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Home My WebLink AboutApp 15-14P Ticket Network Parking Expan TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION q APPLICATION FORMlp ` Application Number. rEG �Official Rec eipt Date:Munis Application#: c -0� co/2. b �.: ; SWATH WWSM PLpyt�t CPT. APPLICANT: Ticket Network Campus Realty, LLC PROJECT NAME: T i c ke t_N-et-work--P_a-r-king—E-xp&ns COMPLETE LOCATION OF PROPERTY: 83 Gerber Road West OWNER OF RECORD ON LAND RECORDS: Same OWNER ADDRESS: Same GIS PIN # 3 1100083 ZONE I NAME, ADDRESS, TELEPHONE&EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Eric Peterson, Gardner & Peterson Associates, LLC, 178 Hartford Turnpike, Tolland 06084, 860-871 -0808,epeterson@gardnerpeters n.co t'D G , (P soma ett d presentation time: THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing and Certificate of Mailing Required) ® Site Plan of Development ❑ New ® Modification Building(s) Sq Ft No new buildings ❑ General Plan of Development ❑ Dept of Motor Vehicle License - State Hearing per Section 14-55 for ❑ Earth Filling(Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision -Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Required) for ❑ Temporary and Conditional Permit Renewal for Detached In Law Apartment or ❑Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Hoene Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) *An Application Pending Sign is required to be posted on the property fo 11 appiieatio days ,Prlorto being heard by the Com ease y Signature of Applic Signature of Property 0 e Seth Resnickoff- Facilities Manager , e1 �n (r�� Print Name of Applicant Print Name of Propez�ty Owner Revised 2/2014 GARDNER & PETERSON ASSOCIATES, LLC PROFESSIONAL ENGINEERS LAND SURVEYORS 178 HARTFORD TURNPIKE TOLLAND,CONNECTICUT 06084 LETTER OF TRANSMITTAL TELEPHONE (860)871-0808 FAX (860)875.2086 info@GardnerPeterson.com www.GardnerPeterson.com Delivered �r Ms.Michele R.Lipe,AICP � pEpS. Director of Planning Sp�(HW 0 DATE 2/20/15 JOB NO. 10573 Town of South Windsor 1540 Sullivan Avenue RE: Ticket Network South Windsor, CT 06074 WE ARE ENCLOSING: ® PRINTS ❑ COPY OF CORRESPONDENCE ED OTHER COPIES MAP NUMBER DATED DESCRIPTION I Planning&Zoning Application I Abutters List 2 Drainage Report 3 10573A 1/20/15 Site Plan I Fee ® For Approval ❑For your Use ❑ For Review&Comment ❑Approved as Submitted ❑ As Requested Signed: Eric R. Peterson, P.E., L.S. Transmittal 2011.doc Abutters of 83 Gerber Road West South Windsor Regina R. Beland Chris F. &Anna C. Dallas Diane Drive LLC 190 Diane Drive 200 Diane Drive c/o Michael T. Mundo, Jr. 210 Diane Drive South Windsor, CT 06074 South Windsor, CT 06074 South v-/-t Robert J. Rabagleno Daniel J. Lester Christine A. Leland Gloria W. &Mark Maid 230 Diane Drive Kerensa Ficorilli 220 Diane Drive 240 Diane Drive South Windsor, CT 06074 South Windsor, CT 06074 South Windsor, CT 06074 Robin G. Entress Gao Andrew A. Hallett Christopher Soverns 260 Xing Diane Drive Beata Tinz-Hallett 60 250 Diane Drive 270 Diane Drive South Windsor, CT 06074 South Windsor, CT 06074 South Windsor, CT 06074 James E. & Sharon M. Brozowski 55 Gerber Road LLC Ticket Network West Realty LLC 280 Diane Drive 5 Thistledown Way 88 Gerber Road West South Windsor, CT 06074 Farmington, CT 06032 South Windsor, CT 06074 10573.doc I ' TICKET NETWORK ' PARKING LOT EXPANSION 83 Gerber Road West ' South Windsor, Connecticut STORMWATER MANAGEMENT REPORT January 15, 2015 ' PREPARED FOR: Ticket Network Campus Realty, LLC 83 Gerber Road West South Windsor, Connecticut ' PREPARED BY: Gardner & Peterson Associates, LLC 178 Hartford Turnpike Tolland, CT 06084 TABLE OF CONTENTS ' I. Stormwater Management Narrative .................................. 1-2 II. USGS Topographic Quadrangle Map .................................... 3 ' III. FEMA Flood Insurance Rate Map ......................................... 4 IV. Hydrologic Soil Group Map and Legend ................................... 5-6 V. Deep Test Pit Data ............................................................ 7 VI. Computation Sheets a. Culvert Capacity/Outlet Protection .................................. 8 b. Stormwater Basin Treatment ................:......:...........:..... 9 c. Stormwater Basin Inlet Swale . 10 ' VII. Pre &Post Development Runoff Analysis ................................ 11-45 ' VIII. Drainage Area Maps a. Existing Conditions ..................................................... Al ' b. Proposed Conditions .................................................... A2 1 ' Ticket Network 83 Gerber Road West Summary: After ownin_ thi property for ove.Y��-s,—T-icket Not-vzor4�-ha-s-founder-need for the expansion of their parking facilities. This application proposes to expand the on- site parking by constructing a new paved parking lot consisting of 153 parking spaces. A portion of this area currently contains a parking lot containing 9 paved parking spaces and 73 gravel parking spaces for a net increase of 71 spaces. On September 6, 2012 the State of Connecticut Department of Transportation issued Administrative Decision#95 for the previous expansion of parking within the overall certificate area to 645 parking spaces. This application increases the total number of parking spaces from 645 to 716 parking spaces, 486 of which are located on the subject property. ' The parking lot expansion is being proposed near the southwest corner of this 19+/- acre property. As previously mentioned, this area consists partially of a paved ' parking area, gravel parking area, and lawn. Runoff from this portion of this site discharges to a drainage swale located along the north side of Interstate 84. The drainage swale discharges to a culvert that appears to convey stormwater under I-84 and ' eventually the Hockanum River. In 2012, a stormwater basin was designed and constructed to retain stormwater runoff from the existing gravel parking lot and the paved parking lot to the north. This basin was originally designed to provide a zero net increase ' in peak runoff for a 100-year design storm to the previously mentioned culvert located at the end of the drainage swale. The watershed utilized in the design of the basin consisted of the existing paved parking lot to the north and not only the existing gravel parking lot, but the resurfacing to impervious and a future expansion of the gravel parking lot. The design provided 27,750 cubic feet of storage to allow for the infiltration of smaller flows and a 12 foot long rectangular weir to control the discharge of larger flows to the west. ' Overland flow from the basin would be conveyed by a swale to a large depression approximately 100 feet to the southwest where it would to infiltrate into the natural soils as indicated in the drainage report prepared by Fuss & O'Neill dated February 23, 2012. Because the existing stormwater basin was not constructed to full capacity, this application includes the expansion of the existing stormwater basin ' following similar design criteria as the original design. By utilizing the same watershed area under the conditions prior to the previous parking expansion(pre-existing conditions) and the proposed conditions the stormwater basin was designed to provide a ' zero net increase in peak runoff from a 2, 10, 25 and 100 year design storm. In other words, the pre-existing conditions are based on the existing conditions analyzed in the previously mentioned Fuss & O'Neill drainage report. Furthermore, a test pit was ' excavated in the bottom of the existing stormwater basin and the natural soils were sampled to derive an infiltration rate to be utilized as a low level outlet to the basin. Larger flows will be controlled by a 12 foot long Cipoletti weir which discharges 2 ' approximately in the same direction indicated on the original design of the basin. The ' following is a summary of the pre-existing and proposed peak rates of runoff to the low point adjacent to the Interstate 84 culvert entrance: ' Hydrograph\Storm Frequency 2-Yr 10-Yr 25-Yr 100-Yr , oy #5: Pre-Existing(cfs) 6.35 13.97 18.42 26.52 , t �e� �w 1 V. 23430 AL Eric R. Peterson, P.E. 23430 ' omms WIN Sim, 1��ll ANI • k.�� l ,; �y D��' � (�1,. � � r ,:, {ill•iY'�� A 1� SI4 hi/�� %� � ,I�� ,r� J \ � ,� By TIM_1 !' J 111 s111 111 e •1 f •1 •1 • • 1 •1• 1 • • r • Insurance is available in t ils community, contact 7 .:� nal Flood Insurance Program at 800)638-6620. O LY o MAP SCALE 1 — 500' E 50 0 50 1000 m FEET Q O , C) P NEI. 0384F FIRM z gar, FLOOD INSURANCE RATE MAP -� I-TARTFO COt.TNT4', Ap p, C 0NNEC .I 'tJ'T (:ate (ALLJtJ I,DICTIONS) ram- PANEL 384 F 675 (SEE MAP IN EX FOR FIRM PANEL LAYOUT) (''` OONTA€NB:.. COMMUNITY, .NUMBER .PANEL. SUFM "Yj". `, T MAtk;I F..fiTF.R,TCMM f 'JP=I 0304 f S0UTHWN1MnT0. 1 DOOM W" F .► u scwA L--t rm:�t u r:r�r�. H—w. Wcw—ic na -a �` IN •UL1/E.> �..r..:.. �n�°��d��' oro t��.,rt�, �,m a �. �, >XRFciabrs Pnr tha wibinci enmrmdiky,. r MAP NUMBER 09003C0384F C?NE x EFFECTIVE DATE; SEPTEMBER 26,2008 "lam" Federal Em rb ney 41'anagement.Agency ........ ........ .. ................. Z� his is an official copy Ole portion ofth above referenced flood map. It ' G was extracted using F-MITOn-Line, Thi map does not reflect changes y: or amendments which may have bee i rr ade subsequent to the date on the title block. For the latest product irrbrmation about National Flood Insurance h a" Program flood maps check the FEMA Food Map Store at www.msc.fema.gov r Hydrologic H Soil Group—State y g of Connecticut N b m 706500 705600 706700 706800 706900 707000 707100 707200 707300 41*49'35"N ( I M - - _ 41 4935N - - - 8 3 ♦ 8 M 3 M ` a `�Q L V 'a lrv� 77 10 P � 41'4$WN -... - 1:,-+.I_..- Y --�cc�:�j 41°48'55'N 7065OO 706600 706700 706800 705900 707000 707100 707200 707300 bMap Scale:1:6,020 if printed on A portrait(8.5"x 11")sheet n ' N N -- --_--__-. Meters v 0 50 100 200 300 —— Feet 0 250 500 1000 1500 Map projectiar Web Mercator Comer coordinates:VVGS84 Edge tics:UTM Zone 18N WGS84 t� Natural Resources Web Soil Survey 11912015 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group-State of Connecticut Hydrologic Soil Group Hydrologic Soii Group Summary by Map Unit-State of Connecticut(CT600) , _Maas unit symbol Man_mit name Ratine Acre AOI Pprce»t'of.At31 18 Catden and Freetown A/D 1.9 1.2% soils 32A Haven and Enfield soils, B 1.5 0.9% 0 to 3 percent slopes 37C Manchester gravelly A 9.5 5.9% , sandy loam,3 to 15 percent slopes 37E Manchester gravelly A 5.1 3.1% sandy loam,15 to 45 percent slopes 63B Cheshire fine sandy B 9.6 5.9% loam,3 to 8 percent ' slopes 63C Cheshire fine sandy B 1.5 0.9% loam,8 to 15 percent slopes 103 Rippowam fine sandy B/D 3.2 2.0% loam ' 108 Saco silt loam B/D 4.4 2.7% 109 Fiuvaquents-Udifluvents B/D 4.1 2.5% complex,frequently flooded , 232B Haven-Urban land B 6.0 3.7% complex,0 to 8 percent slopes ' 237C Manchester-Urban land A 24.2 14.9% complex,3 to 15 percent slopes 263B Cheshire-Urban land D 18.9 11.7% complex,3 to 8 percent slopes 306 Udorthents-Urban land B 33.8 20.8% , complex 307 Urban land D 35.3 21.8% 308 Udorthents,smoothed C 3.2 2.0% Totals for Area of Interest 162.3 100.0% t1srm Natural Resources Web Soil Survey 1/9/2015 ' Conservation Service National Cooperative Soil Survey Page 3 of 4 GARDNER&PETERSON ASSOCIATES,LLC 178 HARTFORD TURNPIKE ,lob: 10573-Ticket Network ' TOLLAND,CT 06084 Sheet No: 7 of 45 TEL:860-871-0808 Calculated By: ERP Date 0111512015 FAX:860-875-2086 Checked By: Date SOIL TESTING RESULTS DATE TESTED: 12/2/14 E PETER-SON ASSOEI S;LAC TH 1: BOTTOM OF EXISTING STORMWATER BASIN ' 0-8" TOPSOL 8-36" RED/BROWN FINE SAND WITH BANDS OF RED/BROWN MEDIUM SAND (LESS RESTRICTIVE) ' REFUSAL @ 36" PERMEABILITY SAMPLE AT 12"-RATE:2.4 FT/DAY PERMEABILITY SAMPLE AT 20"-RATE:2.5 FT/DAY r GARDNER&PETERSON ASSOCIATES,LLC 178 HARTFORD TURNPIKE .lob: 10573—Ticket Network TOLLAND,CT 06084 8 of 45 TEL:860-871-0808 Sheet No: FAX:860-875-2086 Calculated By: ERP Date 01/15/2015 Checked By: Rev SIZE CULVERT CROSSING NEW GRAVEL DRIVE: Q25— H.— cf Use: 24"HDPE,S=2.0%,L=40',n=0.012 ' Embankment Elev=200.0,Invert= 196.8 in HW=200-196.8=3.2 ft(available) A=3.1416sf,WP=6.2832 ft—R=0.5 Culvert Capacity= 1.49 x A x R2/3 x SI/2 n = 1.49(3.1416)(0.5)"3(0.02L ' 0.12 =34.7 cfs 4 ' HW/D=0.9—>HW=0.9(2.0)= 1.8(required) APRON REQUIREMENTS FOR OUTLET PROTCTION: • 24"HDPE ' Q10= 10.0 cfs,Critical Depth Dc=1.2 ft(Concrete Pipe Design Manual—Figure 28) Approximate Tailwater(TW) , TW:z�(Dc+dia)/2=(1.2+2.0)/2= 1.6 ft For Type `B'Apron(TW>0.5 RP) L=3.0 -5 + 10=3.0 10-5 + 10= 15 feet , Sp1.5 2.01.5 W 1=3.0 x D INLET ' W,=3.0 x 2.0=6 ft Wj APRON W W=3.0xD+0.4L W=3 x 2.0+0.4 x 15= 12 ft ' La GARDNER&PETERSON ASSOCIATES,LLC 178 HARTFORD TURNPIKE ,Job: 10573—Ticket Network TOLLAND,CT 06084 Sheet No: s of 45 TEL:860-871-0808 Calculated By: ERP Date 0111512015 FAX:860-875-2086 Checked By: Rev. DETERMINE TREATMENT VOLUME TO STORMWATER BASIN M: VL1'��x-R-x A — . ' 12 I=68% R=0.05+(0.009 x 68)=0.66 ' WQV= 1"x 0.66 x 4.77=0.328 Ac-ft= 14,285 cf 12 Storage Below Outlet= 15,248 cf(Elev. 197.0) ' DETERMINE SURFACE AREA CRITERIA(SA): ' A=4.77 Acres SA Pond=6,922 sq. ft. 6922/4.77(43,560)=3% GARDNER&PETERSON ASSOCIATES,LLC ' 178 HARTFORD TURNPIKE ,lob: 10573—Ticket Network TOLLAND,CT 06084 10 of 45 Sheet No: ' TEL:860-871-0808 Calculated By: ERP Date 0111512015 FAX:860-875-2086 Checked By: Rev SIZE GRASS SWALE COLLECTING WATER FROM NEW PARKING LOT: , • 100= IU. CIS Use: Trapezoidal Grass Swale ' Bottom Width=6.0 ft, Side Slopes 3:1 Depth=2.0 ft, S=2.0%,n=0.15 A=24 sf,WP= 18.65 ft-->R= 1.287 ' Culvert Capacity= 1.49 x A x e x Svz n ' = 1.49(24)(1.287)213(0.02)1/2 0.15 =40 cfs (max) ' For Depth= 1.0 ft: , A=9sf,WP= 12.32—>R=0.73 Culvert Capacity = 1.49(9)(0.73)'(0.02)vz 0.15 , = 10.25 cfs> 10.15 cfs(100-year flow rate) S 11 Lvatershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D®2009 by Autodesk, Inc.v6.066 1 -Proposed To Pond I � i f 3-Bypassing Pond 2-Out of Ex Pond 4 t Y Y 5-Pre-Existing FrVNW Total Proposed WW I 7-To New Parking Lot Swale 9-Proposed To New Culvert Legend Hvd. Origin Description 1 SCS Runoff Proposed To Pond 2 Reservoir Out of Ex Pond 3 SCS Runoff Bypassing Pond 4 Combine Total Proposed 5 SCS Runoff Pre-Existing 7 SCS Runoff To New Parking Lot Swale 9 SCS Runoff Proposed To New Culvert Project: 10573-TN.gpw Monday, Jan 12, 2015 a 12 Hydrograph Return Period RecraflR,lydrographs Extension for AutoCAD®Civil 3D®2009bY Autodesk,Inc.v6.066 , Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph ' No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 1 SCS Runoff ------ ------- 9.961 ------- ------- 17.08 20.91 ----- 27.59 Proposed To Pond ' 2 Reservoir 1 ------- 0.702 ------- ------ 8.689 15.07 ------- 22.92 Out of Ex Pond , 4 Combine 2,3 ------- 0.795 ------- ------- 9.536 16.23 ---- 24.69 Total Proposed 5 SCS Runoff ----- ------- 6.350 ------- ----- 13.97 18.42 ------- 26.52 Pre-Existing ' 7 I SCS Runoff ---- ------- 3.947 ------- ------ 6.473 7.816 ------ 10.15 To New Parking Lot Swale 9 SCS Runoff ---- ----- 6.064 ---- ---- 10.09 12.24 ------- 15.97 Proposed To New Culvert Proj.file: 10573-TN.gpw Monday, Jan 12, 2015 ' 13 Lydrograph Summary Reports draflowH dr r R R y y og aphs Extension for Civil 3DO 2009 byAutodesk, Inc.v6.066 jHyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph . type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) i 1 SCS Runoff i 9.961 2 724 29,789 ---- ------ ----- Proposed To Pond t 2 Reservoir 1 0.702 2 776 4,424 1 197.06 15,837 Out of Ex Pond [t n c�a n..-,..0 t n nne l 7AA .1 7nn i 4 Combine 0.795 2 774 6,162 2,3 ------ ---- Total Proposed 5 SCS Runoff j 6.350 2 724 20,235 ------ ------ ------ Pre-Existing 7 SCS Runoff 3.947 2 724 11,901 ----- ------ ----- To New Parking Lot Swale I 9 SCS Runoff 6.064 2 724 18,213 Proposed To New Culvert (I i i i� I i i i i I i i I - i f i E i t 1 I 10573-TN.gpw Return Period: 2 Year Monday, Jan 12, 2015 14 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 1 Proposed To Pond ' Hydrograph type - SCS Runoff Peak discharge = 9.961 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 29,789 cuft Drai -P area = 4 770 ac f��.rvg-umb =AR Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min ' Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.240 x 98)+(1.530 x 61)]/4.770 Q (cfs) Proposed To Pond ' Q (cfs) Hyd. No. 1 --2 Year 10.00 - 10.00 ' 8.00 ' 8.00 6.00 6.00 , 4.00 4.00 ' 2.00 - 2.00 ' 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) ' ' TR55 Tc Worksheet 15 ' Hydraflow Hydrographs Extension forAutoCAD®Civil 3DO 2009 byAutodesk, Inc.v6.066 Hyd. No. 1 ' Proposed To Pond Description A B C Totals Chnnt �Inur MMann rfg'�al = 025 0 . 1 ' Flow length (ft) = 39.0 61.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 1.00 0.30 0.00 Travel Time (min) = 1.45 + 1.74 + 0.00 = 3.19 Shallow Concentrated Flow Flow length (ft) = 270.00 200.00 0.00 Watercourse slope (%) = 1.10 4.10 0.00 ' Surface description = Paved Unpaved Paved Average velocity (ft/s) = 2.13 3.27 0.00 Travel Time (min) = 2.11 + 1.02 + 0.00 = 3.13 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time, Tc .............................................................................. 6.30 min Hydrograph Report 16 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 ' Hyd. No. 2 Out of Ex Pond Hydrograph type = Reservoir Peak discharge = 0.702 cfs ' Storm frequency = 2 yrs Time to peak = 776 min Time interval = 2 min Hyd. volume = 4,424 cuft Ix�flaw-iynd-No = 1 - Proposed-To-P-o-ad Max B--vaWn = 1-7 -- ft Reservoir name = Attach Ponds Max. Storage = 15,837 cuft Storage Indication method used. Exfiltration extracted from Outflow. ' Out of Ex Pond ' Q (cfs) Hyd. No. 2 --2 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 , i i 4.00 4.00 I I 2.00 2.00 , 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 ,Hyd No. 2 Hyd No. 1 € � _�� Total storage used = 15,837 cult Time (min) Pond Report 17 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Monday,Jan 12,2015 ' Pond No. 12 - Attach Ponds Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=195.00 ft ' Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 195.00 3,492 0 0 0.50 195.50 6,922 2,555 2,555 1.00 196.00 8,121 3,756 6,311 2.00 197.00 9,781 8,937 15,248 3.00 198.00 11,450 10,603 25,852 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 12.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 197.00 0.00 0.00 0.00 ' No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a ' N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.250(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ' ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cis 0.00 0 195.00 0.00 0.000 0.000 0.50 2,555 195.50 -- -- --- --- 0.00 -- - 0.200 --- 0.200 1.00 6,311 196.00 --- -- -- --- 0.00 --- - -- 0.235 --- 0.235 2.00 15,248 197.00 __ ___ '_ ___ 0.00 Y_ ___ � 0.283 ___ 0.283 3.00 25,852 198.00 39.96 0.331 40.29 Hydrograph Report 18 , Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk,Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 3 Bypassing Pond ' Hydrograph type _ _SCS Runoff Peak discharge 0.241 cfs Storm frequency = 2 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 1,738 cuft Drake area = 1.280 ac -Curve-number = 59* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.60 min ' Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.450 x 55)+(0.830 x 61)]/1.280 Bypassing Pond ' Q MS) Bypassing (cfs) Hyd. No. 3--2 Year 0.50 - --... -. - — 0.50 0.45 0.45 0.40 ' 0.40 0.35 - -- -- 0.35 ' 0.30 0.30 ' 0.25 0.25 ' 0.20 0.20 ' 0.15 0.15 0.10 —- —. _.. . -- _. ---..__ ._...... _---- _— - — 0.10 0.05 0.05 ' 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) ' ' TR55 Tc Worksheet 19 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Hyd. No. 3 ' Bypassing Pond Description A B C Totals Chant �Inu Mg's n-vaIue = 0.400 00 0.011 tFlow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 16.27 + 0.00 + 0.00 = 16.27 ' Shallow Concentrated Flow Flow length (ft) = 355.00 0.00 0.00 Watercourse slope (%) = 2.50 0.00 0.00 ' Surface description = Unpaved Unpaved Paved Average velocity (ft/s) = 2.55 0.00 0.00 ' Travel Time (min) = 2.32 + 0.00 + 0.00 = 2.32 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 ' Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time, Tc .............................................................................. 18.60 min Hydrograph Report 20 ' Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066 Monday,Jan 12,2015 ' Hyd. No. 4 Total Proposed , Hydrograph type = Combine Peak discharge = 0.795 cfs Storm frequency = 2 yrs Time to peak = 774 min Time interval = 2 min Hyd. volume = 6,162 cuft I-nflow-hy-ds. = 2T-3 Contrib.drain-area 4-.2&0-ate Total Proposed , Q (cfs) Hyd. No.4--2 Year Q(cfs) 1.00 — - — — — 1.00 ' 0.90 0.90 0.80 0.80 0.70 - -- - — - — 0.70 ' 0.60 0.60 1 0.50 0.50 0.40 0.40 ' 0.30 0.30 0.20 ---- ___._.__ ___ — -- -._-____ 0.20 0.10 0.10 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ,Hyd No. 4 Hyd No. 2 «---- Hyd No. 3 Time (min) ' Hydrograph Report 21 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 5 ' Pre-Existing Hydrograph type = SCS Runoff Peak discharge = 6.350 cfs Storm frequency = 2 yrs Time to peak = 724 min ' Time interval = 2 min Hyd. volume = 20,235 cuft Drainage area = 6.050 ac Curve number = 7.3* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = TR55 Time of conc. (Tc) = 6.20 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(2.310 x 98)+(2.060 x 61)+(1.680 x 55)]/6.050 Pre-Existing Q (cfs) Hyd. No. 5--2 Year Q (cfs) ' 7.00 7.00 ' 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 ' 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 5 Time (min) 22 ' TR55 Tc Worksheet Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2009 byAutodesk, Inc.v6.066 , Hyd. No. 5 Pre-Existing ' Description A B C Totals anning s n-va ue = U.U 2 5 0:011 0.011 Flow length (ft) = 39.0 61.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 , Land slope (%) = 1.00 0.30 0.00 Travel Time (min) = 1.45 + 1.74 + 0.00 = 3.19 ' Shallow Concentrated Flow Flow length (ft) = 270.00 181.00 0.00 ' Watercourse slope (%) = 1.10 4.60 0.00 Surface description = Paved Unpaved Paved Average velocity (ft/s) = 2.13 3.46 0.00 , Travel Time (min) = 2.11 + 0.87 + 0.00 = 2.98 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 , Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 6.20 min ' kiydrograph Summary Repo 23 gydraflow Hydrographs Extension forAUtoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) i (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 17.08 2 724 51,751 ------ ----- ------ Proposed To Pond 2 Reservoir 8.689 2 730 23,228 1 197.36 19,065 Out of Ex Pond i 4 Combine 9.536 2 732 28,191 2,3 ----- ----- Total Proposed 5 SCS Runoff i 13.97 2 724 42,162 ------ ---- ----- Pre-Existing 7 SCS Runoff 6.473 2 724 19,927 ----- ----- ----- To New Parking Lot Swale 9 SCS Runoff 10.09 2 724 30,870 ---- --- ---- Proposed To New Culvert i i i i i I i 4 i I i i i i i I E i i t i E i 10573-TN.gpw Return Period: 10 Year Monday,Jan 12, 2015 Hydrograph Report 24 , Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 ' Hyd. No. 1 Proposed To Pond ' Hydrograph type = SCS Runoff Peak discharge = 17.08 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 51,751 cuft , Drainage area = 4 c C-law--e--number = 8F* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min ' Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(3.240 x 98)+(1.530 x 61)]/4.770 Proposed To Pond 1 Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 18.00 18.00 ' 15.00 15.00 i 12.00 12.00 L I (f I i 9.00 9.00 ' 6.00 6.00 3.00 3.00 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 1 Time (min) ' Hydrograph Report 25 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 2 Out of Ex Pond Hydrograph type = Reservoir Peak discharge = 8.689 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 23,228 cuft InfloW n�Mn = 1 Proposed-To-Pond Max.-Elevation = 1 9?36t ' Reservoir name = Attach Ponds Max. Storage = 19,065 cuft Storage Indication method used. Exfiltration extracted from Outflow. Out of Ex Pond Q (cfs) Hyd. No. 2-- 10 Year Q (cfs) ' 18.00 18.00 15.00 15.00 t 1 12.00 12.00 !s � ' 9.00 9.00 ' 6.00 6.00 i 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 ' Hyd No. 2 Hyd No. 1 �I � � I Total storage used = 19,065 cult Time (min) Hydrograph Report 26 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 ' Hyd. No. 3 Bypassing Pond ' Hydrograph type - SCS Runoff Peak discharge = 0.965 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 4,962 cult Drainage area = 1 280 ac Curve number= �A* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of cone. (Tc) = 18.60 min , Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.450 x 55)+(0.830 x 61)]/1.280 Bypassing Pond 1 Q (cfs) Hyd. No. 3-- 10 Year Q MS) 1.00 -- 1.00 ' 0.90 0.90 0.80 ' 0.80 0.70 -- - - - 0.70 ' 0.60 0.60 ' 0.50 0.50 ' 0.40 0.40 ' 0.30 0.30 0.10 0.10 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) ' ' Hydrograph Report 27 ' Hydralow Hydrographs Extension forAuloCAD®Civil 3D®2009 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 4 Total Proposed H dro ra h type = Combine Peak = Y g p Yp discharge 9.536 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 2 min H d. volume = 28 191 cult Inflow hysls. = 2, 3 Cantdb. drain-. a-r-ea = 1-.280-ac Total Proposed Q MS) Total No. 4-- 10 Year Q (cfs) 10.00 10.00 I 8.00 8.00 i 6.00 6.00 I 4.00 4.00 i 2.00 2.00 I ` I I I 0.00 � 0.00 0 120 240 360 480 600 720 840 960 1080 1200 ' Time (min) Hyd No. 4 Hyd No. 2 Hyd No. 3 28 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 5 , Pre-Existing ' Hydrograph type _ _SCS Runoff Peak discharge 13.97 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 42,162 cuft Qra-image-area = 6=050- ur-ve-nu-r+ber - 7-3* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 6.20 min ' Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(2.310 x 98)+(2.060 x 61)+(1.680 x 55)]/6.050 Pre-Existing ' Q (cfs) Q {cfs) Hyd. No. 5-- 10 Year 14.00 14.00 ' 12.00 12.00 ' 10.00 10.00 , 8.00 8.00 ' 6.00 6.00 4.00 4.00 2.00 2.00 ' 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) , lHydrograph Summary Repo 29 gydraflow Hydrographs Extension for AutoCAD@ Civil 3D®2009 by Autodesk, Inc.v6.066 1Hyd. Hydrograph i Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (fit) (cuft) 1 SCS Runoff 1 20.91 2 724 63,894 ----- ------ ----- Proposed To Pond 2 Reservoir 1 15.07 2 728 34,209 1 197.52 20,774 Out of Ex Pond s 4 Combine 1 16.23 2 728 41,307 2,3 ------ ------ Total Proposed 5 SCS Runoff 1 18.42 2 724 55,155 ------ --- ----- Pre-Existing i 7 SCS Runoff 7.816 2 724 24,311 ---- ------ ------ To New Parking Lot Swale i 9 SCS Runoff 12.24 2 724 37,811 ---- ----- ---- Proposed To New Culvert i I f i i i I E i i I 10573-TN.gpw Return Period: 25 Year Monday, Jan 12, 2015 30 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2009 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 1 Proposed To Pond ' Hydrograph type - SCS Runoff Peak discharge = 20.91 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 63,894 cuft Drainage-area = 4__770 ar Culate- umber = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min ' Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite Area/CN = 3.240 x 98 + 1.530 x 61 /4.770 ' Proposed To Pond ' Q (cfs) Hyd. No. 1 --25 Year Q (cfs) 21.00 21.00 18.00 18.00 i 15.00 i 15.00 12.00 12.00 i 9.00 9.00 6.00 6.00 I 3.00 3.00 i. 0.00 0.00 , 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 1 Time (min) , Hydrograph Report 31 Hydraflow Hydrographs Extension forAuloCAD®Civil 3DO 2009 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 2 ' Out of Ex Pond Hydrograph type - Reservoir Peak discharge = 15.07 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 34,209 cuft n low hvd. o. _ - Proposed To Pond Max-Elevation = 1-K-5?ft Reservoir name = Attach Ponds Max. Storage = 20,774 cuft ' Storage Indication method used. EAltration extracted from Outflow. 1 Out of Ex Pond Q (cfs) Hyd. No. 2 --25 Year Q (cfs) ' 21.00 21.00 ' 18.00 18.00 ' 15.00 15.00 i 12.00 12.00 i i 9.00 9.00 i 6.00 6.00 ' 3.00 _ 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 ' Hyd No. 2 Hyd No. 1 � Total storage used =20,774 cult Time (min) 32 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 3 , Bypassing Pond Hydrograph type = SCS Runoff Peak discharge = 1.466 cfs , Storm frequency = 25 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 7,098 cuft Dra.inano arEa = 1280 ac Curve number = 5Q* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 18.60 min ' Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.450 x 55)+(0.830 x 61)]/1.280 , Q (cfs) Bypassing Pond ' Hyd. No. 3--25 Year Q MS) 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) ' ' Hydrograph Report 33 ' Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2009 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 4 ' Total Proposed Hydrograph type = Combine Peak discharge = 16.23 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 41,307 cuft 1nflouJh_y_ds. = 91 3 Coritrib-.-drain-.-area = 1-.2-a0-a0 Total Proposed Q (cfs) Hyd. No. 4--25 Year Q (cfs) ' 18.00 - 18.00 ' 15.00 15.00 12.00 12.00 } i 9.00 i 9.00 6.00 6.00 f ' 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 ' Hyd No.4 Hyd No. 2 Hyd No. 3 Time (min) Hydrograph Report 34 , Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 5 Pre-Existing Hydrograph type = SCS Runoff Peak discharge = 18.42 cfs ' Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 55,155 cuft nrainage-area = 6_0.90 ac Curve_nurnh.- 7 * Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.20 min ' Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(2.310 x 98)+(2.060 x 61)+(1.680 x 55)]/6.050 Pre-Existing ' Q (cfs) Hyd. No. 5--25 Year Q(cfs) 21.00 21.00 ' 18.00 18.00 ' 15.00 - 15.00 ' 12.00 12.00 9.00 - 9.00 6.00 6.00 3.00 3.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) ' &ydrograph Summary Re 35 po ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 i Hyd. Hydrograph ! Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) i 1 SCS Runoff 1 27.59 2 724 85,541 ----- -—- ------ Proposed To Pond 2 Reservoir 22.92 2 726 54,550 1 197.70 22,563 Out of Ex Pond 4 Combine 1 24.69 2 726 65,873 2,3 ------ ------ Total Proposed 5 SCS Runoff 26.52 2 724 79,251 ----- ------ ---- Pre-Existing 7 SCS Runoff i 10.15 2 724 32,077 ------ ------ ------ To New Parking Lot Swale i 9 SCS Runoff 15.97 2 724 50,129 --__ __W_ ------ Proposed To New Culvert � 4 f ! ! 1 ! ! ! ! I 10573-TN.gpw Return Period: 100 Year Monday, Jan 12, 2015 Hydrograph Report 36 ' Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Monday,Jan 12,2015 , Hyd. No. 1 Proposed To Pond Hydrograph type = SCS Runoff Peak discharge = 27.59 cfs , Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 85,541 cuft , Drainage area = 4.770 ac Curve-number = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.30 min , Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.240 x 98)+(1.530 x 61)]/4.770 Proposed To Pond , Q (cfs) Hyd. No. 1 -- 100 Year Q MS) 28.00 28.00 ' 24.00 24.00 ' 20.00 20.00 ' 16.00 16.00 12.00 12.00 E I 8.00 I 8.00 4.00 4.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 1 Time (min) , ' Hydrograph Report 37 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 2 ' Out of Ex Pond Hydrograph type = Reservoir Peak discharge = 22.92 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 54,550 cuft Infl.o_uv_hy-d No = 1-Prop-osed Tb� .d Max Ekeuatian = 19 .7-0 ft ' Reservoir name = Attach Ponds Max. Storage = 22,563 cult Storage Indication method used. Exfiltration extracted from Outflow. Out of Ex Pond Q (cfs) Hyd. No. 2-- 100 Year Q(cfs) 28.00 28.00 I ' 24.00 24.00 I 20.00 - 20.00 { 16.00 16.00 12.00 12.00 i. f 8.00 8.00 -1 ' 4.00 4.00 i ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 ' Hyd No. 2 Hyd No. 1 '� _ Total storage used =22,563 cult Time (min) 38 Hydrograph Report , Hydraflow Hydrographs Extension forAutoCADO Civil 3D0 2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 3 Bypassing Pond ' Hydrograph type - SCS Runoff Peak discharge = 2.466 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 11,323 cuft Drainage-area = 1_28D_ac C Irv? nuxr>ber = �Q* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.60 min ' Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.450 x 55)+(0.830 x 61)]/1.280 Bypassing Pond ' Q (cfs) Hyd. No. 3-- 100 Year Q (cfs) 3.00 3.00 ' 2.00 2.00 1.00 1.00 ' 0.00 0.00 , 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) ' Hydrograph Report 39 ' Hydraflow Hydrographs Extension forAutoCADO Civil 3D0 2001 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 4 ' Total Proposed Hydrograph type = Combine Peak discharge = 24.69 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 65,873 cuft Inflow hods. = 2, 3 Contrlb_—drain.-area = 1 9M ar Total Proposed Q(cfs) Hyd. No.4-- 100 Year Q(cfs) ' 28.00 28.00 ' 24.00 24.00 i 20.00 20.00 i ' 16.00 _ I 16.00 i 12.00 12.00 8.00 I 8.00 I ' 4.00 4.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 ' Hyd No.4 Hyd No. 2 Hyd No. 3 Time (min) Hydrograph Report 40 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 , Hyd. No. 5 Pre-Existing ' Hydrograph type = SCS Runoff Peak discharge = 26.52 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 79,251 cuft Drainage_ar�a = s_nsn ac Curve-num- ber -=-_7'I* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 6.20 min ' Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(2.310 x 98)+(2.060 x 61)+(1.680 x 55)]/6.050 Pre-Existing , Q (cfs) Hyd. No. 5-- 100 Year Q MS) 28.00 28.00 , 24.00 24.00 ' 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 ' 0.00 0.00 ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) ' Hydrograph Report 41 ' Hydraflow Hydrographs Extension forAutoCADO Civil 3DO2009 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 7 ' To New Parking Lot Swale Hydrograph type = SCS Runoff Peak discharge = 10.15 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 32,077 cuft Drainage area = 1.680 ac Cunte numb-e = RA* Basin Slope = 0.0 % Hydraulic length = Oft ' Tc method = TR55 Time of conc. (Tc) = 5.10 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.280 x 98)+(0.400 x 61)]/1.680 To New Parking Lot Swale Q (cfs) Q (cfs) Hyd. No. 7-- 100 Year ' 12.00 12.00 i i 10.00 - - 10.00 i 8.00 8.00 I ' 6.00 6.00 4.00 4.00 t I I.. 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' Hyd No. 7 Time (min) TR55 Tc Worksheet 42 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 , Hyd. No. 7 To New Parking Lot Swale , Description A B C Totals Manning s n-value = 0.011 0.011 0.0 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 , Land slope (%) = 1.25 0.00 0.00 Travel Time (min) = 1.46 + 0.00 + 0.00 = 1.46 ' Shallow Concentrated Flow Flow length (ft) = 205.00 0.00 0.00 ' Watercourse slope (%) = 1.25 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 2.27 0.00 0.00 ' Travel Time (min) = 1.50 + 0.00 + 0.00 = 1.50 ' Channel Flow X sectional flow area (sqft) = 15.75 0.00 0.00 Wetted perimeter (ft) = 15.49 0.00 0.00 Channel slope (%) = 2.00 0.00 0.00 Manning's n-value = 0.150 0.015 0.015 Velocity (ft/s) = 1.42 0.00 0.00 , Flow length (ft) = 185.0 0.0 0.0 Travel Time (min) = 2.17 + 0.00 + 0.00 = 2.17 Total Travel Time, Tc .............................................................................. 5.10 min ' Hydrograph Report 43 ' Hydralow Hydrographs Extension forAutoCADO Civil 3DO 2009 by Autodesk, Inc.v6.066 Monday,Jan 12,2015 Hyd. No. 9 ' Proposed To New Culvert Hydrograph type = SCS Runoff Peak discharge = 12.24 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 37,811 cuft Drainage area = 2.680 ac Curve number = PLR* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = TR55 Time of conc. (Tc) = 6.30 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.950 x 98)+(0.730 x 61)j/2.680 Proposed To New Culvert Q (cfs) Hyd. No. 9 --25 Year Q (cfs) 14.00 14.00 i ' 12.00 12.00 i I I i 10.00 I 10.00 8.00 8.00 i 6.00 6.00 ' 4.00 4.00 t I I ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 9 Time (min) 44 ' TR55 Tc Worksheet Hydraflow Hydrographs Extension forAutoCADO Civil 3D02009 byAutodesk, Inc.v6.066 ' Hyd. No. 9 Proposed To New Culvert ' Description A B C Totals Manning s n-va ue .025 0.011 O.C"i Flow length (ft) = 39.0 61.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 , Land slope (%) = 1.00 0.30 0.00 Travel Time (min) = 1.45 + 1.74 + 0.00 = 3.19 ' Shallow Concentrated Flow ' Flow length (ft) = 270.00 200.00 0.00 Watercourse slope (%) = 1.10 4.10 0.00 Surface description = Paved Unpaved Paved Average velocity (ft/s) = 2.13 3.27 0.00 , Travel Time (min) = 2.11 + 1.02 + 0.00 = 3.13 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 1 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 6.30 min ' ' Hydraflow Rainfall Report 45 ' Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2009 byAutodesk, Inc.v6.066 Monday,Jan 12,2015 l _...--- -- --------....---...-- - - ....... Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B f D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 30.1225 f 6.6000 0_767F 3 0.0000 0.0000 0.0000 -------- I i ------ 5 52.3308 9.8000 0.8367 10 54.7383 10.8000 0.8016 -- 25 101.9813 15.8000 0.8971 -------- (i ' ! l 50 98.1551 ! 15.7000 0.8577 -------- f 100 106.5909 i 17.0000 0.8462 ------- File name:CT-DOT.IDF ' Intensity= B/ ^E (Tc+ D) Return Intensity Values(in/hr) Period ! (Yrs) 5 mini 10 15 20 25 j 30 35 40 45 50 55 60 1 0.00 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 I 0.00 0.00 0.00 0.00 0.00 0.00 j 0.00 5 5.49 4.30 3.57 3.06 2.69 I 2.40 2.17 1.99 I 1.84 1.71 1.60 1.50 [ III 10 5.99 4.81 4.04 3.51 3.11 1 2.80 2.55 2.35 2.18 2.03 1.91 1.80 j ' 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 . 3 2.10 ' 50 7.30 6.06 5.20 4.57 4.09 1 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 f 4.10 3.76 3.48 3.24 3.04 2.86 2.70 j 1 I ' Tc=time in minutes.Values may exceed 60. Precip.file name: HartfordCount . c ' Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr j 10-yr 25-yr 50-yr 100-yr i SCS 24-hour i 2.60 3.20 0.00 4.10 I 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I 0.00 I ' j Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i Huff-4th 0.00 0.00 0.00 0.00 ; 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' I Custom 0.00 0.00 0.00 0.00 j 0.00 0.00 0.00 0.00 _= = m 0 = = m = m = m = m m m PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 02/23/15 CUSTOMER#: 000000000 TIME: 14:25 CLERK: laurenlz RECPT#: 20770629 PREV BA I: TP/YR: MS/2015 AMT PAI��{{' : 160.00 BILL: ADJSTMNT: EFF DT: 02/23/15 BAL DUE PERMITS/INSP PAYMENT -----------------TOTALS---- PRINCIPAL PAID: 160.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 160.00 AMT APPLIED: 160.00 CHANGE: .00 PAID BY: GARDNER & ' I :RSON A PAYMENT METH: CHECK PAYMENT REF: 40683 40WN 3 4 co 7-au� O-Psau� ?d 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 oe•CO TELEPHONE(860)644-2511 CERTIFIED MAIL#70111570 0000 63371259 February-24;2015 Joseph V. Camposeo,Town Clerk Town of Manchester 41 Center Street Manchester, CT 06045 Dear Mr. Camposeo: Re: Notice to Adjoining Municipalities In accordance with Connecticut General Statutes concerning notification to municipalities regarding Planning&Zoning Commission applications that could affect the abutting town, we hereby notify you of the Application 15-14P,Ticket Network Site Plan—request for a site plan modification to pave and add lighting to the gravel parking lot previously constructed and to add 71 additional spaces. This property is located at 83 Gerber Road, I zone. This application is tentatively scheduled to be heard by the Planning & Zoning Commission on March 10, 2015 in the Council Chambers of the Town Hall. If you have any question, please feel free to contact the Planning Department at 860-644- 2511, ext. 253. Very trul yo rs, 14 Mic ele R. Lipe,AICP Director of Planning MRL/llz PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATF: 2/24/15 TO: Matt Galligan, Fred Shaw, Michael Gantick, Walter Summers, Jeff Doolittle Ray Favreau, Mark Owens, Chris Dougan, Heather Oatis,Ron Asselin, John Caldwell, Andrea Confrancesco, Glen Buonanducci FROM: Michele Lipe, AICP, Director of Planning The Planning &Engineering Departments have received plans for the following projects: Appl 15-14P, Ticket Network Parking Lot Expansion Location: 83 Gerber Road ® Site Plan ❑ Subdivision No. Acres 18.7+ Zone I ® Industrial ❑ Commercial ® Residential No. Lots/Units Water: ❑ Public ❑ Private Well Sewerage: ❑ Public ❑ Septic System Add additional 70+parking spaces; pave and light existing graveled Project Description: area Future Town-owned property involved? ❑ Yes ® No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 3/3/15 and return to the Planning Department. Page 1 of 1 Zarambo, Lauren L. From: Buonanducci, Glenn Sent: Monday, February 23, 2015 4:33 PM To: Zarambo, Lauren L. Cc: Lipe, Michele; Custer, Scott �e`erra eques` Combining this parking with the existing lot, do we want to consider treating it as a major traffic generator? Possibly requiring signage or signals for Kelly Rd? My initial concern is vehicles exiting from Gerber East given the sight lines. SGT. Glenn Buonanducci 156 Sent from my iPhone On Feb 23, 2015, at 16:20, Zarambo, Lauren L. <Lauren.Zaramboasouthwindsonorg>wrote: Please find attached In House Referral form for Appl. 15-14P, Ticket Network Parking Lot Expansion. Please forward any comments or questions to the Planning Department. Thank you, Lauren L Zarambo Planning Department Secretary Town of South Windsor 1540 Sullivan Avenue South Windsor, CT o6074 86o.644.25n ext 253 <InHouseRef 15_14P.pdf> 2/24/2015 Page 1 of 2 Lipe, Michele From: Buonanducci, Glenn Sent: Wednesday, February 25, 2015 1:44 PM To: Lipe, Michele Cc: Custer, Scott Subject: RE: In House Referral Request for Ticket Network parkinglot expansion That sounds good. I also had Gerber West in mind but typed Gerber East. Either way I just wanted to be sure that we meet the needs of the traffic flow before we approve the expansion. Thank you. SGT. Buonanducci 156 This transmission is intended for the sole use of the individual or entity to whom it is addressed,and may contain information that is for official use only, law enforcement sensitive,privileged,confidential and/or exempt from disclosure under applicable law.You are hereby notified that any dissemination,distribution or duplication of this transmission by someone other than the intended addressee or its designated agent is strictly prohibited. If your receipt of this transmission is in error,please reply to the sender of this transmission. From: Lipe, Michele Sent: Tuesday, February 24, 2015 4:15 PM To: Buonanducci, Glenn Cc: Custer, Scott Subject: FW: In House Referral Request for Ticket Network parking lot expansion Hi Glenn, See Jeff's comments below regarding potential traffic light. I don't believe it will meet the warrants. I have asked the applicant's engineer if they will need to modify the original STC certificate issued when this once first approved. He has not responded yet, but my guess is he will need another approval from OSTA. Based on your questions/concerns, I will request the following: A traffic statement of impact, demonstration of site lines, and proposed on-site directional signage. I will follow up with you once I have received additional information. Thanks, Michele Michele R. Lipe, AICP Director of Planning Town of South Windsor South Windsor, CT 06074 (860) 644-2511, ext. 252 From: Doolittle, Jeffrey Sent: Tuesday, February 24, 2015 9:49 AM To: Lipe, Michele Subject: RE: In House Referral Request Yes, Doesn't OSTA make the determination of a major traffic generator and any significant traffic impacts? Kelly Rd at Gerber Rd E would be a tough place for a signal. It would hurt traffic flow on Kelly Rd but help traffic 2/25/2015 Page 1 of 1 Lipe, Michele From: Lipe, Michele Sent: Friday, February 27, 2015 2:31 PM To: 'Eric Peterson' Subject: Tcket Network Attachments: Ticket Network-RarkingExpansion_t5-1_4_e.pdf Hi Eric, Attached are some comments form Planning and Police Services (Sgt Glenn Buonanducci)on the expansion plan submitted. Engineering comments will be forthcoming. If it all possible, we would like to ad this to our March 10 PZC agenda. Thanks, Michele Michele R. Lipe, AICP Director of Planning Town of South Windsor South Windsor, CT 06074 (860) 644-2511, ext. 252 2/27/2015 i f App 15-14P, Ticket Network Parking Expansion Planning Comments This site was originally granted a STD certificate:The applicant should consult OSTA to determine if an additional certificate is required for the additional parking spaces being added. That information should be forwarded to this Department. As discussed previously, a zoning data table should be added to the plans that reflects changes in the two parcels based on lot line revision proposed. There is a 50 foot buffer required along the residential property lines and should be reflected on the plans along with other setback requirements. The SWPD Traffic Authority has requested the following: A traffic statement of impact; demonstration of adequate site lines at the Kelly Road intersections, and proposed on-site directional signage shown on the plans. Page 1 of 2 Lipe, Michele From: Buonanducci, Glenn Sent: Wednesday, March 04, 2015 4:01 PM To: Lipe, Michele Cc: Doolittle, Jeffrey; Custer, Scott I would like to discourage a large volume of traffic from exiting Gerber Rd West due to the minimal sight line on Kelly Rd (even without the snow banks). I believe that a sign opposite the parking exit directing traffic to exit Gerber Rd East would be sufficient to accomplish this. It does not appear that additional control signage or signals are necessary for the amount of traffic being generated. Thank you. "These things we do,that others may live." Sergeant Glenn Buonanducci 156 South Windsor Police Department Support Services Division — Traffic Unit 151 Sand Hill Rd. South Windsor, CT 06074 This transmission is intended for the sole use of the individual or entity to whom it is addressed,and may contain information that is for official use only,law enforcement sensitive,privileged,confidential and/or exempt from disclosure under applicable law.You are hereby notified that any dissemination,distribution or duplication of this transmission by someone other than the intended addressee or its designated agent is strictly prohibited.If your receipt of this transmission is in error,please reply to the sender of this transmission. From: Lipe, Michele Sent: Wednesday, March 04, 2015 3:05 PM To: Buonanducci, Glenn Cc: Doolittle, Jeffrey Subject: FW: Tcket Network Please review email below. We do have some plans in our office that you can take a look at if that is helpful. Michele Michele R. Lipe, AICP Director of Planning Town of South Windsor South Windsor, CT 06074 (860) 644-2511, ext. 252 From: Eric Peterson [mailto:epeterson(-Ogardneraeterson.com] 3/5/2015 SSW N SfA a V 70� O-P si� V&U&O't 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 f�Osox•co TELEPHONE(860) 644-2511 March 11, 2015 Eric Peterson Gardner & Peterson Associates, LLC 178 Hartford Turnpike Tolland, CT 06084 Dear Mr. Peterson: Re: Appl. 15-14P, Ticket Network Site Plan - request for a site plan modification to pave and add lighting to the gravel parking lot previously constructed and add 71 additional spaces, on property located at 83 Gerber Road, I zone Please be advised that the above referenced matter has been scheduled on the Planning & Zoning Commission Regular Meeting agenda for Tuesday, March 24, 2015 at 7:30 p.m. in the Madden Room of the South Windsor Town Hall, 1540 Sullivan Avenue. Someone must be present at the meeting to represent the application. Two signs advertising the meeting must be posted on the property for ten (10) consecutive days prior to the meeting and must be clearly visible from a town street. The signs must be posted on Gerber Road East and West by Friday, March 13, 2015. Signs can be obtained in the Planning Department, Monday through Friday, 8:00 a.m. - 4:30 p.m. If you have any questions regarding this letter, please call 860-644- 2511, Ext 253. Sincerely, Lauren Zarambo Administrative Secretary MEMORANDUM To: Michele Lipe, Town Planner From: Jeffrey Doolittle, Town Engineer Date: 3/18/15 RE: Application 15-14P—Ticket Network Parking Modification 83 Gerber Rd. Engineering has reviewed plans received 2/23/15 for the above application and has the following comments: 1. This application proposes modifications to the parking expansion in Application 12-09P approved by the Planning and Zoning Commission on 3/13/12. 2. All the runoff water from the proposed paved parking lot flows over the surface to a stone filter trench and a grass lined swale. The stone filter trench and grass swale will need to be cleaned periodically to remove accumulated soil particles that clog the voids in the stone, and any debris. The grass lined swale will need to be mowed at least twice a year to keep down woody growth and invasives. 3. The site plan approved in 2012 has a separate fore bay draining by 3 24" diameter pipes at 0.5% to the detention basin, with the bottom of the fore bay one foot higher than the bottom of the detention basin.. The proposed modification shows the fore bay and detention basin connected by surface flow. The Stormwater Management Report should explain the reason for this change. 4. The detention basin top of berm elevation of 199 was approved in 2012. The Stormwater Management Report should explain why the berm elevation was lowered to 198. 5. The Stormwater Management Report should explain why the detention basin spillway was relocated from the location approved in 2012, since there is a concern about the outlet drainage path to a natural stream channel. 6. The grass swale and the proposed parking lot curbs should be labeled on the Site Plan. 7. The Outlet Spillway To Stormwater Basin detail should show filter fabric at the interface with the native soil. I suggest this detail be relabeled "Outlet Spillway From Stormwater Basin". 8. The Storm Drain Trench detail should show warning tape one foot above the pipe. Please contact me if you have any questions. SOW N. S�nq C O , %V� �• C 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-co TELEPHONE(860) 644-2511 Certified #7011 1570 0000 6332 8383 March 19, 2015 Ticket Network Campus Realty, LLC Attn: Seth Resnickoff, Facilities_Manager 83 Geber Road West South Windsor, CT 06074 RE: Appl. #15-14P—Ticket Network—83 Gerber Road West Dear Mr. Resnickoff: At the March 18, 2015 regular meeting, the Inland Wetlands Agency/Conservation Commission Appl. #15-14P—Ticket Network—83 Gerber Rd West—Conservation Commission application for approval of the expansion of the existing parking lot located east of Gerber Rd West, Industrial (1) Zone, with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning &Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on March 18, 2020. It is the landowners)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. Bonds shall be collected in the amount of $5,000.00 for maintenance of erosion and sediment controls; $10,000.00 for installation of the stormwater improvements. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. 7. The outfall channel from the stormwater basin to be inspected for erosion and re-enforced if necessary, at the discretion of Town Staff. 8. The existing stockpiles must be stabilized or removed. 9. Revise the plan to show the disposition of materials to be excavated from the lot. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION �- Barbara Kelly, Vice Chairperson BK/dt cc: Eric Peterson, Gardner& Peterson Associates, LLC, 178 Hartford Turnpike, Tolland, CT 06084 Director of Planning Chief Building Official Appl. #15-14P, Ticket Network Site Plan Modification 3/24/15 Planning Department Report 1. Request for a site plan modification to pave and add lighting to the gravel parking lot previously constructed and an additional '/,A- additional spaces, on property located at 83 Gerber Road, I zone 2. The existing driveway will continue to service the property. 3. The applicant is proposing to reconfigure the front parking area and to add additional rows of parking in the area towards the highway. 4. The parking requirement for these used are 421 spaces. The applicant is proposing to bring the total parking up to 486 spaces. 5. This site abuts up to a residential area and is subject a fifty foot buffer requirement along the residential property line. The applicant ha&4iropesed has had some discussion with the neighbors regarding fencing and/or replacement of landscaping. We would request that the final plans incorporate the buffer plan. 6. New lighting and landscaping will be added in the parking areas. A lighting plan has been submitted demonstrating full cut-off lighting and cut sheet for the lights to be used. It appears that all other zoning requirements are being met. 7. There are regulated wetlands on the property; however no impact with this application. The applicant received IWA/CC approval on 3/18/2015 with the following recommended conditions: 5,000.00 for maintenance of erosion and sediment controls; $10,000.00 for installation of the stormwater improvements. 8. The Fire Marshal and Police Department has reviewed this plans and are satisfied with the plan. If this application is approved, there are no planning modifications requested. i tOW N 6 4 F To� 0114C s-ate ?d • wo 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE(860) 644-2511 CERTIFIED MML7011 1570 000 6337 1341 March 26. 2015 Eric Peterson Gardner&Peterson Associates, LLC 178 Hartford Turnpike Tolland, CT 06084 Dear Mr. Peterson: Re: Appl. 15-14P,Ticket Network Site Plan Modification We are pleased to advise you that the Planning & Zoning Commission voted on March 24, 2015 to approve with modifications the above.referenced application. This approval is for a site plan modification to pave and add lighting to the gravel parking previously constructed and an additional 82 spaces, on property located at 83 Gerber Road, I zone, as shown on plans prepared by Gardner &Peterson Associates, LLC, Project 10573A, dated 01/20/2015 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. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of 5,000.00 for maintenance of erosion and sediment controls; $10,000.00 for installation of the stormwater improvements. 3. A landscape bond in the amount of$8,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 4. All bonds must be in one of the forms described in the enclosed Bond Policy. 5. An as-built plan is required prior to issuance of a Certificate of Occupancy per.Section 9.1.3 of the Zoning Regulations. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 7. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. 8. The building street number must be included on the final plan. 9. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10.All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 11. If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued(per CGS §14-311). 12. Engineering comments dated 3/18/15 must be incorporated into the final plans. 13. A buffer planting plan addressing screening of the residential properties to the west shall be submitted and approved by the Planning &Zoning Commission. Black and white transparent mylars of Sheet Ws 1 and 3 with the above modifications, together with three blueprint copies of the entire set of plans with live signatures and raised seals must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission and the After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, - - -- Bart Pacekonis, Chairman Planning and Zoning Commission BP/llz cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal GARDNER & PETERSON ASSOCIATES, LLC P 4 PROFESSIONAL ENGINEERS LAND SURVEYORS 178 HARTFORD TURNPIKE TOLLAND,CONNECTICUT 06084 LETTER OF TRANSMITTAL TELEPHONE (860)871-0808 FAX (860)875.2086 info@GardnerPeterson.com www.GardnerPeterson.com Delivered Ms.Michele Lipe,AICP Director of Planning DATE 5/5/15 JOB NO. 10573 Town of South Windsor 1540 Sullivan Avenue RE: Ticket Network South Windsor,CT 06074 WE ARE ENCLOSING: ® PRINTS ❑ COPY OF CORRESPONDENCE ❑ OTHER COPIES MAP NUMBER DATED DESCRIPTION 4 10573A Rev.4/7/15 Buffer Planting Plan Prepared for Ticket Network Campus Realty,LLC 1 Set Same Same Modification to Site Plan ❑For Approval ® For your Use ❑For Review& Comment ❑Approved as Submitted ❑As Requested R�CE�vEQ MAY p 5 2015 soup► v DEM. Signed: Eric R. Peterson, P.E., L.S. Transmittal 2011.doc RECEIV ffrz J ' TOWN OF SOUTH WINDSOR STAFF SITE CHANGE SEP 11 2017 FOR SITE & SUBDIVISION INLAND NJETI�tt�'0' GENERAL; Gardner & Peterson Asso rNCY ON._.). MMISSibN CHANGE ORDER CONTACT PERSON _Mark PeterSOn_ Phone No.(8 62)871-0808 Address Site Name Ticket Network P&Z No.--- 5 Owner Ticket Network Campus Realty Phone No. Contractor Signature of Owner, _ Date: 9-8-17 Signature of Design Engr. Date: 9-8-17 CHANGE: (Describe location and nature of change. Include Four (4) copies -of plan/profile of Change. ) On the west si a of thpg bUilding, red former bituminous Rarking spaces. This material will be jzemgvgd and re laced to provide additional on site n Reason for Change: (Why is change required) Additional parking is needed.. APPROVALS: (As Required) Dir. Of Planning Date: 9 / C 7 Town Engineer V, Date: ADZ/Z jL Dir. of Public Works:` Date: Other: Date: STAFF COMMENTS: White - Town Engineer -Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 09/15/17 CUSTOMER#: 000000000 TIME: 10:53 CLERK: laurenlz RECPT#: 20898355 PREV DAL: TP/YR: MS/2018 AMT PAID: 10.00 BILL: ADJSTMNT: EFF DT: 09/11/17 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 10.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 10.00 AMT APPLIED: 10.00 CHANGE: .00 PAID BY: GARDNER & PETERSON A PAYMENT METH: CHECK PAYMENT REF: 42192