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Site Plan of Development (48)
98-40P DST Output Technologies See Also 02-07P OWN OF T STAFF SOITEHCHANGEOR RECEIVED FOR SITE & SUBDIVISION GENERAL: SEP 120 19" CHANGE ORDER CONTACT PERSON Peter DeMallie Phone No. 291-8755 Address 125 Ellington Road (OTI Site) SI11ith' APT. Site Name Output Technologies P&Z No. Owner DST Realty Connecticut,Inc. Phone No. Contractor J.E. Dunn Signature of Owner ent Date: 9/20/99 Signature of Design Engr. _ Dater 9/20/99 CHANGE: (Describe location an n u� change. Include Four (4 ) copies of plan/profile of Change. ) Add .20 acre to site from Meyer Gage, and delete .37' acre deeded to Meyer Gage. Reason for Change: (Why is change required) Conveyances improved the configuration of both parcels for future development. OTI building can now be expanded to the west. APPROVALS: (As Required) lHh-f Dir. Of Planning ` Date: Town Engineer Date: Dir. of Public W rk Date: Other: Date: STAFF COMMENTS: N v C.ED v C7 ZZIL'S uL LSO .00C White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department VOL. i 0 87 PACE 12 QUIT CLAIM DEED n., MEYER GAGE CO., INC., having a place of business in the Town Of South Windsor, County of Hartford and State of for Connecticut, (hereinafter referred to CO �OT�' INC., consideration paid, grants to DST REALTY having a place of business in the Town of South Windsor, County of Hartford and State of Connecticut, (hereinafter referred to as GRANTEE) , with QUIT CLAIM COVENANTS, that certain piece or of South Windsor parcel of land located in the Townorer County cularly Hartford and State of Cor_recticut, and being more at hereof. described in Schedule A attached hereto and made a p Said premises are subject to restrictions, agreements, I building line, zoning restrictions and easements as shown on said map or as of record may appear and to any and all 1 I provisions of any ordinance, municipal regulation or public or law. Said premises are further subject to taxes due the private Town of South Windsor ,on the List of October 1a9rt consideration Grantee herein assumes and agrees to pay as p for this deed. f— Signed this 17 day of May, 1999. Wit ssed by: M YER GA CO., I C. / ' ' 1 By: Na s V#-c PrlSi��uii� N :�jO a-I coo0d r d _ { Z STATE OF CONNECTICUT: f ss:Gct kv-- M, / 1999 fi . I V 1 OUNTY OF HARTFORD 3 Personally appeared ' p 1 C s `� / /�/ { of t X u Co., Inc. signer and sealer of the foregoing Meyer Gage w instrument, and acknowledged the same to be his free act and t� U S Q ;9eed and the free act and deed of said Corporation, before me. ({{ z o _ w�, ommissioner of Che Superior Court Grantee's Address: 333 Kest Eleventh Street t Kansas City, Missouri 64105 6ey t annusswn txp.Aug,3L 2000 t = i 4 _ i I t{ 1 } 1 . E I ' VOL. 108 7PAGE 13 SCHEDULE A That certain piece or parcel of land (.triangular in shape), located in the Town of South Windsor, County of Hartford and State of Connecticut, and shown on a PROPERTY SURVEY entitled: "RESURVEY PREPARED FOR DST REALTY CONNECTICUT, INC. ELLINGTON ROAD SOUTH WINDSOR CONNECTICUT SHEET 1/1 DESIGN: E-LH DRAWN: ELH CHECKED: RPM JOB NO.: 98-1115 DATE: 9116198 DRAWING NO.: i C:\JOB\981115\1115MS.DWG design professionals, inc. Civil Engineers Planners Surveyors GIS 165 south satellite road south windsor connecticut 06074 GRAPHIC SCALE 1 inch - 100 ft." which map is on file in the South,„Windsor Town Clerk's office. Said premises are more particularly bounded and described as follows: i Beginning at an iron pipe located in the southerly line of i land now or formerly of DST Realty Connecticut, Inc. and on the easterly boundary of-land now or formerly of Meyer Gage Company, Inc., which iron pipe also marks the northwesterly corner of land now or formerly of Bidwell Acres, Inc:; thence N 12017135" E, along land now or formerly of DST Realty Connecticut, Inc, a distance of 124.07 feet to an iron pin; thence turning and running S 51008'57" W, along land now or formerly of DST Realty = Connecticut, Inc. a distance of 230 feet, more or less, to a points thence turning and running in a northeasterly direction along land of Meyer Cage Company, Inc. (the grantor herein), a distance of 15o feet, more or less, to the point or place of j beginning. Said triangular parcel contains .ZO acres more or j less. R;CE:VED fGR RECORO_ 19 AT 11, 1�Ca oil - ;c�, Si lc5:ifilaH WiN�SOR ^ _ 1 1 P6DE / 9Y i('�llc rr IERK A�SiStna� f� x 325790 } y� I i E - 's f - • RECENL- D TOWN OF SOUTH WINDSOR 0 1999 STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON K. Isherwood Phone No. 291-s755 Address DPI, 165 S. Satellite Rd. Site Name Output Technologies P&Z No. Owner DST Realty Connecticut,Inc. Phone No. Contractor Art Barber Signature of Owner Date: 5/6/99 Signature of Design Engr. Date: 5/6/99 CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) Expand parking lot northwest corner to incorporate 0 1� ar�rP State land Reason for Change: (Why is change required) To avoid costs of expansion later in the year. APPROVALS: (As Required) Dir. Of Planning Date: _5 /l _ Town Engineer Date: Dir. of Public (0j ks Date: Other: NIJ Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department F ti TOWN OF SOUTH WINDSOR M9 STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Q F' 2 Phone No. Address (iy 157 TE Site Name 1ld 6 e S P&Z No. Owner '1' Phone No. Contractor 6A w— tea r� Signature of Owner _ Date: Signature of Design Engr. Dater CHANGE: (Describe location and na re f gange. Include Four (4 ) copies of plan/profile of Change. ) . * ` ' a� Reason for Change: (Why is change required) 12LA - ,.A 4= 4�� -�� APPROVALS: (As Required Dir. Of Planning Date: L/ ArZ Town Engineer Date: Z Dir. of Public o ks Date: Other: � f �l/ �' � -8U Date: STA F COMMENTS: w ec4 T ZO N76 A 1 12 r 999 N White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering 8 R E C F I V . TOWN OF SOUTH WINDSOR NOV 161998 STAFF SITE CHANGE FOR SITE & SUBDIVISIONS GENERAL: n✓v --1 CHANGE ORDER CONTACT nnPERSON u� r�6 Phone No. Address Site Name rl U & P&Z No. Owner Phone No. Contractor Signature of Owner )Date: It -Iqe Signature of Design Engr. Date:"&; 9's CHANGE: (Describe location and n u of Vhange. Include Four (4 ) copies of plan/profile of Change. ) s Reason for Change: (Why is change required) �i��ilr � �L C.�Gi'I L11"1 r"�',i/1•�eV�l -- APPROVALS: (As Required) Dir. Of Planning Date: l( Ifel Town Engineer Date: Dir. of Public rks Date: Other: Date: STAFF COMMENTS: • rrt NOV 1-7 1998 SOUTH LVINOSOR White - Town Engineer Yellow - Applicant °� Pink - Director of Planning Goldenrod - Engineering Department TOWN OF SOUTH WINDSOR tTAFF SITE CHANGE . FOR SITE & SUBDIVISION GENERAL CHANGE ORDER CONTACT PERSON POWDrrMMellie Phone No. 291-8755 Address 1z auingtm Rt Bibs) t Site Name O*tp flow- ee P&Z No. Owner OffN1ty Et,IbO. Phone No. Contractor J.S. DtR Signature of Owner Date: 9/2pf94 Signature- of Design Engr. pp, 01 Date:09 9/g0/ 9 CHANGE: (Describe location an n Itchange. Include Four (4 ) copies of plan/profile of Change. ) Add .20 aom to sift ftm "W Qege, anti .39, fteftd to MrJow QW. { W x ' Reason for Change: (Why is change required) apo ►y tt a Jupmed the of both PW"18 for fat=* d��t bAWiW am ww be p1%*bftd tt3 ire writ. APPROVALS: (As Required) Dir. Of ;Planning A01.4 Date: Town Engineer bate: Dir. of Public W Dater Other: Date:" ST FF COMMENTS,:Dom 5ALou Lt! 6c 7/t t-1 e-t!:r- --,0&vv6 Z7&.g - � .� 7' ' White '- Town Engineer Yellow Applicant Pink Director of Planning Goldenrod. -' Engineering Department RE EIVED R CEIV D TOWN OF SOUTH WINDSOR STAFF SITE CHANGE MAR 2001 INLAND;.;_' _�^1DSAGtNCY FOR SITE & SUBDIVISION uth Winds CONSERVATION COMMISSION IN D WETI,ANpsA CO ERVATION CQMM GENERAL: CHANGE ORDER CONTACT PERSON 6, r,„ r�,.ny P�+�rl Phone No. Address ijpr Ids S, �4-f r�li c � a� S. W h�Xso, cT ObQy Site Name d„�_ o _ ,vC� a; r s P&Z No. Owner S— Phone No. Contractor Signature of Owner Date: N /t//vj Signature of Design Engr. Date: 4 / / CHANGE: (Describe location and nature cff change. Include Four (4 ) copies of plan/profile of Change. ) ��aw _ rX c S t� Reason for Change: (Why is change required) APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer Date: l� Dir. of Public o ks Date: Other: �Q Date: y S STAFF CO ! S: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis November 7,2000 Connecticut Department of Transportation 1107 Cromwell Ave. Rocky Hill,CT 06067 Attn:Mr. George Payne Re:Reestablishment of Drainage Connection DST Realty,Inc./Output Technology Solutions 125 Ellington Road(Route 30) South Windsor,Connecticut DPI Project No. 98-1115 Dear Mr.Payne We are writing in response to comments made by the Hydraulics and Drainage Section on the above referenced project. We have completed an analysis of the existing system,and have determined that under proposed conditions,with the discharge from the existing basin on the Output Technologies Solutions site connected into the state system thereby re-establishing the previous connection,the existing system will adequately handle the flows for the ten-year design storm. The ten-year design storm flows will result in a number of the catch basins in the system having a flow depth within the basins above the outlet pipe of the basin,but the depth of flow will remain well below the top of frame of the catch basins. As part of this analysis,we have completed gutter flow calculations,storm sewer system analysis,and a water surface analysis for the system from the site to the railroad cross culvert down stream of the site. Also included herein is a drainage area map showing the contributing watersheds for each structure. Please review the above,and feel free to call with any questions or comments. We would like to meet with you and review the above once you have had a chance to review this information. Thank you in advance for your attention to this matter. Sincerely, Galen Semprebon,P.E. Director of Engineering CC:Peter DeMallie Dale Meyer,TranSystems David Labossiere,CTDOT Rights of Way Denise Whitford,S. Windsor Economic Development Coordinator 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860) 291-8755 •Fax: (860) 291-8757 IT - ;1 t�l. Inlet .Lsti�r- i Time to Inlet Irk :v O i ( p w Area in Acres � Runoff Coefficient AI I ± e ) > > ) rn Sum of AI oo M, ? Total AI - i ( °0 Rainfall Intensity (jlSU b " Q to Inlet I 1 C+ ! Grade of Gutter C 0 0 r Cross Slope of � M ~ Shoulder Q � _ o o r Depth of Flow �- 4I ro at Gutter w Width of Flow C o i 0 C Q Bypassing Inlet a I � O C AI Bypassing Inlet i ! a ) AI Entering Catch .x C, r `� � Basin LO ls' -ON 4aa4s q pa)jz) O agnog uwoy Aq pau2jsaQ S Izaracd 7l u tU c C n n �i Line Segment i 1 cW ry Time to Inlet ! IL, I Time in Pipe a -b _ a :�j w r o �- Accumulated Time T7 - o e AI Entering Catch Basin Sum of AI in System u' ca j _ .-0 � � � � Rainfall Intensity � `C+ Cn Q s t'W W CO Q Ca in System E i G1 00 00 i G4 ) Pipe Size n fD _ r 13 1 d w F+ i Sv I off Length of Pipe 0 G o 0 0 0 o c e o 1 6 ° V SV Slope C� W LM Average Velocity w Full Capacity a j ! Headwater n' ON IaagS f q paxoagC) n a!�nog a 4'M r r4 T UAOy a?44 xq pauBlsa(j S'- o _ _ loapoad :3t a GU n ` ►-' Line Segment o r d L' (� ry Time to Inlet c ( j w Time in Pipe i w W ri v c- Accumulated Time b` O O AI Entering Catch Basin 2 t7 O -4 Sum of Al in System Rainfall Intensity �* C� Ho rJ J o CD Q in System E v, \o Pipe Size -4 a 1 1 e o Length of Pipe ITT O 4 Slope W r _ ro Average Velocity W V " w Full Capacity LrI r Headwater .no ON �aagg f q paXaau3 a a og 'r<r-vI M 'S UMoZ f1 M Xq pau2Tsaa s o R Zaa�oid ��fl �os � �enip ►? tv�v5 _ cv�7H c7iG�.� P �Q 'TS S TA. S TA. OFFSET v 7 OFFSET #-5 STRUCTURE TYPE _V TOP OF GRATE ELEV. - s7-ti OUTLET ITA. M DESIGN W.S. ELEV. JL OUTLET T.W. EL. OUTLET EL I 0.— 6, 7 Cf 3,00 EL.53,00 p• LENGTH ..- LENGTH_ III' SLOPE - 0. O0 2z 6 SLOPE SIZE INLET OUTLET CONTROL HW• H+h CONTROL o—LSo �; SIZE CONTROL OUTLET CONTROL HW. H+ho—LSo �; D «_ ME HW HW K� H d� TW ho LS HW TYPE n HW k � H d -D-' r o TW ho lS HW � rn r QQ T Q,el Cl n C S TA A. STA. OFFSET D OFFSET STRUCTURE TYPE TOP OF GRATE ELEV. � D DESIGN W.S. ELEV. L< Os S�,lL a• S,3S EL"SN,b LENGTH 1�Y � LENGTH�t; SLOPE 4 ,4 o a SLOPE U o f SIZE CONTROL OUTLET CONTROL HW H+ho -LS o SIZE INLET 'v + ° := CONTROL OUTLET CONTROL HW+ H+ho -LSo TYPE a HW HVr K H d Try £ HW t gz e ho LS HW c� TYPE n �— HW K. H do TW ha LS. HW c3 , ' os o, o'cl 1,'� 3, .a c. 1,y a's c o, 0 STA. STA. OFFSET o 7 OFFSET 13 STRUCTURE TYPE _ TOP OF GRATE ELEV. g OUTLET STA. S. DESIGN W.S. ELEV. ( ' OUTLET TW. EL. G OUTLET EL 08 5-, 73-3 EL.0�.q,r Ell- 7 LENGTH S.b � LENGTH SLOPE oo SLOPE o INLET > SIZE CONTROL OUTLET CONTROL H W s H t ho-LSp �; SIZE CONTROL OUTLET CONTROL HW. H t 4-L$o ; D TYPE it W K� H de TW ho LS HW TYPE n HW k�. H d� -�Q TW ho LS HW rn 1 �n cn Fl- __El E T� ~ /V STA. STA. OFFSET o OFFSET STRUCTURE TYPE DTI o TOP OF ORATE ELEV. D -_- DESIGN W.S. ELEV. Z DZ o• EL o in • LENGTH LENGTH INLET SLOPE SLOPE SIZE CONTROL OUTLET CONTROL HW• Htho -LSo «� SIZE CONTROL OUTLET CONTROL HW& H+Ao -LSo TYPE HW K� N d� + TW Ib LS HW TYPE n HW K� H d� * TW ho LS. HIM cLV DESIGN PROFESSIONALS, INC. civil engineers . planners . surveyors . gis April 27,2000 Connecticut Department of Transportation 1107 Cromwell Ave. Rocky Hill, CT 06067 Attn:Mr. George Payne Re:Reestablishment of drainage connection DST Realty,Inc./Output Technology Solutions 125 Ellington Road(Route 30), South Windsor,Connecticut DPI Project No. 98-1115 Dear Mr.Payne We are requesting authorization to install an 18"pipe from the existing infiltration basin on the above referenced site to the existing drainage system within Ellington Road. The site is located on Ellington Road immediately to the south of I-291. The site was developed in 1999. Prior to the development of the site,the runoff from the site entered the Ellington Road drainage system via a pipe that was located on the site. This pipe collected runoff from the site,and approximately 30 acres to the east of the site. During the construction of the site,this pipe was plugged,and the ditch that discharged into this pipe was diverted into the constructed infiltration basin. The original design had an emergency piped discharge designed to discharge to the ditch that ran along the bottom of the embankment for I-291. This pipe was never installed due to concerns by the DOT of the potential for diversion of additional storm-waters into this system. We have been monitoring the infiltration basin through the spring,and have found that the basin has been experiencing higher than projected water elevations. This could be due to a number of factors including higher than projected groundwater conditions,or lower infiltration rates than projected due to natural soil variability The basin was originally designed for a future expansion,that would tax the basin further if it was to be built. Due to the higher than projected water elevations within the basin,we are proposing to convert the basin into a detention basin. The basin is approximately 14' deep. The top 2.5'would be used as a detention basin. Based on the enclosed calculations,the basin will discharge at rates substantially less than under the pre-construction existing conditions. In addition,during drier periods of the year,when the groundwater elevations are lower,the basin will tend to drop below the outlet pipe elevation,and provide further reduction in flows. We have enclosed 3 copies of the drainage report,as builts,and a 40 scale plan of the proposed pipe. Please review the above,and feel free to call with any questions or comments. We would like to meet with you and review the above once you have had a chance to review this information. Thank you in advance for your attention to this matter. Sincerel Galen Semprebon, Director of Engin iting CC:Peter DeMalhe Dale Meyer,TransSystems David Labossiere, CTDOT Rights of Way Denise Whitford, S.Windsor Economic Development Coordinator Mark McGovern,DECD 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 .Fax: (860) 291-8757 WA UTI � X o CD b'o-\ i � DRAINAGE REPORT OUTPUT TECHNOLOGY SOLUTIONS DST REALTY, INC. ELLINGTON ROAD SOUTH WINDSOR, CONNECTICUT Prepared by Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 DPI Project No. 98-1115 April 25,2000 The following drainage analysis has been prepared to provide design calculations to support the installation of a proposed discharge pipe from the existing infiltration basin on the site to the existing storm sewer system within Ellington road. The site is located on the east side of Ellington Road and on the south side of the Route 291 highway in the town of South Windsor. The site consists of approximately 25 acres, and was developed in 1999. Prior to development,the site contained a single family home,and outbuildings,and generally open land consisting of wooded areas,and meadows. In 1999,the site was developed with a 113,000 S.F.building, and associated parking. As part of the development, an infiltration basin was designed and installed on the north side of the site. As part of the installation of the infiltration basin,an existing ditch that collected runoff from the site,and approximately 30 acres to the east of the site and discharged into the - Ellington road drainage system via a pipe was diverted into the infiltration basin. The original design of the infiltration basin contained a provision for an overflow to a ditch that was installed along the 1-291 corridor. During the permitting with the CT DOT,it was determined that this would result in a diversion of storm water,and was never installed. The infiltration basin as installed has been monitored during the spring season,and the water level has reached higher than projected elevations. This may be due to high groundwater conditions,or poorer soil conditions than originally anticipated The basin was originally designed to accommodate further development on the site,but may not be suitable for further development as designed Therefore,in order to accommodate the further development,and to maintain lower water elevation than have occurred,it is proposed to provide an outfall pipe from the detention basin into the catch basin at the site driveway intersection with Ellington road. This will be providing the outfall connection for this watershed area that prevjously existed up till 1999. Due to the large size of the infiltration basin as constructed,the basin will function as a detention basin without any further modifications beyond providing the outfall structure. The outfall structure will consist of an 18"pipe connection between the pond and the storm sewer. Based on the calculations provided,the peak flows for the 2-100 year storm events will be substantially less than the peals flows from the site prior to the development. The calculations for the design of the original infiltration basin are included in appendix A. Included within this report is the drainage area map. We analyzed the site under prior to developed conditions(pre-1999)using the TR-55 computer program. These results are in appendix B,and are refereed to as the existing conditions. We than analyzed the post developed conditions(post 1999)using the TR-55 computer model. As part of this analysis,we assumed future build-out on the site. These results are included in Appendix C.and are refereed to as the developed conditions. Utilizing the TR-55 output,we modeled the existing infiltration basin as a detention basin,and routed the 10-100 year storm events through the pond utilizing the"Hydraflow Hydrographs for Windows"computer program. The developed conditions hydrographs used in the analysis are contained in appendix D. The outlet structure and detention basin volume information are contained in appendix E. The results of the routing of the developed storm flows through the revised pond are contained in appendix F. The results of the projected flows under the previously existing(pre-1999)and post developed conditions are summarized below: STORM EVENT PRE-EXISTING FLOWS POST DEVELOPED FLOWS 2 7 10 19 53 25 26 6.8 50 34 8.6 100 42 10:6 Based on the above,the peak flows under post developed conditions with ultimate build-out are significantly less than prior to the development of the site in 1999. Appendix A i ■ ,yesign ofessionals, inc. civil engineers planners surveyors gis ■ Hydrologic Study Output Technologies, Inc. 125 Ellington Road South Windsor, Ct. D.P.I. Project No.98-1115 Rev. V/o/99 REV. 515177 1/27/99 165 South Satellite Road, South Windsor, CT 06074•(860) 291-8755•FAX: (860)291-8757 Drainage Summary: The analysis is for a proposed development which will include approximately 7 acres of development that is presently under various stages of approval and construction,and also accounts for a possible additional 12 acres of future site expansion. The pond has been designed based on soils test data to determine ground water depth and soil permeability testing to determine recharge capabilities.The average soil permeability was determined to be 167 feet/day.The SCS TR-55 methodology was used as the basis for the analysis.Flow out of the pond through the underlying soils was determined based on the permeability of the soil,the perimeter of the pond and hydrostatic head.The pond was then analyzed as a detention basin using stage/storage and stage/discharge calculations.An emergency overflow structure was added for storms of higher magnitude.The discharge of the structure is to the existing drainage ditch that was constructed as part of the I-291 construction.The summary sheet listed as page 4 of this report depicts the peak flows and maximum water elevations for the 2, 10, 50, and 100 year storms under proposed conditions.The existing flows for the same same storms are also listed. 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V.VV --- --- 1 1.40 2 .S 711 i.IRC.-Ii 555 Yi V'1`ln --- --- •n'^ -- -- 3 V. .5 .3, - ...,. .-V ... 2.4 32R,493 55.Qn n.nn — --- 0.00 - --- --- --- ---2. 343,u25 btu, 1. ,, t�.C► 4. ;u 2.6 356,133 56.10 0.00 -- --- 0.00 — — 16.85 .:,,,, ..„:, ,:.,., L.i vvv,3=tv vV.Lv V•iIV --- -- U.vv --- --- i(i•N i 2.8 381,748 56.30 0.00 — — 0.00 — -- 20.97 An71.eo rr- cn n ,-.n ;nn - ,c no J.V YVI,JV•J ov.JV V.VV --- -- v.VV --- -- LJ.VV i 47n 's 7n rr Rn n nn -- -- n n-P -- --- 97 in 3.2 --'-.39 P78 - 'n ^zn -- — U.isn P.a 8 3.3 445,785 56-80 n.nn -- -- n_On -- --- 31.24 3.5 471,400 57.00 0.00 — — 0.00 — -- 35.35 Hydrograph Summary Report Page , Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (c(s) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 8.0 6 786 2.16 2 — — 2 yr to pond 2 Reservoir 1.7 6 1014 2.16 2 1 53.94 46606 2 yr pond 3 SCS Runoff 23.8 6 774 5.36 10 — — — 10 yr to pond 4 Reservoir 4.0 6 984 5.36 10 3 54.51 125791 10 yr pond 5 SCS Runoff 43.7 6 774 9.28 50 — 50 yr to pond 6 Reservoir 7.6 6 942 9.28 50 5 55.18 222273 50 yr pond 7 SCS Runoff 53.7 6 774 11.28 100 — 100 yr to pond 8 Reservoir 10.2 6 918 11.28 100 7 55.48 265755 100 yr pond 10 SCS Runoff 5.0 6 786 1.57 2 — exist_2 yr 11 SCS Runoff 18.3 6 780 4.36 10 — exist.10 yr 12 SCS Runoff 36.2 6 774 7.92 50 — — — exist.50 yr 13 SCS Runoff 45.6 6 774 9.77 100 — exist.100 yr Proj. file: 1115NEW.GPW OF file: HARTFORD.IDF Run date: 01-29-1999 J I • l ■■■■■■■■■■■■■■■e■■■■■■■■■■eeee■■■■■e■eee■■■■eeeee■eee■eeeee■■■■■ eee■eee■�■■■eee.gee■■■■■■e■!■■eee■■■■■■■■■■e■■■■■eeee■■■■■■■■eee e■eeeeel�c��R+7■i■�.t�r�►:��deeeeeeeeee■■eeneeeeeeeee■■eeeeeueeee■e e■eee■eeee■erecter■eeeeee■eeeeeeeee■■eeeee■■eee■eeeeeee■eeeee■eee ■■■■■■■■■■■eee■■■■■■■■■■eeee■eee■■■■■■■e■e■■■■eee■e■eeeeeee■■■■■ eeeeeeeee���lle■■■■eee■■e■■■■■eeeeeee■■!■eee■■■■■■■■■■■■■■eee■■■■ eeee■eeee��s•:.3L!eee■e■■■■eeeeeeeeeeeee■eeee■■■e■■e■■■e■■■eee■eee ■■■nee!■eeeee■■■■eee■e■■■■■■■■■a■■■■ee■■■■■■■ee■■■■■eeeee■■■eee eeeeee■■■■■■eeee■e■e■eceee■■■■■■■ee■■eeeeeeeeeeeee■■ee■■e■■e■ee■ ■eee■■■■■■■■■■eet�wer�'eeeeeeleeeeeee■■■ee■e■eeee■eeee■■■■eee■e■■ eee■■■■■■■eee■■■eei■■eee■■■■■■eee■■■■■■■■e■■■■■■e■■■■■■■■■■■■■■■ eeeeeee■■■■■eee■E�searc:e■e■■e■eee■■■■■■■■■■eee■e■eeeeeeee■■■eeeee eeeeeeeee■■eeee■■1�■■■■R■■■■■■■■■■■■■■■■■■■■■■e■■■eee■■e■■e■■■■e■ uee■■■eee■!e■■enreasr�■ee■e■eeee■ee■e■e■eee■■■■■eeeeee■■■eeeeeee eee■■e■■■eee■ee■���■■i■e■eee■■■■e�■�elee■ee■e■■e■■e■■e■ee■eee■ee ■e■■eeee■■■■■■■■fi,i■9elii:=..■F���■eEiaA�:'.eL'T�O�ie■e■■eeeeeeeee■■■■■■■ eeeeee■eeeeeeee■■eee■i■eee■■�eeee�ee■■e■■e■■eeee■■e■eeeeeeeee■■■ eeeeeee■■■■■■■At■■A■e■■■■e■■■■eee■■■eee■■■■■■■■eee■e■■eee■■■■■■■ ■e■eee■■eI'iae■«;CII):��E]eel�!■■['U%■■■■■■llel�CllwweA7!!r!!!�■eeeeeeeee ■■■■■■■■■■■■fiirl��������■■i-i■■eer/iCLi:C■■■■■iC`Yiriliijirr■■■■■■■■■■■ ■■■eeee■■■■■`iFayL�7F?7•7■■e■■e■■/,/r!r■fir■e■■■■■eee■e■■■■■e■■e■e■■e■ ■■eeeeeeeeeee■eee■■■■eee■eeee■eeee■e■■■■eeeee■e■■■e■■■e■■■■■■■■e u■■■ee■■■■■■■■■eee■■■■ee■eeee■■■eeee/■■e■/eee■e■■■e■e■e■■e■■ee■ e■eee■eeeee■ee■■eee■ee■��reee��e�ee�ea�eli=:�r�i�!�■■eee■eneeeee■ee ee■■■■N■■■■■■■■■■e■■■■■■■ee■eee■■■Y■■■■e■Y■eee■■■■■■■■ee■■■■■e■ eeeeeee■■eee■■eeee■■■eeeee■■■■■■■■e■■■e■euee■■■■■■eeee■■■■■een eeeee■■■■e■■ee■eeee■eeeee■eee■■ee■ee■■e■■e■eeee■■eeeeee■■■e■e■■e ee■ee■■■■■■■■■■■■■ee■■■■■■■■■■■■■■■eeee■■■ee■■e■■■■e■■■■■eeeee■■ e■e■■■■�e�■w■e■■eee■■■■■■■e■■eee■■e■e■■■e■■■ee■■eeee■■■■eeeee■■■ ■■■■eeer��;r�aca■eeeeeeeeeee■■■■■ee■e■■e■eeeeee■■e■eeee■■e■eeeee■e ■e■■■■■■■■■■!■eee■■■■■■■■e■■■e■■ee■■eeee■■■■■■■e■■■■Nee!■■■■■■■ eee■eeeeueee■e■■e■lrfeeee■■■■eeeeee■eeeee■■■■■■eee■■■eeeeeee■■e■ eeeeeeeeee■■■r�■e■■r.■■■■■■■■■■■■■■■■■eee■■e■■■■e■■■■■e■■■eee■■■■■ ee■■■■■■■ee■e■�ee■ee�■■e■■eeee■ee■e■■e■■■eeeeeee■■■eeeeeen■■■e■ eeeee■■e■eeee�M■■e■■eeee■■■e■■■■■eeee■e■■■■eee■■■■eeeeee■e■eeee■ ■eee■eeee■eeer_ryas-eeee■eeeeeeeeeeee■e■■e■!■■eee■eeee■■■ee■■e■■e■ eee■■■■■■■■■■■iii■■�e■■■■■■■■■■■■■■■eee■eeee■■■N■■■■■■■■■eee■■■■ ■■■eeeeeeeeeee■■eeeee■■■e■eeee■eeeeee■■■■■eeeeee■eeeee■eeee■■■■■ ■e■■■■■■■■■e■f,■■!/E+�G 7e■S■1.■�%!�![�®�43!■eee■■■■■■eee■■■■■■■■e■e■eee ■eeee■eeeeee■■e■■■■■eeeeeeeee■eeeeeeeeeeeeeeeeeeeeee■■■e■■■■■■■e eee■■■■■■e■■■■■■■e■■■■eeeeeeeee■■■■■■■■■■e■e■■■■■eeeeee■■■■e■■■■ ■eeeeeee■■�!■�■lee■■■■■■■■e■■■■■e■■e■■■■eeeeeeeeeee■■eee■■e■■■■■s ee■eee■�E7i(LlL)ilri■eeee■■���7eeee!■■�le�n■�e�!/!1!�1rl�ie■■e■eeeeee■eee eee■e■■■■e_:=:=::=�■eeee■e/�se��■�e■ue��eee�e■er■e■■■■■■■eee■■e■ ■■■■■■■■■sa��■�e��ce■■■e■eis:ea��e■■ee■■e■e■■eeeeeeeeeee■■■■eeee■ eee■■■■e■■■■r■■■e■eee■■■■■■■■eee■■■!ee■eeee■e■eeeee■■■eeee■eeeee eeeeeeeeeeeeeeee■■eeeeeeeeeeeee■■eee■eee/�e■■■■■■■■■■■■■■■■■eeee ■■■■e■■■■■■■■■■eee■■i7■:7`_=_'CJi��r.37elefii�-l■i�u/! e■■■■■■e■■■■■■■■■■■ ■■■■■■■■■■■eee■■■eee■■■eee■eeeeeeeee■■■e�le■e�■■■■■ee■e■■■■■■■eee eeeee■■eee■■eeee■■e■e■■■eeeeee■■■■eeee■■eeee■■■■■■■■■■e■■■■■e■■■ ■e■■■■■■■■■e■■■■■e■e■eeee■■■■■■■e■■■■■■■■eee■■■■eeeeeee■■■■■eMEN eeeeeeee■eeeeeeee■eeee■eeee�■eeeeeeeeee■e■nee■■eeeee■■■!■eelONE eee■■eee■■er. 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DESIGED BY RSA CHECKED BY ellington rood, south wlndsor. cL 06074 snloA ,u, - a o 0 0 0 o p o 0 0 0 0 0 0 adld-W PoaH C8; 0) A113odv0 moil °' Q- a_ cr: a_ a- wnujlxolnl In vn In In kf Ln _ kp In kn 11,813*010Ad;) 0 M In o s a- CO a6DJSAd ro Li r 1 v1tn 000 N o g g O O p O ,J 00 QO 11 adld 1 tabus- r- Q0 r N r adK.L puo sz1S edld 1= �" in V) in to in N >n v� � � N •c-}•a (0) o r� rn s .I r tua}s� S W Mold CD a, M a- ro co 0) A}lcus}ul v- v- c4 c►. C4 �- ilofulDU op tri IT I viv o os- o p p = — 40 — _' to }}ouna r (v) aJd � O N N43 Culw) ally .f 0 In v1 C4 � �.► pa}elnwnooy — — — — m ,� DO ( ulw) adld ul swll M }aiuj.01 Quill N .9 u) u1 to r 1n In ijo to rz co l m l e th I i m U j cp i � I VIS o} 'DIS U (,Av a v V cc� v `r N U 9 U r U v v U }usuibsS s(hd PROJECT DUTPUT 7�0 )6w6-IG_S STORM SEWER DESIGN Sheet Z of= ithout gutter flow analysis LOCATION SOVTH IN�So(L, clvl engineers _ planners surveyors esign (203) 291-8755 DESIGN STORM_: DATE o ofessionals, Inc. DESIGED BY RSA CHECKED Y 1170 ellington road. south wlndsor, ct. 06074 enIpA u. o 0 0 o a o o a o 0 0 0 edid(ul pneN s• o ;• o AlloodDO MOLA In a- c- to 0- Ln N N wnuxDi"i tri 1n r U; o- o= o� }iooiaA N �- oCj e6DJeny LA r u(• CIA g 8 O 8 � g n 9dols edid fo y}Bua� ' — a` m m a- aZIS edid o u' >n to QOco in In a� op cA wetsxs ujb,oid °f m ,A $ $ U' N M M o- � r r � �= (1) Allsue}ul K, �n mM V, r to v? to v� IIDfuiDH 00 T v v OV rn"n -- s ° ramtn � t�n � 9N _ — (0) }ualai}1e00 r — Q m o m o �' V- d co Houna 89mv u rA (-ulw) awil — pe}Dinwnooy _ uw " I ) edid ui ewLL M CUM }eiui o} awil N o' Ul 110 r -e•O o} •e•D to �_ Q- 411 — _ -9 � C4 d o — _ 1 # v r4 t r�l cJ ,J v cal CD }uaw6es-edd � fi � v' � 9vI— m � ao � � � I � 1�'�'1"'��'�11'I111111111 LOCATION rDUD-1 WINDS012, CIA engineer* planners surveyors CHECKED BY wnwIxoIj nouna Miami II IIIIIII II F7RAINFALL INTENSITY CHART IN INCHES PER HOOK HARTFORD , CT STORM MINUTES ' (YRS) 5 6 7 8 1 9 10 11 12 1 13 14 1 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 2 4.1 3.8 3.6 3.4 3.2 3.1 3.0 2.9 2.8 2.6 2.5 2.4 2.3 2.3 2.2 2.2 2.1 2.1 2.0 2.0 1.9 1.9 1:8 1.8 1.7 1.7 1.7 1. 7 10 6.2 5.6 5.4 5.3 5.0 4.7 4.5 4.4 4.3 4.1 4.0 3.9 3.8 3.7 3.5 3.4 3.3 3.3 3.2 3'.2 3.1 3.0 2.9 2.9 2.8 2.7 2.6 2.6 25 7.1 6.7 6.4 6.1 5.7 5.6 5.4 5.2 5.0 4.9 4.7 4.5 4.4 4.3 4.2 4.1 4.0 4.0 3.9 3.8 3.1 3.6 3.5 3.5 3.4 3.3 3.2 3.2 50 7.7 7.4 7.0 6.7 6.5 6.1 6.0 5.8 5.6 5.4 5.2 5.1 5.0 4.9 4.7 4.6 4.5 4.4 4.3 4.3 4.2 4.1 4.0 3.9 3.8 3.7 3.6 3.6 100 8.4 8.017.617A 7.0 6.8 6.6 6.4 6.2 6.0 5.8 5.6 5.4 5.2 5.1 5.0 4.9 4.8 4.7 4.6 4.5 4.4 4.3 4.2 4.1 4.0 3.9 3.8 MINUTES STORM (YRS) 33 34 35 36 37 38 39 40 41 42 43 44 451 .46 47 48 49 -50 51 52 53 54 55 56 57 58 59 60 2 1.6 1.6 1.6 1.5 1.5 1,.5 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1. 1 1.1 1.1 1.1 10 2.6 2.5, 2.5 2.5 2,4 2.4 2.3 2.3 2.3 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.8 25 3.1 3.1 3.0 3.0 2.9 2.9 2.8 2.8 2.7 2.6 2.5 2.5 2.5 2.5 2.4 2.412.4 2.4 2.3 2.3 2.2 2.2 2.2 2.2 2.2 2.1 2.1 2.1 50 3.5 3.4 3.3 3.3 3.2 3.2 3.1 3.1 3.0 3.0 2.9 2.9 2.8 2.8 2.8 2.7 2.7 2.7 2.6 2.6 2.5 2.5 .2.4 2.4 2.4 2.4 2.4 2.3 100 3.8 3.7 3.7 3.6 3.6 3.6 3.5 3.5 3.4 3.4 3.3 3.3 3.2 3.2 3.2 3. 1 3.1 3.0 2.9 2.9 2.8 2.8 2.7 2.7 2.7 2.7 2.6 2.6 CHART 2 January 1 Appendix B RUNOFF CURVE NUMBER COMPUTATION Version 2 . 00 Project : OTI User: GBS Date: 04120199 County : HARTFORD State: CT Checked: Date: - Subtitle: EXISTING CONDITIONS. ---------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------- FULLY DEVELOPED 'URBAN AREAS *(Veg Estab.) Residential districts Avg o impery (by average -lot maize) 1 acre 20 - 6 (68) - - 2 acre 12 - 2 (65) - - CULTIVATED AGRICULTURAL LANDS Row crops Straight row (SR) good - 17 (78) - OTHER AGRICULTURAL LANDS Woods good - 27 (55) - - Total Area (by Hydrologic Soil Group) 52 ----------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 52 Acres WEIGHTED CURVE NUMBER: 64* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : OTI User: GBS Date: 04/20/99 County : HARTFORD State:. CT Checked: Date: Subtitle: EXISTING 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 .2 200 .01 I 1 .432 Shallow- Concentid 500 .01 TT fl ,Og� Open Channel -2 8 0 0 1 -0,-•7-•7-8 Time of Concentration = 2_30* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res . ). G Grass,. Burmuda --- Surface Codes --- C Cultivated < 20 o Res . H Woods., Light P Paved D Cultivated > 20 o Res . I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project OTI User: GBS Date: 04/20/99 County HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS . Data: Drainage Area 52 * Acres Runoff Curve Number _ 64 * Time of Concentration: 2 .30 * Hours Rainfall Type III Pond and Swamp Area NONE ---------------------- Storm -Number 1 2 3 4 5 Frequency (yrs) 2 10 25 -50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6.2 6 .9 Ia/P Ratio 0.35 0 .24 0.20 0 .18 0. 16 Runoff (in) 0.56 1 .39 1. 91 2.41 2.93 Unit Peak Discharge 0 .225 0.257 0.264 . D_269 -.0._273 (cf s./acre/in) Pond and Swamp Factor 1.00 1 ._00 11- 00 1_..00 _1-0-0 0 .00. Ponds Used Peak Discharge {c€s) 7 19 26 34 42 * - Value (s) provided from TR-55 system routines Appendix C RUNOFF CURVE NUMBER COMPUTATION Version 2 . 00 Project : OTI User: GBS Date: 04/20/99 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% - 8 . 8 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 16 . 2(98) - - Residential districts Avg % impery (by average lot size) 1 acre 20 - 6(68) - - OTHER AGRICULTURAL. LANDS Woods good - 24(55) - - Total Area (by Hydrologic Soil Group) 55 TOTAL DRAINAGE AREA: 55 Acres WEIGHTED CURVE NUMBER: 70* * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 „ 00 Project : OTI User: GBS Date: 04./20i"99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED +CONDITIONS - --"---"- Data : Drainage Area 55 * Acres Runoff" Curve Number 70 * Time of Concentration: 2 . 30 Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 Frequency (yrs ) 2 10 25 50 100 24-H.r Rainfall ( in) 3 .2 4 . 7 5 . 5 6 . 2 6 . 9 Ia/P Ratio 0 . 27 0 . 18 0 . 16 0 . 14 0. 12 i Runoff ( in) 0 . 133 1 . 82 2 . 41 2 . 96 3. 54 Unit Peak Discharge 0.251 0 .269 0 .275 0 .278 0 .281 (cfs/acre/in.) Pond and. Swamp Factor 1. 00 1 . 00 1. 00 1 . 00 1 . 00 0 . 0% Ponds Used Peak Discharge (cfs,) 11 27 36 45 55 * - Value(s) provided fi-om I. R-55 system routj:nes TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 00 Project : OTI User: CBS Date: 04/20/99 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 . 2 200 . 01 I 1 . 432 Shallow Concent'd 500 . 01 U 0 . 086 Open Channel 2800 1 0 . 778 Time of Concentration = 2 . 30* --- 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 Appendix D Stage / Storage 4 31 Itage (ft)2 I i i i I I j v0 100000200000300000400000500000600000 j Storage (cuft) i Stage Discharge 4 3 I I i ')tape (ft� i i I 0 0 5 1!0 15 Discharge (cfs) i Appendix F Hydegraph Report Page 1 Hyd. No, 39 10 yr Hydrograph type = Reservoir Peak discharge = 4.35 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 2 Reservoir name = 18" discharge Max. Elevation = 56.02 ft Max. Storage = 248,025 cuft Storage Indicatipn method.used. .TOtW Votme c.183X9-.=At-4-2M acft Hydrograph Discharge Table Time .inflow _Elevation Culy.A ..CLIv..B .Cult'.B _Wek-A. YVeir.B 1Neir_C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 14.60 .-20.31 55.50 0:05 - 0.05 14.70 19.39 55.56 1.08 -- ----- -- --- -- 1.08 14.80 1Z.44 55.61 .1.95 - - --- ---- -- 1-95 14-.90 17.45 55.65 2.30 - -- - ----- -- 2.30 15.00 16.44 55.69 2:62 - 2.62 15.10 15.41 55.73 2.86 - ---- ----- - -___ 2.86 15.20 14..36 .55_76 3.06 -- -- - - - 3.D6 15.30 13.30 55.79 3.24 ----- - - --- - 3.24 15.40 12.25 55$2 3.39 - -- - 3.39 15.50 11.23 55.84 3.51 ----- - - -- ---- 3.51 15.60 1.027 .55.86 .3-61 - - -- -_ - 3.61 15.70 9.49 55.88 3.70 - -- -- - - 3.70 15.80 8.94 55.89 3.78 - ----- 3.78 15.90 8.50 55.91 3.84 - -- -- ----- -- 3.84 16.00 .8.15 55.92 .3.9D - ---- - - -3M 16.10 ' 7.86 55.93 3.95 ---- -- ----- -- ---- 3.95 16.20 7.60 55.94 4.00 -_ - 4-00 16.30 7.36 55.95 4.04 - -- --- - -- 4.04 16.40 .7.13 55.96 .4.08 --- - _- - - 4_(l8 16.50 6.92 55.97 4.12 --- - - ----- -- 4.12 16.60 , 6.72 55 98 4.15 - - 4.15 16.70 6.52 55.98 4.18 -- -- -- - -- 4.18 16.80 -6.33 .55.99 4.21 --- ---- -- --- -- 421 16.90 6.14 56.00 4.24 -- ----- -- -- - 4.24 17.00 5.97 56.00 -426 - - -4:26 17.10 5.80 56.01 4.27 --- -- - - 4_27 17.20 -.5.63 .56-01 429 --- ---- --- --- _-__ 429 17.30 5.47 56.01 4.30 -- - -- -- -- 4.30 17.40 5.32 56:01 431 - -- -4.31 17.50 5.18 56.02 4.32 4.32 17.60 .5.04 56.02 .4.33 --- -- -- ---- --- 433 1.7.70 4.91 56.02 4.34 - - - ----- --- 4.34 17.80 -4.78 56.02 .4.34 - .4_34 17.90 4.65 56.02 4.35 - -- -- - --- 4.35 18.00 4.53 .56-02 435 - -- ----- -_- _-_ 4-35 18.10 4.41 56.02 4.35 -- ---- ----- -- ----- 4.35 18.20 4.30 56.02<< 4.35 - ____ - 4.35.« 18.30 1.19 56.02 4.35 ---- ---- ---- --- -- 4.35 Continues on next page... 10 yr Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 18.40 . 4.09 .56.02 4.35 -- --- - - - 4.35 18.50 3.99 56.02 4.35 - - _- ---- - 4.35 18.60 3.89 56.02 4.34 - - - - - 4.34 18.70 3.80 56.02 4.34 - - - - - 4.34 18.80 .3.71 .56.02 4..33 - - - - - 4..33 18.90 3.62 56.02 4.32 --- ----- - _- ---- 4.32 19.00 3.54 56.01 4.32 - - - - - 4.32 19.10 3.46 56.01 4.31 -- -- - -- - 4.31 19.20 3.39 56.01 4.30 -- - - - - 4,30 19.30 3.32 56.01 4.29 - - - ---- - 4.29 19.40 3.26 56.01 4.28 -- -- ---- -- - 4.28 19.50 3.20 56.00 4.27 - --- - -- - 4.27 19.60 3.14 .56.00 425 - - - - 4-25 19.70 3.09 56.00 4.24 - - - ---- - 4.24 19.80 3.03 55.99 4.23 - - - - - 4.23 19.90 2.99 55.99 4.21 -- - ---- -- - 4.21 20.00 .2.94 .55.99 4..1.9 - -- - - 4.19 20.10 2.90 55.98 4.18 - - - --- - 4.18 20.20 2.85 55.98 4.16 - - - - - 4.16 20.30 2.81 55.98 4.15 -_ -- - _- - 4.15 20.40 .2.78 . .55.97 4.13 - -_ - - - 4..13 20.50 2:74 55.97 4.11 - - - --- - 4.11- 20.60 2.70 55.96 4.09 --- - - - - 4.09 20.70 267 55.96 4.08 - - - - - 4.08 20.80 2.,64 55-96 4.06 - - - - - 4,06 20.90 2.&1 55.95 4.04 - - - - - 4.04 21.00 2.58 55.95 4.02 - - - - - 4.02 21.10 2.55 55.94 4.00 - - - - - 4.00 21.20 2.52 55.94 3.99 - ---- - -- - .3.99 21.30 2.50 55.94 3.97 - - - -- ----- 3.97 21.40 2.47 55.93 3.95 - - - - - 3.95 21.50 2.44 55.93 3.93 - - - - - 3.93 21.60 .2.42 .55.92 3.91 - - -- ---- -- 3 91 21.70 2.39- 55.92 3.89- - - - - - 3.89 21.80 2.36 55.92 3.87 - - - - - 3.87 21.90 2.34- 55,91 3.85 - -- - - 3.85 22.00 2.31 .55.91 .3.84 - - _- -- - 3,g4 -22.40 . 2.29 55.90 3.82 -- -- --- - - 3.82 22.20 2.27 55.90 3.80 - - - - - 3.80 22.30 2-25 55.89 3.77 - - - --- - 3.77 22.40 2.23 55M -3.75 - -- - - - 3.75 22.50 2.2-2 55.89 3:73 - - - -- - 3.73 22.60 2.20 55.88 3.71 - - - - - 3.71 22.70 2.18 55.88 3.69 ----_ --- -- - - 3.69 22.80 2.17 55.87 3.67 - - - - 3.67 22.90 2.15 55.87 3.64 - - - - 3.64- 23.00 2.14 55.86 3.62 - - - - - 3.62 23.10 2.12 55.86 3.60 - - - - - 3.60 23.20 2,11 55,.86 3.58 - -- -- ----- ___- 3,58 23.30 2.10 55.85 3.56 -- --- -- ---- - 3.56 Continues on next page... 10 yr Page 3 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 23.40 2.08 55.85 3.54 -- -- -- - - 3.54 23.50 2.06 55.84 3.52 - --- - - - 3,52 23.60 2.04 55.84 3.50 - - - - - 3.50 23.70 2.02 55.84 3.48 - - --- - - 3.48 23.80 2.00 55.83 3.46 --- --- - -- 3.46 23.90 1.98 55.83 3.43 - - --- - - 3.43 24.00 1.96 55.82 3.41 - - - - - 3.41 24.10 1.94 55.82 3.39 --- -- -- --- =---- 3.39 24.20 1.91 55.82 3.37 - --- -- --- -- 3.37 24.30 1.87 55.81 3:35 - - - -- - 3.35 24.40 1.82 55.81 -3.33 - -- - - - .3,33 24.50 1.77 55.80 3.31 - -- - -- -- 3.31 24.60 1.71 55.80 3.28 -- - -_ -_ -- 3.28 24.70 1.65- 55.79 3.26 - ----- - - -- 3,2a 24.80 1.58 55.79 3.23 - - ---- - - 3.23 24.90 1.51 55.78 3.20 -- -- -- --- - 3.20 25.00 1.43 55.78 3.17 - -- ---- -- -- 3.17 25.10 1.34- 55.77 3.14 - - - - 3.14 25.20 1.25 55.77 3.11 - - - - - 3.11 25.30 1.16 55.76 3.08 - -- ---- - -- 3.08 25.40 1.05 55.76 3.05 - ---- --- --- - 3.05 25.50 0.96 55.75 3A-1 -- - -- - 3.01 25.60 0.86 55.75 2.98 - - -- - - 2-98 25.70 0.78 55.74 2.94 --- -- --- ---- --- 2.94 25.80 0.70 55.73 2.90 --- - -- --- --- 2.90 25.90. 0.62 55.73 2.86- - - - -- - 2.86 26.00 0.55 155.72 2.83 - - - - - 2M 26.10 0_48 55.72 2.79 ---- -- -- - -- 2.79 26.20 0.42 55.71 2.75 -- ---- -- --- ---- 2.75 26.30 0.36 55.70 2.71- ----- --- -- --- ---- 2.71 26.40 0.31 55.70 2.66 -- - - -- _- 2.66 26.50 0,26 55.69 2.61 --- --- --- - - 2.61 26.60 0.22 55.68 2.56 ---- - --- -- --- 2.56 26.70 0.18 55.68 2.51 ----- - - --- -_ 2.51 26.80 0.14 55.67 2.45 - - -- - - 2.45 26.90 0-11 55.66 2.40 --- -- -- -- -- 2.40 27.00 0.08 55.66 2.35 - ---- -_- - -- 2.35 27.10 0.06. 55.65 2.30- -- - - --- 2.30 27.20 0.04 55B4 2.25 - - - - - 2:25 27.30 0.02 55.64 2.20 --- -_ -- --- ----- 2.20 27.40 0.01 55.63 2.16 ---- --- --- --- --_-- 2.16 27.50 0.00 55.63 2.11 ----- --- ----- --_ -- 2.11 27.60 0.00 55.62 2.06 - - - - - 2.06 27.70 0.00 55.61 2.02 ----- - ---- --- --- 2.02 27.80 0.00 55.61 1.97 --- - -- - --- 1.97 27.90 0.00 55.60 1.93- -- - - 1.93 28.00 0..00 55.60 1.87 - - - - - 1.87 28.10 0.00 55.59 1.77 - - -__ --- ----- 1.77 28.20 0.00 55.59 1.68 ---- - -- ---- ---- 1.68 28.30 0.00 55.58 1.59 - - - - -- 1.59 Continues on next page... 10 yr Page 4 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) 28.40 0.00 55.58 1.51 - - - - - 1.51 28.50 0.00 55.58 1.43 - - - -- ----- 1.43 28.60 0.00 55.57 1.36 - - - - - 1.36 28.70 0:00 55.57 1.29 ----- -- --- --- 1.29 28.80 0.00 55.56 1.22 - - - - 122 28.90 0.00 55.56 1.16 ---- -- -- ----- 1.16 29.00 0.00 55.56 1.10 - - - - - 1.10 29.10 0.00 55.55 1.04 - -- - - 1.04 29.20 0.00 55.55 0.98 - - - - 0_98 29.30 0.00 55.55 0.93 ----- ____ ____ Q.93- 29.40 0.00 55.55 0.88 -- - - - --- 0.88 29-.50 0.00 55.54 0.84 - - - --- - 0.84 29.60 0.00 55.54 0.79 - - - - - 0.79 29.70 0.00... 55_54 Q.75 - - - - -- 0.75 29.80 0.00 55.54 0.71 - - - - - 0.71 29.90 0.00 55.54 0.68 - --- --- - -. 0 68. 30.00 0.00 55.53 0.64 - - - - 0.64 30.10 0.00 55.53 0.61 - - - ---- ---- 0.61 30.20 0.00 55.53 0.58 - - - - - 0.58 30.30 0.00 55.53 0:55 - -- - - - 0.55 30.40 0.00 55.53 0.52 - - - - - 0.52 30.50 0.00 55.53 0.49 -- - - ----- --- Q49 30.60 0.00 55.52 0.47 -- ---- - - ----- 0.47 30.70 0-.00 55.52 0.44 - - - - ____ - 0.44 30.80 0.00 55.52 0.42 - - - - 0.42 30.90 0.00 55.52 0.40 --- - -- --- --- 0.40 31.00 0.00 55.52 0.38 ---- -- - - -____ 0.38 31.10 0:00 55.52 0.36 0.36 31.20 0.00 55.52 0.34 ---- ---- -- --- - 0.34 31.30 0.00 55.52 0.32 ---- - ---- -- ---- 0.32 31.40 0.00 55.52 0.30 - - -� - - 0.30 31.50 0.00 55.52 0.29 -- ---- _____ -� -. 0.29 31.60 0.00 55.51 0.27 - -- - 0.27 31.70 OM 55.51 026 -- - ----_ -- --- 0.26 31.80 0.00 55.51 025 - - - -- - 0.25 31.90 0.00 55.51 0.23 - - - ---- --- 0.23 32.00 0.00 55.51 0.22 - - -_--_ ____ - 0.22 32.10 0.00 55.51 0.21 -- - --- ----- ----- 0.21 32.20 0.00 55.51 0.20 - - -� - - 020 32.30 0.00 55.51 0.19 - - - - - 0.19 32.40 0.00 55.51 0.18 - - - -- - 0.18 32.50 O..QO 55.51 0.17 -- ---- --- - -- 0.17 32.60 0.00 55.51 0.16 - - - - - .0.16 32.70 0.00 55.51 0.15 --- - - -- - 0.15 32.80 0.00 55.51 0.14 -- - - - - 0.14 32.90 0.00 55.51 0.14 -- - ---- - - 0.14 33.00 0-00 55.51 0.13 - - -- - - 013 33.10 0.00 55.51 0.12 - - - - - 0.12 33.20 0.00 55.51 0.12 - - - 0.12 33.30 0.00 55.51 0.11 - --- __-_ __- ____ 011 Continues on next page... 10 yr Page 5 Hydrograph Discharge Table Time Inflow Elevation CUIV.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 33.40 0.00 55.51 0.10 - - - - - -0.1.0 33.50 0.00 55.51 0.10 - - - --- ----- 0.10 33.60 0.00 55.50 0.09 - - - - 0.09 33.70 0.00 55.50 0.09 - - - - - 0.09 33.80 DD0 55.50 D.08 - - - - - -0.{38 33.90 0.00 55.50 0.08 ----- -- - -- --- 0.08 34.00 0.00 55.50 0.08 - - - - -_ 0.08 34.10 0.00 55.50 0.07 - - ---- - -___ 0.07 34.20 0.00 55.50 D:07 - - - - - D.07 34.30 0.00 55.50 0.06 -- - - - ---- 0.06 34.40 0.0.0 55.50 0.06 - -- - --- -_ 0.06 34.50 _ 0.00 55.50 0.06 - - - - - 0.06 34.60 0.00 .55.50 D,05 - - - - 0.05 34.70 0.00 55.50 0.05 -- - - - ---- 0.05 34.80 0.00 55.50 0.05 -- -- - - - 0.05 34.90 0.00 55.50 0.05 - - - - -- 0.05 35.00 DM 5550 0.04 - - - - D.04 35.10 0.00 55.50 0.04 ---- -- -- - - 0.04 35.20 0.00 55.50 0.04 - - -- - - 0.04 35.30 0.00 55.50 0.04 - - - - - 0.04 35.40 0.0.0 .55.50 Dr04 - - - - - 0.04 35.50 0.00 55.50 0.03 -- - -- - --- 0.03 35.60 0.00 55.50 0.03 - - --- - -- 0.03 35.70 Q.QQ 55.50 0.03 -- - - --__ -- Q.Q3 35.80 .0.00 55.50 0.03 - - - -- - D:03 35.90 0.00 55.50 0.03 -- - - - -- 0.03 36.00 0.00 55.50 0..03 -- - - ---- - 0.03 36.10 Q.OD. 55.50. D.02 - - - - - 0.02 36.20 D.DO .55.50 0.02 - - - - 0.02 36.30 0.00 55.50 0.02 --- --- - - - 0.02 36.40 O.OD 55.50 0.02 - - -- --- -_ 0.02 36.50 0..00L 55.50 0.02 - - --- - ----- 0.02 36.60 0.00 55.50 0.02 - - - - - 0.02 36.70 0,00 55.50 0.02 -- -- - - -- 0.02 36.80 0.00 55.50 0.02 - - - -- -_ 0-02 36.90 0,00 55.50 0.02 - - - - 0.02 37.00 0.00 55.50 0.02 - - - -- D.02 37.10 0-00 55.50 0.01 - -- -- ----- 0.01 37.20 0.00 55.50 0.01 - - -- - - 0_01 37.30 0.00 55.50 0.01 - -- - -- -- 0.01 37.40 0.00 55.50 0.01 - - - -- - 0.01 37.50 0.00 55.50 0.01 - - --- -- - 0.01 37.60 0.00 55.50 0.01 -- ----- --- - - 0.01 37.70 0.00 55.50 0.01 - - - - - 0.01 ...End lo r--7 n J � V 5 6. 4 t I i f t I 55 . e ! jlev (ft) i 1 i 55 .21 i I I I I 54 . 6 ' i i v - 10 2'v 30 zO Time (Hrs) I Hydrograph Report Page Hyd. No. 38 25 yr Hydrograph type = Reservoir Peak discharge = 6.03 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyd. No. = 3 Reservoir name = 18" discharge Max. Elevation = 56.51 ft Max. Storage = 314,877 cuft Storage indication method used. Total Vokime=297,.106 c uft,6.821 acft Hydrograph Discharge Table Time. Inflow Elevation Cu1v.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 14.00 33.04 55.52 0.38 - - -- - - 0.38 14.10 32.10 55.61 1.97 - - - - - 1.97 14.20 31.08 55.69 2.61 - - - - - 2.61 14.30 30.00 55.77 3.10 - - - - - 3.10 14.40 28.87 55.84 3.51 -- - - - - 3.51 14.50 27.69 55.91 3.85 - - - - - 3.85 .14.60 26.46 55.98 4.14 -- - - - - 4.14 14.70 25.19 56.03 4.39 --- --- - -- -- 4.39 14.80 23.89 56.09 4.60 - - - - - 4.60 14.90 22.55 56.13 4.79 - - ----- - ----- 4.79 15.00 21.18 56.18 4.95 - - - - 4.95 15.10 19.79. 56.22 5.10 ----- -- - - -- 5.10 15.20 18.38 56.25 5.22 -- - - - ---- 5.22 15.30- 16.96 56.29 5.33 - -- - -- 5.33 15.40 15.56 56.31 5.42 - - - - - 5.42 15.50 14.21 56.34 5.48 --- - ---- - - 5.48 15.60 12.96 56.36 5.53 - ----- - - 5.53 15.70 11.95 56.38 5.58 - - -- - - 5.58 15.80 11.24 56.39 5.61 - - ---- - - 5.61 15.90 10.67 56.41 5.66 - - -- - --- 5.66 16.00 10.22 56.42 5.71 - - - - - 5.71 16.10 9.85 56.43 5.75 - - - 5.75 16.20 9.52 56.44 5.79 - - - - 5.79 16.30 921 56.45 5.82 --- -- ---- - --- 5.82 16.40 8.93 56.46 5.86 ---- - - - - 5.86 16.50 8.65 56.47 5.89 - - - - 5.89 16.60 8.39 56.47 5.91 - - - - - 5.91 16.70 8.15 56.48 5.93 -- ----- - -- - 5.93 16.80 7.90 56.48 5.96 --- - - --- -__- 5.96 16.90 7.67 56.49 5.97 - - -- - -- 5.97 17.00 7.45 56.49 5.99 - -- - - - 5.99 17.10 7.23 56.50 6.00 -- - -- - ----- 6.00 .17.20 7.02 56.50 6.01 --- - -- - ____ 6.01 17.30 6.82 56.50 6.02 - ---- ---- - - 6.02 17.40 6.63 56.50 6.03 - - - - 6.03 17.50 6.45 56.50 6.03 - - ---- - - 6.03 17.60 6.28 56.51 6.03 - - - - - 6.03 17.70 5.11 56.51 << 6.03 ----- -- --- - - 6.03<< Continues on next page... 25 yr Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B CuIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (Cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.80 5.95 56.51 6.03 -- - - -- - 6.03 17.90 5.79 56.51 6.03 - - - -- 6.03 18.00 5.64 56.50 6.03 - - - - - 6.03 18.10 5.49 56.50 6.03 --- -- - - -- 6.03 18.20 5.35 56.50 6.02 -- ---- --- - 6.02 18.30 5.21 56.50 6.02 -- - - - - 6.02 18.40 5.08 56.50 6.01 - - - - - 6.01 18.50 4.95 56.50 6.00 - - - - -- 6.00 18.60 4.83 56.49 5.99 - -- - - - 5.99 18.70 4.71 56.49 5.98 - - - -- - 5.98 18.80 4.60 56.49 5.96 - - - - 5.96 18.90 4.50 56.48 5.95 --- -- --- -- ----- 5.95 19.00 4.39 56.48 5.93 - - - - - 5.93 19.10 4.30 56.47 5.92 - - - - ----- 5.92 19.20 4.21 56.47 5.90 - - - - 5.90 19.30 4.12 56.47 5.88 - -- - - -- 5.88 19.40 4.04 56.46 5.87 - - - - 5.87 19.50 3.96 56.46 5.85 - -- - - - 5.85 19.60 3.89 56.45 5.83 - - - - --- 5.83 19.70 3.83 56.45 5.81 -- --- - - -- 5.81 19.80 3.76 56.44 5.79 -- --- - - 5.79 19.90 3.70.. 56.44 5.77 ----- - -- - -- 5.77 20.00 3.64 56.43 5.75 - - - - - 5.75 20.10 3.59 56.42 5.73 --_ --_ --- --- ----- 5.73 20.20 3.53 56.42 5.70 - -- -- - -- 5.70 20.30 3.48 56.41 5.68 --- ----- ---- ---- --- 5.68 20.40 3.44 56.41 5.66 - - - - - 5.66 20.50 3.39 56.40 5.64 -- ----- -- -- --- 5.64 20.60 3.35 56.40 5.62 - - - - - 5.62 20.70 3.31 56.39 5.61 -- -- - - --- 5.61 20.80 3.27 56.38 .5.59 - - - - - 5.59 20.90 3.23 56.38 5.58 --- -- -- --- --- 5.58 21.00 3.19 56.37 5.56 - - - - ----- 5.56 21.10 3.16 56.37 5.55 - -- - - ---- 5.55 21.20 3.12 56.36 5.53 - - - - - 5.53 21.30 3.09 56.35 5.51 --- --- -- ----- -- 5.51 21.40 3.05 56.35 5.50 -- - - - - 5.50 21.50 3.02 56.34 5.48 - - - --- 5.48 21.60 .2.99 56.33 5.47 - - - - 5.47 21.70 2.96 56.33 5.45 ----- -- -- ----- --- 5.45 21.80 2.92 56.32 5.43 - - -- - -- 5.43 21.90 2.89 56.31 5.42 -- ----- -_ -- 5.42 22.00 2.86 56.31 5.40 - - - - - 5.40 22.10 2.83 56.30 5.38 --- - -- - -- 5.38 22.20 2.81 56.29 5.36 -- - -- - 5.36 22.30 2.78 .56.29 5.34 - -- - - 5.34 22.40 2.76 56.28 5.32 - - - - - 5.32 22.50 2.74 56.27 5.29 --- -_ -- -- - 5.29 22.60 2.72 56.27 527 -- --- - - - 5.27 22.70 2.69 56.26 5.25 -_ -- - --- - 5.25 Continues on next page... 25 yr Page 3 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.80 2.67 5625 5.22 - - - - - 5.22 22.90 - 2.65 56.25 5.20 - -- -__ - -- 5.20 23.00 2.64 56.24 5.18 - - - - - 5.18 23.10 2.62 56.24 5.16 - - - ----- 5.16 23.20 2.60 56.23 5.13 - - - - 5.13 23.30 2.59 56.22 5.11 -- - --- ----- ---- 5.11 23.40 2.57 56.22 5.09 - - - - - 5.09 23.50 2.55 56.21 5.06 -- -- - -- -- 5.06 23.60 2.52 56.20 5.04 - - - - - 5.04 23.70 2.50 5620 5.02 - --- -- ---- ---- 5.02 23.80 2.47 56.19 4.99 -- - --- 4.99 23.90 2.45 56.18 4.97 - -- ----- - ----- 4.97 24.00 2.42 56.18 4.94 - - - - - 4.94 24.10 2.39 56.17 4.92 - - - - -- 4.92 24.20 2.35 56.16 4.90 - - - - - 4.90 24.30 2.30 56.16 4.87 - - - - - 4.87 24.40 2.25 56.15 4.85 - - - - 4.85 24:50 2.18 56.14 4.82 - - -- -- --_ 4.82 24.60 2.11 56.14 4.79 - - - - - 4.79 24.70 2.04 56.13 4.77 -- - - -- --- 4.77 24.80 1.95 56.12 4.74 - - - - ----- 4.74 24.90 1_86 56.11 4.71 ----- -_ -- -- ----- 4.71 25.00 1.76 56.11 4.69 ----- - - - -- 4.69 25.10 1.66 56.10 4.66 -- - - - -- 4,66 25.20 1.54 56.09 4.63 - - - - 4.63 25.30 1.43 56.08 4.59 -- - ----- --- 4.59 25.40 1.30 56.07 4.56 - - - - - 4.56 25.50 1.18 56.07 4.52 - - - - ---- 4.52 25.60 1.07 56.06 4.49 - -- -- -- -- 4.49 25.70 0.96 56.05 4.45 - -- - ----- - 4.45 25.80 0.86 56.04 4.41 - - - - -- 4.41 25.90 0.76 56.03 4.38 --- - - -- - 4.38 26.00 0.68 56.02 4.34 -- - ----- - - 4.34 26.10 0.59 56.01 4.30 ----- ----- - -- --- 4.30 26.20 0.52 56.00 4.26 - - - - - 4.26 26.30 0.45 55.99 4.21 - - -- - -- 4.21 26.40 0.38 55.98 4.17 - - - - - 4.17 26.50 0.32 55.97 4.12 - - --- --- -- 4.12 26.60 0.27 55.96 4.07 - - - - - 4.07 26.70 0.22 55.95 4.02 ---- - - --- ----- 4.02 26.80 0.17 55.94 3.97 - - - - -- 3.97 26.90 0.13 55.93 3.93 - -- - --- -- 3.93 27.00 0.10 55.92 3.88 - - - - -- 3.88 27.10 0.07 55.91 3.83 -- - - - - 3.83 27.20 0.05 55.90 3.78 - - - - - 3.78 27.30 0.03 55.88 3.73 -- - -- ---- 3.73 27.40 0.01 55.87 3.68 - - - - -- 3.68 27.50 0.00 55.86 3.62 --- - -- -- ----- 3.62 27.60 0.00 55.85 3.57 ----- - - - ----- 3.57 27.70 0.00 55.84 3.52 -- --- -- --- --- 3.52 Continues on next page... 25 yr Page 4 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs.) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 27.80 0.00 55.83 3.47 - - -- - - 3.47 27.90 0.00 55.82 3.42 --- ---- ---- - --- 3.42 28.00 0.00 55.82 3.37 ---- ----- --- ----- -- 3.37 28.10 0.00 55.81 3.33 -- --- --- -- -- 3.33 28.20 0,00 55.80 3.27 - - - - 3.27 28.30 0.00 55.79 3.22 ---- --- ----- ----- -- 3.22 28.40 0.00 55.78 3.17 -- --- - - -- 3.17 28.50 0.00 55.77 3.11 --- -- -- -_ -- 3.11 28.60 0:00 55.76 3.06 - - - - - 3.06 28.70 0.00 55.75 3.01 -- - ---- --- -- 3.01 28.80 0.00 55.74 2.96 2.96 28.90 0.00 55.74 2.91 ---- ----- -- --- ---- 2.91 29.00 0.00 55.73 2.86 - - - - - 2.86 29.10 0.00 55.72 2.81 ----- - --__ -- - 2.81 29.20 0.00 55.71 2.76 --- ----- -- --- -- 2.76 29.30 0.00 55.70 2.72 -- ----- ---- ---- 2.72 29.40 D.00 55.70 2.66 - - - - - 2.66 29.50 0.00 55.69 2.61 -- -- --- --- --- 2.61 29.60 0.00 55.68 2.55 - -- -- -- - 2.55 29.70 0.00 55.67 2.49 - -- ----- ____ 2.49 29.80 0.00 55.67 2.44 - - - - 2.44 29.90 0.00 55.66 2.39 - -_ -- -- 2.39 30.00 0.00 55.65 2.33 - --- - -- ----- 2.33 30.10 0.00 55.65 2.28 - - -- ---- - 2.28 30.20 0.00 55.64 2.23 - - - - 2.23 30.30 0.00 55.64 2.18 - -- -- ----- -- 2.18 30.40 0.00. 55.63 2.14 - -- -- ____ ___ 2.14 30.50 0.00 55.62 2.09 ---- --- ---- --- 2.09 30.60 0.00 55.62 2.04 - - - - - 2.04 30.70 0.00 55.61 2.00 -- ---- -- - -- 2.00 30.80 0.00 55.61 1.95 - --- -- - 1.95 30.90 0.00 55.60 1.91 -- ----- ----- -- 1.91 31.00 0.00 55.60 1.82 -- ----- --- - - 182 31.10 0.00 55.59 1.73 - -- -- --- ---- 1.73 31.20 0.00 55.59 1.64 -- ---- -- __-_ -_- 1.64 31.30 0.00 55.58 1.55 - ----- ----- ----- ----- 1.55 31.40 0.00 55.58 1.47 - - - - - 1.47 31.50 0.00 55.57 1.40 -- _- - ---- -- 1.40 31.60 0.00 55.57 1.32 -_- -- -- --_- ----- 1.32 31.70 0.00 55.57 1.26 ---- --- ---- ----- -- 1.26 31.80 0.00 55.56 1.19 - ---- - _- - 119 31.90 0.00 55.56 1.13 - ---- - ---- -_-- 1.13 32.00 0.00 55.56 1.07 ---- --- - -- --- 1.07 32.10 0.00 55.55 1.01 --- - -- --- -- 1.01 32.20 0.00 55.55 0.96 - - - -_ _____ O.96 32.30 0.00 55.55 0.91 ----- -- - _- 0.91 32.40 0.00 55.55 0.86 - -- -- --- 0.86 32.50 0.00 55.54 0.82 ----- --- ---- ----- -- 0.82 32.60 0.00 55.54 D.78 -- - - - - 0.78 32.70 0.00 55.54 0.74 --- --- --- - - 0.74 Confinues on next page... 25 Yr Page 5 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 32.80 0.00 55.54 0.70 -- - - - 0.70 32.90 0.00 55.53 0.66 - - - - --- 0.66 33.00 0.00 55.53 0.63 ----- - - - 0.63 33.10 0.00 55.53 0.59 - - - - - 0.59 33.20 0.00 55.53 0.56 -- - - - 0.56 33.30 0.00 55.53 0.53 --- ----- -- -- 0.53 33.40 0.00 55.53 0.51 - - - - - 0.51 33.50 0.00 55.53 0.48 - - - - - 0.48 33.60 0.00 55.52 0.45 ----- - -- --- - 0.45 33.70 0.00 55.52 0.43 - - -- - -- 0.43 33.80 0.00 55.52 0.41 -- -- -- -- --- 0.41 33.90 0.00 55.52 0.39 ---- - - - ---- 0.39 34.00 0.00 55.52 0.37 - - - - -- 0.37 34.10 0.00 55.52 0.35 - - - -- -- 0.35 34.20 0.00 55.52 0.33 - - - - - 0.33 34.30 0.00 55.52 0.31 - ---- - - -- 0.31 34.40 0.00 55.52 0.30 -- -- -- - --- 0.30 34.50 0.00 55.51 0.28 _--- - --_ -- -- 0.28 34.60 0.00 55.51 0.27 - -- - - 0.27 34.70 0.00 55.51 0.25 -- -- - ---- - 0.25 34.80 0.00 55.51 0.24 -- - ---- - - 0.24 34.90 0.00 55.51 0.23 - - - - - 0.23 35.00 0.00 55.51 0.22 -- -- - -- 0.22 35.10 0.00 55.51 0.20 ---- -- --- -- -- 0.20 35.20 0.00 55.51 0.19 - - - - -- 0.19 35.30 0.00 55.51 0.18 - ---- --- - 0.18 35.40 0.00 55.51 0.17 - - ---- -- - 0.17 35.50 0.00 55.51 0.16 - - - ---- - 0.16 35.60 0.00 55.51 0.16 -- -- - - --- 0.16 35.70 0.00 55.51 0.15 -- - ----- -- - 0.15 35.80 0.00 55.51 0.14 - - - ---- - 0.14 35.90 0.00 55.51 0.13 ----- ---- ---- ---- -- 0.13 36.00 0.00 55.51 0.13 - - - - -- 0.13 36.10 0.00 55.51 0.12 - - ----- - -- 0.12 36.20 0.00 55.51 0.11 - - - - -- 0.11 36.30 0.00 55.51 0.11 - - - - -- 0.11 36.40 0.00 55.51 0.10 -- - - - - 0.10 36.50 0.00 55.51 0.10 --- ---- - -- --- 0.10 36.60 0.00 55.50 0.09 -- - - - - 0.09 36.70 0.00 55.50 0.09 - -- - - ---- 0.09 36.80 0.00 55.50 0.08 --- -- --- ---- --- 0.08 36.90 0.00 55.50 0.08 ----- -- -- -- - 0.08 37.00 0.00 55.50 0.07 --- ---- ---- ----- ---- 0.07 37.10 0.00 55.50 0.07 - - -- - - 0.07 37.20 0.00 55.50 M7 ----- - _- - - 0.07 37.30 0.00 55.50 0.06 - - - - 0.06 37.40 0.00 55.50 0.06 -- - --- - - 0.06 37.50 0.00 55.50 0.06 - - - -- 0.06 37.60 0.00 55.50 0.05 - - ---- - - 0.05 37.70 0.00 55.50 0.05 -- ---- --- - - 0.05 Continues on next page... 25 Yr Page 6 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv. B Culv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 37.80 0.00 55.50 0.05 - -- -- --- 0.05 37.90 0.00 55.50 0.05 - - ----- -- 0.05 38.00 0.00 55.50 0.04 - - - - - 0.04 38.10 0.00 55.50 0.04 - - - -- --- 0.04 38.20 0.00 55.50 0.04 -- - - --- 0.04 38.30 0.00 55.50 0.04 --- -- -- -- ---- 0.04 38.40 0.00 55.50 0.03 - - - - - 0.03 38.50 0.00 55.50 - 0.03 - -- --- - 0.03 38.60 0.00 55.50 0.03 -- -- --- - --- 0.03 38.70 0.00 55.50 0.03 - --- - ---- --- 0.03 38.80 0.00 . 55.50 0.03 - - - - 0.03 38.90 0.00 55.50 0.03 ---= --- -- - -- 0.03 39.00 0.00 55.50 0.03 - -- - -- --- 0.03 39.10 0.00 55.50 0.02 -- ----- - ---- -- 0.02 39.20 0.00 55.50 0,02 - - - - - 0.02 39.30 0.00 55.50 0.02 - - --- - -- 0.02 39.40 0.00 55.50 0.02 - - ---- -- - 0.02 39.50 0.00 55.50 0.02 -- ---- - --- --- 0.02 39.60 0.00 55.50 0.02 - - - 0.02 39.70 0.00 55.50 0.02 -- -- - ---- -- 0.02 39.80 0.00 55.50 0.02 - - -- ---- --- 0.02 39.90 0_00 55.50 0.02 -- -- ---- -- 0.02 40.00 0.00 _55.50 0.01 - - - - 0.01 40.10 0.00 55.50 0.01 -- ---- - ----- - 0.01 40.20 0.00 55.50 0.01 - - - - -- 0.01 40.30 0.00 55.50 0.01 --- -- ----- -- ---- 0.01 40.40 .0.00 55.50 0.01 - - - --- - 0.01 40.50 0.00 55.50 0.01 -- -- -- -- ----- 0.01 40.60 0.00 55.50 0.01 -- -- -- --- --- 0.01 40.70 0.00 55.50 0.01 -- -- - ----- --_ 0.01 ...End Rene -rain p _ 6_ n 3 yfs i 40 I i A ; 30 / rn L`i i f i i ' ! I 10 ' out { un In 20 30 40 i Time (Hrs) I 33 - Reservoir - 25 yr El . - 59_ R f* 0 r 5 ti 4 4 �� t 55 . 8 Glev (ft) 55. 2 ' 54 . 6 , I . V 5 i Q i 0 20 50 4'0 I I Time (Hrs) j i Hydrograph Report Page , Hyd. No -37 50 yr Hydrograph type = Reservoir Peak discharge = 7.53 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = 18" discharge Max. Elevation = 57.03 ft Max. Storage = 388,377 cuft Storage Indication method used. T-oW-vok=e-413,396-Cuft,9Affi acft Hydrograph Discharge Table Time _Inflow Elevation Culy.A Culy-_B CuIv-C Weir.A Weir B Weir-C outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 13.70 44.14 55.58 1�5 - - 1.45 13.80 43.30 55.69 2.64 -- - - - - 2.64 13.90 42.29 55,81 332 -- --- -- - - 3,32 14.00 41.16 55.91 3.86 -- - -- ---- 3.86 14.10 .39.92 56.01 -4.31 - - 4.31 14.20 38.60 56.10 4.68 -- - - - -- 4.68 14.30 .37.20 56.1.9 5,00 -- - - -- -- 5-00 14.40 35.74 56.27 5.28 --- -_ -- -- - 5.28 14.50 34.22 56.35 5.50 - ---- - 5.50 14.60 32.65 56.42 5.71 - - - - 5.71 14.70 31.03 56.49 5.97 _- _- - -- - 5-97 14.80 29-.37 56.55 6.16 -- -- -- ____ ____ 6.16 14.90 27.67 56.61 6.33 ..6.33 15.00 25.94 56.66 6.48 - -- -- - -- 6.48 15.10 24.19 56.71 6.62 --- - --- - - 6.62 15.20 22.41 56.75 6.73 --- - --- -- - 6.73 15.30 .20.63 56.79 -6.83 - - -- 6.83 15.40 18.88 56.82 6.92 - - - - 6.92 15.50 1.7.21 .56,85 .7..00 --- --- -- --- - 7.00 15.60 15:65 56.88 7.06 - - - - - 7.06 15.70 14.41 56.90 7.11 - - 7;11 15.80 -13.54 56.92 7.16 - - ---- - - 7.16 15.90 12.85 56,93 _720 ---- -_ - - - 7-20 16.D0 12.30 56.95 7.23 - - -- -- - 7.23 16.10 11.84 56-96 7.26 -- - - - 7-26 16.20 U.45 56.97 7.29 ----- ---- - - _-___ 7.29 16.30 11,07 56.98 7.32 - - - - -_ .7.32 16.40 10:72 56.99 7.34 -- - --- - - 7.34 16.50 10.39 .57.00 7.36 - --- - 7,36 16.60 1.0.08 57.00 7.39 -- -- - - -- 7.39 16.70 .93B 57A1 7.42 --- ---- - - - 7.42 16.80 9.48 57.02 7.44 - - - - -- 7.44 16.90 -9.20 57.02 746 - - - 7.46 17.00 8.93 57.02 7.48 - ----- - - - 7.48 17.10 8,67 57.03 7.50 ---- --- - - - 7.50 17.20 8.42 57.03 7.51 - - - - ----- 7.51 17.30 8.18 57.03 7.52 _____ 7.52 17.40 7.95 57.03 7.52 - -- -- - -- 7.52 Continues on next page... 50 Yr Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.50 7.73 57.03 7.53 - - -- -- 7.53 17.60 7.52 57.03« 7.53 - - -_ - - 7.53<< 17.70 7.31 57.03 7.53 - - - - - 7.53 17.80 7.12 57.03 7.52 -- -- ----- ----- --- 7.52 17.90 -6.,93 57.03 7.52 -- - - -- 7.52 18.00 6.74 57.03 7.51 ----- ---- - --_- 7.51 18.10 6.57 57.03 7.50 - - - - _- 7.50 18.20 &40 57.03 7.49 -- -_ --- -- -- 7.49 18.30 -6.23 57.02 .7.48 - - - - - 7.48 18.40 6.07 57.02 7.46 - - - - - 7.46 18.50 5.92 57.02 7.44 ----- ---- --- ---- -- 7.44 18.60 5.77 57.01 7.42 --- - - ----- --- 7.42 18.70 5.63 57.01 7.41 - - ----- - - .7.4.1 18.80 5.50 57.00 7.38 - - - - - 7.38 18.90 5.37 57.00 7.36 -- - - -- - 7.36 19.00 5.25 56.99 7.35 -- -- - --_ _- 7.35 19.10 5.14 5629 7.34 -- - - - - 7.34 19.20 5.03 56.98 7.32 - - -__ - -- 7.32 19.30 4.92 56.98 7.31 - -_ ---- -- -- 7.31 19.40 4.83 56.97 7.29 --- __- -- -_ __-_ 7.29 19.50 4.74 -56.96 -7.28 - -- --- - - 7.28 19.60 4.65 56.96 7.26 -- -- - -_ ____ 7.26 19.70 4.57 56.95 7.24 - - - - ----- 7.24 19.80 4.49 56.94 7.22 ----- - _- ---- -_ 7.22 19.90 .4.42 56.94 7.21 - - - - - 7.2.1 20.00 4.35 56.93 7.19 - --- --- _- -- 7.19 20.10 4.28 56.92 7.17 - - - - 7.17 20.20 4.22 56.91 7.15 -- - --- -- -- 7.15 20.30 4.16 56.91 7.13 ---- -- -- _- - 7.13 20.40 4.10 56.90 7.11 - - - --- --- 7.11 20.50 4.05 56.89 7.09 - - - - - 7.09 20.60 3.99 56.88 7.07 - --- ----- --- -- 7.07 20.70 3.94 .56.8.7 7.05 -- ---- - - - 7Z5 20.80 3.90 56.87 7.03 - - - - -_ 7.03 20.90 3.85 56.86 7.01 -- - - - - 7.01 21.00 3.81 56.85 6.99 - - ---- -__ ____ 6.99 21.10 3,76 -56.84 -.6.97 -- - --- - - .6.97 21.20 3.72 56.83 6.94 - - ---- - 6.94 21.30 3.68 56.82 6.92 - - - -- - 6.92 21.40 3.64 56.82 6.90 ---- -- ---_ ___ - 6.90 21.50 3.60 -56..81 6.88 --- --- ----- - --- 6.88 21.60 3.56 56.80 6.86 ----- ---- ----- _____ - 6.86 21.70 3.52 56.79 6.83 --- - -- -- - 6.83 21.80 3.48 56.78 6.81 ----- ---- -- --- ----- 6.81 21.90 3.44 56,77 .6.79 -- - - --- - 6.79 22.00 3.41 56.76 6.76 - - - - - 6.76 22.10 3.37 56.76 6.74 -- -- -- -- - 6.74 22.20 3.34 56.75 6.72 ---- --- --- ---- _- 6.72 22.30 3.32 .56.74 6.69 -- --- - _____ - S M 22.40 3.29 56.73 6.67 - - - -- - 6.67 Continues on next page... 50 Yr Page 3 Hydrograph Discharge Table Time Inflow Elevation Culv..A CWv..B -Cult'.C WeirA Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.50 .326 56.72 B-65 - - --- _- -_ 6_65 22.60 3.23 56.71 6.62 - -- -- - - 6.62 22.70 3.21 56.70 6:60 - - - - -660 22.80 3.18 56.69 6.57 ----- -- -- -- - 6.57 22.90 _3.1B 56.69 -6-55 - -- ---- - -6-55 23.00 3.14 56.68 6.52 --- -- --- -_ _- 6.52 23.10 . 3.12 56:67 -6.50 -6 50 23.20 3.10 56.66 6.48 -- ---- ----- ---- -- 6.48 23.30 3-08 .56.65 B_45 - - - ____ _- B_45 23 40 3.06 56.64 6.43 - - --- ---- - 6.43 23.50 .3.03 56.63 6.40 - - - --- ----- -6:40 23.60 3.00 56.62 6.38 - - -- - - 6.38 23.70 257 -56M .6.35 -- - -- _____ ____ .B.35 23.80 2.94 56.61 6.33 - - -- - - 6.33 23.90 2.91 .56.60 -6.30 - - ____ 6-30 24.00 2.88 56.59 6.28 -- - ---- - --- 6.28 24.10 2-84 56.58 .625 --- - ---_ - - 825 24.20 2.80 56.57 6.23 - - - - - 6.23 24.30 .2.7-4 56:56 6.20 -- -- $:20 24.40 2.67 56.55 6.17 - - - --- ----- 6.17 24.50 2.60 .56.54 .6.45 - - _- - -- 6.15 24.60 2.52 56.53 6.12 ---- ---- ----- - ----- 6.12 24.70 2.42 56.53 -6{)9 -- -- - - -6 G9 24.80 2.32 56.52 6.06 -- -- -- --- - 6.06 24.90 1.22.1 56.51 .6.03 -- - ____ - - 6M 25.00 - 2.10 56.50 6.00 - -- -- - - 6.00 25.10 1.67 .56.4-9 5:96 - - - 5-.66 25.20 1.84 56.48 5.92 -- -- _____ __-_ __ 5.92 25.30 a._70 -56.46 -5.88 --- - _- -_ 558 25.40 1.55 56.45 5.84 --- -- - -- - 5.84 25.50 1.4-0 56.44 5.79 - - 5.7-9 25.60 1.27 56.43 5.75 - - -- ---- - 5.75 25.70 .1..14 56.42 5.70 - -_ - - --- 5-7D 25.80 ` 1.02 56.41 5.66 --- - - -- - 5.66 25.90 -D.61 56.39 5.62 - - - 5:62 26.00 0.80 56.38 5.59 -- - - - - 5.59 26.10 0.71 56.37 556 - - - - __ �6 26.20 0.62 56.36 5.52 -- - - - - 5.52 26.30 -0.53 56.34 5.49 --- - 5.49 26.40 0.45 56.33 5.46 ----- ----- -- -- -- 5.46 26.50 0.38 56.32 5.43 --- - __-_ ___ _ 5.43 26.60 0.32 56.31 5.39 -- - ----- - ---- 5.39 26.70 --0.26 56.29 5.35 --- -- 5.35 26.80 0.21 56.28 5.31 --- -- -- ---- - 5.31 26.90 0.1.6 56.27 526 - - __-- _____ _- 526 27.00 0.12 56.25 5.22 -- -- -- ---- - 5.22 27.10 0 08 56.24 5.17 -- - - 5.17 27.20 0.06 56.23 5.12 ---- - -- --- ---- 5.12 27.30 0.03 56..21 5.03 ---- ----- - - - 5_DS 27.40 q.02 56.20 5.03 --- --- -- - -- 5.03 Continues on next page... 50 Yr Page 4 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 27.50 0.01 56.19 4.98 - - -_-- 4_98 27.60 0.00 56.17 4.94 --- - --- -- -- 4.94 27.70 DAD 56.16 4.89 - -- - ---_ - 4,89 27.80 0.00 56.15 4.84 - - - - 4.84. 27.90 0.00 56.14 4.80 ---- - - -- - 4.80 28.00 0.00 56.12 4.75 ----- --- --- -- -- 4.75 28.10 ,.ADD -56,1-1 4.70 - - - - - 4.70 28.20 0.00 56.10 4.66 - - - - 4.66 28.30 0.00 56.09 4.61 -- - - ---- - 4.61 28.40 0.00 56.08 4.56 -- - ---- -- - 4.56 28.50 --OM -.56.06 4,51 - - -- - - 4.51 28.60 0.00 56.05 4.47 ----- - ----- - - 4.47 28.70 0.00 56.04 4.42 -- - --- -- - 4.42 28.80 0.00 56.03 4.37 - ---- ---- -- -- 4.37 28.90 OAO 56,D2 4,33 - - - - - 4.33 29.00 0.00 56.01 4.28 ---- - - -- -- 4.28 29.10 0.00 56.00 4.23 - - - - - 4.23 29.20 0.00 55.98 4.18 ---- - --- -- -- 4.18 29.30 0.00 55.97 4.13 --- - - - - 4.13 29.40 0.00 55.96 4.08 - - - - - 4.08 29.50 0.00 55.95 4.02 - --- - - - 4.02 29.60 0.00 55.94 3.97 --- -- -- --_ _- 3.97 29.70 0-00 .55,93 -.3.92 - -- - _- - 3-92 29.80 0.00 55.92 3.87 -- - - - - 3.87 29.90 0.00 55.90 3.83 - -- - - -- 3.83 30.00 0.00 55.89 3.77 -- ----- --- ----- ---- 3.77 30.10 .0,00 -55M .3.72 - -- - - - 3.72 30.20 0.00 55.87 3.67 - - - - - 3.67 30.30 0.00 55.86 3.62 -- --- - ----- - 3.62 30.40 0.00 55.85 3.56 - --- -- - - 3.56 30.50 .O..00 _5524 3.51 - - - - _-__ 3,51 30.60 0.00 55.83 3.46 - - - -- - 3.46 30.70 0.00 55.82 3.41 - -- - - -- 3.41 30.80 0-00 55.81 3.37 -- --- -- -- -- 3.37 30.90 --0_DO .55.80 3.32 ---- - - - - 322 31.00 0.00 55.80 3,27 - - - - ____ 3.27 31.10 0.00 55.79 3.21 ---- - - - - 3.21 31.20 0.00 55.78 3.16 -- ---- ---- - -- 3.16 31.30 _0.00 55.77 .3.1.0 - - - - - 3.1D 31.40 0.00 55.76 3.05 - - - ---- - 3.05 31.50 0.00 55.75 3.00 --- -- - --- --- 3.00 31.60 0.00 55.74 2.95 - ---- ----- -- ---- 2.95 31.70 0 00 55.73 _2..90 - - - - - 2.90 34.80 0.00 55.73 2.85 - - - - 2.85 31.90 0.00 55.72 2.80 - --- -- - - 2.80 32.00 0.00 55.71 2.76 - -- ---- -- ____ 2.76 32.10 _0,00 .55.70 2.71 - - - - _- 2.71 32.20 0.00 55.70 2.66 - -- ---- - 2.66 32.30 0.00 55.69 2.60 -- ----- -- --- -- 2.60 32.40 P.00 55.68 2.54 ----- ----- ---- -- --- 2.54 Continues on next page... J0 yr Page 5 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culy.B Culy.C Weir A Weir B Weir .Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 32.50 -0:00 55.67 2.49 - - - --- - 2.49 32.60 0.00 55.67 2.43 - ----- ---- - - 2.43 32.70 O.OD 55_66 .238 - - - - 238 32.80 0.00 55.65 2.33 ----- - - - - 2.33 32.90 0.00 55.65 2.27 - - - - - 2.27 33.00 0.00 55.64 2.22 --- -_ --- ---- -- 2.22 33.10 .0.00 ..55.63 2.48 33.20 0:00_ 55.63 2.13 - - - - - 2.13 33.30 0.00 55 62 2.08 - - - 2.08 33.40 0.00 55.62 2.04 - - -- - -- 2.04 33.50 D.00 55.61 1..99 --- -- ____ _- _- 1.99 33.60 ` 0.00 55.61 1.95 - -_ - -- -- 1.95 33.70 0:00 55:60 1.91 1-.91 33.80 0.00 55.60 1.81 _- - - -- -- 1.81 33.90 _0.00 _55.59 .1.72 - - - - - .1_72 34.00 0.00 55.59 1.63 -_ - -_ ---- - 1.63 34.10 0.-GO 55.58 1.54 - - - 1.54 34.20 0.00 55.58 1.46 -- -- ----- - - 1.46 34.30 O-DD 55-5.7 .1.39 -- - - _- _____ 1.39 34.40 0.00 55.57 1.31 -- ----- --- -- -- 1.31 34.50 -0:00 55.57 1.25 - - - - 1.25 34.60 0.00 55.56 1.18 - - - -- - 1.18 34.70 -D.00 5556 .1.12 ----- - ---_ - - 1.12 34.80 0.00 55.56 1.06 -- - - -- ---- 1.06 34.90 0.00 55.55 101 -- 1:01 35.00 0..00 55.55 0.95 -- - -- - -- 0.95 35.10 D.00 5565 D._90 - - -- -- _- _0-90 3520 0.00 55.55 0.86 - -- ---- _- ----- 0.86 35.30 0 00 55.54 0.-81 - - - - D:81 35.40 D,00 55.54 0.77 --- -- - -___ _- 0.77 35.50 0 00 55-54 D_73 --- - - - _- 0.73 35.60 0-00 55.54 0.69 ---- -- ---- - --- 0.69 35.70 -0:00 55.53 O-B6 - - - - .0.66 35.80 0.00 55.53 0.62 -- -- - - --_ 0.62 35.90 -0.00 .55_53 .0.59 -- - - -_ ____ SSg 36.00 0.00 55.53 0.56 -- --- - - -- 0.56 36.10 -0.00 55.53 -0.53 ----- - - -0 53 36.20 0.00 55.53 0.50 - -- - -- 0.50 36.30 D.00 .5552 D.48 36.40 0.00 55.52 0.45 -- _-_ - -- --- 0.45 36.50 0:00 55.52 0.43 - - - - 0.43 36.60 0.00 55.52 0.41 -- --- - - -- 0.41 36.70 ,D_DD 55.52 O_38 -- - -- -- D.38 36.80 0_00 55.52 0.36 - - - -- --- 0.36 36.90 -0:00 55.52 0.35 - - - - 0.35 37.00 0.00 55.52 0.33 - - --- -- ----- 0.33 37.10 .0.00 ..55..52 0.31 - - - - - _.0.31 37.20 0.00 55.52 0.29 ---- - ----- -__ _- 0.29 37.30 0:00 55.51 0.28 - - - D.28 37.40 6.00 55.51 0.26 -- _- -- -- -- 0.26 Continues on next page... 50 Yr Page 6 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 37.50 .0..00 55.51 -D.25 - - - - - D25 37.60 0.00 55.51 0.24 - - - - - 0.24 37.70 0.00 55.51 0.23 - - - - - 0.23 37.80 Q.00- 55.51 0.21 -- - - - -- 0.21 37.90 .0.00 .55..51 -.0.20 ---- - - - D..20 38.00 - 0.00 55.51 0.19- - ----- --- - ---- 0.19 38.10 0.00 55.51 0.18 ---- ----- - - ---- 0.18 38.20 a.w 55.51 0:17 -- - -- - - 0.17 38.30 ._0.00 5551 .0.16 - - - - - _0.1-6 38.40 0.00 55.51 0.15 - -- - - - 0.15 38.50 0.00 55.51 0.15 - -- - - -- 0.15 38.60 GM 55.51 0.14 - --- -- --- - 0.14 38.70 .0.00 55.51 0.13 - - - - - 0.13 38,80 0.00 55.51 0.13 - - - - - 0.13 38.90 0.00 55.51 0.12 - - - - -- 0.12 39.00 0M 55.51 0.11 ----- ----- - - -- 0.11 39.10 0,00 55.51 -0:11 -- ---- -- - - .0A 1 39.20 0:00 55.51 0.10 - - -- -- - 0.10 39.30 0.00 55.51 0.10 --- -- - - - 0.10 39.40 0.00 55.50 0.09 -- -- - - -- 0.09 39.50 0..0D 55.50 0.09 --- - - - ----- 0M 39.60 -0.00 55.50 0.08 - - --- - - 0.08 39.70 0.00 55.50 0.08 - -- - - 0_08 39.80 0.00 55.50 0.07 -- ---- - -- - 0.07 39.90 OM 55.50 -0.0.7 - - - - ----- -0.Q.7 40.00 0.00 55.50 0.07 - - -- - - 0.07 40.10 0.00 55.50 0.06 ---- - ---- - - 0.06 40.20 0.00 55.50 0.06 ----- -- - - -- 0.06 40.30 -OM ..5550 .0.06 -- - -- ---- --- .0.06 40.40 0.00 55.50 0.05 - ----- - - -- 0.05 40.50 0.00 55.50 0.05 - -- - -- - 0.05 40.60 0.00 55.50 0.05 --- -- -- - -- 0.05 40.70 D.O0 .55_50 -0 05 - - - - - us 40.80 0.00 55.50 0.04 ----- - -- - - 0.04 40.90 0.00 55.50 0.04 ---- -- - - -_ 0.04 41.00 0.00 55.50 0.04 - - -- -- E}.04 41.10 .0.00 _55-50 D_04 - -- - - - D.04 41.20 0.00- 55.50 0.03 - -- - - 0.03 41.30 0.00 55.50 0.03 --- - ---- -- 0.03 41.40 0.00 55.50 0.03 --- --- - - -- 0.03 41.50 0,00 -55.50 a03 - ---- - ----- -- 0,03 41.60 0.00 55.50 0.03 - - - - - 0.03 41.70 0.00 55.50 0.03 -- -- -- ----- - 0.03 41.80 0.00 55.50 0.03 --- - -- -- --- 0.03 41.90 D.00 55.50 0.02 - -- -- - - D-02 42.00 0:00 55.50 0.02 - - - - - 0.02 42.10 0.00 55.50 0.02 - -- -- - - 0.02 42.20 0>00 55,50 0,02 - -- ----- ---- ----- 0.02 42.30 0,00 _55.50 .0.D2 - - -- - - nm 42.40 0.00 55.50 0.02 - ----- - - - 0.02 Continues on next page... 50 Yr Page 7 Hydrograph Discharge Table Time Inflow Elevation CuIv.A Culv..B Culv_C WeirA . Weir Weir -Outflow (hrs) . (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 42.50 0_00 .55..50 0-02 - - - --- --- D_02 42.60 0.00 55.50 0.02 - -- - - -- 0.02 42.70 0.00 55.50 0M -- - fl_02 42.80 0.00 55.50 0.01 - - - ----- - 0.01 42.90 .0..00 .55.50 0-01 - - - - - ...0.01 43.00 0-00 55.50 0.01 - - - ---- ----- 0.01 43.10 . 0.00 55.50 0.01 - - - 0-01 43.20 UO 55.50 0.01 -- - - - - 0.01 43.30 0-00 55..50 0.01 - - -- ---- ----- -0_01 43.40 0.00 55.50 0.01 -- - -- - - 0.01 43.50 0.00 55.50 0.01 -- -- -- -- - 0.01 ...End 37 - Reservoir - 50 Yr - Qp = 7 . 52 cfs 50 i i ! 40 f 30 I f In Q 20 10 I I out O0 10 20 30 40 i Time (Hrs) 37 - Reservoir - 50 Yr - Max. El . = 57 . 03 f i 58 . 0 , i i 57 .21 I i 56. 4 Glev (ft) I ! ! 55. 6 54 . 81 f I I 1 j 54 . 0 i i 0 10 20 3'0 40 Time (Firs) Hydrograph Report Page 1 Hyd. No, 38 100 yr Hydrograph type = Reservoir peak discharge = 9.75 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 5 Reservoir name = 18" discharge Max. Elevation = 57.56 ft Max. Storage = 466,818 cuft Storage Indication method used. Total vottxne=542,074cuft,12.444aeft Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B CUIV,C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 13.40 54.43 -55.51 0.23 - - - - -0.23 13.50 54.85-« 55.66 2.39- - 2.39 13.60 54.63 55.81 3.34 - - - ----_ -- 3.34 13.70 53.91 55.95 4.03 --- ____ - 4.03 13.80 -52.82 5110.8 4.58 - --_ -- 4..58 13.90 51.5-2 56.20 5:05- - --- ---- ---- ----_ 505 14.00 50.08 56.32 5.44 -- - - - -14.10 48.52 56..44 5.17 --- - --- --- --- 5.44 5.44 14.20 4.6.85 56.54 6.15 - -- -- -- -- .6.15 14.30 45.10 56.65 6.44 - - - 6.44 14.40 43.27 56.74 6.71 -- - - -- -- 6.71 14.50 41.38 56Z4 6,96. ---- ----- -- -- -_ 6.96 14.60 _39.43 56.92 .7.18 - -_ -_ 7.18 14.70 37.42 57.00 7.39 - -- - - 7.39 14.80 35.37 57.07 7.72 - ----- -- - -- 7.72 14_90 33-.28- 57.14 8.02 - -- - ---- -_ 8.02 15.00 31.15 5720 8..28 - -- - ---_ -_ 8.28 15.10 28.99 57.25 8.50 - - - --_ - 8.50 15.20 26.81 57.30 8.70 -- -- - -- - 8.70 15.30 24.63 57.34 8.87 -- -_ -_ - -_ 8.87 15.40 22.50 57.37 9_D1 - - - -- 9.01 15.50 20.46 57.40 9.14 - - -_ 9.14 15.60 18.58 57.43 9.23 - -- - - --- 9.23 15.70 17.08 57.45 9.31 --- - - --- 9.31 15.80 16.04 _57.47 -9.38 -- - -- - -- . .9.38 15.90 15.21 57.48 9.44 - - - 9.44 16.00 14.55 57.49 9.49 --- -- -- - -- 9.49 16.10 14.01 57.51 9.54 --- -- _- -_ -__ 9.54 16.20 13.54 57.52 9.57 - - --- - - 9.57 16.30 13.09 57.53 9.61 - -- ____ 9.61 16.40 12.67 57.53 9.64 -- --- --- - 9.64 16.50 12.28 57.54 9.66 ---_ ----- ----- ----_ -- 9.66 16.60 11.91 57.55 9.69 ---- - -_ 9.69 16.70 11.55 57.55 9.70 - - - ----- - 9.70 16.80 11.20 57.56 9.72 --- - --- -- 8.72 16.90 10.86 57.56 9.73 ---- -- -_ __- 9.73 17.00 10.54 57.56 9.74 - - -- ---_ 9.74 17.10 10.23 57.56 9.75 -- --- ----- ----- --- 9.75 Continues on next page... 100 yr Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.20 9.93 57.56 9.75 --_ --- - -- --- 9.75 17.30 ' 9.65 57.56<< 9.75 -- --- -- -- - 9.75<< 17.40 9.37 57.56 9.75 - - - - 9.7-5 17.50 9.11. 57.56 9.74 ---- ----- -__ ----- - 9.74 17.60 86 57.56 ,9.74 - - - - - .9.74 17.70 8.62 57.56 9.73 -- ----- --- - 9.73 17.80 8.39 57.55 - 9.72 - - - - - -9.-72 17.90 8.16 57.55 9.70 ----- - -_ -- - 9.70 18.00 _7.95 57-55 9.69 ----- --- -- -- - 9_69 a 8.1-0 7.74 57.54 9.67 --- - - -- 9.67 18.20 7.53 57.54 -9:65 - - - - -9-65 18.30 7.34 57.53 9.63 _- - - _-_ 9.63 18.40 7-1-5 .-57.53 9.61 - - ---- ---- - 9.61 18.50 6.97 57.52 9.59 - - ---- - - 9.59 1.8.60 -6.80 57.51 -9.56 -- - - - - ..9.56 18.70 6.63 57.51 9.54 - - -- -_--- - 9.54 18.80 8.4.7 57.50 9-51 - - - - .2.51 18.90 6.32 57.49 9.48 - - ---- - 9.48 19.00 -6.18 57.48 -9.45 ----- - - --- -- -g.4.5 19.10 6.04 57.48 9.42 - - --- -- -- 9.42 19.20 .5.91 _57.47 _.9.39 - - - -- - -9_39 19.30 5.79 57.46 9.35 -- - - -- --- 9.35 19.40 5 68 57:45 9.32 -- - --- -- -9.32 19.50 5.57 57.44 9.29 - _- -_ - -- 9.29 19.60 5.47 -57.43 -925 - --- - - - -_9-25 19.70 5.37 57.42 9.21 ----- -- -- -- --- 9.21 19.80 -5.28 57.41 9.1-8 --- - - --9.18 19.90 5.19 57.40 9.14 ----- - - -- - 9.14 20.00 ,5.1.1 -57M 9..1 D --- -- ---- - - 9.1D 20.10 5.03 57.39 9.06 -- _-- -- -- - 9.06 20.20 .4.96 57.38 9.02 - - - ."2 20.30 4.89 57.37 8.98 -- ----- -_-- - 8.98 20.40 4.82 57.36 8.94 - ----- -_ -- - -8.94 20.50 4.76. . 57.35 8.90 --_ - - ---- - 8.90 20.60 "9 57.34 8.86 - - - -8.86 20.70 4.64 57.32 8.82 - -- -- --- - 8.82 20.80 4-58 .57.31 8.78 -- - - -- 8.78 20.90 4.53 57.30 8.74 _-- -- - -- -- 8.74 21.00 4.47 57.29 8.69 - - - - - -8.69 21.10 4.42 57.28 8.65 _- _--_- -- - - 8.65 21.20 4.37 -5727 -8.61 -- -- - -- ---- --8.61 21.30 4.33 57.26 8.56 --- ---- ----- - - 8.56 21.40 A.28 57.25 -8.52 - -- -8.52 21.50 4,23 57.24 8.47 -_ -- -- - - 8.47 21.60 4.18 5.723 .8.43 -- ---- -_ -- - 8_.43 21.70 414 57.22 8.39 _--- - - ---- 8.39 21.80 .4.09 5-7:21 8.34 - - - -8.34 21.90 4.05 57.20 8.30 -- - - - - 8.30 22.00 4`00 5.7-1.9 .8.25 ----- ---- -- ---_ __- 825 22.10 1.96 57.18 8.21 - --- -__ - - 8.21 Continues on next page... =L)--�wKS)TO�U- 100 yr Page 3 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.20 3.93 57.17 8.16 - -_ - - - 8.16 22.30 3.8g-. 57.16 8.11 -- -- - -- 8.11 22.40 .-3.86 57.15 8.07 - ---- - - - 8.07 22.50 3.83 57.14 8.02 - - - - -_ 8.02 22.60 3.80 57.13 7.98 -- -- - - -- 7.98 22.70 3,.7.7 57.12 7.93 -- -- - - ----- 7.93 22.80 3.74 .57.11 7..89 -- - - --- - 7.89 22.90 17-1 57.10 7.84 -- --- - - - 7.84 23.00 3.68 57.09 7.79 - - - - - 7.79 23-1-0 3.66 57.08 7.75 -- - - - ---- 7.75 23.20 .3.64 57.07 .7.70 - - - - 7.70 23.30 3.62 57.06 7.65 ----- - - - 7.65 23.40 3.60 57.05 7.61 - - - - - 7.61 23.50 3.56 57.04 7.56 ---- -- - ----- ____ 7_56 23.60 .3-52 .57.03 .7.51 - -- - - - 7.51 23.70 3:49- 57.02 7.47 - - - - - 7.47 23.80 3.45 57.01 7.42 - ----- - - - 7_42 23.90 3.42 57.00- 727 - - - -- -- 7.37 . 24.00 3-38 .56.99 7.35 - - - - - 7.35 24.10 3.34 56.98 7.32 - - - - - 7.32 24.20 3.28 56.97 7.29 - - - - - 7.29 24.30 3,21 56.96 7.27 ---- ---- --- - -- 7.27 24.40 3..14 56-95 7.24 - - - -- - 7.24 24.50 3.05 56.94 7.22 - ----- -- ---- -- 7.22 24.60 2.95 56.93 7.19 ----- --- -- - 7.19 24-70 2.84 56.92 7.16 -- ----- __- - 7.16 24.80 2.72 56.91 7.13 -- -- ----- - 7..13 24.90 2.60-- 56.89 7.1-0 - -- --- - 7.10 25.00 2.46 56.88 7.07 - -- - - - 7.07 25.10 2.31. 56-87 7.04 --_ -- -_ ---- -- 7.04 25.20 2.-15 . 56.86 7.01 ----- - - - - 7.01 25.30 1-.99 56.84 6.98 - - - - -- 6.98 25.40 1.81 56.83 6.94 - -- - - - 6.94 25.50 1.65 56.82 6.91 ----- - - - ---- 6.91 25.60 1..49 6.87 -- - - - - 6.87 25.70 1.33 56.79 6.83 - - --- -- -- 6.83 25.80 1.20 56.78 6.79 -- - - - - 6.79 25.90 1.07 56.76 6.76 - ---- --- -- -- 6.76 26.00 0.94 .56.75 6.72 - -- - - - . 6.72 2-6.40 0.83 56.73 6.67 -- - -- - - 6.67 26.20 0.72 56.72 6.63 - - -- --- - 6.63 26.30 0.62 56.70 6.59 --- - ---- -- - 6.59 26.40 0.53 56.68 6.55 -- -- -- - - 6.55 26.50 0.45 56.67 6.50 - --- - -- - 6.50 26.60 0.37 56.65 6.46 -- -- ----- ---- 6.46 26.70 0,30- 56.64 6.42 - - --- - -- 6.42 26.80 024 56,62 .6.37 -- - - - - ..6.37 26.90 0.19 56.61 6.33 - -- --- - 6.33 27.00 0.14 56.59 6.28 - -- -- - - 6.28 27.10 Q.10 56.57 6.23 - - ---- -- ---- 6.23 Continues on next page... z�+v�� -� w� cz�=�n� �= ■� sz�=����c u Z emise@=-&8 z@=*wdT;]V@@DVMno C] Zdea T;] 100 yr Page 4 Hydrograph Discharge Table Time Inflow .Elevation Culy.A Culy.B Culv..0 Weir A Weir B _Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 27.20 0:07 56.56 -6.19 - - - .6.19 27.30 0.04 56.54 6.14 - --- - - - 6.14 27.40 0.02 56.53 .6.09 - - - - - 6-09 27.50 0101 56.51 6.05 --- --- - - -- 6.05 27.60 0.00 56.50 -6.00 -- -6.00 27.70 0.00 56.48 5.94 - - - - - 5.94 27.80 0.00 56.46 5.88 - - - - --- .5-$8 27.90 0,00-. 56.45 5.82 - - - -- - 5.82 28.00 0:00 56.43 5:76 - - 5.76 28.10 0.00 56.42 5.71 -- - - - -- 5.71 28.20 0.00 56.40 5.65 - -- - - - 5.6.5 28.30 0.00 56.39 5.61 --- --- -- - 5.61 28.40 0:00 56.38 5.57 - .5.57 28.50 0.00 56.36 5.53 - - - - -- 5.53 28.60 0.00 56.35 5.50 ---- -- -- - - 5.50 28.70 0.00- 56.33 5.46 -- -- -- --- - 5.46 28.80 0.00 56.32 5.43 - - - - - 5.43 28.90 0-00 56.30 5.39 -- - -- - - 5.39 29.00 0.00 5629 5.35 - - - - - 5.35 29.10 0.00 56.28 5.30 - - ----- - -- 5.30 29.20 0:00 56.26 5.25 ---- - - - - 5:25 29.30 0.00 56.25 5.20 --- -- - -- - 5.20 29.40 .0.0.0 5624 ._5.16 - - - ----- - .-5.16 29.50 0.00 56.22 5.11 - -- - - - 5.11 29.60 0.00 56.21 5.07 - - - - 5.07 29.70 0.00 56.20 5.02 -_ -_- - --- 5.02 29.80 0-00 56.18 4.97 - -__ - -- --- 4.97 29.90 0:00- 56.17 4.92 --- -- -- - -- 4.92 30.00 -0.00 56.16 -4.88 - - - - .4.88 30.10 0_00 56.14 4.83 - - - - - 4.83 30.20 .0.00 56.13 4.78 -- -- - ---- _-__ 4 7g 30.30 0:00-- 56.12 4.74 --- - -- ---- -- 4:74 30.40 0.00 56.11 4.69 --_ _.4..69 30.50 0-00 56.10 4.64 - - - - - 4.64 30.60 0.00 56.08 4.59 ---- -- -- --- - 4.59 30.70 0.00- 56.07 4.55 - --- - - _- 4.55 30.80 0:00 56.06 4.50 - - - ---_ -4.50 30.90 0.00 56.05 4.45 - - -- - - 4.45 31.00 0 -0 .56.04 4.4.0 - - - - - 4..40 .3-1._1D 0.00 56.03 4.36 - - - -- ----- 4.36 31.20 0.00 56.01 4.31 - - - -4.31 31.30 0.00 56.00 4.27 - ----- _- _- - 4.27 31.40 0.00 55.99 4.22 - - - - ____ 4.22 31.50 =0 55.98 4.16 - - -- - 4.16 31.60 0.00 55.97 -4.11 - _- - - 4.11 31.70 0.00 55.96 4.06 - ---- -- - - 4.06 31.80 0.00 55.95 4.01 - - - - --- 4.01 31.90 O:.OQ 55.93 3.96 --- - - -- - 3.96 32.00 0.00 55.92 3.91 - -- 3:91 32.10 0.00 55.91 3.86 --- - - - - 3.86 Continues on next page... 1ODYr Page 5 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 32.20 0.00 55.90 3.81 - -- - - - 3.81 32.30 0.00 55.89 3.76 - - _- - -- 3.76 32.40 0.00 55.88 3.71 - - -- - - 3.71 32.50 0,00. . 55.87 3.65 -_ -- -_- - --- 3.65 32.60 -0_00 .55.86 3.60 - - - - - 3.60 32.70 0.00 55.85 3.55 - - - - - 3.55 32.80 0.00 55.84 3.50 - - - - - 3.50 32.90 0.00. 55.83 3.45 - - --_ -- 3.45 33.00 .0.00 .55.82 .3.40 - - - - - 3.40 33.10 0.00 55.81 3.35 - - ---- - 3.35 33.20 0.00 55.80 3.30 - -- - - - 3.30 33.30 0:00- 55.79 - 3.25 -- -- --- ---- -- 3.25 33.40 _0.00 .55.78 .320 - - - - - _320 33.50 0.00 55.77 3.14 - - -- --- - 3.14 33.60 0.00 55.77 3.09 - -- - ----- 3.09 33.70 0,00 55.76 3.04 - - - ---- 3.04 33.80 0.00 ...55.75 .2.99 - - - -- - ..2.99 33.90 0.00 55.74 2.94 - - - - 2.94 34.00 0.00 55.73 2.89 - - - - - 2.89 34.10 0.00 55.72 2.84 - -- - ---- --- - 2.84 34.20 D_00 _55.72 _2.79 - - - - -- 2.79 34.30 0.00 55.71 2.74 - - - - -- 2.74 34.40 0.00 55.70 2.70 - - - - -- 2.70 34.50 0.00 55.69 2.64 -- -- --- --- ---- 2.64 34.60 D_OD 55.69 2.58 - - ---- - - 2.58 34:70 0.00 5. -- - - - - 5 68 2.52 2.52 34.80 0.00 55.67 2.47 - - - ----- ---- 2.47 34.90 0.00 55.67 2.42 -- =- ---- -- ---- 2.42 35.00 _0.00 55-66 .2.36 - - - - - 2.36 35.10 0.00 55.65 2.31 - -- - - - 2.31 35.20 0.00 55.65 2.26 - - - - - 2.26 35.30 0.00 55.64 2.21 ---- - ----- - --- 2.21 35.40 ,0.00 .55.63 .2A 6 --- -- - - - .2.16 35.50 0.00 55.63 2.11 - - - - - 2.11 35.60 0.00 55.62 2.07 - - ---- - - 2.07 35.70 0.00- 55:62 2.02 - - -- -- -- 2.02 35.80 0.00 55.61 1.98 - - - - - 1.98 35.90 0.00 55.60 1.94 - - - - - 1.94 36.00 0.00 55.60 1.88 - - - - - 1.88 -36.10 0.00 55.59 1.78 - - - -- ----- 1.78 36.20 0.00 -55.59 1.69 - - - - ---_ 1..69 36.30 0.00 55.58 1.60 - - - - - 1.60 36.40 0.00 55.58 1.52 -- - - - - 1.52 36.50 0.00 55.58 1.44 ----- ---- ----- ---- - 1.44 36.60 0.00 55.57 1.36 - - - -- 1,36 36.70 0.00 55.57 1.29 - - - - 1.29 36.80 0.00 55.56 1.23 - -- --- - - 1.23 36.90 0,00 55.56 1.16 - -- - -- --- 1.16 37.00 0.00 55.56 1.10 -- --- - - -- 1.10 37.10 0.00 55.55 1.04 --- - - - ---- 1.04 Continues on next page... 100 yr Page 6 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy-B CuIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 37.20 0.00 55.55 0.99 ---- - - - ---- 0.99 37.30 0.00 55.55 0.94 ----- - - - -- 0.94 37.40 -0.00 55.55 0.89 - - - -0.89 37.50. 0.00 55.54 0.84 - - - 0.84 37.60 0.00 55.54 0.80 ---- -- - - - .0.80 37.70 0.00 55.54 0.76 -- - -- - - 0.76 37.80 0.00 55.54 0.72 - - - --- - 0.72 37.90 0.00 55.54 0.68 - - - - 0.68 38.00 0.00 55.53 0.65 - - - - - 0.65 -381.0 0.00 55.53 0.61 - -- - - -- 0.61 38.20 0.00 55.53 0.58 - - - - 0.58 38.30 0.00 55.53 0.55 - - - - - 0.55 38.40 9_0-0 55.53 0.52 - ----- -- - - 0.52 38.50 0.00 55.53 0.49 - - - - - 0.49 38.60 0.00 55.52 0.47 - - -- - -0.47 38.70 0.00 55.52 0.44 - - - - - 0.44 38.80 0.00 . 55.52 0.42 - - - - - 0.42 38.90 0.00 5552 0.40 - - -- - 0.40 39.00 0.00 55.52 0.38 - -- - - - 0.38 39.10 0.00 55.52 0.36 - ---- -- -- -- 0.36 39.20 0.00 55.52 .0.34 - - - -- - .0.34 39.30 0.00 55.52 . 0.32 - -- - - - 0.32 39.40 .0.00 55.52 0.31 - 0.31 39.50 0.00 55.52 0.29 - ---- - -- - 0.29 39.60 ADO 55.51 0.27 - - -- - ---- 0..27 39.70 0.00 55.51 0.26 - -- -- -- -- 0.26 39.80 ..0.00 55.51 0..25 - - - 0.25 39.90 0.00 55.51 0.23 - - -- - - 0.23 40.00 0..00 55.51 .022 --_ ___ - _____ ____ 1122 40.10 0.00 55.51 0.21 ---- - -- - -- 0:21 40.20 0.00 55.51 --0:20 - - - 0.20 40.30 0.00 55.51 0.19 ----- - - - - 0.19 40.40 0.00 55.51 DAB --- - - ----- - 0_18 40.50 0.00 55:51 0.17 - ----- -- - --- 0.17 40.60 0.00 55.51 0.16 - - 0.15 40.70 0_00 55.51 0.15 -- -- ----- - -- 0.15 40.80 D_00 55..51 0.14 - - -- -- ----- 0.14 40.90 0.00- 55.51 0.14 _ - - - -- - 0.14 41.00 0.00 55.51 0.13 - - - - 0.13 41.10 0.00 55.51 0.12 - - - -- - 0.12 41.20 0.00 55.51 0.12 - - --- ---- -- 0.12 41.30 0.00 55:51 0.11 -- -- - --- -- 0.11 41.40 0.00 55.51 0.10 - - 0.10 41.50 0.00 55.51 0.10 -- - ---- - - 0.10 41.60 0.00 55.50 .0.09 --- ----- ---- ---- - 0.09 41.70 0.00 55.50 0.09- - -- - -- 0.09 41.80 - 0:00 55.50 0.08 - --- -0.08 41.90 0.00 55.50 0.08 - - - -- - 0.08 42.00 0-00 -55.50 0.08 --- ----- ----- -- --- 0.08 42.10 Q.00 55.50 0.07 --- - ---- ----- --- 0.07 Continues on next page... 100 yr Page 7 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (Cfs) (ft) (cfs) (cfs) (Cfs) (cfs) (cfs) (cfs) (cfs) 42.20 0.00 55.50 0.07 --- - - - - 0.07 42.30 0.00 55.50 0.06 - - - - ---- 0.06 42.40 -0.00 55.50 0.06 - - - - - .0.06 42.50 0.00 55.50 0.06 - - - - ---- 0.06 42.60 0.00 55.50 0.06 --- -- - - - 0.06 42.70 0.00 55.50 0.05 - - - -- -- 0.05 42.80 -0.00 .55.50 0,05 - - - - - -0,05 42.90 0.00 55.50 0.05 --- - - - - 0.05 43.00 0.00 55.50 0.04 - - - - -- 0.04 43.10 0.00 55.50 0.04 - -- - - - 0.04 43.20 O.DO 55.50 0.04 - - - - -- -0.04 43.30 '0.00 55.50 0.04 - - - -- - 0.04 43.40 0.00 55.50 0.04 -- -- - - - 0.04 43.50 0.00 55.50 0.03 - - -- - 0.03 43.60 _D.00 55.50 .D.03 -- -- - - - -OM 43.70 ' 0.00 55.50 0.03 - -- - -- - 0.03 43.80 0.00 55.50 0.03 - - - - - 0.03 43.90 0.00 55.50 0.03 - - --- - -- 0.03 44.00 0-00 .55.50 .0.03 - - - - _0M 44.10 0.00 55.50 0.02 -- --- - -- -- 0.02 44.20 0.00 55.50 0.02 -- - -- - - 0.02 44.30 0.00 55.50 0.02 - - - - 0.02 44.40 .0.00 55.50 0.02 ---- - - - - D.02 44.50 0.00 55.50 0.02 --- -- - ---- - 0.02 44.60 0.00 55.50 0.02 - - - - - 0.02 44.70 0.00 55.50 0.02 - - - --- -- 0.02 44.80 -0-.00 _.55.50 0,02 -- - _- - --- 0..02 44.90 0.00 55.50 0.02 - --- - -- - 0.02 45.00 0.00 55.50 0.02 - - -- --- - 0.02 45.10 0.00 55.50 0.01 -- - - -- - 0.01 45.20 D.DO 55.50 _0.01 - - - - --- 0.0.1 45.30 0.00 55.50 0.01 -- -- ---- --- - 0.01 45.40 0.00 55.50 0.01 ---- - -- -- 0.01 45.50 0.00 55.50 0.01 - --- - - - 0.01 45.60 0^00 -55.50 -0-01 - - - - -0 01 45.70 q.00 55.50 0.01 - - -- --- -- 0.01 -End 36 - Reservoir - 100 Yr - Qp = 9. 74 cfs 60 ; i i 501 I 40 ` In i Q 30 I ' 20 10 ' ! out j I o 0 10 20 30 40 50 Time (Hrs) 36 - Reservoir - 100 Yr - Max. El . = 57 . 56 f 58 . 0 , 57 2 56. 4 ; Clev (ft) i 55. 6 54 . 8 ' i I 54 . 0 i 0 10 20 30 40 50 I Time (Hrs) j Output Technologies Site Compliance Punchlist for Certificate of Occupancy • Temporary drainage pipe in northwest corner of existing drainage swale to be removed and swale re-graded to original condition. • Mylars for site plan modifications need to be filed per 2/26/99 PZC approval letter. • Deed for 20 ft. utilities easement in favor of DST Realty and the Town of South Windsor must be filed. • Show outline of drainage swale to retention pond or provide contour lines. %C;VIM Lj'x),C-.S V:ce IDV.Ai,JA6& 36JA(.E AAV MAMJTloa VoNr> • Emergency discharge structure/pipe for retention basin should not be shown on as- built plan as it was not built. • 10" d.i.p. outlet near access road (near location of old 18" c.m.p.) should be labeled and invert provided. • Drainage at entrance drive from Rte. 30 is incorrect—there are no catch basins on Ellington Rd. The two catch basins on the return curves to the entrance drive were tied into the existing storm drain pipe. • Label gas service line on sheet 3 of 3. Output Technologies Site Compliance Punchlist for Certificate of Occupancy General • Show north arrow on plans. • Iron pins as designated on plans must be set prior to issuance of C.O. • Additional topo required west a50 south of building. Show spot grades around building and in parking area. a14 -ro mxe"=ico 4?v1J0 v2 Q(ia�`JiD'� Co�rt�.I(c. C.Iiuf.S Sanitary Sewer • As-built of sanitary sewer to Burnham Street required Modify as-built of sanitary lateral to building per attached contractors sketch.✓ / • Locking manhole covers for sanitary sewer—gaskets and bolts need to be installed.✓ • Deed for 20 ft. utilities easement in favor of DST Realty and the Town of South Windsor must be filed prior to issuance of C.O. Storm Drainage • Letter from J.E. Dunn Construction required regarding function of roof drain overflows along south side of building. • Inverts of storm drains at building required.✓ • As-built plan should show existing 12" RCP and drainage swale into existing catch basin on Rte. 30 near snet pole#2262. ✓ • Inverts @ endwalls in drainage swale required • Emergency discharge structure/pipe for retention basin has not been constructed.✓ � sum► • 10" d.i.p. outlet near access road (near location of old 18" c.m.p.) should be indicateds� ,,�, �� on plan with invert. LAC*4— w1JA11)9f-r qqN • Drainage at entrance drive from Rte. 30 is incorrect—both structures are tied into the existing storm drain system. This should be checked in the field. C,6 s v. 946,,4r_re,>f� s":,40 rL • Access covers to the cle nouts on the sediment catchbasins should be exposed for maintenance access. • Drainage Swale: • Loose hay should be removed from the Swale • The northern edge of the plunge pool needs to be built up with stone to slow storm flows exiting the pool. • Storm water is passing around the sides of the existing stone check dams within the swale. The sides of the check dams should be extended up the sides of the swale at least 12" higher than the center of the dam and flared toward the uphill side. • The slope failure at the northern end of the Swale needs to be repaired. • Accumulated sediment in the bottom of the Swale should be removed. • A stone check dam needs to be placed at the juncture of the old drainage ditch and the swale. 0 The open area east of the building needs to be seeded and stabilized. • It appears that a drainage ditch is being constructed to drain the eastern area into the main drainage Swale. A detail of the ditch needs to be provided which should include, profiles, temporary and permanent stormwater control measures, and a stabilization plan. Utilities / • Water lines to all hydrants should be shown on plans./ • Label gas service line on all plans. L^P14 e,^, sAjrA;r 3 a ►ZV j jf-C> 91 LAnJ And Pt—XC> p U L-'6C> LmjD S s vAf 6A E� ati.J�� IfSE Fif7�fJ . E'?'�c�zS� '�)( � e��J 6(T 191 V W67 P,I. M/1S si- r ��►cati�a n� -.� F �I ���� PAC, AF(WAL- t rrr R- o ��MRaR-�� DR-AiNRP�f� Q(�f� �n� No�'CN£-/+s-� caR_1.��.. �F— �X�s'c►.'� ���,vA<�k., svnl.��C:� 6r. ANn swAUL • - • A 1 i • _ � .� � /.r��_ r \��i��� daub �� ♦ ��•� � -.�j��1 ��� ��� I � � � _ — �.���� � �� a w �, _- A �- � .��- -� 1r� ��1=�•Au :� �►: f� rr � .�111r �� !,� ��� . . I�IIp nil ��� t-.��I��U�►� J�. � a- ,� . . � , . = - ® � . • - • • • � • � ^ .. / / \ / \ ' / / � ^ m i •R •J �� -ems .. WWI W— I r , .ram- -��' �►, a •t SED BUILDING ••• • ..•- "`. .ear--- .—,. ��� ` , :a OP -. N/F- � L10SEPH W XNES JJ_r 9.7 To o ao Mace • - /O J � «lY 1(YLr IS.wp / 00 � srsm �. PROPOSED RETENTION ARE � 3.3f ac. « «X,tp� 1 3' !12 «,r,w,E 56.42 f '� ,�•� r C-CUT { C-CUT ♦ _. -. ---.- « 9-5 F l a i ♦ «•acts !7 A MCIa.• PROP BUILDING •� 160,00 f Sq.ft. r- a 1 / i ♦ / / 0 � N/F lV/F ,. Jj,� B/DWELL .q CRES, INC. BORING LOCATION PLAN •IX Mf Mat A-, Y r' •aa¢v Mac f - t DST Realty Project `t Ellington Road NIF South Windsor, Connecticut. MEYER GA GE COMPAN Y, INC Scale: V = 100' August 1998 Cm cr . Dr. Clarence Welti, P. E., P. C. - • WWI � " . NVAA I* #AO I � �AIR[ ` , • r _ Ad& PROPOSE1111, BUILDING ,Mrs ! � ♦ 0 10 I I� i • � s t s 1 � ee � *fir � a. • '. NV=54. O #26 \ \ SED.CB 80 Tr- _ P \\ INV_=5500 CB 0 �A�RCR TF=59.50 V=54.75 O 3 CB#38 3 6 56.33 \ IN6V. .68 CB15 `l •1 =60.20 TRAPR M TYP.) TF8-S0.40 NV.IN=54.92 o TO ELE.. .0 ` INV67 _0 INV=56.26 30 CBf7 rWF=59- INY=55.5 V=54.19(15-) � O 5. , i NGE POOL G ' TF 9.75 AP HOOD TB 60.95 INV- TRAP HOOD CB=55550 INV=56.6 O V- .507 - _s1 O #9 O 6 O DRAINAGE REVISION (5/10/99) INV657. O 1-5 D58.75 - ONV=54. 1 5427 SCALE: 1"=6D' 9 V=54.79 O15 UPSTREAM DOWNSTREAM '^ STORM 817 # P 1D STRUOCTURE STRUCTURE PIPE INFORMATION f3 =ss.�o O '^ CBft IN CB#1 78 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#2 CCB'/y�155 OOD IN=59 5 CB#2 84 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#4 n C B TF=6020 C8118 CB#3 14 LF-15" PERFORATED ADS N-12 00.005 FPF CB#4 INV=57.2 f2 INV=550 INv=Ss.t NVS5525 CB#3A 72 LF-15" PERFORATED ADS N-12 0 0-005 FPF CB#3B T>B s 5 C8#36 70 LF-15" PERFORATED ADS N-12 0 0.005 FPF C8#3 INV= 85 1160.50 18 CB#4 68 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#5 1 =56.28 CB 0 CB#5 78 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#7 14 19 TF=CB 50 CB#6 12 LF-15" PERFORATED ADS N-12 0 0.076 FPF CB#7 C13/jID 8INV=5 . -rF=st.00 CB#7 72 LF-15" PERFORATED ADS N-12 0 0.005 FPF C8#8 INV=57.35 - C13119 W/TR - CB#8 76 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#9 •n TF=59.0 INV.=54.85 ( _ INV.55.10(i CB#10 30 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#11 1Nv=5s.D CB#11 70 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#12 CB#12 70 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#13 TTR58.75 •''�i"`"' CB#13 66 LF-15" PERFORATED ADS N-12 00.005 FPF CB#15 INv=57.50 PA T 68#14 14 LF-15" PERFORATED ADS N-12 0 0.008 FPF CB#15 CB#15 66 LF-15" PERFORATED ADS N-12 00.005 FPF CB#l6 CB#16 66 LF-15" PERFORATED ADS N-12 00.005 FPF CB#17 CB#17 90 LF-15" PERFORATED ADS N-12 00.008 FPF CB#9 �_5H.20 CB#9 84 LF 18" PERFORATED ADS N-12 0OA06 FPF BASIN INV=55J BLDG./TD#1 88 LF-15" PERFORATED ADS N-12 00.010 FPF CB#19 CB#18 30 LF-15" PERFORATED ADS N-12 00.005 FPF CB#19 CB#19 39 LF-18" PERFORATED ADS N-12 00.005 FPF CB#20 BLDG./TD#2 118 LF-18" PERFORATED ADS N-12 00.005 FPF CB#24 CB#24 94 LF-18" PERFORATED ADS N-12 0 0.005 FPF CB#22 CB#22 128 LF-18" PERFORATED ADS N-12 0 0.005 FPF CB#20 CB#20 126 LF-24" PERFORATED ADS N-12 00.005 FPF CB#28 COW t x; PAVEWDn C8#28 17 LF-24" PERFORATED ADS N-12 0 0.005 FPF RET. BASIN 24 TMF#2 1 CB#27 26 LF-15" PERFORATED ADS N-12 0 0.0075 FPF CB#26 INv=57.50(8") �. Wl24 TF=59.50 CB#26 15 LF-15" PERFORATED ADS N-12 0 0.033 FPF ENDWALL .:�- _•-•4• INV=56.00(18") - INv=56.6 CB#29 145 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#30 :- V� t io CB#30 18 LF-18" PERFORATED ADS N-12 0 0.0138 FPF RET. BASIN MAP REFERENCE: 1. SITE PLAN, PROPERY SURVEY RESURVEY PREPARED FOR PROPOSED 75 LF `E DST REALTY, INC., 125 ELLINGTON ROAD, SOUTH WINDSOR, 18" ADS S=0.5% CONNECTICUT, BY DESIGN PROFESSIONALS INC. SHEET 4 OF 10 SCALE 1"=40' DATE: 8/7/98 REV TO 2/3/99. / 0 NOTES: 58 1. THIS MAP WAS PREPARED FROM RECORD RESEARCH, OTHER MAPS, LIMITED FIELD MEASUREMENTS AND �G� < a f�� ' / / --56 THER SOURCES. IT IS NOT TO BE CONSTRUED PROPERTY/BOUNDARY AS OR LIMITED PROPERY/A / / 9 C)"J� / \ ''— 54 BOUNDARY SURVEY AND IS SUBJECT TO SUCH / —52 FACTS AS SAID SURVEYS MAY DISCLOSE. ��J' C N 2. ELEVATIONS WERE FIELD VERIFIED. E�D j LARED W CDT 1�H 50 59�b, /N F' I EXISTING POND SE THIS SURVEY AND MAP HAS BEEN PREPARED IN ACCORDANCE WITH SECTIONS 20-30OB-1 THRU 20-3008-20 OF THE REGULATIONS OF CONNECTICUT STATE AGENCIES — "MINIMUM STANDARDS FOR SURVEYS AND MAPS IN THE STATE OF CONNECTICUT" AS ENDORSED BY THE CONNECTICUT ASSOCIATION OF LAND SURVEYORS INC. THIS PLAN WAS COMPILED a ui O FROM OTHER MAPS RECORD RESEARCH AND/OR OTHER SOURCES OF INFORMATION. IT IS NOT TO BE CONSTRUED AS HAVING BEEN OBTAINED AS THE RESULT OF A FIELD SURVEY, AND IS SUBJECT TO SUCH CHANGE AS AN ACCURATE 47 FIELD SURVEY MAY DISCLOSE. /` TO THE-BEST WLEDGE AND BELIEF THIS MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON. 12882 ,/�'�f/!{,r�-q tl P't�-•�giliggqq,6 RICHARD P. MARTEL LIC. No. 1.UNLESS OTHERWISE NOTED.EXISTING UTILITY REVISIONS ■ � COMPILATION PLAN PREPARED FOR SHEET LOCATIONS AS SHOWN ARE BASED ON GRAPHIC SCALE ■ 860 291—875$ GE `+bR Il AVAILABLE INFORMATION.ALL EXISTING UTILITIES 40 0 20 40 esign DST Realty ����.s,�If17�WL��� SHOULD TI FIELD ARE PRIOR D CONSTRUCTION. Porofessionals, I�'1C•0' ALL UTILITIES ARE TO BE STAKED WI THE FlELD BY A LICENSED UND SURVEYOR PRIOR TO - Il�p �9ne��M®� ®�� OF CONSTRUCTION. - �Jll � LL DRA NN BY- RLH „qg ma: m5. 3.THIS PUN IS INVALID UNLESS IT BEARS THE 1 4116101 RENSIONS - civil engineers • planners • SUNCj�Or3 • f)IS 1 inch 40 feet IMPRESSION SEAL AND ORIGINAL SIGNATURE OF THE PROFESSIONAL ENGINEER/SURVEYOR. NO. DATE DESCRIPTION BY - - 165 south satellite road, south Windsor, connecticut 06074 SOUTH WINDSOR CONNECTICUT CHELYCED BY.- RPM DA 7E.- 01/128/01 - NV=54. O B#26 O SED,C6 BD 11-=58.50 W47FR P '1 INV.55.00 CB 30 CBS 6VR TF=59.50 V.=54,75 O3 T�F60.so 3 ,(0 CB#38 INV=56.33 /�•\\ 10 .68 CB#5 TO ELEV. .OM TIP.) . V TF=60.20 _ CB# C#60.40 NV.IN=54.92 3A co INV 61 05 INV-56.26 r\ ' 7 TF=59.7 V=54.19(15") O INV=55.5 NOE POOL CB TF 9.75 AP HOOD 00 CB#2 INV- . 5 TF-5 7F=60.95 TRAP HOOD -55.50 INV=56.6 O = .50 O V 7 6 � #s cB}'2e DRAINAGE REVISION (5/10/99) 61.5 O ED.CB W/TRAP H�� " =58.75 SCALE: 1 =60' INV=57. TF=60.50 ONV=54.54(1 V=54.79 F.L=54.27 9 O15 UPSTREAM DOWNSTREAM 17 STORM STORM .n fB P O STRUCTURE PIPE INFORMATION STRUCTURE 13 a t=59.50 CB#1 78 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#2 = �' CB is CB=59 5 IN V CB#2 84 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#4 '� tt W 602o ODD INV= 1a CB#3 14 LF�15" PERFORATED ADS N cB# -12 0 0.005 FPF CB#4 12 = 0.50 INV=56.1 TF=58.5 •� INV='.2 INV=5 NV=55.25 CB#3A 72 LF-15" PERFORATED ADS N-12 0 0..005 FPF CB#3B TF=6 5 138#313 70 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#3 INV= 85 18 CB#4 68 LF-15" PERFORATED ADS N-12 0 O,OD5 FPF CB#5 11 60.50 `^ I =56.28 CB 20 CB#5 78 LF-15" PERFORATED ADS N-12 @ 0.005 FPF CB#7 •^ 19 TF=CB50 CB#6 12 LF-15" PERFORATED ADS N-12 0 0.076 FPF CB#7 CB#10 f0 14 INV=5 . CB#7 72 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#8 -C INV 57.35 CB#i9 W/TR 0 CB#8 76 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#9 TF=59.0 INV-54.85 INV.=55.10(1 CB#10 30 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#11 INV=56.0 _ ;�j CB#11 70 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#12 CB#12 70 LF-15" PERFORATED ADS N-12 @ 0.005 FPF CB#13 798.75 %+•'''•� CB#13 66 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#15 INV=57.50 PA T CB#14 14 LF-15" PERFORATED ADS N-12 0 O.DO8 FPF CB#15 CB#15 66 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#16 C8#16 66 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#17 C8#17 90 LF-15" PERFORATED ADS N-12 0 0,008 FPF CB#9 CB#22 TF-59.20 CB#9 84 LF 18" PERFORATED ADS N-12 0 0.006 FPF BASIN INV=55.7 BLDG./TD#1 88 LF-15" PERFORATED ADS N-12 @ 0.010 FPF CB#19 OC8#18 30 LF-15" PERFORATED ADS N-12 0 0.005 FPF CB#19 CB#19 39 LF-18" PERFORATED ADS N-12 0 0.005 FPF CB#20 i BLDG./TD#2 118 LF-18" PERFORATED ADS N-12 0 0.D05 FPF CB#24 CB#24 94 LF-18" PERFORATED ADS N-12 0 0.005 FPF CB#22 CB#22 128 LF-18" PERFORATED ADS N-12 @ 0.005 FPF CB#20 CB#20 126 LF-24" PERFORATED ADS N-12 @ 0.005 FPF CB#28 • ••• PAVEMENT CB#28 17 LF-24" PERFORATED ADS N-12 @ 0.005 FPF RET. BASIN comp t TD#2 1 w CB#27 26 LF-15" PERFORATED ADS N-12 0 0.0075 FPF CB#26 TF=58.75 INV=57.50(8") �. C#29 50 CB#26 15 LF-15" PERFORATED ADS N-12 0 0.033 FPFTF= ENDWALL '•` •t INV=56.00(1B`) .N CB#29 145 LF-15" PERFORATED ADS N-12 ® 0.005 FPF CB#30 INV=56.63 CB#30 18 LF^•18" PERFORATED ADS N-12 @ 0.0138 FPF RET. BASIN •'R•�:ri` CRETE PAVEMENT t � J: