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Home My WebLink About4 Development Permit 237 Two Lincon Place Subd.STORMWATER DRAINAGE ANALYSIS FOR : "TWO LINCOLN PLACE" SUBDIVISION LINCOLN AVENUE COLLEGE STATION, TEXAS DAVID S.CARMARDO · ·. · . ·1 ~ · ._ · • •· .. , ; ,· ' t \ r, ;f 1 111."F .. M. 2818 : . .~ , : ,•. ' ' . ' ' . : J .. I • 'f~. BRYAN,.TEXAS 77805 ''<· . . . ··~ ·.•. •, BY: M. L. HAMMONS, P.E. 1700 KYLE SOUTH COLLEGE STATION, TEXAS STORMWATER DRAINAGE ANALYSIS TWO LINCOLN PLACE SUBDIVISION COLLEGE STATION, TEXAS I, M. L. Hammons, P.E., as Engineer for site grading and drainage of this development site, by seal and signature, certify that this analysis and the resultant facilities design, to the best of my knowledge and intent, are in compliance with the City of College Station • • • • • • PROPOSAL I I I SUBDIVISION DRAINAGE TWO LINCOLN PLACE SUBDIVISION : 1.0 INTRODUCTION The owners of 2.37 acres of land, identified by drawings included herewith, propose platting as "Two Lincoln Place" subdivision. The subdivision is for single family housing use. Subdivision is into 12 lots, all facing Lincoln Avenue. An easement for stormwater drainage has been established on this tract and the adjacent Henton Subdivision tract for the natural drainage ditch that crosses this property and is to be rerouted within the subdivision. Illustration 1.1, page 7, herein, depicts the site location. 2.0 SITE This subdivision is 2.37 acres with 600+ feet of frontage along Lincoln Avenue . It is presently undeveloped, with grass coverage and a few trees. 2 .1. SITE TOPOGRAPHY This site is situated at the crown of a gently sloping hill with stormwater runoff split toward two directions. As shown by Figure 1.1, page 8, stormwater runoff is toward the northeast and the west. The northerly runoff is sheet flow onto adjacent property. The westerly runoff is sheet flow into an existing natural ditch which concentrates the flow into a 48" RCP discharge pipe, thence downstream through "One Lincoln Place" subdivision. No drainage from this tract is onto Lincoln Avenue and no drainage from Lincoln Avenue is onto this tract. 2.2 DRAINAGE BASIN Illustration 2.1, page 7 A, locates this site on the City of College Station drainage map. F.l.R.M . maps indicates no 1 oo year flood plain within the site or eminently near the site. According to the City of College Station Drainage Policy and Design Standards stormwater management is required through the 100 year rain storm event frequency. 1 3.0 PROPOSED STORMWATER DRAINAGE PLAN In order to achieve stormwater control according to Ordinance #1728 , Chapter 13 of the Code of Ordinances of the City of College Station, the following controls are proposed . A. The total post development runoff rate from the 2 .37 acres being subdivided shall not exceed the pre-development runoff rate . B. The post development runoff into the existing 48" R.C.P . drainage pipe shall not exceed the pre development runoff into the pipe C. The post development runoff onto the adjacent property to the northeast shall not exceed the pre development runoff rate to the same area. D. Runoff control shall be designed for control of the 5, 10, 25 , 50 and 100 year storm event frequencies . E. Construction erosion is to be controlled by silt fences . F. All detention and channel areas are to be grass seeded or sodded . G. All earthwork shall result in ground slopes not to exceed 1' rise/ 4 ' run except where stabilized by rip-rap. 4.0 RUNOFF CAPACITY RESTRAINTS Runoff from this tract is constricted due to a 48" R.C.P. discharge pipe located where the natural storm flow ditch flows onto "One Lincoln Place" subdivision . The partial flow from this tract joins the flow from other upstream runoff, then proceeds through the 48" pipe. Most of the upstream flow, however, is also constricted by a 48" R.C.P . under Lincoln Avenue. Flows determined by Manning's Equation for each pipe follows . By those calculations, the capacity for pipe outflow from the tract exceeds the capacity for pipe inflow into the tract. Inflow: Discharge : Pipe length = 44' Elevation differential = .41' Slope = .41 /44 = . 0093 ft/ft Qcap = 1436 x 8 112 = 138+ cfs . Pipe length = 60' Elevation differential = .64' Slope = .64/60 = .0107 fUft Q = 1436 X S 112 = 148+ cfs cap · 2 5.0 RUNOFF CALCULATION CRITERIA Stormwater runoff rates are calculated according to methods acceptable in the City of College Station DP & DS manual. 5 .1 Peak discharges (pre and post development) are calculated by the Rational Formula (Q = CIA) since : A . The runoff area is less than 50 acres B. The discharge is not of the "primary system" C . The flow being calculated is all overland and street flow as required by the DP & OS manual , section Ill, paragraph 8.2.d ., page 17 . 5 .2 Runoff coefficient (c) is established for the three separate areas of drainage at this tract. By calculating the areas of impervious surfaces and the earth surfaces for each area the "C" factors are: Section 1 . = o .48 Total area = 12,200sf Bldg =2000sf @ . 96 Alley= 0 Drives etc. = 500sf @ . 96 Ground = 9700sf 2500X.96 + 9700X .35 / 12200 = 0.475 Section 2. = 0 .64 Total area = 67 ,300sf Bldgs = 17,000sf Alley = 10, 1 OOsf Drives etc. = 5, 1 OOsf Ground = 35 , 1 OOsf 32200X.96 + 351 OOX .35 I 67300 = 0 .64 Section 3 . = 0 .69 Total area = 22,200sf Bldgs = 5 ,000sf Alley= 6,400sf Drives etc. = 1,200sf Ground = 9 ,600sf 12600X.96 + 9600X.35 I 22200 = 0.69 5 .3 For runoff calculation purposes, the rainfall intensity factor (i) is as calculated from the formulae shown by Figure 111-1. of the College Station DP & OS manua l. 5 yr= 7 .69 3 10yr=8.63 25 yr= 9 .86 50 yr= 11 .15 100 yr= 12.6 All values are based on a time of concentration of 10 minutes . 6.0 RUNOFF CALCULATIONS As shown by Figure 1.1, the runoff from this tract is divided into three runoff sections . Section 1. is the immediate vicinity of the natural storm flow ditch. Pre- development runoff flow is into the natural ditch . Post-development flow will continue to flow into the natural ditch with no detention. The area is 0 .3 acres . Section 2. is the center section of the tract. Pre-development runoff flow is split with partial runoff into the natural ditch and partial runoff onto adjacent property to the northeast. Post-development runoff shall all be into the natural ditch via stormwater detention routing . The area is 1.56 acres. Section 3 . is the north/northeast end of the tract. Pre-development runoff flow is onto the adjacent property. Post-development runoff flow will continue to the adjacent property, without stormwater detention control . The area of this section is 0.51 acres. Since the area draining onto the adjacent property has been reduce by development grading , the flow rate onto the adjacent property will be no greater than the pre-development flow rate. 6 .1 Calculated pre development flows from the entire tract are : 0 100 = .35 X 12.6 X 2 .37 = 10.45 cfs 0 50 = .35 X 11 .15 X 2.37 = 9.25 cfs 0 25 = .35 X 9.86 X 2.37 = 8 .18 cfs 0 10 = .35 X 8.63 X 2.37 = 7.16 cfs 0 5 = .35 X 7.69 X 2 .37 = 6 .38 cfs Max Flow (0 100 ) to Pipe = .56 X 10.45 = 5.9 CFS Max Flow (050) to Pipe = .56 X 9.25 = 5.2 CFS Max Flow (025 ) to Pipe = .56 X 8.18 = 4.6 CFS Max Flow (0 10 ) to Pipe= .56 X 7 .16 = 4.0 CFS Max Flow (05 ) to Pipe = .56 X 6.38 = 3.6 CFS The total combined post development runoff flow to the natural ditch shall not exceed the 5.9 CFS as calculated here . Some of the allowed 5.9 cfs will be from undetained flow of section 1. and the remainder will be from detention pond outfall from Section 2 . 4 Section 1. post development runoff rates are : Q 100 = .48 X 12 .6 X .3 = 1.81 cfs Oso = .48 X 11 .15 X .3 = 1.61 cfs Q 2 s = .48 X 9.86 X .3 = 1.42 cfs Q 10 = .48 X 8 .63 X .3 = 1.24 cfs Os = .48 X 7 .69 X .3 = 1.11 cfs Therefore, the maximum allowable flow from the detention pond into the natural ditch is : 5.9 cfs - 1.81 cfs = 4 .09 cfs 5.2 -1.61 = 3.59 4.6 -1.42 = 3.18 4.0 -1.24 = 2 .76 3.6 -1.11 = 2.49 Section 2 . pre development runoff data is as shown by Appendix A, pages 9 -13 . Section 2 . post development runoff data is as shown by Appendix B, pages 14-34 . As calculated above, the Q100 pre development flow for the entire tract is 10.45 cfs . Approximately 56% of that amount flows to the natural ditch and the remaining 44% flows onto the adjacent property to the northeast. Therefore the max allowables to the adjacent property are : 0.44 X 10.45 = 4.60cfs 0.44 x 9.25 = 4.07 0.44 x 8.18 = 3.60 0 .44 x 7 .16 = 3. 15 0.44 x 6.38 = 2.81 Section 3 . post development runoff rates are: 0 100 = .69 X 12.6 X .51 = 4.43 cfs Oso = .69 X 11 .15 X .51 = 3 .92 cfs 0 2s = .69 X 9.86 X .51 = 3.47 cfs Q10 = .. 69 X 8.63 X .51 = 3 .04 cfs Os = .69 X 7 .69 X .51 = 2 .71 cfs Maximum Post development flow does not exceed pre development flow. (4.60/4.43) 5 7.0 SITE RUNOFF CONTROL Runoff control is provided for this tract to achieve flow requirements as calculated above. Control is provided by channeling all Section 2. runoff into a detention area to be constructed along the north of the property, adjacent to an existing "one Lincoln Place" property line fence . Discharge from the detention area shall be by outlet structure designed to control flows at pre described rates according to the various storm event frequencies . Calculations of the detention and outlet structure are by "Haestad Methods", method "T". Detention and release is provided by facilities shown by sheet C-2 of development drawings submitted herewith. 7.1 DETENTION REQUIREMENTS Detention storage volumes are calculated and shown by Appendix C. Stormwater detention routing and the required outlet structure configuration is calculated and shown by Appendix D. 6 I I I SNOll '11:1lSn111 , JI.___ --R-AN-oAL_L·s__. w ::) z w ·> <( (j) IO PROPOSED <(L__-~-----L-_l_~-~~-x ________ ~ ~------, ---~ w I-LINCOLN STREET w ~ z er:: ::) m I (j) <( 1- (/) z 0 (j) z ::J 2 V C N TY MAP NOT TO SCALE 7 l1LLUSTRATION L1 I I I I ' I l \ A VM~llV d '~-, ~ '~ ~ ........__ CITY DRAINAGE BASIN MAP LEGEND BASIN R E FERE N C E NUMBER D RE GU LATORY C HANNEL REACH ES f+ 0 -+j PRIMAR Y DR AIN A G E SYSTE M SECONDARY DRA I NA GE S YSTEM BA S IN BOUNDARY SU B-BASIN BOUNDARY 0 !I: 7 A I / I I j, , \ --~--- ILUJSTRATIOO 2.1 I FIGURES I I I CD .,, -G) c ::0 m - \\ \u.Jo I l Nc...0 1 ,, (\ 1--'-1\l '--\VE:"-. -==sc~~MAct"c ST01LW1WA-(e-tl-MANA;~&MEfi/' I I I V XION3ddV Quick TR -55 Ver .5 .44 Executed: 06:28:2 9 S/N :l 315430080 06 -12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. 'C' 10.00 0.350 g RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 7.700 Total acres 1. 56 Peak Q (cf s) 4.20 Qu ick TR-55 Ver .5 .44 Ex ec u te d : 06 :2 8:29 S /N:l 3 1 5 4 30080 0 6-1 2 -1 9 94 TWO LINCO LN PLACE PRE DEVELOPEMENT CONDITIONS ' * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. 'C' 10.00 0.350 10 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.350 8.600 Total ac re s 1. 56 P e ak Q (cfs) 4.70 Quick TR-55 Ver.5 .44 Executed : 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C ' GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. 'C' 10.00 0.350 11 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C ' in/hr 0.350 9.900 Total acres 1. 56 Peak Q (cfs) 5.41 Quick TR-55 Ver .5.44 Executed: 06:28 :29 S/N:1 3 1 5 4 30080 06-12 -1 994 TWO LINCOLN PLACE PRE DEVEL OPE MENT CONDITIONS ' * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where : Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. 'C' 10.00 0.350 12 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 10.900 Total acres 1. 56 Peak Q (cfs) 5.95 Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:l315430080 06 -12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. 'C' 10.00 0.350 13 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.350 11.600 Total acres 1. 56 Peak Q (cf s) 6.33 APPENDIX B I I I APPENDIX C I I I REQUIRED STORMWATER STORAGE VOLUME: Peak Run-off into detention pond (C=.64 & A=1 .54) 5 yr 7 .58 cfs 1 O yr 8.51 cfs 25 yr 9. 72 cfs 50 yr 10 .99 cfs 100 yr 12.42 cfs Required Storage Volume f or peak run-off [based on total area of College Station triangular hydrograph from onset (0) to peak flow (peak flows shown above)]. 5 yr = 7 .58 X 600 X .5 = 227 4 cf 10 yr= 8.51 X 600 X .5 = 2553 cf 25 yr= 9.72 X 600 X .5 = 2916 cf 50 yr= 10.99 X 600 X .5 = 3297 cf 100 yr= 12.42 X 600 X .5 = 3726 cf 14 PO ND-2 Vers i o n: 5.15 S/N: 12951 3 0055 TWO LINCOLN PLACE CALCULATED 06-12-1994 09:02:07 DISK FILE: C:\PONDPACK\SCAR .VOL Planimeter scale: 1 inch 1 ft. * Elevation (ft) Planimeter (sq. in.) Area (sq.ft) Al+A2+sqr(Al*A2) (sq.ft) Volume (cubic-ft) Volume Sum (cubic -ft) 301.00 301.50 302 .00 302.50 303.00 303.50 304.00 304.50 305.00 0.00 470.00 850.00 1,325.00 2,360.00 3,400.00 4,450.00 5,500.00 6 ,880.00 0 470 850 1 ,325 2,360 3,400 4,450 5,500 6,880 0 470 1,952 3,236 5 ,453 8,593 11,740 14,897 18,531 0 0 78 78 325 404 539 943 909 1,852 1,432 3,284 1,957 5,241 2,483 7,724 3,089 10,812 2 IA= (sq.rt(Areal) + ((Ei-El)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 Ei Areal,Area2 IA Closest two elevations with planimeter data Elevation at which to interpolate area Areas computed for El, E2, respectively Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELl, EL2, respectively Volume Incremental volume between ELl and EL2 1 5 APPENDIX D I I I Outlet Struct u re File: SCAR P OND -2 Version: 5.15 Date Executed : .STR S/N: 12951 30 055 Time Executed : *********************************************** TWO LINCOLN PLACE 8 11 DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cf s) Contributing Structures --------------------------------------------- 301.00 0.0 1 301.25 0.2 1 301.50 0.5 1 301.75 1. 0 1 302.00 1. 3 1 302.25 1. 7 1 302.50 2.0 1 302.75 2.2 1 303.00 2.4 1 303.25 2.6 1 303.50 2.8 1 303.75 3.0 1 304.00 3.2 1 304.25 3.4 1 +2 304.50 5.6 1 +2 304.75 9.3 1 +2 305.00 0.0 16 Outlet Struc tu re File: SCAR POND-2 Ve rs ion: 5 .1 5 Date Execu t e d: .STR S /N : 1 295130055 Time Execut e d: *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** Outlet Structure File: C:\PONDPACK\SCAR Planime t e r Input File: C:\PONDPACK\SCAR Rating Table Output Fil e : C:\PONDPACK\SCAR Min. El e v. (ft) = 301 Max. Elev . (ft) = 305 .STR .VOL .PND Iner. (ft ) Addit ional elevations (ft) t o be included in tabl e: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure CULVERT -CR WEIR -VR No. 1 2 Q Table -> -> Q Table 1 2 Outflow rating table summary was stored in file: C:\PONDPACK\SCAR .PND 1 7 .25 Outlet Structure File: SCAR POND-2 Version: 5 .15 Date Execute d: .STR S/N: 1295130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8 11 DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** >>>>>> Structure No. 1 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev. (ft)? E2 elev. (ft)? Diam. (ft)? Inv. el.(ft)? Slope (ft/ft)? Tl ratio? T2 ratio? K Coeff.? M Coeff.? c Coeff.? Y Coeff.? Form 1 or 2? Slope factor? 18 301 305.00 .667 301 .001 .519 .64 .0289 .9 2 -0.5 Out l e t Stru c tu re Fil e: SC AR .STR PO ND -2 Ve rsi o n: 5.15 Date Execut e d: S/N : 1 295 1 300 5 5 Time Executed : *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** >>>>>> Structure No . 2 <<<<<< (Input Data) WEIR -VR Weir -Vertical Rectangular El elev . (ft) ? E2 elev. (ft)? Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed 1 9 304 .2 3 305 3.0 304.23 5 (C/S)? S Outlet Struct ure File: SCAR POND-2 Versi on: 5.15 Date Executed: .STR S/N: 12951 30055 Time Executed: *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** Outflow Rating Table for Structure #1 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 305.00 Q (cfs) 0.0 0.2 0.5 1. 0 1. 3 1. 7 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.3 3.5 3.6 0.0 Computation Messages No headwater Equ.2: HW =.25 Equ.2: HW =.5 Equ.2: HW =.750 Submerged: HW =1.0 Submerged: HW =1.25 Submerged: HW =1.5 Submerged: HW =1.75 Submerged: HW =2.0 Submerged: HW =2.25 Submerged: HW =2.5 Submerged: HW =2.75 Submerged: HW =3.0 Submerged: HW =3.25 Submerged: HW =3.5 Submerged: HW =3.75 E = or > E2=305.00 Used Unsubmerged Equ. Form (2) for elev. less than 301.77 ft Used Submerged Equation for elevations greater than 301.91 ft HW=Headwater (ft) Transition flows interpolated from the following values: E1=301.77 ft; Ql=l.O cfs; E2=301.91 ft; Q2=1.14 cfs 20 Outlet Structu re File: SCAR POND-2 Version: 5 .15 Date Ex ecuted: .STR S/N: 12 95130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8 11 DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** Outflow Rating Table for Structure #2 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 301.00 0.0 E < Inv.El.= 304.23 301.25 0.0 E < Inv.El.= 304.23 301.50 0.0 E < Inv.El.= 304.23 301.75 0.0 E < Inv.El.= 304.23 302.00 0.0 E < Inv.El.= 304.23 302.25 0.0 E < Inv.El.= 304.23 302.50 0.0 E < Inv.El.= 304.23 302.75 0.0 E < Inv.El.= 304.23 303.00 0.0 E < Inv.El.= 304.23 303.25 0.0 E < Inv.El.= 304.23 303.50 0.0 E < Inv.El.= 304.23 303.75 0.0 E < Inv.El.= 304 .23 304.00 0.0 E < Inv.El.= 304.23 304.25 0.0 H =.02 304.50 2.1 H =.27 304.75 5.6 H =.52 305.00 0.0 E = or > E2=305 C = 3 L (ft) 5 H (ft) Table elev. -Invert elev. ( 304.23 ft ) Q (cfs) = C * L * (H**l.5) --Suppressed Weir 2 1 STORMWATER DETENTION ROUTING: Available Pond Volumes (pond shown by attached drawings). Elev . " " II " " " " " Elev . Pond Elevation/ Calculated Flow Rates/ Allowable Flow Rates (At prescribed storm events, based on pond & outlet shown by enclosed drawings) Event 5 yr 10 yr 25 yr 50 yr 100 yr Elevation '3 0.,. 1.5" '3 o-g " "l 5" '3 .Y 3, ~1 30?. ~o ?173 . & \ Cale. flow rate (sheet attached) ·z,; Cf S 2,.,(, •• Z , 7 .. 2 ,6'" z .1 c.v s 2 2 Allow flow rate (sheet attached) 5 yr 2.49 cfs 10yr 2.76cfs 25 yr 3 .18 cfs 50 yr 3 .59 cfs 100 yr 4.09 cfs r rRECE1VED M, ~ 1 7 ~111 McCORD ENGINEERING, INC. -------------------------------------------- I :_____ Mr. Ray H ens Electric 'D smission & Distrib . 'io n Superintendent City o College Sta ti on P.O. ox 9960 RE: Two Lincoln Place May 16, 1994 Electric Distribution Service/Street Lie:h ting Layout Dear Ray: In accordance with your request, we have prepared and are enclosing herewith for your review and use five (5) copies of an Electric Distribution Service /Street Lighting Layout, one (1) copy of a Bill of Material, and one (1) copy of a Project Cost Estimate for the proposed Two Lincoln Place Development on Lincoln Avenue. A diskette is also enclosed to illustrate the proposed electric and street lighting layout in electronic form for your City's use. Shown on the enclosed electric layout map for this residential development are proposed electric distribution system and service additions to provide electric service to the 12 lots included in this single-family residential development. An underground electric service layout has been proposed to supply electric service to this development, in accordance with the ordinance requirements of your City. Street light pole installations to provide the maximum 300' spacing dictated by your current City policy and lighting at all street intersec tion s and cul-de-sacs have been specified. Additional easements requ i red to provide services to supply the designated street light installa- tions are also shown on the street lighting plan sho wn on the enclosed electric layout drawing . In accordance with the new polic y of your City, the Developer is responsible for reimbursing your City for 20 % of the total estimate d cost of electric service installation, including labor, materials , and the stand ard fee percentag es for engineering and overhead cost. We compute that the 20 % cost contribution required for the Two Lincoln Place amounts to $1,906.60. This cost was calculated based on a total electric service cost estimate of $9,533.00. The total electric service cost estimate developed for this project includes on standard allowance of 30 % to co ve r your City's labor related overhead costs, 7 % for material handling costs, and 8.5 % to cover your City's administrative and engineering costs. ------------------------·----------------·-·- --1· City of College Station May 16, 1994 Page 2 I trust you will find herewith all the infonnation required. If not, or if questions arise, please do not hesitate to advise. JDM/mw Enclosures cc: Yours very truly, McCORD ENGINEERING, INC. • ~.~c..Q JimmJMcCord, P.E. President . .. McCord Eng;neer;ng, Inc. 05/04/94 WORK ORDER NO. CS-TSD-6-T.1 CITY OF COLLEGE STATION TWO LINCOLN PLACE -CONSTRUCTION PROJECT COST ESTIMATE COST ($) PER 1 ASSEMBLY LETTER -------------------------CODE ASSEMBLY DESCRIPTION QTY LABOR MAT. TOTAL ----------------------------------------------------------------------- UA3 UG 1 PHASE TERMINAL POLE 1 112.00 135.43 247.43 UD#1/0 URD 1/0 PRIMARY URD CABLE .590 1050.00 1189.00 2239.00 UJ2-6-B BARE SECONDARY CONNECTOR BLOCK 4 15.00 15.54 30.54 UJ2-6-I INSULATED SECONDARY CONNECTOR BL 8 15.00 25. 15 40.15 UG6-25 25 KVA 1 PHASE PADMOUNT 1 256.00 870.63 1126.63 UG7-25 UG 25 KVA 1 PHASE LOOP FEED 3 256.00 871.79 1127.79 UM6-1 LOAD BREAK ELBOW 7 65.00 45.00 110.00 UM6-6 GROUND ROD ASSEMBLY 5 8.00 9.05 17 .05 UM6-10 INSULATED PROTECTIVE CAP 200 AMP 1 10.00 13.91 23.91 UM1-5C CONCRETE TRANSFORMER PAD 4 10.00 59.27 69.27 TOTAL LABOR = TOTAL MATERIAL = TOTAL = LABOR OVERHEAD 30% = MATERIAL HANDLING 7% = TOTAL ENGINEERING & OVERHEAD 8.5% = GRAND TOTAL ROUNDED TO DEVELOPERS CONTRIBUTION 20% = TOTAL COST $ --------- 247.43 1321.01 122.16 321.20 1126.63 3383.37 no.oo 85.25 23.91 2n.08 ---------7678.04 2480.50 5197.54 --------- 7678.04 744.15 363.83 --------- 8786.02 746.81 --------- 9532.83 9533.00 ---------1906.60 McCord Engineering, Inc. CS-TSD-6-T.1 M A T E R I A L CODE ITEM NO. ----------25 c 6 25 d 14 29 Uf z 33 29 Uf z 34 25 j 38 28 Ul so 27 bu 64 25 p 65 28 ae 128 28 af 131 25 ai 150 25 aj 156 28 ap 168 28 bv 218 27 Uhp 230 27 Ugk 232 Uhb 274 28 Uhb 276 hj 298 26 Uj 303 28 Uan 400 27 Uhv 523 25 p 759 28 an 780 28 Uan 822 CITY OF COLLEGE STATION TIJO LINCOLN PLACE B I L L 0 F M A T E R I A L CATALOG MATERIAL DESCRIPTION REF. NO. ------------------------------------5/811 X 12 11 MACHINE BOLT 32002000014 211 X 211 SQUARE \JASHER 32002000031 UTILCO BARE TERMINATOR 28500800006 UTILCO INSULATED CONN •. 28500800007 LAG SCRE\J 1/211 X 411 28504700010 UG EQUIPMENT LOCK 832040 1/0 H-TAP COPPER CONN 28502200003 CONNECTOR COMPRESSION 285022 MOV LIGHTNING ARRESTER 28500300001 100 AMP OPEN TYPE S&C 28502800001 8 1 COPPERWELD GROUND ROD 28503800001 5/811 GROUND ROD CLAMP 28504700025 SMALL HOTLINE CLAMP 28504700027 WRS 152 STIRRUP -28504700079 1/0 LOADBREAK ELBOW 28508200001 1/0 POLE TYPE TERMINATOR 28508200003 URD DUST CAP ASSBLY. 28509500004 URD BUSHING INSERT 28509500006 COMBINATION HANGER POLE 28504700019 STANDOFF POLE TYPE 28504700022 25 KVA PADMOUNT 120/240 28508600031 1/0 URD AL. PRIMARY 28008000001 #6 H3 COPPER CONNECTOR 28502200002 TRANSFORMER GROUND LUG 28502200026 CONCRETE TRANSFORMER PAD 21001700001 May 4,1994 WORK ORDER NO. ---- TOTAL UNIT TOTAL QTY. COST $ COST $ -----------------------1 .67 .67 2 .15 .30 4 15.54 62.16 8 25.15 201.20 2 .44 .88 4 6.00 24.00 3 1. 74 5.22 4 .29 1.16 1 26.40 26.40 1 39.n 39.n 5 8.33 41.65 5 .n 3.60 1 6.01 6.01 1 4 .36 4.36 7 45.00 315.00 1 24.98 24.98 1 13.91 13.91 8 17.99 143.92 1 5.16 5.16 3 8.44 25.32 4 826.77 3307.08 .590 1189.00 701.51 2 .so 1.00 4 1.30 5.20 4 59.27 237.08 ---------5197.54 --·-·-- ----- ·-·----------- ----· --------·----- ---· ---·--------------------- ----------·----------- ---·--------·--·-··- . ---·-·---·-------- --------·--+---------------·------ II/ /T) ' 0 zl ----,/ ~ ~110 a): -o~J?1)11ou ~~-~-~-- 1 ?JOd-1!1 -!··Cb ~J 0f) ~81J ~ _J, 5/23/94 BRET: 1. All stormwater run-off, except a small amount at the east property line is to drain to the NW corner of the tract where the 48" RCP is located. 2. The developed run-off rate at the NW corner is not to exceed the existing run-off rate even though a larger land area drains to the 48" drain pipe . 3. Detention is by 4 berms (w/conc weir outlets) at the north PL. 4 . To enhance the existing drainage, the flow ditch from Lincoln Street to the 48" pipe is to be enlarged for greater detention potential than at present. 5. Visual signs do not indicate water has risen to level much higher than the wall base. 6. Construction erosion is to be controlled by silt fences. 7 . Permanent erosion is to be controlled by Rip-Rap and grass cover. STORMWATER MANAGEMENT: TWO LINCOLN PLACE SUBDIVISION 5/23/94 The owners of 2.37 acres of land, identified by drawings included herewith, propose platting as Two Lincoln Place subdivision . The subdivision is for single family housing use. Drainage of this tract is to be predominantly to the northwest corner of the property where it is to be discharged through an existing 48" RCP . Site: The subdivision is 2.37 acres with 600+ feet of frontage along Lincoln Avenue. It is nr :"' ntly undeveloped, with grass coverage and a few trees. Present drainage due ural terrain, discharges approximately 1 /2 of the stormwater run-off toward the existing 48" RCP pipe at the northwest corner of the tract with the remaining 1 /2 discharging onto the adjacent land to the east. Drainage: Drainage according to the attached stormwater schematic is proposed. Calculations for run-off and detention are also attached . s TO {l,..Vlf\ \Al A1' en-MA ~AG.evvt8.1 \ Sc~~Artv ---------- -------- ---- ----·-- -----·-- ---------- :~~~~-s !v l ·~~2-·~ -=-b ::s:~~~Cj_ vi:an mi J '( == --z '_l --~~ [ .. _s-,,·_ -d.~?-i;L~1 c 0°•(T ----- ?tf Lf 'Z ------ ~ -"Z 0 . \ x () r::-' *{:)-~ ----i'~l ~ 2£'/x n '2 l -x 0 d) ~ ~ t. ' 2. -:: ~ c:r7J . -----------\-------rr: : \ -0 l . v b 'S -=-~ '2 I 0 { x j_ 5 ' ~ __ : ;!\:~·)I S P-~ 0 0 l -------- ~ i~o r-1~ ·2 Y h ~r ?-~tv' ~ :v ii!_ :: 0°• (Y ----- ( JYCQ ~J_ --:v/-_ i]_:, . !) . ~B) )'~. --n fi r ·~. )-},~ W'J7l?7{7/t - I I; . J ; . f. . -U / -~ ) ? I z.. "'-) ~ O() x . $ - ___ 1_;1 ~J ~o~ X.. S - I ·- -------- ________ fks _ 54s:Lw _~ ~~-5 _~ -----· --\ __ ----· ·------------ ---------- "TWO LINCOLN PLAC II SUBDIVISION STORM DRAINAGE IMPACT REVIEW: Existing Conditions : 1. Tract Size 2.37 Ac. 2 . Frontage Length 602' 3. Frontage Area 12' X 602' = 0.17 Ac 4 . Tract is located at topographic crown with stormwater run-off about equally split between east run-off and west run-off. 5. Inflow from offsite passes across the most westerly comer of the tract. 6 . The site is presently undeveloped with natural grass coverage . A few scattered trees and brush are on the site . Proposed Development: 1. Single family residential as shown by attached sheet. 2. Project development characteristics : A. Bldg slabs B. Bldg patios C. Lot sidewalks D. Common sidewalks E. Parking F. Alley drive Cursory Drainage Review : 19,000sf 8,000sf 1,600sf 3,000sf 7,700sf 20,000sf (Full drainage analysis to be submitted with development documents) 1. Area analysis -Total Area = 2.54 Ac. Hard surfaced Area 1.2 Ac. Therefore, Then, 1.2@ .96 C factor 1.34 @ .35 C factor 2 .54 Ac = .64 C factor 2 . Run-off flow to be as shown by attached drawing: t.~ I 6 .4 t . 6 '?. A. 0.24 Ac to exit east end undetained & unconcentrated B. 0.17 Ac between Property Line and Lincoln St. curb to drain to Lincoln St. undetained and unconcentrated . C. Remainder to be directed to detention near west comer. 3. Calculated Detention (100 yr) a (pre)= .35 x 12.5 x 2 .54 = 11 .1 cfs flow to east = 5.0 cfs flow to west = 5.1 cfs a (post)= East Q = .64 X 12.5 X .25 = 2.0 cfs Lincoln = .64 X 12.5 X .17 = 1.3 cfs Total 3.3 cfs ·-io , '3 '< ) ?J-o o '!---• s ::-l ~ 2-7 o · S-, l J ) '? f9 o X , -:;--:: 4 ':::>~ Cf D Oe-r~r io fl ::--1 '3 I LP <6 u f r1 Q (fo> tOcv) -;. I f!Ul"1!1 06'(t'('.I(~ o tJ. -, /~ 10 ~{ ¢ A:-osouJ.1 f{. ~ <6)4-e~s . f ~o> f ~7~ v ke-ss (l+A-1\1 fR~ / foTAL f os 1 \)tv -=: fiie @ Pt£&J9 rJML <!,rLcro'il Af rs, ----~~~~-/~ Yi~I "TWO LINCOLN PLACE" SUBDIVISION STORM DRAINAGE IMPACT REVIEW: Existing Conditions: 1. Tract Size 2 .37 Ac. 2. Frontage Length 602' 3. Frontage Area 12' X 602' = 0 .17 Ac 4. Tract is located at topographic crown with stormwater run-off about equally split between east run-off and west run-off. 5. Inflow from offsite passes across the most westerly comer of the tract. 6. The site is presently undeveloped with natural grass coverage . A few scattered trees and brush are on the site . Proposed Development: 1. Single family residential as shown by attached sheet. 2. Project development characteristics : A. Bldg slabs B. Bldg patios C. Lot sidewalks D. Common sidewalks E. Parking F. Alley drive Cursory Drainage Review: 19,000sf 8,000sf 1,600sf 3,000sf 7,700sf 20,000sf (Full drainage analysis to be submitted with development documents) 1. Area analysis -Total Area = 2.54 Ac. Hard surfaced Area 1.2 Ac. Therefore , 1.2 @ .96 C factor 1.34 @ .35 C factor Then, 2 .54 Ac = .64 C factor 2 . Run-off flow to be as shown by attached drawing: A. 0.24 Ac to exit east end undetained & unconcentrated B. 0.17 Ac between Property Line and Lincoln St. curb to drain to Lincoln St. undetained and unconcentrated . C. Remainder to be directed to detention near west comer. 3. Calculated Detention (100 yr) Q (pre)= .35 X 12.5 X 2 .54 = 11.1 cfs flow to east = 5.0 cfs flow to west = 5 .1 cfs a (post)= East Q = .64 X 12.5 X .25 = 2.0 cfs Lincoln= .64 X 12.5 X .17 = 1.3 cfs Total 3 .3 cfs I 1. -00 S«_. ·ZD , ~ '( ) ~ D 0 "/.._. S ::... ) ~ 2_ t 0 . s-, l J ) ~ <9 0 x ' ::;-:: q ~~ q 0 o~r~I ,a l-l ::-l '3 ) LP <6 D r {l Yft\lW\ o~T~t'i-r~ o , J. 10 -s-c 1 4:-osou'-'., ~ ~ ? ~ i ('. ltJ ' ~ ~ u ~ ~ ~ ~ ~ -.j 0 0 ~ ~ ~ ~ ~ ~ ~ H\ ~ ).~~"' ?~ ~ ~ ~ ~ 0 0 k _,~UY)~~\/\ ~ '1 ....... ~~~~¥1-~. ~ t et~~~~ ~ ~ ~ ~ ~ ~ ~ t ~ lu ~ ~ ~ i . ~ ~ ~ ~ l!J ~ 1l i-1 ll( ~ ~ ,i., ~ \J) ~ I ~ ~ ~ ~~~ ~~~~ ~'1 '~ -U\J ~ • STORMWATER DRAINAGE ANALYSIS FOR: "TWO LINCOLN PLACE" SUBDIVISION LINCOLN AVENUE COLLEGE STATION, TEXAS DAVID SCARMARDO 111 F.M. 2818 BRYAN, TEXAS 77805 BY : M. L. HAMMONS, P.E . 1700 KYLE SOUTH COLLEGE STATION, TEXAS • • • • • STORMWATER DRAINAGE ANALYSIS FOR: "TWO LINCOLN PLACE" SUBDIVISION LINCOLN AVENUE COLLEGE STATION, TEXAS DAVID SCARMARDO 111 F.M. 2818 BRYAN, TEXAS 77805 BY : M. L. HAMMONS, P.E. 1700 KYLE SOUTH COLLEGE STATION, TEXAS STORMWATER DRAINAGE ANALYSIS TWO LINCOLN PLACE SUBDIVISION COLLEGE STATION, TEXAS I, M. l. Hammons, P.E., as Engineer for site gradin and drainage of this development site, by seal and signature, certify that this analysis and the resultant facilities design, to the best of my knowledge and intent, are in compliance with the City of College Station Ordinance #1728 for stormwater management. PROPOSAL I I I • SUBDIVISION DRAINAGE TWO LINCOLN PLACE SUBDIVISION: 1.0 INTRODUCTION The owners of 2.37 acres of land, identified by drawings included herewith, propose platting as "Two Lincoln Place" subdivision . The subdivision is for single family housing use . Subdivision is into 12 lots, all facing Lincoln Avenue. An easement for stormwater drainage has been established on this tract and the adjacent Henton Subdivision tract for the natural drainage ditch that crosses this property and is to be rerouted within the subdivision. Illustration 1.1 herein, depicts the site location . 2.0 SITE This subdivision is 2.37 acres with 600+ feet of frontage along Lincoln Avenue. It is presently undeveloped, with grass coverage and a few trees. 2.1. SITE TOPOGRAPHY This site is situated at the crown of a gently sloping hill with stormwater runoff split toward two directions. As shown by Figure 1.1, stormwater runoff is toward the northeast and the west. The northerly runoff is sheet flow onto adjacent property. The westerly runoff is sheet flow into an existing natural ditch which concentrates the flow into a 48" RCP discharge pipe, thence downstream through "One Lincoln Place" subdivision. No drainage from this tract is onto Lincoln Avenue and no drainage from Lincoln Avenue is onto this tract. 2.2 DRAINAGE BASIN Illustration 2.1 locates this site on the City of College Station drainage map. Illustration 2.2, a partial F.l.R.M. map indicates no 100 year flood plain within the site or eminently near the site. According to the City of College Station Drainage Policy and Design Standards stormwater management is required through the 100 year rain storm event frequency. 1 3.0 PROPOSED STORMWATER DRAINAGE PLAN In order to achieve stormwater control according to Ordinance #1728, Chapter 13 of the Code of Ordinances of the City of College Station, the following controls are proposed . A. The total post development runoff rate from the 2.37 acres being subdivided shall not exceed the pre-development runoff rate . 8 . The post development runoff into the existing 48" R.C.P. drainage pipe shall not exceed the pre development runoff into the pipe C. The post development runoff onto the adjacent property to the northeast shall not exceed the pre development runoff rate to the same area. D. Runoff control shall be designed for control of the 5, 10, 25, 50 and 100 year (1 % probability) storm event frequencies. E. Construction erosion is to be controlled by silt fences. F. All detention and channel areas are to grass seeded or sodded . G. All earthwork shall result in ground slopes not to exceed 1' rise/ 4' run except where stabilized by rip-rap etc. 4.0 RUNOFF CAPACITY RESTRAINTS Runoff from this tract is constructed due to a 48" R.C.P. discharge pipe located where the natural storm flow ditch flows onto "One Lincoln Place" subdivision . The partial flow from this tract joins the flow from other upstream runoff, then proceeds through the 48" pipe . Most of the upstream flow , however, is also constricted by a 48" R.C.P . under Lincoln Avenue. Flows determined by Manning's Equation for each pipe follows. By those calculations, the capacity for pipe outflow exceeds the capacity for pipe inflow. Inflow: Discharge : Pipe length = 44' Elevation differential = .41' Slope = .41 /44 = . 0093 ft/ft Qcap = 1436 X S112 = 138+ cfs . Pipe length = 60' Elevation differential = .64' Slope= .64/60 = .0107 ft/ft Q = 1436 X S112 = 148+ cfs cap 2 5.0 RUNOFF CALCULATION CRITERIA Stormwater runoff rates are calculated according to methods acceptable in the City of College Station DP & DS manual. 5 .1 Peak discharges (pre and post development) are calculated by the Rational Formula (Q = CIA) since : A. The runoff area is less than 50 acres B. The discharge is not of the "primary system" C . The flow being calculated is all overland and street flow as required by the DP & DS manual, section Ill, paragraph B.2 .d ., page 17 . 5 .2 Runoff coefficient (c) is established for the three separate areas of drainage at this tract. By calculating the areas of impervious surfaces and the earth surfaces for each area the "C" factors are : Section 1 . = O .48 Total area = 12,200sf Bldg =2000sf @ . 96 Alley= 0 Drives etc. = 500sf @ .96 Ground = 9700sf 2500X.96 + 9700X.35 / 12200 = 0.475 Section 2. = 0.64 Total area = 67 ,300sf Bldgs = 17 ,000sf Alley = 10, 1 OOsf Drives etc. = 5, 1 OOsf Ground = 35 , 1 OOsf 32200X.96 + 35100X.35 I 67300 = 0.64 Section 3 . = 0.69 Total area = 22,200sf Bldgs = 5 ,000sf Alley = 6,400sf Drives etc. = 1,200sf Ground = 9,600sf 12600X.96 + 9600X .35 I 22200 = 0 .69 5 .3 For runoff calculation purposes, the rainfall intensity factor (i) is as calculated from the formulae shown by Figure 111-1. of the College Station DP & DS manual. 5 yr= 7 .69 3 10 yr= 8 .63 25 yr= 9.86 50 yr= 11 .15 100 yr= 12 .6 All values are based on a time of concentration of 10 minutes. 6.0 RUNOFF CALCULATIONS As shown by Figure 1.1, the runoff from this tract is divided into three runoff sections. Section 1. is the immediate vicinity of the natural storm flow ditch. Pre - development runoff flow is into the natural ditch. Post-development flow will continue to flow into the natural ditch with no detention . The area is 0.3 acres. Section 2 . is the center section of the tract. Pre-development runoff flow is split with partial runoff into the natural ditch and partial runoff onto adjacent property to the northeast. Post-development runoff shall all be into the natural ditch via stormwater detention routing . The area is 1.56 acres. Section 3 . is the north/northeast end of the tract. Pre-development runoff flow is onto the adjacent property . Post-development runoff flow will cont inue to the adjacent property, without stormwater detention control. The area of this section is 0.51 acres . Since the area draining onto the adjacent property has been reduce by development grading , the flow rate onto the adjacent property will be no greater than the pre-development flow rate . 6 .1 Calculated pre development flows from the entire tract are : 0 100 = .35 X 12.6 X 2 .37 = 10.45 cfs Oso = .35 X 11 .15 X 2.37 = 9 .25 cfs 0 2s = .35 X 9.86 X 2 .37 = 8 .18 cfs 0 10 = .35 X 8 .63 X 2 .37 = 7 .16 cfs Os = .35 X 7.69 X 2.37 = 6.38 cfs Max Flow (0100) to Pipe= .56 X 10 .45 = 5.9 CFS Max Flow (Qs0 ) to Pipe = .56 X 9.25 = 5.2 CFS Max Flow (02s) to Pipe = .56 X 8.18 = 4 .6 CFS Max Flow (010 ) to Pipe= .56 X 7 .16 = 4 .0 CFS Max Flow (Os) to Pipe = .56 X 6.38 = 3.6 CFS The total combined post development runoff flow to the natural ditch shall not exceed the 5.9 CFS as calculated here . Some of the allowed 5.9 cfs will be from undetained flow of section 1. and the remainder will be from detention pond outfall from Section 2 . 4 Section 1. post development runoff rates are: 0 100 = .48 X 12 .6 X .3 = 1.81 cfs 0 50 = .48 X 11.15 X .3 = 1.61 cfs 0 25 = .48 X 9.86 X .3 = 1.42 cfs 0 10 = .48 X 8.63 X .3 = 1.24 cfs 0 5 = .48 X 7.69 X .3 = 1.11 cfs Therefore , the maximum allowable flow from the detention pond into the natural ditch is: 5.9 cfs - 1.81 cfs = 4.09 cfs R'5 so 5.2 -1.61 = 3.59 ZS 4 .6 -1.42 = 3.18 -(0 4 .0 -1.24 = 2.76 <--s 3 .6-1 .11 =2.49 - Section 2 . pre development runoff data is as shown by Appendix A. Section 2 . post development runoff data is as shown by Appendix B. As calculated above, the 0 100 pre development flow for the entire tract is 10.45 cfs. Approximately 56% of that amount flows to the natural ditch and the remaining 44% flows onto the adjacent property to the northeast. Therefore the max allowable to the adjacent property is: 0.44 X 10.45 = 4 .60cfs 0.44 x 9.25 = 4 .07 0.44 x 8.18 = 3 .60 0.44 x 7.16 = 3 .15 0.44 x 6.38 = 2.81 Section 3 . post development runoff rates are: 0 100 = .69 X 12.6 X .51 = 4.43 cfs 0 50 = .69 X 11 .15 X .51 = 3.92 cfs 0 25 = .69 X 9.86 X .51 = 3.47 cfs 0 10 = .. 69 X 8.63 X .51 = 3 .04 cfs 0 5 = .69 X 7.69 X .51 = 2 .71 cfs Maximum Post development flow does not exceed pre development flow. (4.60/4.43) 5 7.0 SITE RUNOFF CONTROL Runoff control is provided for this tract to achieve flow requirements as calculated above . Control is provided by channeling all Section 2. runoff into a detention area to be constructed along the north of the property, adjacent to an existing "one Lincoln Place" property line fence. Discharge from the detention area shall be by outlet structure designed to control flows at pre described rates according to the various storm event frequencies . Calculations of the detention and outlet structure are by "Haestad Methods", method "T''. Detention and release is provided by facilities shown by sheet C-2 of development drawings submitted herewith . 7.1 DETENTION REQUIREMENTS Detention storage volumes are calculated and shown by Appendix C. Stormwater detention routing and the required outlet structure configuration is calculated and shown by Appendix D. 6 ILLUSTRATIONS I I t t ' J l.____RA-NDA-LL'S_JI IO w ::::> z w ·> <( (/) IV!'v£p ''S!ly PROPOSED SUBDIVISION Dtrivc <(.___~--~~--1__!_ _ ___J~~-x..---_____ ___, ~---. ..-----w I-LINCOLN STREET w ~ z 0:: ::::> m I (/) <( 1- (/) z 0 (/) z :::> 2 V C N TY MAP NOT TO SCALE 7 !ILLUSTRATION 1,11 I I t I I I ' I I I I I l ~. A VM~IJVd '~' % ... " 0 ::r ' , ... a: '!''- "J..MH ·1Jo B '~ El CITY DRAINAGE BASIN MAP > .. "' .. )( w ... LEGE ND BASIN REFERENCE HUMBER D REGULATORY CHANNEL REACH ES ~ 0 +I P R IMARY ORAIHAGE SYSTEM SECONDARY DRAINAG E SYSTEM BASIN BOUNDARY \ 0 ~ ·re .:l ~----- 7 A I IU1JSTRATIOO 2.1 I FIGURES I I I . Jt-raHa ,~_;:y N'V H 7J;31 ti m VV111 oJ, S ~ -~1.Jq ~~\1()>- ~ 1.£'2 \t UJ a: :::> CJ u.. co APPENDIX A I I I ' Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0.350 9 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 7.700 Total acres 1. 56 Peak Q (cfs) 4.20 • t Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0.350 10 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 8.600 Total acres 1. 56 Peak Q (cf s) 4 .70 ' Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0.350 11 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 9.900 Total acres 1. 56 Peak Q (cf s) 5.41 Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. IC' 10.00 0.350 12 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 10.900 Total acres 1. 56 Peak Q (cf s) 5.95 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 06:28:29 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff , c, Area acres GRASSLAND 0.350 1.56 Tc (min) Wtd. , c, 10.00 0.350 13 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 11.600 Total acres 1. 56 Peak Q (cf s) 6.33 APPENDIX B I I I Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 5 yr I Allowable Outflow: 2.73 cfs * * 'C' Adjustment: 1.000 Required Storage: 3,463 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 5.25 cfs Inflow .HYD stored: SCR5PST .HYD * ********************************************************************** I Td = 22 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I . Q = . I . 10.00 7.700 7.69 minutes in/hr cf s Required Storage 3,463 cu.ft. xxxxxxxxxxxxxxxxxx Return Freq: 5 yr C adj.factor: 1.00 Area (ac) : 1. 56 0.64 0.64 Weighted C: Adjusted C: Td= I = Q = x 22 minutes 5.260 in/hr 5.25 cfs o o o o o o o o o o o o o o o o Q= 2.73 cfs 0 x 0 x 0 0 0 x (Allow.Outflow) NOT TO SCALE x ============ x 16.45 minutes 26.80 minutes 14 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: 3.05 cfs * Required Storage: 3,952 cu.ft . * *--------------------------------------------------------------------* * Peak Inflow: 5.80 cfs Inflow .HYD stored: SCRlOPST.HYD * ********************************************************************** I Td = 23 minutes I /-------Approx. Duration for Max . Storage ------/ Tc= 10.00 minutes I = 8.600 in/hr Q = 8.59 cf s . I . I Required Storage 3,952 cu.ft. I x x xx xx x xx x xxxxxxx x x Return Freq: 10 yr C adj.factor: 1.00 Area (ac) : 1. 56 Weighted C: 0.64 Adjusted C: 0.64 Td= 23 minutes I = 5.810 in/hr Q = 5.80 cf s x o o o o o o o o o o o o o o o o Q= 3.05 cfs 0 x 0 x 0 0 0 x (Allow.Outflow) NOT TO SCALE x ============ x 16.45 minutes 27.74 minutes 15 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 25 yr Allowable Outflow: 3.51 cfs * * 'C' Adjustment: 1.000 Required Storage: 4,540 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 6.53 cfs Inflow .HYD stored: SCR25PST.HYD * ********************************************************************** I Td = 24 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . 10.00 9.900 9.88 minutes in/hr cf s Required Storage 4,540 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: 25 yr C adj.factor: 1.00 Area (ac) : 1. 56 0.64 0.64 Weighted C: Adjusted C: Td= I = Q = x 24 minutes 6.540 in/hr 6.53 cfs o o o o o o o o o o o o o o o o Q= 3.51 cfs 0 x 0 x 0 0 0 x (Allow.Outflow) NOT TO SCALE x ============ x 16.45 minutes 28.62 minutes 16 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 50 yr Allowable Outflow: 3.86 cfs * * 'C' Adjustment: 1.000 Required Storage: 4,960 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 7.31 cfs Inflow .HYD stored: SCR50PST.HYD * ********************************************************************** I Td = 23 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . 10.00 10.900 10.88 minutes in/hr cf s Required Storage 4,960 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: 50 yr C adj.factor: 1.00 Area (ac) : 1. 56 0.64 0.64 Weighted C: Adjusted C: Td= I = Q x 23 minutes 7 .320 in/hr 7.31 cfs o o o o o o o o o o o o o o o o Q= 3.86 cfs 0 x 0 x 0 0 0 x (Allow.Outflow) NOT TO SCALE x ============ x 16.45 minutes 27.72 minutes 17 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg . TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1.000 Allowable Outflow: 4.11 cfs * Required Storage: 5,405 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 7.88 cfs Inflow .HYD stored: SClOOPST.HYD * ********************************************************************** I Td = 23 minutes J /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . 10.00 11.600 11.58 minutes in/hr cf s Required Storage 5,405 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: 100 yr C adj.factor: 1.00 Area (ac) : 1. 56 0.64 0.64 Weighted C: Adjusted C: Td= I = Q x 23 minutes 7.890 in/hr 7.88 cfs o o o o o o o o o o o o o o o o Q= 4.11 cfs 0 x 0 x 0 0 0 x (Allow.Outflow) NOT TO SCALE x ============ x 16.45 minutes 27.78 minutes 18 Quick TR-55 Ver .5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 22.00 min. I= 5.26 in/hr Qp= 5.25 cfs RETURN FREQUENCY: 5 year storm Output file: SCR5PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 28.00 0.00 3.68 5.25 5.25 2.10 0.53 4.20 5.25 5.25 1. 58 1. 05 4.73 5.25 4.73 1. 05 19 1. 58 2.10 2.63 5 .25 5.25 5.25 5.25 5.25 5.25 4.20 3.68 3.15 0.53 0.00 3.15 5.25 5.25 2.63 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 08:32:12 06-12-1994 Weighted C TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 23.00 min. I= 5.81 in/hr Qp= 5.80 cfs RETURN FREQUENCY: 10 year storm Output file: SCRlOPST.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 0.00 4.06 5.80 5.80 2.90 0.58 1.16 4.64 5.22 5.80 5.80 5.80 5.80 2.32 1. 74 20 1. 74 2.32 2.90 5.80 5.80 5.80 5.80 5.80 5.80 5.22 4.64 4.06 1.16 0.58 0.00 3.48 5.80 5.80 3.48 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted c = 0.640 Td= 24.00 min. I= 6.54 in/hr Qp= 6.53 cfs RETURN FREQUENCY: 25 year storm Output file: SCR25PST.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 0.00 4.57 6.53 6.53 3.92 0.65 5.22 6.5'3 6.53 3.26 1. 31 1. 96 2.61 3.26 5.88 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 5.88 5.22 2.61 1. 96 1. 31 0.65 21 3.92 6.53 6.53 4.57 0.00 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 23.00 min. I= 7.32 in/hr Qp= 7 .31 cfs RETURN FREQUENCY: 50 year storm Output file: SCR50PST.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 50 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 0.00 5.12 7.3i 7.31 3.65 0.73 1.46 5.85 6.58 7.31 7.31 7.31 7.31 2.92 2.19 2.19 2.92 3.65 7.31 7.31 7 .31 7.31 7.31 7. 31 6.58 5.85 5.12 1.46 0.73 0.00 2 2 4.38 7.31 7.31 4.38 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 23.00 min. I= 7.89 in/hr Qp= 7.88 cfs RETURN FREQUENCY: 100 year storm Output file: SClOOPST.HYD Adj .factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time Time increment 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 28.00 0.00 5.51 7.88 7.88 3.94 0.79 6.30 7.88 7.88 3.15 1. 58 2.36 3.15 3.94 7.09 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.09 6.30 5.51 2.36 1. 58 0.79 0.00 23 4.73 7.88 7.88 4.73 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff IC' Area acres SECTION 2 0.640 1.56 Tc (min) Wtd. IC' 10.00 0.640 24 Adj. I 'C' in/hr 0.640 7.700 Total acres 1. 56 Peak Q {cfs) 7.69 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I SECTION 2 0.640 Area acres 1. 56 Tc (min) Wtd. IC' 10.00 0.640 25 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.640 8.600 Total acres 1. 56 Peak Q (cfs) 8.59 Quick TR-55 Ver .5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I SECTION 2 0.640 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0 .640 26 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C ' x 1 ========================= ======== Adj. I 'C' in/hr 0 .640 9 .900 Total acres 1. 56 Peak Q (cf s) 9.88 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I SECTION 2 0.640 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0.640 27 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.640 10.900 Total acres 1. 56 Peak Q (cfs) 10.88 • Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I Area acres SECTION 2 0.640 1.56 Tc (min) Wtd. IC' 10.00 0.640 2 8 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.640 11.600 Total acres 1. 56 Peak Q (cf s) 11.58 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 ************************************************************************ ************************************************************************ MODIFIED RATIONAL METHOD * * * * * * ----Grand Summary For All Storm Frequencies * * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS Area = 1.56 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency Adjusted (years) 'C' 5 0.640 10 0.640 25 0.640 50 0.640 100 0.640 Duration Intens. Qpeak minutes in/hr cf s 22 5.260 5.25 23 5.810 5.80 24 6.540 6.53 23 7.320 7.31 23 7.890 7.88 29 Allowable cf s 2.73 3.05 3.51 3.86 4.11 VOLUMES Inf low Storage ( cu . ft . ) (cu . ft . ) 6,932 8,005 9,403 10,085 10,871 3,463 3,952 4,540 4,960 5,405 • Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 2.73 cfs Hydrograph file duration= 22.00 minutes Hydrograph file: SCR5PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0.640 0.640 0.640 0.640 0.640 10 15 20 7.700 6.400 5.500 1. 56 1. 56 1. 56 Qpeak cf s 7.69 6.39 5.49 VOLUMES Inf low Storage (cu. ft.) (cu. ft.) 4,613 5,751 6,589 2,975 3,353 3,430 ************************************************************ Storage Maximum o.64o o.64o 22 5.260 1.56 5.25 I 6,932 3,463 **************************************************************************** 0.640 0.640 30 4.300 1. 56 4.29 7,728 3,044 0.640 0.640 40 3.600 1. 56 3.59 8,626 2,405 0.640 0.640 50 3.100 1. 56 3.10 9,285 1,527 0.640 0.640 60 2.800 1. 56 2.80 10,064 745 0.640 0.640 120 1. 700 1. 56 1. 70 Qpeak < Qallow 30 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 3.05 cfs Hydrograph file duration= 23 .00 minutes Hydrograph file: SCRlOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0.640 0.640 0.640 0.640 0.640 10 15 20 8.600 7.200 6.200 1. 56 1. 56 1. 56 Qpeak cf s 8.59 7.19 6.19 VOLUMES Inf low Storage ( cu . ft . ) (cu . ft . ) 5,152 6,470 7,428 3,322 3,788 3,894 ************************************************************ Storage Maximum o.64o o.64o 23 5.010 1.56 5.00 I 0,005 3,952 **************************************************************************** 0.640 0.640 30 4 .900 1. 56 4.89 8,806 3,561 0.640 0.640 40 4.100 1. 56 4.09 9,824 2,861 0.640 0.640 50 3.600 1. 56 3.59 10,783 2,084 0.640 0.640 60 3.200 1. 56 3.19 11,502 1,070 0.640 0.640 120 2.000 1. 56 2.00 Qpeak < Qallow 31 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 3.51 cfs Hydrograph file duration= 24.00 minutes Hydrograph file: SCR25PST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0 .640 0 .640 0.640 0 .640 0 .640 10 15 20 9.900 8.200 7.100 1. 56 1. 56 1. 56 Qpeak cf s 9.88 8.19 7.09 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 5,930 7,368 8,506 3,824 4,287 4,442 ************************************************************ Storage Maximum o.64o o.64o 24 6.540 1.56 6 .53 I 9,4o3 4,540 **************************************************************************** 0.640 0.640 30 5.700 1. 56 5.69 10,244 4,201 0.640 0.640 40 4 .800 1. 56 4.79 11,502 3,475 0.640 0 .640 50 4.100 1. 56 4.09 12,280 2,279 0.640 0.640 60 3.700 1. 56 3.69 13,299 1,289 0.640 0 .640 120 2.300 1. 56 2.30 Qpeak < Qallow 32 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 50 yr 'C' Adjustment = 1.000 Allowable Q = 3.86 cfs Hydrograph file duration= 23.00 minutes Hydrograph file: SCR50PST.HYD Tc = 10.00 minutes : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0.640 0.640 0.640 0.640 0.640 10 15 20 10.900 9.100 7.800 1. 56 1. 56 1. 56 Qpeak cf s 10.88 9.09 7.79 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 6,530 8,177 9,345 4,214 4,784 4,876 ************************************************************ Storage Maximum o.64o o.64o 23 7.320 1.56 7.31 I 10,005 4,960 **************************************************************************** 0.640 0.640 30 6.200 1. 56 6.19 11,142 4,506 0.640 0.640 40 5.300 1. 56 5.29 12,700 3,870 0.640 0.640 50 4.600 1. 56 4.59 13,778 2,760 0.640 0.640 60 4.000 1. 56 3.99 14,377 1,189 0.640 0.640 120 2.500 1. 56 2.50 Qpeak < Qallow 33 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 4.11 cfs Hydrograph file duration= 23.00 minutes Hydrograph file: SClOOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0.640 0.640 0.640 0.640 0.640 10 15 20 11. 600 9.700 8.400 1. 56 1. 56 1. 56 Qpeak cf s 11.58 9.68 8.39 VOLUMES Inf low Storage (cu . ft . ) ( cu . ft . ) 6,949 8,716 10,064 4,483 5,103 5,299 ************************************************************ Storage Maximum o.64o o.64o 23 1.090 1.56 1.00 I 10,011 5,4o5 **************************************************************************** 0.640 0.640 30 6.700 1. 56 6.69 12,041 4,963 0.640 0.640 40 5.700 1. 56 5.69 13,658 4,247 0.640 0.640 50 5.000 1. 56 4.99 14,976 3,224 0.640 0.640 60 4.400 1. 56 4.39 15,815 1,735 0 .640 0.640 120 2.800 1. 56 2.80 Qpeak < Qallow 34 APPENDIX C I I I POND-2 Version: 5.15 S/N: 1295130055 TWO LINCOLN PLACE CALCULATED 06-12-1994 09:02:07 DISK FILE: C:\PONDPACK\SCAR .VOL Planimeter scale: 1 inch 1 ft. * Elevation (ft) Planimeter (sq. in.) Area (sq. ft) Al+A2+sqr(Al*A2) (sq.ft) Volume (cubic-ft) Volume Sum (cubic-ft) * 0 0 0 0 470 470 78 78 850 1,952 325 404 1,325 3,236 539 943 2,360 5,453 909 1,852 3,400 8,593 1,432 3,284 4,450 11,740 1,957 5,241 5,500 14,897 2,483 7,724 301.00 301.50 302.00 302.50 303.00 303.50 304.00 304.50 305.00 0.00 470.00 850.00 1,325.00 2,360.00 3,400.00 4,450.00 5,500.00 6,880.00 6,880 18,531 3,089 10,812 2 IA= (sq.rt(Areal) + ((Ei-El)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for El, E2, respectively IA Interpolated area for Ei Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 35 APPENDIX D I I I Outlet Structure File: SCAR POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) 301.00 301. 25 301.50 301. 75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 305.00 Q (cfs) 0.0 0.2 0.5 1. 0 1. 3 1. 7 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 5.6 9.3 0.0 Contributing Structures 1 1 1 1 1 1 1 1 1 1 1 ~CJ 1 r;J tO-~ 1 +2 36 Outlet Structure File: SCAR POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** Outlet Structure File: C:\PONDPACK\SCAR Planimeter Input File: C:\PONDPACK\SCAR Rating Table Output File: C:\PONDPACK\SCAR Min. Elev. (ft) = 301 Max. Elev. (ft) = 305 .STR .VOL .PND Iner. (ft) = . 25 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure CULVERT-CR WEIR-VR No. 1 2 Q Table -> -> Q Table 1 2 Outflow rating table summary was stored in file: C:\PONDPACK\SCAR .PND 37 Outlet Structure File: SCAR POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8 11 DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** >>>>>> Structure No. 1 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev. (ft)? E2elev.(ft)? Diam. (ft)? Inv . el. (ft)? Slope (ft/ft)? Tl ratio? T2 ratio? K Coeff .? M Coeff .? c Coeff .? Y Coeff.? Form 1 or 2? Slope factor? 38 301 305.00 .667 301 .001 .519 .64 .0289 . 9 2 -0.5 Outlet Structure File: SCAR .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** >>>>>> Structure No . 2 <<<<<< (Input Data) Weir -Rectangular El elev. (ft)? E2 elev. (ft)? Weir coefficient? Weir elev . (ft)? Length (ft)? Contracted/Suppressed 39 304.23 305 3.0 304.23 5 (C/S)? S ' Outlet Structure File: SCAR POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** Outflow Rating Table for Structure #1 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) 301.00 301.25 301.50 301.75 302.00 302 .25 302.50 302.75 303 .00 303.25 303.50 303 .75 304 .00 304.25 304.50 304.75 305 .00 Q (cfs) 0 .0 0 .2 0.5 1. 0 1. 3 1. 7 2 .0 2.2 2.4 2.6 2.8 3.0 3.2 3.3 3.5 3.6 0.0 Computation Messages No headwater Equ.2: HW =.25 Equ.2: HW =.5 Equ.2: HW =.750 Submerged: HW =1 .0 Submerged: HW =1.25 Submerged: HW =1.5 Submerged: HW =1.75 Submerged: HW =2 .0 Submerged: HW =2.25 Submerged: HW =2.5 Submerged: HW =2.75 Submerged: HW =3.0 Submerged: HW =3.25 Submerged: HW =3.5 Submerged: HW =3.75 E = or > E2=305.00 Used Unsubmerged Equ. Form (2) for elev. less than 301.77 ft Used Submerged Equation for elevations greater than 301.91 f t HW=Headwater (ft) Transition flows interpolated from the following values: E1=301.77 ft; Ql=l.O cfs; E2=301 .91 ft; Q2=1.14 cfs 40 • Outlet Structure File: SCAR POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: *********************************************** TWO LINCOLN PLACE 8" DIAMETER OPENING W/RECTANGULAR WEIR OVERFLOW *********************************************** Outflow Rating Table for Structure #2 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 305.00 Q (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 5.6 0.0 C = 3 L (ft) = 5 Computation Messages E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 E < Inv.El.= 304.23 H =.02 H =.27 H =.52 E = or > E2=305 H (ft) Table elev. -Invert elev. ( 304.23 ft ) Q (cfs) = C * L * (H**l.5) --Suppressed Weir 4 1 • ~ • ' t • t • • ' POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 *********************** * * * * * * * TWO LINCOLN PLACE * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----301. 00 ft o.oo cfs 0 cu-ft Page 1 Return Freq: 5 years GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION' OUTFLOW (ft) (cfs) 301. 00 301. 25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.2 0.5 1. 0 1. 3 1. 7 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 5.6 9.3 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) 42 2S/t (cfs) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min . 2S/t + 0 (cfs) 0.0 0.5 3.1 8.2 14.8 23.2 33.4 46.6 64.1 86.0 112.2 142.9 177.9 217.2 263.0 315.3 • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Pond File: C:\PONDPACK\SCAR .PND W Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Outflow Hydrograph: C:\PONDPACK\SCR50UT .HYD Page 2 Return Freq: 5 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ~ • • ~ , • • t TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13. 0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 INFLOW (cfs) Il+I2 (cfs) 0.5 1. 6 2.6 3.7 4.7 5.8 6.8 7.9 8.9 10.0 10.5 10.5 10.5 10.5 10.5 10.5 10.5 10.5 10.5 10.5 10.5 10.5 10.0 8.9 7.9 6.8 5.8 4.7 3.7 2.6 1. 6 0.5 2S/t -0 (cfs) 0.0 0.1 1. 0 2.6 4.6 7.3 10.6 14.6 19.1 24.4 30.3 36.6 42.7 48.6 54.4 60.1 65.7 71.2 76.6 81. 9 87.1 92.2 97.2 101.7 105.0 107.3 108.5 108.7 107.8 105.9 103.0 99.1 94.2 43 2S/t + 0 (cfs) 0.0 0.5 1. 7 3.7 6.2 9.4 13.0 17.4 22.4 28.0 34.3 40.8 47.1 53.2 59.1 64.9 70.6 76.2 81. 7 87.1 92.4 97.6 102.7 107.2 110.6 112.9 114.1 114.3 113.4 111.5 108.5 104.5 99.6 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.20 0.34 0.55 0.80 1. 05 1. 22 1.43 1. 67 1. 84 2.01 2.11 2.21 2.27 2.34 2.41 2.46 2.51 2.56 2.61 2.65 2.69 2.73 2.76 2.79 2.80 2.81 2.81 2.81 2.79 2.77 2.74 2.70 301.00 301.25 301.36 301. 53 301. 65 301.79 3 01. 93 302.08 302.23 302.37 302.52 302.64 302.76 302.84 302.93 303.01 303.07 303.14 303.20 303.26 303.31 303.36 303.41 303.45 303.48 303.51 303.52 303.52 303.51 303.49 303.46 303.43 303.38 • ' POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47 :27 Page 3 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C :\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Outflow Hydrograph: C:\PONDPACK\SCR50UT .HYD Starting Pond W.S. Elevation = 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation -~b~ f s I f s 303.52 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = 44 O cu-ft 3,345 cu-ft 3,345 cu -ft t 3.1 ~4.1 5.1 6.1 7.1 8.2 9.2 t l0.2 - 11. 2 - 12.2 - .13.3 - 14.3 - 15.3 - .16. 3 - 17.3 - 18.4 - .19 .4 - 20.4 - 21.4 - t2 2 .4 - 23.5 - 24.5 - a2 5. 5 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Outflow Hydrograph: C:\PONDPACK\SCR50UT .HYD Peak Inf low Peak Outflow = Peak Elevation = 5.25 cfs 2.81 cfs 303.52 ft Page 4 Return Freq: 5 years EXECUTED: 06-14-1994 15:47:27 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * 4 5 x * x * x * • • • • • • , t • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Page 1 Return Freq: 10 years *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL Elevation Outflow Storage CONDITIONS----301. 00 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft) (cfs) 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.2 0.5 1. 0 1. 3 1. 7 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 5.6 9.3 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) = 46 2S/t (cfs) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min. 2S/t + 0 (cfs) 0.0 0.5 3.1 8.2 14.8 23.2 33.4 46.6 64.1 86.0 112.2 142.9 177.9 217.2 263.0 315.3 , POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Pond File: C:\PONDPACK\SCAR .PND ~ Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOUT.HYD Page 2 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS , , , • , • • t • TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 INFLOW (cf s) 0.00 0.58 1.16 1. 74 2.32 2.90 3.48 4.06 4.64 5.22 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.22 4.64 4.06 3.48 2.90 2.32 1. 74 1.16 0.58 0.00 Il+I2 (cfs) 0.6 1. 7 2.9 4.1 5.2 6.4 7.5 8.7 9.9 11. 0 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 0 9.9 8.7 7.5 6.4 5.2 4.1 2.9 1. 7 0.6 2S/t -0 (cfs) 0.0 0.2 1. 2 2.9 5.2 8.2 12.0 16.5 21. 7 27.7 34.5 41. 7 48.8 55.7 62.4 69.0 75.5 81. 9 88.2 94.4 100.5 106.5 112.4 118.2 123.4 127.4 130.2 131. 8 132.3 131. 6 129.7 126.7 122.7 117.5 47 2S/t + 0 (cfs) 0.0 0.6 1. 9 4.1 7.0 10.4 14.6 19.6 25.2 31. 5 38.7 46.1 53.3 60.4 67.3 74.0 80.6 87.1 93.5 99.8 106.0 112.1 118.1 124.0 129.3 133.3 136.1 137.8 138.2 137.5 135.6 132.6 128.5 123.3 OUTFLOW 'ELEVATION (cfs) (ft) 0.00 0.21 0.36 0.59 0.87 1.10 1. 29 1. 53 1. 76 1. 94 2.08 2.19 2.28 2.36 2.43 2.49 2.55 2.61 2.66 2.71 2.75 2.80 2.84 2.88 2.91 2.94 2.96 2.97 2.97 2.96 2.95 2.93 2.91 2.87 301.00 301.26 301.38 301.55 301.69 301.83 301.99 302.14 302.30 302.45 302.60 302.74 302.85 302.95 303.04 303.11 303.19 303.26 303.32 303.38 303.44 303.50 303.55 303.60 303.64 303.67 303.70 303.71 303.71 303.71 303.69 303.67 303.63 303.59 • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Page 3 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOUT .HYD Starting Pond W.S. Elevation 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 5.80 cfs 2.97 cfs 303.71 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond 48 O cu-ft 4,058 cu-ft 4,058 cu-ft ' 3.1 , 4 .1 5.1 6.1 , 7 .1 8.2 9.2 10.2 - 11. 2 - 12.2 - , 13. 3 - 14.3 - 15.3 - • 16. 3 - 17.3 - 18.4 - .19 .4 - 20.4 - 21.4 - .22.4 - 23.5 - 24.5 - • POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOUT.HYD Peak Inf low = Peak Outflow = Peak Elevation 5.80 cfs 2.97 cfs 303.71 ft Page 4 Return Freq: 10 years EXECUTED: 06-14-1994 15:47:27 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * 49 x * x * • • • , , , , , , , • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 *********************** * * * * * * * TWO LINCOLN PLACE * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL CONDITIONS----Elevation = 301.00 ft Outflow = 0.00 cfs Storage = O cu-ft Page 1 Return Freq: 25 years GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft) (cfs) 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.2 0.5 1. 0 1.3 1. 7 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 5.6 9.3 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) 50 2S/t (cfs) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min. 2S/t + 0 (cfs) 0.0 0.5 3.1 8.2 14.8 23.2 33.4 46.6 64.1 86.0 112.2 142.9 177.9 217.2 263.0 315.3 • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Pond File: C:\PONDPACK\SCAR .PND Page 2 Return Freq: 25 years t Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR250UT.HYD t t • • , • • • • INFLOW HYDROGRAPH TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 INFLOW (cfs) 0.00 0.65 1. 31 1. 96 2.61 3.26 3.92 4.57 5.22 5.88 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 5.88 5.22 4.57 3.92 3.26 2.61 1. 96 1. 31 0.65 0.00 ROUTING COMPUTATIONS ------------------------------------------------------Il+I2 (cf s) 28/t -0 (cf s) 28/t + 0 (cfs) OUTFLOW 'ELEVATION (cfs) (ft) ---------·------------·-----------·---------·---------0.7 2.0 3.3 4.6 5.9 7.2 8.5 9.8 11.1 12.4 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 12.4 11.1 9.8 8.5 7.2 5.9 4.6 3.3 2.0 0.7 0.0 0.2 1.4 3.4 6.0 9.5 13.9 19.1 25.1 32.2 40 .2 48.7 57.0 65.2 73.2 81.1 88.8 96.4 103.9 111.3 118.6 125.8 132.9 140.0 146.9 153.1 158.0 161.5 163.7 164.5 164.1 162.4 159.4 155.1 149.6 51 0.0 0.7 2.2 4.7 7.9 11. 9 16.7 22.4 28.9 36.2 44.6 53.3 61. 8 70.1 78.3 86.3 94.1 101.9 109.5 117.0 124.4 131.7 138.9 146.0 153.0 159.3 164.2 167.8 170.0 170.8 170.4 168.6 165.6 161.3 155.8 0.00 0.22 0.39 0.65 0.97 1.17 1. 39 1. 66 1. 87 2.04 2.17 2.28 2.37 2.45 2.53 2.60 2.66 2.72 2.78 2.83 2.88 2.93 2.97 3.02 3.06 3.09 3.12 3.14 3.15 3.16 3.16 3.15 3.13 3.11 3.07 301. 00 301.26 301. 41 301. 58 301.73 301.89 302.06 302.23 302.39 302.55 302.71 302.85 302.97 303.07 303.16 303.25 303.33 303.40 303.47 303.54 303.60 303.66 303.72 303.77 303.82 303.87 303.90 303.93 303.94 303.95 303.95 303.93 303.91 303.88 303.84 ' ' • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED : 06-14-1994 15:47:27 Page 3 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR250UT.HYD Starting Pond W.S. Elevation 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation = 6.53 cfs 3.16 cfs 303.95 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 52 0 cu-ft 5,032 cu-ft 5,032 cu-ft 3.1 .4.1 5.1 6 .1 • 7 .1 8 .2 9.2 .10.2 - 11.2 - 12.2 - .13.3 - 14.3 - 15.3 - .16.3 - 17.3 - 18.4 - .19. 4 - 20.4 - 21.4 - .22. 4 - 23.5 - 24.5 - • POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR250UT.HYD Peak Inf low = Peak Outflow Peak Elevation = 6.53 cfs 3.16 cfs 303.95 ft Page 4 Return Freq: 25 years EXECUTED: 06-14-1994 15:47 :27 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6 .0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x 5 3 * x * x * t , , • • • • • • • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 *********************** * * * * * * * TWO LINCOLN PLACE * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCR50PST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL CONDITIONS----Elevation = 301.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 Return Freq: 50 years GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft) (cfs) 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.2 0.5 1. 0 1. 3 1. 7 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 5.6 9.3 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) = 54 2S/t (cfs) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min . 2S/t + 0 (cfs) 0.0 0.5 3.1 8.2 14.8 23.2 33.4 46.6 64.1 86.0 112.2 142.9 177.9 217.2 263.0 315.3 • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Pond File: C:\PONDPACK\SCAR .PND , Inflow Hydrograph: C:\PONDPACK\SCR50PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR500UT.HYD Page 2 Return Freq: 50 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS • , , • ' ' TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 INFLOW (cfs) 0.00 0.73 1.46 2.19 2.92 3.65 4.38 5.12 5.85 6.58 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 6.58 5.85 5.12 4.38 3.65 2.92 2.19 1.46 0.73 0.00 ' -----------------' • Il+I2 (cfs) 0.7 2.2 3.7 5.1 6.6 8.0 9.5 11. 0 12.4 13.9 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 13.9 12.4 11. 0 9.5 8.0 6.6 5.1 3.7 2.2 0.7 28/t -0 (cfs) 0.0 0.3 1. 6 3.8 6.9 11. 0 16.0 22.0 29.0 37.2 46.5 56.4 66.1 75.6 85.0 94.2 103.3 112.2 121.1 129.8 138.4 146.9 155.3 163.6 171.1 177.1 181. 5 184.5 186.0 186.0 184.6 181.7 177.4 171. 8 55 28/t + 0 (cfs) 0.0 0.7 2.5 5.3 9.0 13.5 19.0 25.5 32.9 41.4 51. 0 61. 2 71.1 80.7 90.3 99.6 108.8 117.9 126.8 135.7 144.4 153.0 161.5 169.9 177.5 183.5 188.0 191.0 192.5 192.5 191.1 188.2 183.9 178.2 OUTFLOW 'ELEVATION (cfs) (ft) 0.00 0.22 0.43 0.71 1. 03 1.24 1. 50 1. 77 1. 99 2.12 2.25 2.37 2.46 2.55 2.63 2.70 2.77 2.84 2.90 2.95 3.01 3.06 3.11 3.15 3.20 3.23 3.25 3.27 3.27 3.27 3.27 3.25 3.23 3.20 3 01. 00 301.27 301.44 301. 61 301.78 301. 95 302.13 302.31 302.49 302.65 302.81 302.96 303.08 303.19 303.29 303.38 303.47 303.55 303.62 303.69 303.76 303.82 303.88 303.94 304.00 304.04 304.06 304.08 304.09 304.09 304.08 304.07 304.04 304.00 ' ' POND-2 Version: 5 .15 S/N: 1295130055 EXECUTED: 06 -14-1994 15:47:27 Page 3 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph : C:\PONDPACK\SCR50PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR500UT .HYD Starting Pond W.S. Elevation = 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 7.31 cfs 3.27 cfs 304.09 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 5 6 o cu-ft 5,679 cu-ft 5,679 cu-ft 3.1 , 4 .1 5.1 6.1 '7 .1 8.2 9.2 ,10.2 - 11.2 - 12.2 - .13.3 - 14.3 - 15.3 - .16. 3 - 17.3 - 18.4 - .19. 4 - 20.4 - 21.4 - .22. 4 - 23.5 - 24.5 - • POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR50PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR500UT.HYD Peak Inf low = Peak Outflow = Peak Elevation = 7.31 cfs 3.27 cfs 304.09 ft Page 4 Return Freq: 50 years EXECUTED: 06-14-1994 15:47:27 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x 5 7 * x * x * x * x * • • J • • • , • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL CONDITIONS----Elevation = 301.00 ft Outflow = 0.00 cfs Storage = O cu-ft Page 1 Return Freq: 100 years GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft) (cfs) 301. 00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.2 0.5 1. 0 1.3 1. 7 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 5.6 9.3 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) = 58 2S/t (cf s) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min. 2S/t + 0 (cfs) 0.0 0.5 3.1 8.2 14.8 23.2 33.4 46.6 64.1 86.0 112.2 142.9 177.9 217.2 263.0 315.3 • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Pond File: C:\PONDPACK\SCAR .PND t Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOOT.HYD Page 2 Return Freq: 100 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ' t ' • • t TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 INFLOW (cf s) 0.00 0.79 1. 58 2.36 3.15 3.94 4.73 5.51 6.30 7.09 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.09 6.30 5.51 4.73 3.94 3.15 2.36 1. 58 0.79 0.00 . -----------------• Il+I2 (cfs) 0.8 2.4 3.9 5.5 7.1 8.7 10.2 11. 8 13.4 15.0 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.0 13.4 11. 8 10.2 8.7 7.1 5.5 3.9 2.4 0.8 28/t -0 (cfs) 0.0 0.3 1. 8 4.2 7.6 12.1 17.6 24.2 31. 9 40.9 51. 3 62.2 72.9 83.4 93.8 104.0 114.0 124.0 133.8 143.5 153.0 162.5 171. 8 181.1 189.5 196.2 201. 3 204.8 206.7 207.1 205.8 203.0 198.7 192.9 59 28/t + 0 (cfs) 0.0 0.8 2.7 5.7 9.7 14.7 20.8 27.8 36.0 45.3 55.9 67.0 77.9 88.7 99.2 109.5 119.7 129.8 139.7 149.5 159.2 168.8 178.2 187.6 196.1 202.9 208.0 211. 6 213.5 213.8 212.6 209.8 205.4 199.5 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.23 0.45 0.76 1. 07 1.30 1. 59 1. 84 2.04 2.18 2.31 2.43 2.53 2.62 2.70 2.78 2.85 2.91 2.98 3.04 3.09 3.15 3.20 3.25 3.29 3.33 3.35 3.37 3.38 3.38 3.38 3.36 3.34 3.31 301.00 301.28 301.46 301.63 301.81 302.00 302.18 302.36 302.55 302.72 302.88 303.03 303.16 303.28 303.38 303.47 303.56 303.64 303.72 303.80 303.87 303.94 304.00 304.06 304.12 304.16 304.19 304.21 304.23 304.23 304.22 304.20 304.17 304.14 , , , POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-14-1994 15:47:27 Page 3 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOOT.HYD Starting Pond W.S. Elevation = 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation 7.88 cfs 3.38 cfs 304.23 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 60 O cu-ft 6,314 cu-ft 6,314 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 t 10. 2 - 11. 2 - 12.2 - t 13. 3 - 14.3 - 15.3 - , 16. 3 - 17.3 - 18.4 - • 19. 4 - 20.4 - 21.4 - • 22. 4 - 23.5 - 24.5 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOOT.HYD Peak Inf low Peak Outflow = Peak Elevation = 7.88 cfs 3.38 cfs 304.23 ft Page 4 Return Freq: 100 years EXECUTED: 06-14-1994 15:47:27 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x 6 1 * x * x * x * •· ·- • • • • - 0 Tc Rational Method - 'Modified Rational {.MOD }' Tiris field contains the method type to use for approximatin g an outflow hydrograph when estimating the storage volume required for a storm duration. If this field is left blank, only peak discharges will be computed. If the 'T' method (left figure below) is used. the rising limb of the outflow hydrogrn.ph peaks at the point where it crosses the recession leg of the symmetrical Tc hydro graph. The peak is held constant to the point where the outflow hydrograph crosses the recession leg of the inflow hydrograph. If the 'I' method (right figure below) is used, the rising limb of the outflow hydrograph peaks at the point where it crosses the recession leg of the inflow hydrograph. IMPORTANf NOTE: The 'I' method will result in a larger required storage volume than that resulting from the 'T' method. Your judgement is required in evaluating which method is most appropriate for your design situation. Both of these methods are only ~-j~~· . l ;·. · · ·~~ rn.mnro obtain the actual storage requ~. ~e design y ~graph should be routed through a elevauon-discharge - storage table (the Pond-2 program performs routing). Peak Q for duration, Td Allowable Peak Outflow Modified Rational ~ Inflow Hydrograph -• ~ 0 Tc Tc Peak Q tor duration Td Approximated Linear Outflow Approximated Linear Outflow Figure 2-8 Method "T" for Approximating Outflow Figure 2-9 Method "I" for Approximating Outflow Quick TR-55 Manual 2 -11 U• £ ~ ~ "-" ""' 141Y. 11-11 l-1' 1-1-~c 1 -1· · ~--I I I I I ----···· . I j II ! i ' I I , --~_J_t . l----+-"--\----1-1 ~ I --.. L..' .. l i _· --------. ----·-. --. . -. -· .. . ! t·-1 I I I I I I ...J ·I· I -I 'I ----:< --<. = --~ -=-: :_ -_ ~ ~--: j -:~:+-. ~:--+--+--+ --. ··----------··------------..... -·----------------· . . ... -......... --. _J. ---I--~~_..._~ -+--+-!-+-+--+·-----·----------- ------·----·-·· -----:::::---------··-· --· -·· -·-· -····-..... --· ·-·-· --.. ·--·----:e -----· -· ·--... ----..... . .. -··-·-·· ---... ··--· " ------------·------. -... ·---------------+---+--+---i--+-+-; .5 -··· -···-----------·-···(\..; _:_ -···--·----·--·-····--·--··------------~ ------·-----.. ~ -'ii c ., -c -----· ··-·-----------· ---.. -· -~ --· 0 . ~ ----··-· ----~-. -·-·----------& ------;,~ -++-~-I -[liill --r-., / I 4 i ~ I"'-.... ~i""'--.t--..., ..... i""-oo.,.._ ~·s-=-r' ... "--.!.:. LJ-.1...:._' .... ~. • f--...... ~ '"" ·-----· --~-~--·-!------_..!_ ----------~-""'" r'.. I~~ I -,!I:.... .--,.._~~;4:tt-=---f---1 ..... ~--t-4-t~.....;l·L·...:-±· ~--J .. ·----\ ,tJ ., ~ r--..,.._ I,, ,..__ /j -• --· ( -~·· -----j 1·· --· \T~-so -----v----s ~ !t. --" --_ --------=----r __,__. . . . -I Ir --. 71 3 ~,......i!,ll J:t-+~-+4-4.J::E --. ----+-· CZ --~-1-. ------~ t + a5)• ) --·· ·· '1.,,' -.!"1" -~--t---r--~ r--·-t----t------·--. z.'-1 --.-1·,-:··----2 I , ! f ' I ' I I -, ! i . -I 1 ...... 1--13:-+-:i-j-+---41--4-f f j I ! I .. -T j -. . -..... --. .... ---. ------t . --t-1 ' I i --1 ·l I 1---------···--"' ---·-~ -+ ---_j_J 0 : i . j I i --· . . I · -------------. --------.. .. ·-... -... 5 'O llr IY 11 20 -z: ., 35 50 65 80 95 110 120 Time of Concentration , te (min.) -7 CJO f..t /\/C<9C/U h/TC tT_ D/2/flAJA-GtT t<'e:---pD~T Jc<'evtc-V. 4, t //'\../ /-)-~/Jlt:U-D1x. l3 1 ~~ DOr::?.S TJ+er FL~-70,c:',.e:?tlD .I o' cu~ve: /::2c-'pl'2&Sc-~T.. Voo ....-veb'L) Tb GiX~L/J-7/\./ /70<-J ~ . r~t/9r\1Gl/L~ CUt::<vc-6~/S c.L1ppbP. ' 5 , EX~ 09-7 A/ T"lft:;-/VO 7Y7f7 CY\J ~ V .. 11 Ft~ST P~ oc..rn:=lOVV /~//'\/{ /1S5Umr:l/ TO oc c c.r ~ 4r Te ;/yo120 6-l't/!Plf /2. t:cc:"""SSICY-J L €"6-//' .0 11J i o1oJi ~ ~,. ~~"'""&~&..501)( C) yeu-,z (3u/~ p:J(!;,t-6> F~t.-$ -re / "1 c Luo e-nr-e-s ;:;1 c..L-wl'Jy rtr e z.c-v /"1718-0 go4, s 7.) 1 ll'IJ 11;P't:Jt3A.Jo 1.x D you us CT nr=rr 1 l/'f"r c.u ~vc:- ,,ce IZ (5/fS//V I ,v f!?u.:r ~ ,7}/t1;V 77/C T7Z.f/'JNc, c.e-.. ~Le>1St:T C..0~~'/ ( STORMWATER DRAINAGE ANALYSIS TWO LINCOLN PLACE SUBDIVISION COLLEGE STATION, TEXAS -.. I, M. L Hammons, P .E., as Engineer for site grading and drainage of this development site, by seal and signature, certify that this analysis and the resultant facilities design, to the best of my knowledge and intent, are in compliance with the City of College Station ate ~(t ~{q ~ PROPOSAL . I I • , SUBDIVISION DRAINAGE TWO LINCOLN PLACE SUBDIVISION: 1.0 INTRODUCTION The owners of 2.37 acres of land, identified by drawings included herewith, propose platting as "Two Lincoln Place" subdivision . The subdivision is for single family housing use . Subdivision is into 12 lots, all facing Lincoln Avenue. An easement for stormwater drainage has been established on this tract and the adjacent Henton Subdivision tract for the natural drainage ditch that crosses this property and is to be rerouted within the subdivision. Illustration 1.1 herein , depicts the site location. 2.0 SITE This subdivision is 2 .37 acres with 600+ feet of frontage along Lincoln Avenue. It is presently undeveloped, with grass coverage and a few trees . 2.1 . SITE TOPOGRAPHY This site is situated at the crown of a gently sloping hill with stormwater runoff split toward two directions. As shown by Figure 1.1, stormwater runoff is toward the northeast and the west. The northerly runoff is sheet flow onto adjacent property. The westerly runoff is sheet flow into an existing natural ditch which concentrates the flow into a 48" RCP discharge pipe , thence downstream through "One Lincoln Place" subdivision. No drainage from this tract is onto Lincoln Avenue and no drainage from Lincoln Avenue is onto this tract. 2.2 DRAINAGE BASIN Illustration 2.1 locates this site on the City of College Station drainage map. Illustration 2.2, a partial F.l.R.M. map indicates no 100 year flood plain within the site or eminently near the site . According to the City of College Station Drainage Policy and Design Standards stormwater management is required through the 100 year rain storm event frequency. l 3.0 PROPOSED STORMWATER DRAINAGE PLAN In order to achieve stormwater control according to Ordinance #1728, Chapter 13 of the Code of Ordinances of the City of College Station, the following controls are proposed . A. The total post development runoff rate from the 2.37 acres being subdivided shall not exceed the pre-development runoff rate . B. The post development runoff into the existing 48" R.C.P. drainage pipe shall not exceed the pre development runoff into the pipe C. The post development runoff onto the adjacent property to the northeast shall not exceed the pre development runoff rate to the same area. A-t-L s s-t.o~ * D. Runoff control shall be designed for the one hundred year (1 % probability) storm event frequency . - I Construction erosion is to be controlled by silt fences. /J(L G. All earthwork shall result in ground slopes not to exceed 1' rise/ 4' run except where stabilized by rip -rap etc. H. Runoff concentration via stormwater detention shall be managed for runoff control at the 5, 10, 25, 50 and 100 year storm event frequency . 4.0 RUNOFF CAPACITY RESTRAINTS Runoff from this tract is constructed due to a 48" R.C.P . discharge pipe located where the natural storm flow ditch flows onto "One Lincoln Place" subdivision. The partial flow from this tract joins the flow from other upstream runoff, then proceeds through the 48" pipe . Most of the upstream flow, however, is also constricted by a 48" R.C.P. under Lincoln Avenue. Flows determined by Mannings Equation for each pipe follows . By those calculations , the capacity for pipe outflow exceeds the capacity for pipe inflow. Inflow: Discharge: Pipe length= 44' Elevation differential = .41' Slope= .41/44 = .0093 tuft Qcap = 1436 X S112 = 138+ cfs. Pipe length = 60' Elevation differential = .64' Slope = .64160 = .0107 tuft Q = 1436 X S112 = 148+ cfs cap 2 • • 5.0 RUNOFF CALCULATION CRITERIA Stormwater runoff rates are calculated according to methods acceptable in the City of College Station DP & OS manual. 5 .1 Peak discharges (pre and post development) are calculated by the Rational Formula (Q = CIA) since : A The runoff area is less than 50 acres B. The discharge is not of the "primary system" C. The flow being calculated is all overland and street flow as required by the DP & DS manual, section Ill , paragraph 8.2.d ., page 17 . 5.2 Runoff coefficient (c) is established for the three separate areas of drainage at this tract. By calculating the areas of impervious surfaces and t~~ earth surfaces for each area the "C" factors are: '1~ 0 µ;vv . ) ~ /\fOI Sbt95 Cc;AtL.7 Section 1. = 0.48 s 1' 11 IJ.-?zc2_y nt.P" -;;-(/1/t1-{5 " Sect~on 2 . = 0 .64 f-h-J "I' AAP> 11 D4f{}<.:'; Section 3 . = 0 .69 wf-fl1'f ~. 5 .3 For runoff calculation purposes, the rainfall intensity factor (i) is as shown by Figure 111-1. of the College Station DP & OS manual. 5yr=~ ?r7 10 yr=~ ~ ,"!? 25 yr=~ °l· ~ 50 yr = 1 ~ 11 • I 100 yr= 12-< /2, ~ All values are based on a time of concentration of 1 O minutes. 6.0 RUNOFF CALCULATIONS As shown by Figure 1.1, the runoff from this tract is divided into three runoff sections. Section 1 . is the immediate vicinity of the natural storm flow ditch . Pre- development runoff flow is into the natural ditch. Post-development flow will continue to flow into the natural ditch with no detention . The area is 0.3. acres. Section 2. is the center section of the tract. Pre-development runoff flow is split with partial runoff into the natural ditch and partial runoff onto adjacent property to the northeast. Post-development runoff shall all be into the natural ditch via stormwater detention routing. The area is 1.56 acres. Section 3. is the north/northeast end of the tract. Pre-development runoff flow 3 • • is onto the adjacent property. Post-development runoff flow will continue to the adjacent property, without stormwater detention control. The area of this section is 0.51 acres . Since the area draining onto the adjacent property has been reduce by development grading, the flow rate onto the adjacent property will be no greater than the pre-development flow rate. 6.1 Calculated pre development flow from ditch/discharge pipe is: 0 100 = .35 X 12.4 X 2.37 = 10.28 cfs 0 50 =.35X11.15X2.37=9.25cfs 0 25 = .35 X 9 .86 X 2 .37 = 8.18 cfs the entire tract into the natural T//65e ~ -/t>~f Fl~ -/Vt:JT ;Cc..ous, /'li> /7~ ....:---- 0 10 = .35 X 8.63 X 2.37 = 7 .16 cfs 0 rrft!'- 05 = .35 X 7.69 X 2.37 = 6.38 cfs µ~_LA 11 p,~ Max Flow (0100) to Pipe= .57 X 10.28 = 5.9 CFS f?7°"' . .-e£. $t'17 The total combined post development runoff flow to the natural ditch shall not exceed the 5.9 CFS as calculated here . Some of the allowed 5 .9 cfs will be from undetained flow of section 1. and the remainder will be from detention pond outfall from Section 2. Section 1. post development runoff rates are: 0 100 = .48 X 12.4 X .3 = 1.79 cfs 0 50 =.48X11 .15X.3=1.61 cfs 0 25 = .48 X 9.86 X .3 = 1.42 cfs 0 10 = .48 X 8 .63 X .3 = 1.24 cfs . Q 5 = .48 X 7 .69 X .3 = 1.11 cfs /bl Therefore, the maximum allowable flow from the detention pond into the natural ditchl is 1 5 .9 cfs -1. 79 cfs = 4.11 cts). ~ +--6 1z,rns ~ l--ov l tJ0(C%A-:::. Section 2 . pre development runoff data is as shown by Appendix A. Section 2. post development runoff data is as shown by Appendix 8. As calculated above, the 0 100 pre development flow for the entire tract is 10.28 cfs . Approximately 57% of that amount flows to the natural ditch and the remaining 43% flows onto the adjacent property to the northeast. Therefore the max allowable to the adjacent property is: 0.43 x 10.28 = 4.42 ~f/t-vc 5~ ? Section 3. post development runoff rates are: 0 100 = .69 X 12.4 X .51 = 4.36 cfs 0 50 = .69 X 11.15 X .51=3.92 cfs 4 0 25 = .69 X 9.86 X .51 = 3.47 cfs 0 10 = .. 69 X 8.63 X .51 = 3.04 cfs 0 5 = .69 X 7 .69 X .51 = 2.71 cfs Post development flow does not exceed pre development flow . (4.36/4.42) 7.0 SITE RUNOFF CONTROL o~ Runoff control is provided for this tract to achieve flow requirements as calculated G above . More specifically, detention control is required in order to maintain a maximum 0 100 of no more than 4.11 cfs from the detention pond (drainage Section 2.) Control is provided by channeling all Section 2. runoff into a detention area to be constructed along the north of the property, adjacent to an existing "one Lincoln Place" property line fence. Discharge from the detention area shall be by outlet structure designed to control flows at pre described rates according to the various storm event frequencies. Detention and release is provided by facilities shown by sheet C-2 of development drawings submitted herewith. 7.1 DETENTION REQUIREMENTS 1 Detention requirements established by the City of College Statio ~e are ) provided for this tract by the use of computer program. Detention storage volumes are calculated and shown by Appendix C. Stormwater detention routing and the required outlet structure configuration is calculated and shown by Appendix D. 5 ILLUSTRATIONS I I JI....___ --R-AN-oAL_L·s---J w :::> z w ·> <( (f) IO <(._____ ____ ____. x..-----------i w I-LINCOLN STREET w ~ z a: :::> m I (J) <( PROPOSED ~-<- &- I-~ (f) z 0 (f) z :J 2 V C N TY MAP NOT TO SCALE 6 !ILLUSTRATION L1 l I I I I I I I I AYMlOH'd ~-, ~ ...__ _ __. '~ ~'-I I I I • I I El ' ' I CITY DRAINAGE BASIN MAP 7 LEGEND BASIN REFERENCE HUMBER D REGULATORY CHANNEL REACHES f+-0 +j PRIMARY DRAINAGE SYSTEM SECONDARY DRAINAGE SYSTEM BASIN BOUNDARY SUB-BASIN BOUNDARY --~--- I ILUJSTRATICN 2.1 I FIGURES I I I co "Tl -G') c :a m ---- "100 L1NCbU( P11-ce" 2,37~ -Sc.\Js~MArt'c S To 1LVZI! w A-rt1L tv( AN Alee~ f::fl 7 . APPENDIX A I I I Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0.350 9 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 7.700 Total acres 1. 56 Peak Q (cfs) 4.20 Quick TR-55 Ver.5 .44 Executed: 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . Runoff IC I GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0.350 10 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj . I 'C' in/hr 0.350 8.600 Total acres 1. 56 Peak Q (cfs) 4.70 Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:1315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I GRASSLAND 0.350 Area acres 1.56 Tc (min) Wtd. IC I 10.00 0.350 11 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 9.900 Total acres 1. 56 Peak Q (cfs) 5.41 Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:l315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. IC' 10.00 0.350 12 RETURN FREQUENCY = SO years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 10.900 Total acres 1. 56 Peak Q (cf s) 5.95 Quick TR-55 Ver.5.44 Executed: 06:28:29 S/N:1315430080 06-12-1994 TWO LINCOLN PLACE PRE DEVELOPEMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I GRASSLAND 0.350 Area acres 1. 56 Tc (min) Wtd. IC I 10.00 0.350 13 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0. 350 11. 600 Total acres 1. 56 Peak Q (cfs) 6.33 APPENDIX B I I I Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 5 yr Allowable Outflow: 2.73 cfs * * 'C' Adjustment: 1.000 Required Storage: 3,463 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 5.25 cfs Inflow .HYD stored: SCR5PST .HYD * ********************************************************************** I Td = 22 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . xx 10.00 7.700 7.69 minutes in/hr cf s Required Storage 3,463 cu.ft. x x x x x x x x x x x x Return Freq: 5 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: Td= I Q = x 1.56 0.64 0.64 minutes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 2.7 s 0 x 0 x 0 0 16.45 minutes x (Allow.Outflow) NOT TO SCALE x ============ x 26.80 minutes Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 10 yr Allowable Outflow: 3.05 cfs * * 'C' Adjustment: 1.000 Required Storage: 3,952 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 5.80 cfs Inflow .HYD stored: SCRlOPST.HYD * ********************************************************************** Td = 23 minutes Return Freq: 10 yr /-------Approx. Duration for Max. Storage I ------/ C adj.factor: 1.00 0 x 0 x x 0 Tc= I = . Q = . I . 10.00 8.600 8.59 minutes in/hr cf s Required Storage 3,952 cu.ft. x x x x x x x x x x x x x x x x x x Area (ac) : 1. 56 0.64 0.64 Weighted C: Adjusted C: Td= I = Q = x 23 minutes 5.810 in/hr 5.80 cfs o o o o o o o o o o o o o o o o Q= 3 .05 cfs 0 x (Allow.Outflow) 0 NOT TO SCALE x ============ x 16.45 minutes 27.74 minutes 15 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 25 yr Allowable Outflow: 3.51 cfs * * 'C' Adjustment: 1.000 Required Storage: 4,540 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 6.53 cfs Inflow .HYD stored: SCR25PST.HYD * ********************************************************************** I /------- 0 x 0 Td = 24 minutes Approx. Duration for Max. Storage I ------/ x Tc= I = . Q = . I . I 10.00 9.900 9.88 minutes in/hr cf s Required Storage 4,540 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: 25 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 1. 56 0.64 0.64 Td= 24 minutes I = 6.540 in/hr Q = 6.53 cfs x o o o o o o o o o o o o o o o o Q= 3.51 cfs x 0 x (Allow.Outflow) 0 0 NOT TO SCALE x ============ x 16.45 minutes 28.62 minutes 16 Quick TR-SS Ver.S.44 Executed: 08:32:12 S/N:l31S430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: SO yr Allowable Outflow: 3.86 cfs * * 'C' Adjustment: 1.000 Required Storage: 4,960 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 7.31 cfs Inflow .HYD stored: SCRSOPST.HYD * ********************************************************************** I Td = 23 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . 10.00 10.900 10.88 minutes in/hr cf s Required Storage 4,960 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: SO yr C adj.factor: 1.00 Area (ac) : l.S6 0.64 0.64 Weighted C: Adjusted C: Td= I = Q = x 23 minutes 7.320 in/hr 7.31 cfs o o o o o o o o o o o o o o o o Q= 3.86 cfs 0 x 0 x 0 0 0 x (Allow.Outflow) NOT TO SCALE x ============ x 16.4S minutes 27.72 minutes 17 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable Outflow: 4.11 cfs * * 'C' Adjustment: 1.000 Required Storage: 5,405 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 7.88 cfs Inflow .HYD stored: SClOOPST.HYD * ********************************************************************** I Td = 23 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . I 10.00 11.600 11.58 minutes in/hr cf s Required Storage 5,405 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: 100 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 1. 56 0 .64 0.64 Td= 23 minutes I = 7.890 in/hr Q = 7.88 cfs x o o o o o o o o o o o o o o o o Q= 4.11 cfs 0 x 0 x 0 0 0 x (Allow.Outflow) NOT TO SCALE x ============ x 16.45 minutes 27.78 minutes 18 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 22.00 min. I= 5.26 in/hr Qp= 5.25 cfs RETURN FREQUENCY: 5 year storm Output file: SCR5PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 28.00 0.00 3.68 5.25 5.25 2.10 0.53 4.20 5.25 5.25 1. 58 1. 05 4.73 5.25 4.73 1. 05 19 1. 58 2.10 2.63 5.25 5.25 5.25 5.25 5.25 5.25 4.20 3.68 3.15 0.53 0.00 3.15 5.25 5.25 2.63 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 23.00 min. RETURN FREQUENCY: 10 year storm Output file: SCRlOPST.HYD I= 5.81 in/hr Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Qp= Time Time increment = 1. 00 Minutes Minutes Time on left represents time for first Q in each 5.80 cfs row. ----------------------------------------------------------------------- 0.00 0.00 0.58 1.16 1. 74 2.32 2.90 3.48 7.00 4.06 4.64 5.22 5.80 5.80 5.80 5.80 14.00 5.80 5.80 5.80 5.80 5.80 5.80 5.80 21. 00 5.80 5.80 5.80 5.22 4.64 4.06 3.48 28.00 2.90 2.32 1.74 1.16 0.58 0.00 20 • Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 24.00 min. RETURN FREQUENCY: 25 year storm Output file: SCR25PST.HYD I= 6.54 in/hr Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Qp= Time Time increment = 1. 00 Minutes Minutes Time on left represents time for first Q in each 6.53 cfs row. ----------------------------------------------------------------------- 0.00 0.00 0.65 1. 31 1. 96 2.61 3.26 3.92 7.00 4.57 5.22 5.88 6.53 6.53 6.53 6.53 14.00 6.53 6.5-3 6.53 6.53 6.53 6.53 6.53 21. 00 6.53 6.53 6.53 6.53 5.88 5.22 4.57 28.00 3.92 3.26 2.61 1. 96 1. 31 0.65 0.00 21 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C 0.640 Td= 23.00 min. RETURN FREQUENCY: 50 year storm Output file: SCR50PST.HYD I= 7.32 in/hr Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 50 Year Storm Qp= Time Time increment = 1. 00 Minutes Minutes Time on left represents time for first Q in each 7.31 cfs row. ----------------------------------------------------------------------- 0.00 0.00 0.73 1.46 2.19 2.92 3.65 4.38 7.00 5.12 5.85 6.58 7.31 7.31 7.31 7.31 14.00 7.31 7.31 7.31 7.31 7.31 7.31 7.31 21. 00 7.31 7.31 7.31 6.58 5.85 5.12 4.38 28.00 3.65 2.92 2.19 1.46 0.73 0.00 22 • t Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C 0.640 Area= 1.560 acres Tc = 10.00 minutes Adjusted C = 0.640 Td= 23.00 min. I= 7.89 in/hr Qp= 7.88 cfs RETURN FREQUENCY: 100 year storm Output file: SClOOPST.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 28.00 0.00 5.51 7.88 7.88 3.94 0.79 6.30 7.88 7.88 3.15 1. 58 2.36 3.15 3.94 7.09 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.09 6.30 5.51 2.36 1.58 0.79 0 .00 23 4.73 7.88 7.88 4.73 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' SECTION 2 0.640 Area acres 1. 56 Tc (min) Wtd. IC' 10.00 0.640 24 RETURN FREQUENCY = 5 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= Adj. I 'C' in/hr 0.640 7.700 Total acres 1. 56 years ---------------- Peak Q (cfs) 7.69 • t Quick TR-55 Ver.5.44 S/N:1315430080 Executed : 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where : Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . Runoff IC' SECTION 2 0.640 Area acres 1. 56 Tc (min) Wtd. I c I 10 .00 0.640 25 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.640 8.600 Total acres 1. 56 Peak Q (cfs) 8.59 • Quick TR-55 Ver .5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I Area acres SECTION 2 0.640 1.56 Tc (min) Wtd. IC' 10.00 0.640 2 6 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.640 9.900 Total acres 1. 56 Peak Q (cf s) 9.88 Quick TR-55 Ver .5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I SECTION 2 0.640 Area acres 1. 56 Tc (min) Wtd. I c I 10.00 0.640 27 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.640 10.900 Total acres 1.56 Peak Q (cfs) 10.88 • • Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 08:32:12 06-12-1994 TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I Area acres SECTION 2 0 .640 1.56 Tc (min) Wtd. I c I 10.00 0.640 28 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.640 11.600 Total acres 1. 56 Peak Q (cfs) 11.58 t Quick TR-55 Ver.5.44 Executed : 08:32:12 S/N:l315430080 06-12-1994 ************************************************************************ ************************************************************************ MODIFIED RATIONAL METHOD * * * * * * ----Grand Summary For All Storm Frequencies * * * * * * ************************************************************************ ************************************ First peak outflow point assumed to occur at Tc TWO LINCOL POST DEVELOPMENT CONDITIONS Area = 1.56 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency Adjusted (years) 'C' 5 0.640 10 0.640 25 0.640 50 0.640 100 0.640 Duration Intens. Qpeak minutes in/hr cf s 22 5 .260 5.25 23 5.810 5.80 24 6.540 6.53 23 7.320 7.31 23 7.890 7.88 29 Allowable cf s 2.73 3.05 3.51 3.86 4.11 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 6,932 8,005 9,403 10,085 10,871 3,463 3,952 4,540 4,960 5,405 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:1315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 2.73 cfs Hydrograph file duration= 22.00 minutes Hydrograph file: SCR5PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0.640 0.640 0.640 0.640 0.640 10 15 20 7.700 6.400 5.500 1. 56 1. 56 1. 56 Qpeak cf s 7.69 6.39 5.49 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 4,613 5,751 6,589 2,975 3,353 3,430 ************************************************************ Storage Maximum o.64o o.64o 22 5.260 1.56 5 .25 I 6,932 3,463 **************************************************************************** 0.640 0.640 30 4.300 1. 56 4.29 7,728 3,044 0.640 0.640 40 3.600 1. 56 3.59 8,626 2,405 0.640 0.640 50 3.100 1. 56 3 .10 9,285 1,527 0.640 0.640 60 2.800 1. 56 2.80 10,064 745 0.640 0.640 120 1.700 1. 56 1. 70 Qpeak < Qallow 30 Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg . TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 3 .05 cfs Hydrograph file duration= 23.00 minutes Hydrograph file: SCRlOPST.HYD Tc = 10.00 minutes : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : We: h ted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0.640 0.640 0.640 0.640 0.640 10 15 20 8.600 7.200 6.200 1. 56 1. 56 1. 56 Qpeak cf s 8.59 7.19 6.19 VOLUMES Inf low Storage ( cu . ft . ) (cu . ft . ) 5,152 6,470 7,428 3,322 3,788 3,894 ************************************************************ Storage Maximum o.64o o.64o 23 5.010 1.56 5.00 I 0,005 3,952 **************************************************************************** 0.640 0.640 30 4.900 1. 56 4.89 8,806 3,561 0 .640 0.640 40 4 .100 1. 56 4.09 9,824 2,861 0 .640 0.640 50 3.600 1. 56 3.59 10,783 2,084 0.640 0 .640 60 3 .200 1. 56 3.19 11,502 1,070 0 .640 0 .640 120 2 .000 1. 56 2.00 Qpeak < Qallow 31 • • • • • • Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 3.51 cfs Hydrograph file duration= 24.00 minutes Hydrograph file: SCR25PST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas Qpeak 'C' IC' minutes in/hr acres cf s ------------------------------------------------------ 0.640 0.640 10 9.900 1. 56 9.88 0 .640 0.640 15 8.200 1. 56 8.19 0.640 0.640 20 7.100 1. 56 7.09 VOLUMES Inf low Storage (cu. ft.) (cu. ft.) 5,930 7,368 8,506 3,824 4,287 4,442 ************************************************************ Storage Maximum o.64o o.64o 24 6.540 1 .56 6.53 I 9,4o3 4,540 **************************************************************************** 0.640 0.640 30 5.700 1. 56 5.69 10,244 4,201 0.640 0.640 40 4.800 1. 56 4.79 11,502 3,475 0.640 0.640 50 4.100 1. 56 4.09 12,280 2,279 0 .640 0.640 60 3.700 1. 56 3 .69 13,299 1,289 0.640 0.640 120 2.300 1. 56 2.30 Qpeak < Qallow 32 • • Quick TR-55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06 -12-1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 50 yr 'C' Adjustment = 1.000 Allowable Q = 3.86 cfs Hydrograph file duration= 23.00 minutes Hydrograph file: SCR50PST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.640 0.640 0.640 0.640 0.640 0.640 10 15 20 10.900 9.100 7.800 1. 56 1. 56 1. 56 Qpeak cf s 10.88 9.09 7.79 VOLUMES Inf low (cu. ft.) 6,530 8,177 9,345 Storage (cu. ft.) 4,214 4,784 4,876 ************************************************************ Storage Maximum o.64o o.64o 23 7.320 1.56 7.31 I 10,005 4,960 **************************************************************************** 0.640 0.640 30 6.200 1. 56 6.19 11,142 4,506 0.640 0.640 40 5.300 1. 56 5.29 12,700 3,870 0.640 0.640 50 4.600 1. 56 4.59 13,778 2,760 0.640 0.640 60 4.000 1. 56 3.99 14,377 1,189 0.640 0.640 120 2.500 1. 56 2.50 Qpeak < Qallow 33 • Quick TR -55 Ver.5.44 Executed: 08:32:12 S/N:l315430080 06-12 -1994 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. TWO LINCOLN PLACE POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 4.11 cfs Hydrograph file duration= 23.00 minutes Hydrograph file: SClOOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . We i ghted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0 .640 0 .640 0.640 0.640 0.640 0.640 10 15 20 11. 600 9.700 8.400 1. 56 1. 56 1. 56 Qpeak cf s 11.58 9.68 8.39 VOLUMES Inf low Storage (cu . ft . ) (cu . ft . ) 6,949 8,716 10,064 4,483 5,103 5,299 ************************************************************ Storage Maximum o.64o o.64o 23 1.890 1.56 1.88 I 10,811 5,4o5 **************************************************************************** 0.640 0 .640 30 6.700 1. 56 6 .69 12,041 4,963 0.640 0.640 40 5.700 1. 56 5.69 13,658 4,247 0.640 0.640 50 5.000 1. 56 4.99 14,976 3,224 0.640 0.640 60 4.400 1. 56 4.39 15,815 1,735 0 .640 0 .640 120 2.800 1. 56 2.80 Qpeak < Qallow 3 4 APPENDIX C I I I • POND-2 Version: 5.15 S/N: 1295130055 TWO LINCOLN PLACE CALCULATED 06-12-1994 09:02:07 DISK FILE: C:\PONDPACK\SCAR .VOL Planimeter scale: 1 inch = 1 ft . * Elevation (ft) Planimeter (sq . in.) Area (sq.ft) Al+A2+sqr(Al*A2) (sq. ft) Volume (cubic-ft) Volume Sum (cubic-ft) 0 0 0 0 470 470 78 78 850 1,952 325 404 1,325 3,236 539 943 2,360 5,453 909 1,852 3,400 8,593 1,432 3,284 4,450 11,740 1,957 5,241 5,500 14,897 2,483 7,724 301. 00 301. 50 302.00 302 .50 303.00 303.50 304.00 304.50 305.00 0.00 470.00 850.00 1,325.00 2,360.00 3,400.00 4,450.00 5,500.00 6,880.00 6,880 18,531 3,089 10,812 2 IA= (sq.rt(Areal) + ((Ei-El)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal))) where : El, E2 = Closest two elevations with planimeter data Ei Elevation at which to interpolate area Areal,Area2 = Areas computed for El, E2, respectively IA Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for ELl, EL2, respectively Incremental volume between ELl and EL2 35 t Outlet Structure File: SCAR .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ***************** TWO LINCOLN PLACE ***************** Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages c H Q 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304. 0 304.75 305.00 0.0 0.1 0 .2 0.4 0.6 0.9 1.2 1. 5 1. 8 2 .2 2.5 2 .9 3.3 3 .8 4.2 0 .0 H =0.0 H =.25 H =.5 H =.750 H =1. 0 H =l. 25 H =1.5 H =1. 75 H =2.0 H =2 .25 H =2.5 H =2.75 H =3.0 H =3 .25 H = H =3.75 E = or > E2=305 If I( L (ft)= .2083 2..tP Table elev. -Invert elev. ( 301 ft ) / = C * L * (H**l.5) --Suppressed Weir I/' 36 APPENDIX D I I • • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:12 Page 1 Return Freq: 5 years *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----301. 00 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW I STORAGE ( ft ) ( cf s ) ( cu -ft ) 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.1 0.2 0.4 0.6 0.9 1.2 1. 5 1. 8 2.2 2.5 2.9 3.3 3.8 4.2 4.7 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) = 37 2S/t (cf s) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min . 2S/t + 0 (cfs) 0.0 0.4 2.8 7.6 14.l 22.4 32.6 45.9 63.5 85.6 111.9 142.8 178.0 217.6 261. 6 310.7 t I t I • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:12 Page 2 Return Freq: 5 years Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Outflow Hydrograph: C:\PONDPACK\SCR50UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------TIME INFLOW Il+I2 28/t -0 28/t + 0 OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cf s) (ft) -------------------------------------------------------------------0.0 0.00 -----0.0 0.0 0.00 301.00 1. 0 0.53 0.5 0.3 0.5 0.10 301. 26 2.0 1. 05 1. 6 1. 6 1. 9 0.16 301. 40 3.0 1. 58 2.6 3.7 4.2 0.26 301. 57 4.0 2.10 3.7 6.6 7.4 0.39 301. 74 5.0 2.63 4.7 10.3 11. 3 0.51 301. 89 6.0 3.15 5.8 14.7 16.1 0.67 302.06 7.0 3.68 6.8 19.8 21. 6 0.87 302.23 8.0 4.20 7.9 25.6 27.7 1. 06 302.38 9.0 4.73 8.9 32.0 34.5 1. 24 302.54 10.0 5.25 10.0 39.2 42.0 1.41 302.68 11. 0 5.25 10.5 46.6 49.7 1. 56 302.80 12.0 5.25 10.5 53.7 57.1 1. 69 302.91 13.0 5.25 10.5 60.6 64.2 1. 81 303.01 14.0 5.25 10.5 67.2 71.1 1. 94 303.09 15.0 5.25 10.5 73.6 77.7 2.06 303.16 16.0 5.25 10.5 79.7 84.1 2.17 303.23 17.0 5.25 10.5 85.7 90.2 2.25 303.29 18.0 5.25 10.5 91. 6 96.2 2.32 303.35 19.0 5.25 10.5 97.3 102.1 2.39 303.41 20.0 5.25 10.5 102.9 107.8 2.45 303.46 21. 0 5.2 ' 10.5 108.4 113.4 2.52 303.51 22.0 .25 10.5 113.7 118.9 2.59 303.56 23.0 4.73 10.0 118.4 123.7 2.65 303.60 24.0 4.20 8.9 121.9 127.3 2.70 303.62 25.0 3.68 7.9 124.3 129.8 2.73 303.64 26.0 3.15 6.8 125.6 131.1 2.75 303.66 27.0 2.63 5.8 125.9 131.4 2.75 303.66 28.0 2.10 4.7 125.2 130.6 2.74 303.65 29.0 1. 58 3.7 123.4 128.8 2.72 303.64 30.0 1. 05 2.6 120.7 126.0 2.68 303.61 31. 0 0.53 1. 6 117.0 122.2 2.63 303.58 32.0 0.00 0.5 112.4 117.5 2.57 303.55 -----------------------------------------------------------------------'-.. I l'J ~·7 1 ( \ ( '\ ( \ (})~1 ' (uef' , ( \ " I ~ 38 feJc,<7 r#.1 5~ '1r/fcfi POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:13:48 *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Page 1 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Outflow Hydrograph: C:\PONDPACK\SCR50UT .HYD Starting Pond W.S. Elevation = 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 5.25 cfs 2.75 cfs 303.66 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 39 O cu-ft 3,861 cu-ft 3,861 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR5PST .HYD Outflow Hydrograph: C:\PONDPACK\SCR50UT .HYD Peak Inf low Peak Outflow = Peak Elevation 5.25 cfs 2.75 cfs 303.66 ft Page 3 Return Freq: 5 years EXECUTED: 06-12-1994 09:13:48 Flow (cfs) ..e-.o 1.0 2.0 3.o 4.o 5.o 6.o 1.0 8.o 9.o lo.o 11.0 ---1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 3.1 x x 4 .1 x x 5.1 x 6.1 7.1 8.2 9.2 10.2 - 11. 2 - 12.2 - 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - 21.4 - TIME (min) x File: * File: x x x x x x x x * * x---- x x x x x x x x x x x x x x x * * * * * * '* * * * # ·* * * 0 :1 * * x x x x ;: * * * * * * .. x x x x x C::~g~ACK\SCRSPST .HYD C:';;1 PACK\SCRSOUT .HYO Qmax = Qmax = 40 I I 2.8 cfs 5.3 cfs • • t t t , • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:13 Page 1 Return Freq: 10 years *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----301. 00 ft 0.00 cfs o cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft} (cfs) 301.00 301. 25 301.50 301. 75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.1 0.2 0.4 0.6 0.9 1. 2 1. 5 1. 8 2.2 2.5 2.9 3.3 3.8 4.2 4.7 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) = 41 2S/t (cf s) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min. 2S/t + 0 (cf s) 0.0 0.4 2.8 7.6 14.1 22.4 32.6 45.9 63.5 85.6 111. 9 142.8 178.0 217.6 261. 6 310.7 • • t • t , • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:13 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOUT.HYD Page 2 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 INFLOW (cfs) 0.00 0.58 1.16 1. 74 2.32 2.90 3.48 4.06 4.64 5.22 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.80 5.22 4.64 4.06 3.48 2.90 2.32 1. 74 1.16 0.58 0.00 Il+I2 (cfs) 0.6 1. 7 2.9 4.1 5.2 6.4 7.5 8.7 9.9 11. 0 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 6 11. 0 9.9 8.7 7.5 6.4 5.2 4.1 2.9 1. 7 0.6 28/t -0 (cfs) 0.0 0.4 1. 8 4.1 7.3 11. 5 16.4 22.0 28.4 35.6 43.6 51. 9 59.9 67.6 75.0 82.2 89.2 96.1 102.8 109.3 115.7 121. 9 127.9 133.8 139.0 142.9 145.6 147.1 147.4 146.6 144.7 141. 7 137.6 132.5 42 28/t + 0 (cfs) 0.0 0.6 2.1 4.7 8.2 12.6 17.8 23.9 30.7 38.3 46.6 55.2 63.5 71. 5 79.2 86.6 93.8 100.8 107.7 114.4 120.9 127.3 133.5 139.5 144.8 148.8 151.6 153.1 153.5 152.7 150.7 147.6 143.5 138.2 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.11 0.17 0.28 0.42 0.55 0.74 0.95 1.14 1. 33 1. 51 1. 66 1. 80 1. 94 2.08 2.21 2.29 2.37 2.45 2.53 2.62 2.70 2.78 2.86 2.92 2.97 3.00 3.02 3.02 3.01 2.99 2.96 2.91 2.84 301.00 301.27 301.43 301.60 301. 77 301. 94 302.11 302.29 302.45 302.61 302.76 302.88 303.00 303.09 303.18 303.26 303.33 303.39 303.46 303.52 303.57 303.62 303.67 303.72 303.76 303.79 303.81 303.82 303.83 303.82 303.81 303.78 303.75 303.71 t • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:13:48 *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Page 1 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOUT.HYD Starting Pond W.S. Elevation = 301. 00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation = 5.80 cfs 3.02 cfs 303.83 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 43 O cu-ft 4,515 cu-ft 4,515 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 • 13.3 14.3 15.3 • 16.3 17.3 18 .4 • 19.4 20.4 21.4 x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCRlOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOUT.HYD Peak Inf low Peak Outflow Peak Elevation = 5.80 cfs 3.02 cfs 303.83 ft Page 3 Return Freq: 10 years EXECUTED: 06-12-1994 09:13:48 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\SCRlOPST.HYD Qmax = 3.0 cf s File: C:\PONDPACK\SCRlOOUT.HYD Qmax = 5.8 cf s 44 t t t • t • • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:14 *********************** * * * * * * * TWO LINCOLN PLACE * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----301. 00 ft 0.00 cfs O cu-ft Page 1 Return Freq: 25 years GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft) (cfs) 301.00 301.25 301.50 301.75 302.00 302.25 302.50 302.75 303.00 303.25 303.50 303.75 304.00 304.25 304.50 304.75 0.0 0.1 0.2 0.4 0.6 0.9 1. 2 1. 5 1. 8 2.2 2.5 2.9 3.3 3.8 4.2 4.7 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) = 45 2S/t (cfs) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min . 2S/t + 0 (cfs) 0.0 0.4 2.8 7.6 14.1 22.4 32.6 45.9 63.5 85.6 111.9 142.8 178.0 217.6 261.6 310.7 I • • , • • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:14 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR250UT.HYD Page 2 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME I INFLOW (min) (cfs) 0.0 0.00 1.0 0.65 2.0 1.31 3. 0 1. 96 4.0 2.61 5.0 3.26 6.0 3.92 7.0 4.57 8.0 5.22 9.0 5.88 10.0 6.53 11. 0 6. 53 12.0 6.53 13.0 6.53 14.0 6.53 15.0 6.53 16.0 6.53 17.0 6.53 18.0 6.53 19.0 6.53 20.0 6.53 21.0 6.53 22.0 6.53 23.0 6.53 24.0 6.53 25.0 5.88 26.0 5.22 27.0 4.57 28.0 3.92 29.0 3.26 30.0 2.61 31.0 1.96 32.0 1.31 33.0 0.65 34.0 0.00 Il+I2 I 28/t -0 I 28/t + 0 I OUTFLOW !ELEVATION (cfs) (cf s) (cf s) (cfs) (ft) 0.7 2.0 3.3 4.6 5.9 7.2 8.5 9.8 11.1 12.4 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 13.1 12.4 11.1 9.8 8.5 7.2 5.9 4.6 3.3 2.0 0.7 0.0 0.4 2.0 4.7 8.4 13.0 18.6 25.0 32.3 40.5 49.7 59.1 68.3 77.1 85.7 94.0 102.2 110.2 117.9 125.5 132.9 140.1 147.1 153.9 160.7 166.6 171.1 174.2 176.0 176.4 175.6 173.5 170.2 165.7 160.0 46 0.0 0.7 2.4 5.3 9.3 14.2 20.2 27.0 34.8 43.4 52.9 62.7 72.2 81. 3 90.2 98.7 107.1 115.2 123.2 131.0 138.6 145.9 153.1 160.1 167.0 173.1 177.7 180.9 182.7 183.1 182.3 180.1 176.8 172.1 166.3 0.00 0.11 0.18 0.30 0.45 0.61 0.82 1. 04 1.25 1.44 1. 62 1.79 1. 96 2.12 2.25 2.35 2.44 2.54 2.65 2.75 2.85 2.94 3.02 3.10 3.18 3.24 3.30 3.34 3.36 3.37 3.35 3.33 3.29 3.23 3.17 301. 00 301. 27 301.46 301.63 3 01. 81 302.01 302.18 302.36 302.54 302.70 302.85 302.99 303.10 303.20 303.29 303.37 303.45 303.53 303.59 303.65 303.72 303.77 303.82 303.87 303.92 303.97 304.00 304.02 304.03 304.03 304.03 304.01 303.99 303.96 303.92 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:13:48 *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Page 1 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR250UT.HYD Starting Pond W.S. Elevation = 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 6.53 cfs 3.37 cfs 304.03 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 47 o cu-ft 5,395 cu-ft 5,395 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 • 19.4 20.4 21.4 • x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR25PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR250UT.HYD Peak Inf low = Peak Outflow = Peak Elevation = 6.53 cfs 3.37 cfs 304.03 ft Page 3 Return Freq: 25 years EXECUTED: 06-12-1994 09:13:48 Flow (cf s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\SCR25PST.HYD Qmax = 3.4 cf s File: C:\PONDPACK\SCR250UT.HYD Qmax = 6.5 cf s 48 t t • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:16 Page 1 Return Freq: 50 years *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SCR50PST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----301. 00 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION! OUTFLOW (ft) (cfs) 301.00 0.0 301.25 0.1 301.50 0.2 301.75 0.4 302.00 0.6 302.25 0.9 302.50 1.2 302.75 1.5 303.00 1.8 303.25 2.2 303.50 2.5 303.75 2.9 304.00 3.3 304.25 3.8 304.50 4.2 304.75 4.7 STORAGE (cu-ft) 0 10 78 217 404 644 943 1,333 1,852 2,503 3,284 4,197 5,241 6,416 7,724 9,182 Time increment (t) = 49 2S/t (cf s) 0.0 0.3 2.6 7.2 13.5 21. 5 31.4 44.4 61. 7 83.4 109.4 139.9 174.7 213.8 257.4 306.0 1.0 min. 2S/t + 0 (cfs) 0.0 0.4 2.8 7.6 14.1 22.4 32.6 45.9 63.5 85.6 111. 9 142.8 178.0 217.6 261. 6 310.7 • • • , POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:16 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR50PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR500UT.HYD Page 2 Return Freq: 50 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME I INFLOW (min) (cfs) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 0.00 0.73 1.46 2.19 2.92 3.65 4.38 5.12 5.85 6.58 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 7.31 6.58 5.85 5.12 4.38 3.65 2.92 2.19 1.46 0.73 0.00 Il+I2 I 2S/t -0 (cf s) (cfs) 0.7 2.2 3.7 5.1 6.6 8.0 9.5 11. 0 12.4 13.9 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 13.9 12.4 11. 0 9.5 8.0 6.6 5.1 3.7 2.2 0.7 0.0 0.5 2.3 5.3 9.4 14.7 20.9 28.1 36.4 45.7 56.1 66.9 77.3 87.3 97.2 106.8 116.2 125.3 134.2 142.9 151.4 159.7 167.8 175.7 182.7 188.1 191.9 194.2 195.0 194.4 192.4 189.0 184.2 178.2 50 2S/t + 0 (cfs) 0.0 0.7 2.7 6.0 10.4 16.0 22.7 30.4 39.1 48.8 59.6 70.8 81. 5 91. 9 102.0 111.8 121.4 130.8 139.9 148.8 157.5 166.0 174.3 182.4 189.6 195.1 199.0 201.4 202.3 201. 6 199.5 196.0 191. 2 185.0 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.11 0.20 0.33 0.49 0.67 0.91 1.13 1. 35 1. 55 1. 73 1. 93 2.13 2.27 2.39 2.50 2.62 2.74 2.86 2.97 3.07 3.16 3.26 3.36 3.45 3.52 3.57 3.60 3.61 3.60 3.57 3.53 3.47 3.39 301. 00 301. 28 301.49 301.66 301.86 302.06 302.26 302.45 302.62 302.79 302.94 303.08 303.20 303.31 303.41 303.50 303.58 303.65 303.73 303.79 303.85 303.92 303.97 304.03 304.07 304.11 304.13 304.15 304.15 304.15 304.14 304.11 304.08 304.04 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:13:48 *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Page 1 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCR50PST.HYD Outflow Hydrograph: C:\PONDPACK\SCR500UT.HYD Starting Pond W.S. Elevation = 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 7.31 cfs 3.61 cfs 304.15 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 51 O cu -ft 5,961 cu-ft 5,961 cu-ft 3.1 4.1 5.1 6.1 7 .1 8.2 9.2 10.2 - 11.2 - 12 .2 - 13.3 - 14.3 - 15 .3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - 21.4 - 22.4 - 23 .5 - 24.5 - 25.5 -• POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SCRSOPST .HYD Outflow Hydrograph: C:\PONDPACK\SCRSOOUT.HYD Peak Inf low = Peak Outflow = Peak Elevation = 7.31 cfs 3.61 cfs 304.15 ft Page 3 Return Freq: 50 years EXECUTED: 06-12-1994 09:13:48 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * 'X * x * x * x * x * x * x * x * x * x * x * 52 • • • , POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:17 Page 1 Return Freq: 100 years I *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Rating Table file: C:\PONDPACK\SCAR .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----301. 00 ft 0.00 cfs O cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------------------------------------------ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cf s) (cu-ft) (cf s) (cfs) -----------------------------------------------------301.00 0.0 0 0.0 0.0 301.25 0.1 10 0.3 0.4 301.50 0.2 78 2.6 2.8 301. 75 0.4 217 7.2 7.6 302.00 0.6 404 13.5 14.1 302.25 0.9 644 21. 5 22.4 302.50 1.2 943 31.4 32.6 302.75 1.5 1,333 44.4 45.9 303.00 1. 8 1,852 61. 7 63.5 303.25 2.2 2,503 83.4 85.6 303.50 2.5 3,284 109.4 111. 9 303.75 2.9 4,197 139.9 142.8 304.00 3.3 5,241 174.7 178.0 304.25 3.8 6,416 213.8 217.6 304.50 4.2 7,724 257.4 261.6 304.75 4.7 9,182 306.0 310.7 --------------------------------------------------------Time increment (t) = 1.0 min. 53 • • t t • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:19:17 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOOT.HYD Page 2 Return Freq: 100 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME I INFLOW (min) (cf s) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 0.00 0.79 1. 58 2.36 3.15 3.94 4.73 5.51 6.30 7.09 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.88 7.09 6.30 5.51 4.73 3.94 3.15 2.36 1. 58 0.79 0.00 Il+I2 I 28/t -0 I 28/t + 0 I OUTFLOW !ELEVATION (cf s) (cfs) (cf s) (cfs) (ft) 0.8 2.4 3.9 5.5 7.1 8.7 10.2 11. 8 13.4 15.0 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.0 13.4 11. 8 10.2 8.7 7.1 5.5 3.9 2.4 0.8 0.0 0.6 2.5 5.8 10.2 15.9 22.6 30.5 39.4 49.6 60.9 72.6 83.9 94.9 105.7 116.2 126.5 136.5 146.2 155.7 165.0 174.1 183.0 191. 6 199.3 205.2 209.4 212.0 213.0 212.5 210.4 206.8 201. 8 195.4 54 0.0 0.8 2.9 6.5 11. 3 17.3 24.6 32.9 42.3 52.8 64.6 76.7 88.4 99.7 110.7 121. 5 132.0 142.2 152.2 162.0 171. 5 180.8 189.9 198.7 206.6 212.7 217.0 219.6 220.7 220.1 218.0 214.3 209.2 202.6 0.00 0.12 0.20 0.35 0.51 0.72 0.96 1.21 1.42 1. 62 1. 82 2.04 2.23 2.36 2.49 2.62 2.76 2.89 3.01 3.12 3.23 3.34 3.45 3.56 3.66 3.74 3.79 3.82 3.83 3.82 3.80 3.76 3.69 3.61 301.00 301. 29 301. 51 301. 69 301. 89 302.10 302.30 302.50 302.68 302.85 303.01 303.15 303.28 303.38 303.49 303.58 303.66 303.75 303.82 303.89 303.95 304.02 304.08 304.13 304.18 304.22 304.25 304.26 304.27 304.26 304.25 304.23 304.20 304.16 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 06-12-1994 09:13:48 *********************** * * * TWO LINCOLN PLACE * * * * * * * * * *********************** Page 1 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOOT .HYD Starting Pond W.S. Elevation = 301.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 7.88 cfs 3.83 cfs 304.27 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 55 O cu-ft 6,507 cu-ft 6,507 cu-ft 3.1 4.1 5.1 6.1 7.1 •8. 2 9.2 10.2 - 11.2 - 12.2 - 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - 21.4 - 22.4 - 23.5 - 24.5 - 25.5 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\SCAR .PND Inflow Hydrograph: C:\PONDPACK\SClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SCRlOOOT.HYD Peak Inf low Peak Outflow = Peak Elevation = 7.88 cfs 3.83 cfs 304.27 ft Page 3 Return Freq: 100 years EXECUTED: 06-12-1994 09:13:48 Flow (cfs) 0.0 1.0 2.0 3 .0 4 .0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x 5 6 * x * x * x * Outlet Structure File: SCAR .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ***************** TWO LINCOLN PLACE ***************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures --------------------------------------------- 301.00 0.0 1 301.25 0.1 1 301.50 0.2 1 301.75 0.4 1 302.00 0.6 1 302.25 0.9 1 302.50 1.2 1 302.75 1. 5 1 303.00 1. 8 1 303.25 2.2 1 303.50 2.5 1 303.75 2.9 1 304.00 3.3 1 304 .25 3.8 1 304.50 4.2 1 304.75 4.7 1 305.00 0.0 57 • • • • Outlet Structure File: SCAR .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ***************** TWO LINCOLN PLACE ***************** Outlet Structure File: C:\PONDPACK\SCAR Planimeter Input File: C:\PONDPACK\SCAR Rating Table Output File: C:\PONDPACK\SCAR .STR .VOL .PND Min. Elev. (ft) = 301 Max . Elev. (ft) = 305 Iner. (ft) = .25 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table WEIR-VR 1 -> 1 Outflow rating table summary was stored in file: C:\PONDPACK\SCAR .PND 58 • Outlet Structure File : SCAR .STR POND-2 Version: 5.15 Date Executed : S/N: 1295130055 Time Executed: ***************** TWO LINCOLN PLACE ***************** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft)? E2 elev. (ft)? 301 305 3.087 301 .2083 Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed (C/S)? S 59 FOR AREAS INSIDE THE C FL ARD AREA RE: CHAPTER 13 OF THE co=L-..-=E~STATION CITY CODE SITE LEGAL DESCRIPTION: Southwood Valley.,. Section 30; Lots C5 & Bl SITE ADDRESS: 701 Balcones OWNER: Jim Woods I Jeff McDowell DRAINAGE BASIN: Bee Creek -Tributary B TYPE OF DEVELOPMENT: This permit is an extension of a previous permit and is valid for grading of lot C5 only. The Contractor shall provide erosion control in accordance with the approved erosion control plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site and entering city streets or area creeks in accordanc~ with the City of College Station Drainage Policy and Design Criteria. Although construction has been completed on lot Bl, the Contractor shall assure that establishment of vegetation occurs on both lots prior to removal of any silt fencing or fury bales used for temporary erosion control. Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. This permit expires six months from the date of issuance. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Administrator/Representative Date Contractor Date Owner/ Agent Date CITY OF COLLEGE STATION Post Office Box 9960 1101 Texas Avenue May 16, 1~6 Mr. Jim Woods JHW General Contractors, Inc. 2114 Southwood Drive College Station , TX 77840 College Station, Texas 77842-9960 (409) 764-3500 RE: REIMBURSEMENT OF FEE FOR DDP REVIEW Dear Mr. Woods: This letter is to reiterate the City's reimbursement of money we collected from you earlier this week. The grading work on Lot CS, for which you are requesting an extension, was included in a drainage report we previously reviewed and approved. Therefore the DDP is being extended without further review. Since no further review is needed, the money you paid in advance for such a review is being refunded. A check for $100 will be mailed as soon as it is available. Please sign and return the enclosed DDP extension, making a copy for your own records . You may contact me at 764-3570 if you have any questions. Sincerely, Samantha Smith Engineering Assistant 01M Woools : 1° f s sftJrYv>-~ .. ~ rJ2c 4 I z z, OPP . -' kf-vv-c,.__ '5 J HvJ ! fc,w1e l &/()-[ & f7