr't H'/G�P/` �i!/J/J�� 7"'B Lf !L �.f7d kLi(ac� [b t.✓/e/e"r'
Reason for Change: (Why is change required) / IJ
C�ti ���� `�� /r ;off 4 62 r/r, 'L, 2L4 P
A/ ,�. `�
APPROVALS: (As Require )
Dir. Of Planning Date: 10 "tJ
Town Engineer Date: /�
Dir. of Public orks Date:
Other: Date:
STAFF COMMENTS:
D� �:� �i r� Pu->r,! r�vJ•-h ;�� l�•+s" G.,M Or�`�h S
REeEIVED
SOUTH WINDSOR
EN61NEERING SEPT.
White - Town Engineer Yellow - Applicant
Pink - Director of Planning Goldenrod - Engineering Department
MEMORANDUM
To: Marcia Banach, Director of Planning
From: Jeffrey B. Doolittle, P.E., Town Engineer GY-
Date: 7/20/07
RE: App 06-60P Aldi, Rye Street Improvements Bond
The Engineering Division recommends establishment of a bond in the amount of
$1,364,600 for the required improvements to Rye Street associated with the Aldi Site
Plan on Rye Street.
Please call me if you have any questions.
"Ft7
RECEIVED
John T. Phillips,P.E. FFR 2
200 McGrath Road 22007
South Windsor, CT 06074
SOUTH INDSOR PLANNING DEPT,
Planning and Zoning Commission
Town of South Windsor 7- 7
February, 23, 2007
To Whom It May Concern:
I am writing with some concerns about and suggestions for the Aldi distribution center
application(07-06P).
1.Noise at the adjoining neighborhood.
• At the IWA/CC meeting, Mr. Semperbon stated that Aldi wants to maximize the
distance between the trucking operations and the McGrath Road neighborhood.
Having truck bays on the southeast side(Rye Street side)of the building and the
entrance drive at the northeast comer places these operations adjacent to the
neighborhood. If the building was oriented as a mirror image,the trucking
operations would be on the southwest wall, facing Commerce Way, and the
northwest wall, facing the Scantic River. The entrance could be approximately
where the plans currently show the dispatch office.
• Significant amount of landscaping is planned along Rye Street. If some of that
effort could be spent placing a dense row of evergreens along the north side of the
site,it would provide additional noise abatement between the site and McGrath
Road. With the trucking operations moved to the opposite side of the building,the
need for visual screening from Rye Street is reduced.
Please review the attached marked sketches that show the currently planned and my
proposed mirror image layout. Since construction has not started,both changes can be
made at a minimal expense. The building would be the same size and layout,just
reversed. Truck circulation would be essentially unchanged.
2. Traffic control while Rye Street is rebuilt.
It will be not be possible to continuously maintain traffic on Rye Street while the culvert
is being replaced and the road is widened. At a minimum, Rye Street will be closed for
short times during the day while the work takes place. At the other extreme,it could be
closed for days or weeks as the culvert is replaced. Again, according to Mr. Semperbon
at the IWA/CC hearing,many hundreds of trucks a day use Rye Street for access to East
Windsor and to the recycle plant at 300 Rye Street. Alternate routes will be needed for
these trucks and the residential traffic.
'47
If Troy Road is used as the alternate route, I have some critical safety concerns:
• The intersection of Troy and Rye in not designed to handle tractor-trailer traffic.
Currently, northbound trucks, coming from the recycle plant and making a right
turn into Troy Road,need to cross the centerline of both Rye Street and Troy
Road to have sufficient clearance for the trailer. They completely block opposing
traffic on both streets. I,personally,have been southbound on Rye Street and had
to stop because of trucks on the wrong side of the road while making the turn. In
one case,the truck-had failed to negotiate the comer on the first try and was
backing up on Rye Street,blocking both lanes. Active traffic control, a temporary
traffic light or a full time Police Officer,would be needed to assure safety.
• The curve on Troy Road,between Sullivan Avenue and Brookfield Street, is
extremely narrow and blind. Because of the telephone pole and the house that are
only inches from the edge of the road,many people,including trucks, drift toward
the center of the road while going around the comer. The ESI trucks that
currently use the road are aware of the condition and cautious. The additional
hundreds of trucks might not be aware or as careful. A head on collision, or a
truck hitting the telephone pole or house, is a very real possibility.
I recognize that the bernied section of Rye Street is in critical need of a proper rebuilding.
I recognize that there will be some inconveniences during the construction. I want to
make sure that it is only an inconvenience, and not an unsafe condition that is created.
Troy Road is a poor, and probably dangerous, alternate route.
Sincerely,
John T. Phillips,P.E.
WIN.
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r STATE OF CONN ECTICUT MEMBERS
STATE TRAFFIC COMMISSION Commissioner of Transportation
DEPARTMENT OF TRANSPORTATION
2800 BERLIN TURNPIKE,P.O.BOX 317546 Commissioner of Public Safety
NEWINGTON,CT 06 1 3 1-7546 Commissioner of Motor Vehicles
Phone: (860)594-3020
Fax: (860) 594-2377
July 18, 2007
Mr. Bruce Persohn "'`
Vice President RECEV .'
ALDI, Inc.
828 Sullivan Avenue s�F
P.O. Box 699 �9€s`
South Windsor, CT 06074
Dear Mr. Persohn: 5)11i"EVIt�DSt?R�L�NM�G�J�;!
Subject: Town of South Windosr
ALDI, Inc.
Enclosed is a copy of Traffic Investigation Report No. 132-0703-01 approved at the
July 17, 2007 meeting of the State Traffic Commission, detailing conditions for the issuance
of a Certificate.
In accordance with Section 14-311 of the General Statutes, a building/foundation permit
cannot be obtained from the Town until a certificate is issued.
A certificate will not be issued by this office until:
1. the Traffic Investigation Report has been recorded on the municipal land records
in accordance with Condition No. 20, and this office has been provided with
evidence of recording (i.e. copy of recorded report) ;
2. a bond, sufficient to cover the full cost of implementing the required improve-
ments, has been posted with the Department of Transportation District No. 1 Office
(Attn: Mr. David A. Sawicki) at 1107 Cromwell Avenue in the Town of Rocky Hill,
CT 06067, (860)258-4544, as noted in Condition No. 18, and this office has been so
notified by that office;
3. a bond has been posted with the Town of South Windsor to cover the cost of the
work required on Rye Street as noted in Condition No. 19, and this office has been
so notified in writing by the Town; and
4. drainage easements/right-of-way have been secured for the Town of South Windsor as
noted in Condition Nos. 15 and 16, and this office has received sufficient
evidence as such (i.e. copy of recorded easement/deed) .
Additionally, an encroachment permit must be obtained from the District Office prior
to performing any work within the state highway right-of-way. An encroachment permit will
not be issued until the certificate has been issued and filed on the municipal land records
in accordance with the enclosed procedures, and detailed construction plans have been reviewed
and approved by the District Office. The approval will expire on July 16, 2009, unless all
the requirements are satisfied.
Very truly yours,
#?66b4 ri
Robbin L. Cabelus
Executive Director
Enclosures
cc: Chief Gary K. Tyler
Mr. Christopher J. Dougan - Please confirm certificate issuance with STC.
Planning and Zoning_Commission
Mr. James G. Bubaris, P.E.
Mr. Lyle Wray
TRA-10 REV 12/06
Report By: MRS Date: 06/07 STATE OF CONNECTICUT STC No: 132-0703-01
DEPARTMENT OF TRANSPORTATION
Checked By: PJC Date: 06/07 TRAFFIC INVESTIGATION Loc.No:
Recommended By: Aq4
REPORT TO THE Approved By STC
STATE TRAFFIC COMMISSION
See Previous Traffic Investigation Report No. �
Town of South Windsor AjL 1 7 20 ='
Date:
Requested By: Location: ALDI, Inc.
James G. Bubaris, P.E. Route 194(Sullivan Ave ue)and
How Requested: Certificate Application Rye Str ertificate U
Date: March 8,2007 Not
EXECUTIVE DIRECTOR
Recommendation(s): `
In accordance with Section 14-311 of the Connecticut General Statutes, as revised, it is recommended
that the State Traffic Commission (STC)issue a certificate to ALDI, Inc. for a 482,685 square-foot gross
floor area distribution center with 151 parking spaces, located on Rye Street in the Town of South
Windsor stating that the operation thereof will not imperil the safety of the public based on the following
conditions:
The conditions are based on and referenced to the following plans prepared by Design Professionals
entitled:
A. "Overall Site Plan, Aldi Distribution Facility, 295 Rye Street, South Windsor, Connecticut,"
Sheet 01/01, dated March 28, 2007.
B. "Signage and Striping Plan, Proposed Rye/Sullivan Intersection, Aldi Distribution Facility,
295 Rye Street, South Windsor, Connecticut," Sheet SS1/SS1, dated January 25, 2007,
revised May 18,2007.
C. "Signage and Striping Plan, Rye Street, Aldi Distribution Facility, 295 Rye Street, South
Windsor, Connecticut," Sheet RS 1/RS2, dated January 24,2007,revised May 18,2007.
D. "Signage and Striping Plan, Rye Street, Aldi Distribution Facility, 295 Rye Street, South
Windsor, Connecticut," Sheet RS2/RS2, dated January 24,2007,revised July 5,2007.
E. "Sightline Plan, Proposed Rye/Sullivan Intersection, Aldi Distribution Facility, 295 Rye
Street, South Windsor,Connecticut,"Sheet SL2/SL3,dated May 15, 2007.
F. "Sightline Plan, Proposed Rye/Sullivan Intersection, Aldi Distribution Facility, 295 Rye
Street, South Windsor, Connecticut," Sheet SL3/SL3, dated May 15, 2007, revised July 5,
2007
1. That the site driveway on Rye Street be constructed in substantial conformance with the
referenced plans.
2. That Route 194 and Rye Street be widened in substantial conformance with the referenced
plans.
1 "
r
Town of South Windsor
ALDI,Inc.
Route 194(Sullivan Avenue) and Rye Street
Traffic Investigation Report No. 132-0703-01
3. That approach grades of the driveways and Town roads along Route 194 affected by the
roadway widening noted in this report meet Department of Transportation standards for
intersecting streets or not be increased.
4. That all roadway and drainage improvements within the State highway right-of-way be
subject to review by the Department of Transportation and all their requirements including
those pertaining to maintenance and protection of traffic be satisfied prior to the issuance of a
permit for work within the highway right-of-way.
5. That Route 194 be overlaid within the limits of the widening. The extent of the overlay is to
be determined by the Department of Transportation's District 1 Office.
6. That all conflicting pavement markings in the area of roadway work be eradicated to the
satisfaction of the Department of Transportation.
7. That all work on roadways that are owned and maintained by the Town of South Windsor be
performed in conformance with the standards and specifications of the Town.
8. That any cutting, removal or pruning of trees, shrubbery or vegetation situated partially or
wholly within the limits of the State highway right-of-way be in accordance with Department
of Transportation Regulations.
9. That intersection sight distance of Rye Street and the intersection sight distances of the
driveways along Route 194 affected by the roadway widening, be provided as shown on the
referenced plans.
10. That the intersection sight distances of the site driveway and the intersection sight distance of
the driveway along Rye Street affected by roadway widening noted in this report,be provided
as shown on the referenced plans.
11. That a traffic signal be installed on Route 194 at Rye Street.
12. That signs and pavement markings on Route 194, Rye Street and within the site driveway be
installed and maintained in substantial conformance with the referenced plans, and in
accordance with the "Manual on Uniform Traffic Control Devices,"latest edition.
13. That all pavement markings installed on State roads be of epoxy material, or of a material as
directed by the Department of Transportation.
14. That all utility relocations in the State highway right-of-way be at no cost to the State and in
accordance with"A Policy on the Accommodations of Utilities on Highway Rights-of-Way."
15. That property on Rye Street be deeded for highway purposes, to the Town of South Windsor,
at no cost,as indicated on the referenced plans prior to the issuance of a certificate.
2
•
Town of South Windsor
ALDI,Inc. -Rye Street
Traffic Investigation Report No. 132-0703-01
16. That appropriate drainage easements on Rye Street be secured for the Town of South
Windsor,at no cost,prior to the issuance of a certificate.
17. That an encroachment permit be obtained from the Department of Transportation's District 1
Office prior to performing any work within the State highway right-of-way. The permit forms
must include the applicable detailed construction plans.
18. That prior to the issuance of a Certificate, a bond be posted and maintained in the amount of
$862,000 to cover the costs of satisfying the conditions of this report. Upon submission of
the final design plans, the dollar amount of this bond may be adjusted either upward or
downward during the encroachment permit review process.
19. That prior to the issuance of a Certificate, a bond be posted and maintained with the Town of
South Windsor to cover the costs of the work required on Rye Street.
20. That prior to the issuance of a Certificate, a copy of this report be recorded on the municipal
land records in accordance with the attached procedure. A copy of the Certificate shall be
recorded on the land records upon issuance.
21. That the STC reserves the right to require additional improvements or changes, as deemed
necessary, due to the development's traffic in the future. The cost of any additional
improvements or changes shall be borne by the owner of the development.
Mr. James G. Bubaris, P.E., the applicant's authorized representative, concurred with the above
recommendations on July 9,2007.
Police Commander Thomas Hart, representing Chief Gary K. Tyler, the Legal Traffic Authority for
the Town of South Windsor, concurred with the above recommendations on July 9, 2007.
3
Report of Findings
Town of South Windsor-ALDI,Inc.
Route 194(Sullivan Avenue)and Rye Street
Traffic Investigation Report No. 132-0703-01
Site:
The proposed development is a 482,685 square-foot distribution center with 151 parking spaces
located on the north side of Rye Street approximately 2,300 feet north of Route 194 (Sullivan Avenue).
The facility will consist of a truck distribution center with associated loading docks, offices and truck
storage. Access will be provided via a single median divided stop controlled driveway on Rye Street.
Generated Traffic:
The development is expected to generate 256 trips during the morning peak hour (210 entering, 46
exiting) and 235 trips during the afternoon peak hour (59 entering, 176 exiting). The site is expected to
generate 240 truck trips per workday. The Bureau of Policy and Planning has reviewed and approved the
submitted volumes.
Division of Traffic Engineering Comments:
To accommodate the additional traffic generated by the development, particularly large trucks, the
applicant has proposed the widening of Route 194 and Rye Street to provide an eastbound left-turn lane,
revise the intersection's geometry to adequately accommodate turning movements by tractor-trailers as
well as provide signalization. To accomplish the improvements to the town leg of the intersection, the
applicant is acquiring property and drainage easements along the west side of Rye Street just north of
Route 194. The widening will also require relocation of several utility poles along Route 194. The
applicant's engineer has provided traffic count projections and analysis indicating that traffic volume
warrants for signalization of the intersection are satisfied.
In addition to the above, the applicant is proposing a widening of Rye Street at the site driveway to
provide a left-turn lane on the northbound approach.
The planning and zoning approval by the Town of South Windsor required site driveway geometry
that will restrict exiting trucks to right turns onto Rye Street, thereby directing site truck traffic to Route
194.
Conclusion:
The roadway improvements recommended in this report should adequately accommodate site traffic
added to Rye Street and Route 194 and are acceptable to the Department and the Town of South Windsor.
4
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SITE
East Windsor
Htll
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Exhibit 1
Location Map
Proposed Distribution Center
South Windsor, Connecticut
RECEIVE®
P.O.BOX 1167
425 SULLIVAN AVENUE
FFR — 6 Z007 SOUTH WINDSOR,CT 06074
PHONE: 860.291.8755
FAX: 860.29nc.co 7
SOUTH WINDSOR PLANNING DEPT.
www.designprofessional si c.com
l
CIVIL S TRAFFIC ENGINEERS/ PLANNERS /SURVEYORS / GIS ANALYSTS/ LANDSCAPE ARCHITECTS
February 2, 2007
Marcia Banach, Director of Planning
Town of South Windsor
1540 Sullivan Avenue
: South Windsor, CT 06074
DPI Project No. 2282
RE: Aldi Distribution Center(Site Plan)
Rye Street
South Windsor, Connecticut
Dear Marcia,
On behalf of my client,AM King Construction Co., and pursuant to the above-
referenced application, I hereby grant to the Planning&Zoning Commission a 30-day
extension to open the public hearing. Thank you.
Respectfully submitted,
DESIGN PROFESSIONALS INC.
By �N�112Q
Andrea M. Momnie
Executive Coordinator
CC: AM King Construction Co.
Peter R. DeMallie
Galen B. Semprebon,P.E.
:
s
RECEIVE" P.O. BOX 1167
I�t 425 SULLIVAN AVENUE
SOUTH WINDSOR,CT 06074
MAR 0 z 2007 PHONE:860.291.8755
FAX:860.291.8757
$01liHWINDSOR PLANNINB 6NPfi: www.designprofessionalsinc.com
CIVIL & TRAFFIC ENGINEERS I PLANNERS I SURVEYORS 1016 ANALYSTS I LANDSCAPE ARCHITECTS
:
February 28, 2007
Marcia Banach,Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
• DPI Project No. 2282
RE: Aldi Distribution Center(Site Plan)
Rye Street
South Windsor, Connecticut
Dear Marcia,
On behalf of my client, AM King Construction Co., and pursuant to the above-
referenced application, I hereby grant to the Planning&Zoning Commission a 10-day
extension to close the public hearing. Thank you.
• Respectfully submitted,
DESIGN PROFESSIONALS INC.
• By. l '�
•J Andrea M. Momnie
Executive Coordinator
CC: AM King Construction Co.
Peter R. DeMallie
Galen B. Semprebon, P.E.
t0�N se,
U Tola� O-P
sou V&U&IOt
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
f�dsoe-co TELEPHONE (860) 644-2511
CERTIFIED MAIL 7004 1160 0002 1060 4930
February 13, 2007
Design Professionals Inc
425 Sullivan Avenue
South Windsor, CT 06074
Re: Appl 06-60P Aldi Distribution Center
Please be advised that the Public Hearing of the Planning & Zoning Commission in the above
referenced matter has been scheduled for Tuesday, February 27, 2007 at 7:30 pm in the Council
Chambers of the South Windsor Town Hall, 1540 Sullivan Avenue. Someone must be present at the
hearing to represent the application.
A sign advertising the hearing must be posted on the property for ten(10) consecutive days prior to the
hearing and must be clearly visible from a town street. Please have a sign posted at 295 Rye Street by
February 17, 2007.
Signs can be obtained in the Planning Department.
Very truly yours,
3in
S. Vallez
istrative Secretary
jsv
RECEIVED
John T. Phillips, P.E. MAR 0 2 Z���
200 McGrath Road
South Windsor, CT 06074
SOUTH WINu,)vn ruiigMwG DE?i.
Planning and Zoning Commission
Town of South Windsor
March 2, 2007
Re: Aldi Distribution
To Whom It May Concern:
After listening to the P&Z presentation on Tuesday, I am concerned about the apparent
lack of open discussion from Aldi and their representatives. Some of my specific
concerns are:
1. Building Orientation
The unwillingness to consider reorienting the building and refusal to give the reasons that
it would be unworkable to reorient the building is disturbing. There may be valid
reasons. The reasons are not obvious. On a lot as flat as the Rye Street lot, topography
and site problems do not dictate or restrict the layout. As shown, the main building,
paved truck operating areas, and the circumferential access road form what is essentially
a square. Any of the four orientations of the square would fit. If a mirror image design is
impractical because of predesigned standardized equipment, a design rotated a quarter
turn would have an identical internal layout to the proposed design. Underground
utilities would need to be redrawn. Maximum stormwater piping distances would not
change.
2. Back up generator
The oversight of mentioning that they will have a back up generator and a diesel powered
fire pump is another concern. Both from the stand point of technical concerns and being
concerned about what other details they have not mentioned.
How is the generator going to be fueled? Where is the fuel going to be stored? They
repeatedly stressed that they were not going to be fueling trucks on site,but failed to
mention that they may need to receive and store fuel for the generator. If the system is
going to be used in conjunction with NU for distributed generation and peak shaving, the
operating conditions and number of hours it is run will be orders of magnitude larger than
a system that is only an emergency back up for use during power failures. They will need
to store much larger quantities of fuel, and have take deliveries of that fuel. There has
been no mention of how the fuel will be handled. The stormwater system appears to be
capable of handling the expected quantities from a leaking fuel tank on a truck. It would
have trouble if an 8000 or 9000 gallon semi trailer full was spilled. A 110% containment
area should be provided where the fuel trucks are off-loaded.
What grade of muffler and sound lagging will the motor have? I would recommend
"Hospital Grade"or"Residential Grade."
3. Air Permits
Depending on the method of heating the building, air permits may be required.
Depending on the size of the back up generator, air permits and/or compliance testing
may be required. A blanket statement that none are required, without any supporting
data, should not be an acceptable answer.
3. Refrigerants
What refrigerant are they going to be using. If they are going to be using ammonia, I
have major concerns. Ammonia is poisonous. Ammonia is flammable. Depending on the
quantity on site, a Risk Management Program, Facility Response Procedure, Community
Right to Know, and other emergency and environmental regulations must be met. Even
if they stay below the State and Federal limits, the South Windsor emergency response
organizations would need the information and local notice and evacuation procedures
should be in place.
4. Yard Tractors
The Applicant has repeated stated, at both the P&Z and the IWA hearings, that there
would be no use of yard tractors. At the P&Z hearing, they stated that the parking was
primarily for trailers, without tractors. If they are not going to use yard tractors,how do
they intend to move these trailers?
Some less technical observations;
The fact that representatives from Aldi where present,but not identified, does not instill
in me a confidence that the really want to be a"good neighbor." Whenever I have been
making presentations at IWA and P&Z hearings in other towns, I considered it unethical
to not identify all people present.
The apparent unwillingness to provide supporting data and information on some of the
blanket statements (i.e.,building orientation, air permits, etc.) is disturbing. If the
applicant does not provide acceptable supporting data at the next meeting, I request that
the Commission continue the Public Hearing until the supporting data are provided.
Sincerely,
John T. Phillips, P.E.
R '
John T. Phillips,P.E. RECEIVED
200 McGrath Road FFA 2 32007
South Windsor, CT 06074
Planning and Zoning Commission 5WH WINDSOR PLANNING DEPT,
Town of South Windsor
February, 23, 2007
To Whom It May Concern:
I am writing with some concerns about and suggestions for the Aldi distribution center
application(07-06P).
1. Noise at the adjoining neighborhood.
• At the IWA/CC meeting, Mr. Semperbon stated that Aldi wants to maximize the
distance between the trucking operations and the McGrath Road neighborhood.
Having truck bays on the southeast side(Rye Street side) of the building and the
entrance drive at the northeast corner places these operations adjacent to the
neighborhood. If the building was oriented as a mirror image,the trucking
operations would be on the southwest wall, facing Commerce Way, and the
northwest wall, facing the Scantic River. The entrance could be approximately
where the plans currently show the dispatch office.
• Significant amount of landscaping is planned along Rye Street. If some of that
effort could be spent placing a dense row of evergreens along the north side of the
site, it would provide additional noise abatement between the site and McGrath
Road. With the trucking operations moved to the opposite side of the building,the
need for visual screening from Rye Street is reduced.
Please review the attached marked sketches that show the currently planned and my
proposed mirror image layout. Since construction has not started,both changes can be
made at a minimal expense. The building would be the same size and layout,just
reversed. Truck circulation would be essentially unchanged.
2. Traffic control while Rye Street is rebuilt.
It will be not be possible to continuously maintain traffic on Rye Street while the culvert
is being replaced and the road is widened. At a minimum, Rye Street will be closed for
short times during the day while the work takes place. At the other extreme, it could be
closed for days or weeks as the culvert is replaced. Again, according to Mr. Semperbon
at the IWA/CC hearing, many hundreds of trucks a day use Rye Street for access to East
Windsor and to the recycle plant at 300 Rye Street. Alternate routes will be needed for
these trucks and the residential traffic.
If Troy Road is used as the alternate route, I have some critical safety concerns:
• The intersection of Troy and Rye in not designed to handle tractor-trailer traffic.
Currently,northbound trucks, coming from the recycle plant and making a right
turn into Troy Road, need to cross the centerline of both Rye Street and Troy
Road to have sufficient clearance for the trailer. They completely block opposing
traffic on both streets. I, personally,have been southbound on Rye Street and had
to stop because of trucks on the wrong side of the road while making the turn. In
one case, the truck had failed to negotiate the corner on the first try and was
backing up on Rye Street,blocking both lanes. Active traffic control, a temporary
traffic light or a full time Police Officer,would be needed to assure safety.
• The curve on Troy Road,between Sullivan Avenue and Brookfield Street, is
extremely narrow and blind. Because of the telephone pole and the house that are
only inches from the edge of the road, many people, including trucks, drift toward
the center of the road while going around the corner. The ESI trucks that
currently use the road are aware of the condition and cautious. The additional
hundreds of trucks might not be aware or as careful. A head on collision, or a
truck hitting the telephone pole or house, is a very real possibility.
I recognize that the bermed section of Rye Street is in critical need of a proper rebuilding.
I recognize that there will be some inconveniences during the construction. I want to
make sure that it is only an inconvenience, and not an unsafe condition that is created.
Troy Road is a poor, and probably dangerous, alternate route.
Sincerely,
John T. Phillips, P.E.
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03/29/2007 THU 13:22 FAX 860 644 7280 South Windsor Town Hall 1@001
*********************
*** FAX TX REPORT ***
*********************
TRANSMISSION OK
JOB NO. 3302
DESTINATION ADDRESS 94321707
PSWD/SUBADDRESS
DESTINATION ID
ST. TIME 03/29 13:21
USAGE T 00' 31
PGS. 2
RESULT OK
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1540 SULLIVAN AVENUE•SOUTH WINDSOR, CT 06074
f�OSox•co��� TELEPHONE(860)644-2511
March 29,2007
CERTIFIED MAIL 70041160 0007 4128 0894
Design Professionals Past-it®Fax Note 7671 Date
Mr. Peter DeMallie
From
425 Sullivan Avenue rc�t ice n
South Windsor,Cr 06074 poroe�t.
Phone# Phone#�
'Dear Mr.DeMallie:
Re:Appl.06-06P Aidi Distribution Center Site Plan ......... .._._..—_. .
We are pleased to advise you that the Planning&Zoning Commission voted on March 27,2007 to approve with
modifications,application#06-60P Aid!Distribution Center Site Plan request for a 500,000 sf distribution facility for
property located at 295 Rye Street,I Zone as shown on plans by Design Professionals,Job No 2282,dated 2-2-07
as revised.
This approval is subject to the following modifications.
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 bonds in the amount of$100,000 for construction of stormwater controls including the
detention basin,$40,000 for wetland and mitigation plantings,and$60,000 for erosion and sedimentation
control.
4. A landscape bond in the amount of$50,000 is required and must be submitted prior to filing of mylars.
5. All bonds must be in one of the forms described in the enclosed Bond Policy.
6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning
Regulations.
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.
S ON4 3f4
-own O-P S-0ad-7, ?di��
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
r�OsoR•co TELEPHONE (860) 644 2511
May 1, 2007
Galen Semprebon
Design Professionals Inc
425 Sullivan Avenue
South Windsor, CT 06074
Dear Mr. Semprebon:
Re: Preconstruction Meeting—Appl#06-60P Aldi Distribution Center
IN ATTENDANCE
Laurie Fiore Yankee Gas/LLC 48 Tolland State Road 860-871-3470
Bernie Drabek TOSW 1540 Sullivan Ave 860-644-2511 ex 241
Lt.Rich Bond SWPD SWPD 860-644-2551
Jim Paganetti CL&P 48 Tolland Stage Road 860-871-3331
Karl Reichle TOSW 1540 Sullivan Ave 860-648-6366
Galen Semprebon Design Professionals Inc. 425 Sullivan Ave 55 860-291-8 p g 7
Jim Slater J& E Slater Construction 75 Commerce Way 860-528-5252
Ed Gates AM King Construction Charlotte,NC 704-401-6660
Dan Crist AM King Construction 2115 Rexford Road,NC 603-696-2366
Lloyd Folson Folson Construction 138 Rye Street 860-528-8928
Michael Weinzimmer Folsom Construction 138 Rye Street 860-528-8928
Michele Lipe TOSW 1540 Sullivan Ave 860-644-2511 ex 252
Walter Summers TOSW 1540 Sullivan Ave 860-644-2511 ex 217
The following is a brief summary of points discussed during the meeting:
Erosion and Sedimentation Control
1. All erosion and sedimentation control measures are to be in place prior to earth moving_operations in
each area and maintained/cleaned out area and maintained/cleaned out duringconstruction. Call Jeffrey Folger, Environmental Planner
for inspection when measures are in place, prior to commencement of site work or if any
problems/concerns arise during construction.
2. All topsoil stockpile areas to be protected(ringed with haybales or equal).
3. During construction of the road/driveway a crushed stone tracking pad is to be installed and
maintained to minimize tracking of dirt/gravel on to Rye Street. Calcium chloride or water is to be
used for dust control as required.
4. Weekly erosion and sedimentation inspection must be conducted and a report submitted to Jeff Folger,
Environmental Planner.
5. An erosion and sedimentation inspection must be conducted after every major storm event.
Public Works
1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction.
They will be stamped by the Planning Department along with plans developer needs. Only approved
plans are to be used on the job site.
2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major
construction work with inspections and testing per Developers Checklist for the following:
a. After site is staked out
b. All drainage work
c. All sewer work
d. Preparation of subbase, six (6)inch lifts
e. Placement of pavement.
3. Certification of gravel used as subbase and processed stone for base will be required from an approved
testing company.
4. Certification of all products used -- storm pipe, structures, pavement, etc., shall be presented to the
Town Engineer prior to installation.
5. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation.
6. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and
sanitary sewers and service laterals located as per revised as-built checklist.
7. All pipe and structures to be backfilled with free draining material compacted in maximum one foot
lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe
or structure work requires inspection prior to backfilling.
8. Any problems and/or questions regarding construction of this project will be directed to Mike
Weinzimmer from Folsom Construction in the field at phone#528-8928.
9. All filling to be done in accordance with Department of Transportation specifications. To be
compacted in maximum lifts and tested as necessary.
r
10. Job meetings will be held as needed, and can be called by the developer or Town.
11. Seventy-two (72)hours' notice needed for certificate of occupancy inspection.
12.Any proposed changes are to be presented to the Engineering or Planning Department prior to
implementation on change order form in quadruplicate with 4 copies of the drawing. Town will
attempt to turn around within 24 hours.
13.Normal hours of operation 7:00 a.m. —5:00 p.m., no work on Sunday.
14.No paving after October 15 or before April 15 without written approval from Director of Public
Works.
15. A street cut permit is needed for the new driveway and for each utility connection in Rye Street
16. A drain layers permit is needed for the sewer lines on site. The connection charge must be paid before
sewer work begins on site.
17. Inspection of gravel access roads required prior to placement of topsoil.
Planning_Department
1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes
required, contact the Planning Dept. Additional landscaping installed on one part of a site will not
preclude planting all of the remaining items shown on the landscaping plan.
2. This application is subject to the conditions of approval of the Inland wetland Agency/Conservation
Commissions, including bonds in the amount of$100,000.00 for construction of stormwater controls
including the detention basin, $40,000 for wetland and mitigation plantings, and $60,000.00 for
erosion and sedimentation control.
3. A landscape bond in the amount of$50,000.00 is required and must be submitted prior to filling of
mylars.
4. No building permits will be issued until the State Traffic Commission certificate has been issued(per
CGS §14-311).
SNET/NU
1. Contact utilities for coordination of utilities connection.
Fire Marshal
1. Blasting(if required)to be coordinated with the Fire Marshal.
Police Services
1. Emergency phone numbers for the duration of the construction must be provided to Police Services on
a company letterhead. If the developer occupies or owns the building after construction emergency
numbers must be provided to Police Services.
l
2. All buildings located on property that abuts a public highway must be numbered and visible from the
street. All numbering shall comply with Town Ordinance 6-800 through 6-802.
3. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are
excluded.
4. Erect temporary sign on the site during construction identifying the project.
5. If an alarm is to be installed contact Police Services.
Building_Department
1. Plan review with Building Official/Fire Marshal required prior to application for building permit.
Coordinate with Chief Building Official.
Sincerely,
AZ 4-2-t
Michele R. Lipe,AICP
Assistant Director of Planning
MRL/mk-
cc: Jeff Folger, Environmental Planner
Jeffrey Doolittle, Town Engineer
Bernie Drabek, Engineering Inspector
Karl Reichle, Public Works
Christopher Dougan, Chief Building Official
Fred Shaw, Superintendent of Pollution Control
Walter Summers, Fire Marshal
CL&P
SBC/SNET
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February 27, 2007
Mr. Patrick Kennedy, Chair
Members and Alternates
Planning & Zoning Commission
RE: Appl 06-60P, Aldi Distribution Center— request for site plan approval for a 500,000
sf distribution facility for property located at 295 Rye Street (northerly side of Rye Street,
northeasterly of Commerce Way), I zone
Dear Chairman Kennedy, Members and Alternates:
The above project represents a significant addition to the economic base of this town.
The development would bring to reality a vision originally contemplated when this area
was designated for industrial development. Providing economic growth, quality
development and a highest and best use of land, this project is an excellent fit for the
Town, area and needs of this community.
From an economic stand point this project will generate more than 75 jobs (full time with
benefits), it will provide an opportunity to create an entity to serve its transportation
needs with additional jobs, perhaps as many as another 50. Although the applicant
intends to request tax abetment for an initial period, ultimately the development is
projected to generate over $1,000,000 a year in taxes, equipment and land would
generate additional taxes in excess of $300,000 annually and this amount would not be
abated.
This development represents the highest quality of its type. The materials, architecture
and landscaping, as presented to me, far exceed our regulations and create a highly
desirable industrial, actually office like, environment.
In addition to on-site improvements, which are highly desirable, the development will
also allow for the reconstruction of Rye Street. Aldi has been extremely cooperative
and community minded in their reaction and approach to this requirement, which is
adding significantly to their total project costs. This investment on Aldi's part will benefit
not only their project but also provide future economic development.
The owners of the land have tried for more than a decade to market this area as a
business park for multiple users. Due to the constraints of the property and the road
improvements required here, the economics require a larger single project to make it
feasible. Given this economic reality this project suits the property well and maximizes
its economic potential. Further, the hours of operation will be fairly traditional with the
majority of the activity and traffic occurring during the day, making them a good
neighbor to nearby residential property. The use in general is fairly low impact and
Page 2 of 2
natural barriers that provide natural shielding to guarantee negligible impacts surround
the property.
Overall, this is a great project for the Town. From an economic, quality and land-use
perspective, there are no downsides. In addition, Aldi calls this building a "99-year
Building" this is not just jargon but indicative of their business model and commitment to
quality and the future. Aldi shares the Town's values especially in regard to quality and
long-term commitment. This would be a great match; I enthusiastically recommend
your approval of this application.
Sincerely,
Craig Stevenson
Economic Developer
r, t
ARCHITECTURAL & DESIGN REVIEW COMMITTEE MINUTES
November 2,2006, 5:45 p.m.
Members present: Dave Goslin, Dave Schwabe, Terri Parrot, Charles Regalbuto
Staff present: Michele R. Lipe,Assistant Director of Planning
1. Rye Street Distribution Center-request for site plan approval for property located on
the northwesterly side of Rye Street, I zone.
Dick Boston, landscape architect with Design Professionals, Inc. presented the
application. The existing site is known as the Shepard/Culbro property on the northerly
side of Rye Street, Industrial zone. This property is surrounded on all sides by industrially
zoned land. Site size is 106 acres,proposed building coverage is 10%; proposed
impervious coverage is 23.6%. Approximately 20+acres of the site is regulated wetlands.
They are proposing 121 parking spaces and the applicant anticipates 80-100 employees.
Their operations are generally 4 am to 8:30 pm.
The primary building is proposed to be setback 160 feet. The site currently has mature
trees around the perimeter consisting of white oaks, red oaks, red maples. Most of those
trees will be saved and will provide screening particularly for properties to the north. The
applicant is proposing a 8-10 foot high berm along Rye Street which will result in the
building not being visible from Rye Street.
The street trees proposed are 3 inch caliper pin oaks and/or lindens. The parking lot trees
will consist of honey locust trees. Other landscaping consists of foundation plantings and
ornamental tree around the office area. The applicant plans on planting the big open areas
with a variety of native grasses that will do well in sandy soils. The detention basin in the
back of the site will be stabilized with plantings that do well in wet soils and take
pollutants out of the water.
The lighting proposed will consists of 30 foot high full cut-off lights around the perimeter
of the parking area,using 250-400 watt metal halide lights. The applicant will be
requesting the light poles in the trucking area be 35' high. The light poles will be bronze
color to match the bronze on the building. There will be a divided entranceway with a 10
foot island planted with perennials and ornamental grasses. Smaller light poles (14' high)
will be used along the entrance drive and bollards (42"high)will be installed for walking
paths to the office area. All lighting will be full cut-off and will have no light spill off of
the property.
Joseph Tornetta, Director of Architecture with Webber/Smith Associates, Inc was present
to discuss the proposed architecture of the building. There will be five buildings on site:
478,000 sf distribution facility; 13,000 sf office; 2,690 sf trucking dispatch; bath house
578 sf; guard house of 215 sf.
The materials include pre-cast concrete with clear story of glass on the top part of the
loading area to allow for as much natural light as possible. The color of the building will
be a creamy white color with all the metal work being a dark bronze color. The windows
will also be tinted bronze. The warehouse part of the building will be 31 feet high and the
office area will b e17 feet high. There is architectural relief designed into the panels
around the entire building to provide some interest to the building.
The mechanical units will be on top of the roof and will be boxed out with same material
(and color) of the proposed building. The roof will be white in color.
The applicant will be adding one free standing sign in conformance with the regulations.
A picture of the proposed sign was shown.
The board discussed the proposal. They noted that the building is set so far back that it
will not be visible to the average driver along Rye Street. They were satisfied with the
proposal as presented. They felt the proposed building was well designed with some
architectural treatments that are not usually seen on warehouse facilities. They
commended the applicant for a well designed project.
Res ectfully submitted:
C
Michele R. 1pe,AI
Assistant Director of Planning
TOWN OF SOUTH WINDSOR
STAFF SITE. CHANGE
FOR SITE & SUBDIVISION
GENERAL: (} f
CHANGE ORDER CONTACT PERSON ?� t' f, Phone No. j ;1
Address
Site Name ��L rhl` C�,� 1,�. P&Z No. (
Owner L o,; S 7 t Phone No.
Contractor
Signature of Owner Date:
Signature of Design Engr. - _ Date:
CHANGE: (Describe location and nature of change. Include
.Four (4 ) copies of plan/profile of Change. ) „
1
Reason for Change: (Why is change required)
APPROVALS: (As Rem d R /J 4 `1 C Y
Dir. Of Planning ,�tf �` -�„J ��, Date:
Date:
Town Engineer I
Dir. of Public Works Date:
Others Date:
STAFF COMMENTS:
White - Town Engineer_ Yellow - Applicant
Pink - Director of Planning Goldenrod - Engineering Department
TOWN OF SOUTH WINDSOR
STAFF SITE CHANGE
FOR SITE & SUBDIVISION
GENERAL: Ben Wheeler
CHANGE ORDER CONTACT PERSON Design Professionals, Inc. Phone No. 860-291-8755
Address 21 Jeffrey Drive South Windsor,CT 06074
Site Name Aldi Distribution Facility P&Z No. 06-06P
Owner Aldi, Inc. Phone No.
Contractor 174
Signature of Owner Date: 7
Signature of Design ng Date: 20'I
CHANGE: (Describe locatio nd nature of change. Include
Four (4) copies of plan/profile of Change. )
33,000+SF parking lot expansion to allow for an additional 86 parking spaces,associated drainage, landsca in ,&
lighting.
Reason for Change: (Why is change required)
Additional parking needed for current use.
APPROVALS: (As Require
Dir.. Of Planning ~ '-J Date: 7) 0r
Town Engineer Date: *�,,J Zo-4�
l!�
Dir. of Public W sks Date:
Other: Date:
STAFF COMMENTS:
White - Town Engineer Yellow - Applicant
Pink - Director of Planning
I�1
AMK!ng
C O N S T R U C T 1 0 N
October 7,2008
RECEIVED
Ms.Michelle Lipe
Town of South Windsor OCT
1540 Sullivan Avenue
South Windsor,CT 06074 SOUTH WINDSOR PtMNNG DEPT,
Reference: ALDI Distribution Facility
Request for Release of Letters of Credit
Dear Ms.Lipe:
A M King Construction respectfully requests your consideration in releasing the two(2)Letter of Credit
provided for the ALDI Project in South Windsor,CT.
The Letters of Credit include:
• One(1)in the amount$200,000.00,issued by Wachovia Bank,for"Construction of stormwater
controls,including detention basin" ($100,000.00),"Wetland and mitigation plantings"
($40,000.00)and"Erosio:i-andsedimentation controls" ($60,000.00).
• One(1)in the amount of$50,000:00,Assued by Carolina First Bank,for landscaping.
Should you have any questions or comments,feel free to contact me at 630.696.2366.
Sincerely,
Daniel M.Crist
Project Manager
A M King Construction Company,LLC
2115 Rexford Road•Suite 314•Charlotte,North Carolina 28211
704 365 3160 telephone•704 365 3101 facsimile
www.amkingconstruction.com
10NN S.
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C, 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
f�OsoR•CO TELEPHONE (860) 644-2511
November 3, 2008
Aldi Inc. Saxonburg Division
Brian McGee
6000 North Noah Drive
Saxonburg,PA 16056
Dear Mr. McGee:
Re: Appl. 06-60P, Aldi Distribution Road Improvements and
Appl. 06-60P, Aldi Landscaping
This is to advise you that the Planning and Zoning Commission voted on October 28, 2008 to reduce the
site bond for the above-referenced project from $1,364,600 to $136,460. The Commission also voted to
reduce the landscaping bond from $50,000 to $10,000.
Please forward an amendment to the bond we are currently holding showing this reduction at your earliest
convenience. If you have any further questions contact the Planning Department at 644-2511, ext. 252.
Thank you
Very truly yours,
PLANNING&ZONING COMMISSION
Patrick Kennedy, Chairman
PK/ma
cc: Town Engineer
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
r�OsoR.CO TELEPHONE (860) 644-2511
November 3, 2008
AM King Construction
Daniel M. Crist
2115 Rexford Road
Suite 314
Charlotte,North Carolina 28211
Dear Mr. Crist:
Re: Appl. 06-60P, Aldi Distribution Facility Letter of Credit
This is to advise you that the Planning and Zoning Commission voted on October 28, 2008 to release the
IWA/CC bond for the above-referenced project in the amount of$60,000.
Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s)
will be available. If you have any further questions contact the Planning Department at 644-2511, ext.
252. Thank you.
Very truly yours,
PLANNING& ZONING COMMISSION
Patrick Kennedy, Chairman '
PK/ma
cc: Town Engineer
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IsoR.C-O TELEPHONE (860) 644-2511
November 24, 2008
AM King Construction
Daniel M. Crist
2115 Rexford Road
Suit 314
Charlotte,North Carolina 28211
Dear Mr. Crist:
Re: Appl. 06-60P,Aldi Detention Basin
This is to advise you that the Planning and Zoning Commission voted on November 18, 2008 to release
the IWA/CC bond in the amount of$ 100,000.
Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s)
will be available. If you have any further questions contact the Planning Department at 644-2511, ext.
252. Thank you.
Very truly yours,
PLANNING&ZONING COMMISSION
Patrick Kennedy, Chairman
Postal
CERTIFIED
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Irij
For delivery information visit our website at vvvvvv.0 ps,corn
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TELEPHONE(860) 644-2511
November 24, 2008
AM King Construction
Daniel M. Crist
2115 Rexford Road
Suit 314
Charlotte,North Carolina 28211
Dear Mr. Crist:
Re: Appl. 06-60P, Aldi Landscaping
This is to advise you that the Planning and Zoning Commission voted on October 28, 2008 to reduce th
landscaping bond from$50,000 to $10,000. e
Please forward an amendment to the bond we are currently holding showing this reduction at your earliest
convenience. If you have any further questions contact the Planning Department at 644-2511, ext. 252.
Thank you
Very truly yours,
PLANNING&ZONING COMMISSION
Patrick Kenney—Chairman - -
PK/ma
cc: Town Engineer
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
!�°soR•CO TELEPHONE (860) 644-2511
March 17,2009
Mr. Daniel Crist
Project Manager
A M King Construction Company, LLC
1610 East Morehead, Suite 200
Charlotte,NC 28207
Dear Mr. Crist:
RE: 06-60P Aldi's
This is to advise you that the Planning and Zoning Commission voted on March 10, 2009 to reduce the
IWA/CC bond for the above mentioned project from$40,000 to $16,300.00.
Please forward an amendment to the bond we are currently holding showing this reduction at your earliest
convenience. If you have any further questions contact the Planning Department at 644-2511, ext. 252.
Thank you.
Very truly yours,
Patrick Kennedy, Chairm
Planning and Zoning Commission
PK/j sv
cc: Town Engineer
Chief Building Official
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
f�OSox•cO TELEPHONE (860) 644 2511
REVISED
May 4, 2009
Mr. Daniel Crist
Project Manager
A M King Construction Company, LLC
1610 East Morehead, Suite 200
Charlotte,NC 28207
Dear Mr. Crist:
RE: 06-60P Aldi's
This is to advise you that the Planning and Zoning Commission voted on March 10, 2009 to reduce the
IWA/CC letter of credit for the above mentioned project from$40,000 to $16,300.00.
Please forward an amendment to the letter of credit we are currently holding showing this reduction at
your earliest convenience. If you have any further questions contact the Planning Department at 644-
2511, ext. 252. Thank you.
Very truly yours,
- _ - - - — -
Patrick Kennedy, Chairman
Planning and Zoning Commission
PK/j sv
cc: Town Engineer
Chief Building Official
05/04/2009 MON 15:17 FAX 2001
*** FAX TX REPORT ***
*********************
TRANSMISSION OK
JOB NO. 1910
DESTINATION ADDRESS 917043653101
PSWD/SUBADDRESS
DESTINATION ID
ST. TIME 05/04 15:17
USAGE T 00' 18
PGS. 1
RESULT OK
SOW p SP,q .
C �
5 r.
1540 SULLIVAN AVENUE•SOUTH WINDSOR, CT 06074
R•co TELEPHONE(860)644-2511
REVISED
May 4,2009
Mr.Daniel Crist
Project Manager
A M King Construction Company,LLC
1610 East Morehead,Suite 200
Charlotte,NC 28207
Dear Mr.Crist:
RE:-06-60P Aldi's- - - - - --
This is to advise you that the Planning and Zoning Commission voted on March 10, 2009 to reduce the
IWA/CC letter of credit for the above mentioned project from$40,000 to$16,300.00.
Please forward an amendment to the letter of credit we are currently holding showing this reduction at
your earliest convenience. If you have any further questions contact the Planning Department at 644-
2511,ext.252. Thank you.
Very truly yours,
Patrick Kennedy,Chairman
Planning and Zoning Commission
PK/jsv
ALDI Inc.Saxonburg Division
6000 North Noah Drive Tel:724/352-9393
Saxonburg,PA16056 FAX:724/352-9337
November 17,2009 VIA:UPS OVERNIGHT COURIER
1 Z 9 V V 698 23 1000 3405
Ms.Michelle Lipe
1540 Sullivan Avenue
South Windsor,CT 06074
Dear Ms.Lipe,
On behalf of ALDI Inc.,I am requesting the Letter of Credit in favor of the Town of South Windsor,for the
account of ALDI Inc.,Project#Application 06-06P in the amount of$136,460.00 be released as soon as
possible. All work on Rye Street has been completed 100%.
At your earliest convenience,please send correspondence on the Township's letterhead for said release.
Please return to the address listed below,also please make to my attention. Please also send a copy of
the release for the bond for the landscaping that you stated was inadvertently sent to Brian King at AM
King.
Thank you in advance for your prompt attention in this matter.
Please contact me with any questions.
(SB
han u,
rian
National Warehouse Coordinator
ALDI Inc.
MAIL TO: ALDI INC.
ATTN: BRIAN MCGEE
ADDRESS: 6000 NORTH NOAH DRIVE
SAXONBURG, PA 16056
(724)352-9393 x 116
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s
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
r�Osox CO TELEPHONE (860) 644-2511
January 15, 2010
Lori Duncan
Real Estate Division
6000 North Noah Drive
Saxonburg, PA 16056
Dear Ms. Duncan:
RE: 06-60P Aldi's,Rye Street Improvements
This is to advise you that the Planning and Zoning Commission voted on January 12, 2010 to reduce the
site bond for the above-referenced project from $ 136,640 to $10,000. This remaining bond is to ensure
that the required wetlands plantings are thriving come spring time.
Please forward an amendment to the bond we are currently holding showing this reduction or provide a
substitute surety at your earliest convenience. If you have any further questions contact the Planning
Department at 644-2511, ext. 252. Thank you.
Very truly yours,
PLANN G&ZONING COMMISSION
Patrick Kennedy, Chairman
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January 1,5 2010
Mr. Daniel Crist
Project Manager
A M King Construction Company, LLC
1610 East Morehead, Suite 200
Charlotte,NC 28207
Dear Mr. Crist:
RE: 06-60P Aldi's, Rye Street Improvements
This is to advise you that the Planning and Zoning Commission voted on January 12, 2010 to reduce the
site bond for the above-referenced project from$ 136,640 to $10,000.
Please forward an amendment to the bond we are currently holding showing this reduction at your earliest
convenience. If you have any further questions contact the Planning Department at 644-2511, ext. 252.
Thank you.
Very truly yours,
PLANNING&ZONING COMMISSION
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Patrick Kennedy, Chairman
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Page 1 of 1
Lipe, Michele
From: Folger, Jeffrey
Sent: Tuesday, September 07, 2010 1:14 PM
To: 'Dan Crist'; Lipe, Michele
Subject: RE: ALDI Wetlands Letter of Credit
Yes, and I'll tell Michele to release it at the next PZC meeting. Regards, Jeff Folger
From: Dan Crist [mailto:dcrist@amkingconstruction.com]
Sent: Thursday, September 02, 2010 9:58 AM
To: Lipe, Michele
Cc: Folger, Jeffrey
Subject: ALDI Wetlands Letter of Credit
Michele,
It is my understanding that the Letter of Credit for the wetlands has not been released by the Town of South
Windsor. I believe it's still held at$16,300.00. Can you confirm that this can be released?
Thanks,
Daniel M. Crist
Project Manager
A M King Construction Company,LLC
1610 East Morehead,Suite 200
Charlotte, NC 28207
Charlotte Office Phone-704.365.3160
Charlotte Office Fax-704.365.3101
Mobile Phone-630.696.2366
9/7/2010
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September 20, 2010
Aldi Inc.
Brian McGee
6000 North Noah Drive
Saxongurg, PA 16056
Dear Mr. McGee:
Re: App1.06-60P, Aldi Wetland Plantings-Bond Release
This is to advise you that the Planning and Zoning Commission voted on September 14, 2010 to release
the above mentioned bond in the total amount of$16,300.
The letter of credit is enclosed. If you have any further questions contact the Planning Department at 644-
2511, ext. 252. Thank you.
Very truly
%yours,
Patrick Kennedy, Chairman
PLANNING &ZONING COMMISSION
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September 21, 2010
Our Savior Lutheran Church
c/o Michael Bedwell
239 Graham Road
South Windsor CT 06074
Dear Mr. Bedwell:
Re: Appl. 06-06P, Our Savior Lutheran Church Landscape Bond
This is to advise you that the Planning and Zoning Commission voted on September 14, 2010 to release
the above mentioned bond in the total amount of$2,000.
A check will be mailed to you from the Town of South Windsor. If you have any further questions
contact the Planning Department at 644-2511, ext. 252. Thank you.
Very truly yours,
Patrick Kennedy, Chairman
PLANNING&ZONING COMMISSION
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September 28, 2010
Lori Duncan
Real Estate Division
6000 North Noah Drive
Saxonburg, PA 16056
Dear Ms. Duncan:
Subject: Aldi LOC
L/C 302525
Please be advised the above referenced bond is being released by the Town of South
Windsor as the project is complete. If you have any questions,please call me at(860)
644-2511, ext. 252.
Respectfully your ,
Michele e, AICP
Town Planner
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