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MS 14-05; Hoover Street Minor Subdivision; Minor Subdivision (MS) (2)
PRELIMINARY HYDROLOGY and HYDRAULICS REPORT PROJECT HOOVER STREET MINOR SUBDIVISION MS 14-05, CDP 14-08 CARLSBAD PREPARED BY: Aquaterra Engineering Inc. 1843 Campesino Place Oceanside, CA 92054 tele: 760-439-2802 fax: 760-439-2866 December 30, 2014 Prepared under the supervision of: 'Gary l/pska, RO£ 23080 Exp. 12/31/15 TABLE OF CONTENTS SHEET DESCRIPTION 2 Project Description 4 Hydrology Calculations 24 Soil Map 26 Hydraulic Calculations 32 Water Quality Calculations 37 Detention Basin Calculations Hydrology & Hydraulics Report City of Carlsbad This Hydraulics and Hydrology Report was prepared using the following Manuals: Hydrology Manual. June 2003 edition, County of San Diego Drainage of Highway Pavennents, U.S. Dept. of Transportation The Rational Method was used to determine the 100 yr. storm Q values. The Rational Method uses the following formula to establish the flow: Q = CIA where, Q = the peak runoff in cubic feet per second C = Runoff coefficient representing the ratio of runoff to rainfall I = time average intensity in inches per hour A = Area of the subbasin in acres / Project Name, Location, Description Project Nanne: Hoover Street Minor Subdivision Project Address: Hoover Street and Adams Street, Carlsbad, CA 92008 Project Size: 1.7 Acres Area disturbed: 0.0 Acres The site is located at the southeast corner of the intersection of Hoover Street and Adams Street.. The site Is contains one single family dwelling and a garage/ shed but is mostly vacant. The proposed project is to subdivide the site into four parcels. The Owners do not intend the grade or develop the site. Existing Site Features and Conditions Residential structures are located along the northerly and westerly and northerly edge. The land slopes in a southerly direction and is divided into two drainage basins which drain toward Adams street and ultimately to the Aqua Hedionda Lagoon.. The San Diego County's Hydrologic Soil Maps describe the onsite soil as being in Group C and having "High Runoff Potential". A site specific geological investigation is not being requested at this time. The enclosed drainage analysis was prepared to show that the existing drainage facilities are adequate. Extended Analysis The Applicant does not intend to complete the grading operation for building pads or install any improvements under this permit. However, the Carlsbad staff has requested that a conceptual grading plan and drainage analysis be completed based on an assumed developed condition. We have competed the necessary calculations to show the site can be developed in compliance with current requirements. The following is a summary of the calculated results. Since actual development values (impervious surface areas) are not being proposed, we needed to assume those values for both Treatment Control and Flow Control within the site drainage design. The stormwater control devices are sized based on the San Diego County Standards and the current City of Carlsbad Zoning designation of R-1-15000. This density equates to about 2.9 dwelling units per acre and a 25% impervious surface. The grading design shows a bioretention/detention basin on each of the proposed lots which exceeds the calculated requirements of "BMP Sizing Spreadsheet" distributed by the County of San Diego. A copy of those calculations are included in this report. The results of the attached calculations show the following discharge rates: PARCEL 2 PARCEL 2 PRECONSTRUCTION INFLOW / OUTFLOW 0.79 cfs POST-CONSTRUCTION FLOW CONTROL INFLOW OUTFLOW OUTFLOW (QIOO) 0.76 cfs 0.33 cfs iHQwc) 0.008 cfs PARCEL 3 PARCEL 3 0.78 cfs 0.76 cfs 0.33 cfs 0.008 cfs PARCEL 4 PARCEL 4 1.50 cfs 1.80 cfs 1.36 cfs 0.012 cfs All calculated post construction outflow discharge rates are less than the preconstruction discharge rates. Conclusion The analysis contained in this report shows that the site can be developed consistent with current zoning standards and in compliance with current drainage requirements and that the downstream water courses are adequate to handle the calculated storm flows. We have demonstrated that no downstream properties will be adversely impacted by the proposed development. The project site is not located near a floodway or floodplain or a water course plotted on any official floodway map. As a result of the site drainage features and proposed modifications, we do not anticipate any negative impacts to downstream properties or drainage systems. I PROJECT f>A.\ i I M ! U M : ; i M ! / /f i ! • r:,:::lS I il: •1 r:,:::lS I i I i 1 i f ! j ^ 1 r:,:::lS I Fmrm rut Ji • r:,:::lS I 1 i r '• ™i j — -"=" A [ ' 1 j — -"=" 1 .' ••• ; r 1 • 1 ' hi ' \ \ : \ T . V T r %4 if V i 1 i ^ J //. T? $ 1 : i A^ ; if) i Ll ~|-" d-v' ( / :.•! 4 s ^ — •—^ J * \ J / I i I » 1 s / 4 n 1 ! 10 y I . f ; i. -\ wf 1 ! 1 1 1 - -1 —-. (/ ,4 ;, . ..' '•• 1 ' 1 - -—-. i 1 s [ i \ 1 ! 4 » i 1 1 ' s\ -/ 7 f i i 1 i i i M j' r~, r^, 7 i 1 \ 1 1 ! i I j 1 j •• S' 1 1 "I . i -Ir7 / A / 1 \ ! • /i \ I . ! ! i •"* i 1 i • i 1 i {} \' f / 1 ; 1 1 1 1 j i J -J . •~-— 1 1 i •~-— • / i 11; T/ \ f ) / } l\ \ \ •• » [ ] 1 r I J •f i / y.. — ! .« J_ J f t ^ I •• x= — ! .« J_ 1 1 / 1 . \ t \ /I / f 1 A f 1 \ i in i ^: 17 \\ —-..^— i .1 ! i. I — .— —-..^— — .— s s 1 1 \ 1 Aquaterra Engineering Inc. 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I f 1 •"V / 7M A. )V —, —^ — ™_ ^ ' i ; 1 : : ! •iiii —, —^ — ™_ } ?M i f i OIL (' p. t -I rt H E: - -/ V Pi i 1 ; t 1 s . 1 I 1 1/ f / ^ i i i i // A) fr { )] ( ~_ 1 ~_ e u \A 1 L f ( /I' .} i 1 n 1 i ! / ; I 1 / t ( 0 1/7 \J 1 — 1 1 1 < 1/7 1 \ • — 1 1 1 < 1 1 ! ( 1 it J J- i ' 1 i \t\a \ \ j / i ! / ITT \ f 1 - i ^ \ f 'y' 1 V f * 1 0^ 1-1 r— i i 1 ^ 1 1 1 —;— ,„ — —-— / 1 —;— ,„ — —-— c A 1 i /.lp; Hi ''^ 1 r 1 \ , 1 • r 1 '' A A * i V >— •j A lib ' m -— —:—-• i A -— —:—- i ! I i t i i A 1 i / / r • :/ 0-8 \. ( \ i..„ 1 ; j •— ! 1 1 •— i 1 ^ 1 1 1 1 i "fl 1 J-1 r 1 _ . 1 / \ 5 ?> Aquaterra Engineering Inc. PROJECT / / IAJGL. DATE: ii /: 9 i! A A \ \ '• t >/ / I 71 -V b c r ) \ \ T— /I <^ /I y 1 J 1 — L 4 f 1 ) 1 > i 1 i ! f Y" y 1 —> r \.n a MS / 7 ,1 > • i 1 I 1 y 'I ; D.I / \ , 1 t ft >^ /* 4 i I L 1 .0 I 1^ kj >— r ' r A.. kj ? >— r p / ^ ' U ) U i • • j n 1 0 ' i 1 \ ,A li •) '—i '—i ' c 0 u • k -6 i a? z i • • m \ z i • \ i ! \ f 1 ft n '7 7\ / 1 > /d i— i V i H i /> —L j___„.=i — 7/ If-f f-t 1 r J ^ T f ( <* •— . J / — ,. —1 T \ • •— . J — li )' ) :s //( 1 ^ -r J k Jt r 1 tea-0 0. I / 1 J tea- 1 1 ! • Aquaterra Engineering Inc. DATE: i 'r 1^ 1 ) T—"• i 1 .1 \ >i y ,) I T 1 \ 1 A — 1 k< 0 4( I s c h ) n i r / < >——. OJ L O fl i i i ! ( f 1 / \ )i , 1 i , \ 7 ^ Ji 1/ n h u / 3 • c L; > 7 <*> f 1 > < t i K -A •|7 J 1 r )/ • _2 ' t f \ t • \ U 'P ' V % ) — 1 f] — j \ > .r 0 • ^ fb i -} / i . Ll • i t M k ^ i ( Ll 1 • '\ i ** ! 7 c a / i -< i.\ w r ' \ \ \ \ \ ^.^ >^ \ i 5, .... \ 1 1 J TT V z c fr J TT lli * M z c M fr r ( w r M 'I i — -3 — f_^a i - , 1 t —«) i» I) — ~ I [' / C| I) — ~ / '1 A / p 1 J 1, I ».« 4C < )| /. ?'') W ... n ms A A——^ i » 1 /t p. u VC '.Vj \ •» \ 1 r \ 1 \ 1 2 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type . NRCS Elements County Elements % IMPER A B C D Undistarbed Natural Tenain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0,35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0,41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0,49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7,3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10,9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 • 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/lndustrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/lndustrial (Limited !.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/lndustrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 "•The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1,2 (representing the pervious mnoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service CP 3-6 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximimi Length (LM)) of sheet flow to be used in hydrology studies. Initial Tj values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com , 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 See Table 3-1 _formgre detailed description 3-12 DIrailocw for ApplteoUons (1) From precfpliatlon maps determine 6 hr and 24 hr amounts (brthe sstooted flfequBnc^. Thsss maps ars Included In the County l-^fdralogy Mamiaf (10,50, and 100yrmap» Induded In the Design and Proceduni Manual). (2) Adjuat 6 hr preolpitaUon (If neoeaaaiy) so that It ia within the range of to 66% of tha 24 hr preotpltaUon (not applloaple to Desert). (3) Rot 6 hr predpllatlon on the tight aide of the oharL (4) Dmw a line through Ihe point parallel to tha plotted lines. (6) This line Is ths Intenslty^iuratlQn cun/e for the location being analyzed. Applloaf ion Point: (a) Selaotsd frequent^. .year (b) Pe - IS. In.. P24 » 4^ » (o)AdlU8tadPgl«>«.21^1n. (a)t^= min. (a) 18 inJhr. Note: This chart rei^acea the lnten8ity>Duratlon*Prequenoy curves used since 1966. ST" Oiimiloi> illKHKillSaiKi 30 Intonalty-Duratlon Datign Chart - Template County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (Inches) GIS 3 0 3 Miles County of San Diego Hydrology Manual AE Feet -1000 .•900 ^soo -lEDO Tc EQUAHON ,0.385 -am .4m L = Wstarcouraa Distance (nines) eftseSve ffne |See Figure 3-5)(Aeq Tc Hoursf Minu&s -400 N .380 • 100 -SB 40, V Wha Feet X— - X as- 2000 1800 V — 30 .20 10 4000 -1400 • laoo -900 -TW |-w600 -900 .400 —300 .200 AE SOURCE: CaBBiada OiiiiaiM of H^wnys (1841) and Ktpktt (19«>> -240 -188 •120 -100 .80 -80 -70 -40 I—30 -20 •18 -16 •14 '12 -10 •9 '8 '7 -G Tc Nomopcqph for Detemrinoiion of linM (rf Ooncenlicrtfcm (Tc) or Ihsv^ llnie (11) fn* Z3 SOILS GROUP MAP fetation Sfi iH\/ A San Diego County Hydrologic Soils Group- Runoff Potential 5 Sheet 22 ^ San Luis Quadrangle firfllA- 1" =2000" San Scale: 1" =2000" HYDRAULIC CALCULATIONS Dpen Channel Flow Calculator http://www.eng.aubum.edu/~xzf0001/Handbook/Channels.htm l^ytST ^?fgO.W PjTC!) Altjvi The open channel flow calculator ^ ' Select Channel Type: Circle Depth from Q Select unit system: Feet(ft) Flow velocity|20.6135 jft/s Channel slope: |0.16 |ft/ft Flow discharge! 16.08 ff^S/s Calculate! Wetted perimeter]2.59 It"""" Water depth(y): |0.49 Ift LeftSlope(Zl): j iftm Radiuslrj^ ™- ~. . RightSlope(Z2): :ft/ft Input n valuCiO.OI 3 or select n Status:lCalculation finished Flow area!0.78 ift'^2 Top width(T)i2.32 jft Specific energyj7.09 jft Critical depth'1.25 jft Froude numberi6.26 Critical slopejO.OOSS ift/ft Reset Flow statuSjSupercritical flow Velocity headj6.6 ift Copyright 2000 Dr. Xing Fang, Department of Civil Engineering, Lamar University. f 1 11 7/31/2014 2:36 PN The open channel flow calculator Select Chaimel Type: Circle Triangle Circle Depth from Q Select unit system: Feet(ft) Channel slope: .16 ft/ft Water depth(y): 0.99 ft Radius (r) 1 ft Flow velocity 28.678 ft/s LeftSlope(Zl): ft/ft RightSlope(Z2): ft/ft Flow discharge 44.34 ft*3/s Input n value 0.013 or select n Calculate! Status: Calculation finished Reset Wetted perimeter 3.12 ft Flow area 1.55 ft'^2 Topwidth(T)2 ft Specific energy 13.76 ft Froude number 5.74 Flow status Supercritical flow Critical depth 1.97 ft Critical slope 0.0348 ft/ft Velocity head 12.77 ft Copyright 2000 Dr. Xing Fang, Department of Civil Engineering, Lamar University. -2-8 Aquaterra Engineering Inc. PROJECT DATE: ']\f ...fi. 1 1 j I—1— s i J 'A u \ L n 1 t i 1 J i j 1 i J —— fc .4-vi. ^.^ > * ) :'v: J —— / I 1 ^ i •T~ —— I { 1 ^^•^ ? •'" F r 0 f f / j ! 1 T I i 6 r> 1 or L r lip 6 b i \ X T - ! j ! i - ! j 0 i y M W s 1 h KJ • ^^•••'1 \ C. 1 ^1 ( --laii / y 1 s —1 1 i—:— h h .u r-2 '"t \ 01 J •? ! • 'Y H 1 t n t Iff II i .. 5 # A IA_,/ i LJ 7 ( A AJ ] C 1 1 LJ '\ /I y It US •l •n /I 8 / ! A \ \r lil \i CIT ( • L / b ) \i / , li ^)(, 7 (A 4 ) / s r > f f \ , K V 1 V \% fv 1 I £: Id d h i / 1 i £: Id d h i i ^ 7^ i: »• . < / 040 it 1 T — -- . f • /. )-/-1 — -- 1 • ).7 ' lil ) 1 / r— — _J — _J 1 i f 1 . i F r q rl 'Bterra I PROJECT DATE; 11 _LJ. 1'" — 1 1 1 j 1 i / 1 — . .. • 1 j 1 I / '1! — 1 1 j 1 i / 1 — 1 'v /• L ( n Vru -a' J 1 ! J I A / M ! f 1 1 i -PA y Of — \ M ' - J i i i -PA y — 'Uj 9 j ->> Ml f u K C ^ • 1 V.' d ^? / •«? ^^ f . — 1 c I f — ^„, \ i • 'r--. L / 6 y \ ^ u v> i I • 1 • ! 1 ! • f J; ^ Ji5 f r\ • i CJ ! 1 i > c — 1 i ^— 1 — —• — • — —• 1 \ i i 1 IMM i \ i \ j 1 t i I i I 1 i i 1 —. i """I i i 1 i •— — —. i """I i i •— — i i 1 1 ) — —-— — j : — —- ! 5 —• — — — — —-— — j" j — —- ! 5 —• — — — 1 1 1 ' • ' • 1 j — ! ! _ 1 — t i r"'i" ji ! r 1 1 i 1 1 • 1 i 1 1 ! > / Aquaterra Engineering lnc. IPROJECT /^O^Vt<g 5 5 ^ DATE; in OS trf 0 t I 1^ 3^ ±2 -LU. 4 1 it M tfl 0 1 IL 31 I 1 Chapter 2. Street Drainage and Inlets and downstream face of the curb inlet (equal to an additional 1 foot of length for a SD-RSD Type B inlet). Partial Interception It is not always possible to intercept all gutter flow willi a single inlet, and a portion of the approaching flow will continue past the inlet area as "bypass flow." The curb inlet must intercept a minimum of 85 percent of the approaching flow where practical (see Section 2.2.2.2). The designer may accotmt for this flow bypass using the following procedure: Step 1. Detennine the clear opening length required to intercept 100 percent of the approaching flow, Lf. APPROACH 0.1 (a+y) 3/2 (2-3) Step 2. Compute the efficiency (£) for the opening length (Z,") of the curb inlet to be installed: £ = 1 1- 1.8 forL'<LT (2-4) where.. E V Lr curb-opening inlet eflRciency; length of clear opening of installed inlet (fl); and length of clear opening of inlet for total interception (ft). For the minimum required efficiency of .£=0.85, this general equation reduces to the following expression: ^£=0.85 ~ 0.65Xy (2-5) Step 3. Calculate the amount of flow intercepted by the inlet and the bypass flow, and apply to the bypass flow to the roadway flow calculations and inlet capacity calculations downstream. INTERCEPT QBYPASS ~ Q. APPRROACH APPROACH ClNTERCEPT =(i-£)a APPROACH (2-6) (2-7) Curb Inlets in Sag Curb inlets in sags or sump locations operate as weirs at shallow depdis, and operate as orifices as water depth increases. The designer shall estimate the capacityj:t£JfeuMlet each condition and adopt a design capacity equal to the smaller of the two results. When designing the size of a facility, the designer shall uie tiKe larger of the sizes obtained by solving tor tBeT^'cbnafSlOTis. Inlets in sumps act as weirs for shallow depSis, which can be described using Equation 2-8: Q = C„L^d 3/2 (2-8) San Diego County Drainage Design Manual July 2005 WATER QUALITY CALCUU^TIONS Zl BMP Sizing Spreadsheet V1.02 Project Name: HooverAdams Parcel 2 Hydrologic Unit: Carlsbad Project Applicant-Detrich/Blackburn fiain Gauge; Oceanside Jurisdiction: City of Carsbad Total Project Area: 16389 Parcel (APN): 206-150-12 Low Flow Threshold: 0.1Q2 BMP Name Parcel 2 BMP Type: Bioretention DMA Name Rain Gauge Existing Condition Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Q2 (cfs) Orifice Area (In2) DMA Name Rain Gauge Soil Type Cover Slope Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Q2 (cfs) Orifice Area (In2) Building/Driveway Oceanside C Scrub Steep 0.217 0.094 0.002 0.05 Landscaping Oceanside C Scrub Steep 0.217 0.282 0.006 0.15 0.008 0.20 0.50 Tot. Allowable Orifice Flow (cfs) Tot. Allowable Orifice Area (ln2) Max Orifice Diameter (In) 0.008 0.20 0.50 Actual Orifice Flow (cfs) Actual Orifice Area (in2) Selected Orifice Diameter (in) Drawdown (Hrs) 20.2 If Drawdown time exceeds 96 Hrs project must implement a vector control program. <f4 2 BMP Sizing Spreadsheet V1.02 Project Name: HooverAdams Parcel 2 Hydrologic Unit: Carlsbad Project Applicant: Detrich/Blackburn Rain Gauge: Oceanside Jurisdiction: City of Carsbad Total Project Area: 16389 Parcel (APN): 206-150-12 Low Flow Threshold: 0.1Q2 BMP Name; Parcel 2 BMP Type: Bioretention BMP Native Soil Type: C BMP Infiltration Rate (in/hr): 0.08 Areas Draining to BMP HMP Sizing Factors Minimum BMPS ze DMA Name Area (sf) Soil Type Slope Post Project Surface Type Runoff Factor (Table 4-2) Surface Area Surface Volume Subsurface Volume Surface Area (sf) Surface Volume (cf) Subsurface Volume (cf) Building/Driveway 4097 C Steep Scrub 1.0 0.11 0.0917 o.oee 451 376 270 Landscaping 12292 C Steep Scrub 0.1 0.11 0.0917 0.066 135 113 81 Total BMP Area 16389 Minimum BMP Size 585.882 488 352 Proposed BMP Size* 586 938 879 Minimum Ponding Depth 2.80 In Maximum Ponding Depth 56.91 in Selected Ponding Depth 12.00 in Describe the BMP's In sufficient detail In your SWMP to demonstrate the area, volume, and other criteria can be met within the constraints ofthe site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the laci< of available head. Designated Staff have final review and approval authority over the project design. This Sizing Calculator has been developed In compliance with the Countywide iVIodel SUSMP. For questions or concerns please contact the jurisdiction in which your project is located. u BMP Sizing Spreadsheet V1.02 Project Name: HooverAdams Parcel 3 Hydrologic Unit: Carlsbad Project Applicant: Detrich/Blackburn Rain Gauge: Oceanside Jurisdiction: City of Carsbad Total Project Area: 16343 Parcel (APN): 206-150-12 Low Flow Threshold: 0.1Q2 BMP Name Parcel 3 BMP Type: Bioretention DMA Name Rain Gauge Existing Condition Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Q2 (cfs) Orifice Area (In2) DMA Name Rain Gauge Soil Type Cover Slope Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Q2 (cfs) Orifice Area (In2) Building/Driveway Oceanside C Scrub Steep 0.217 0.094 0.002 0.05 Landscaping Oceanside C Scrub Steep 0.217 0.281 0.006 0.15 0.008 0.20 0.50 Tot. Allowable Orifice Flow (cfs) Tot. Allowable Orifice Area (In2) Max Orifice Diameter (in) 0.008 0.20 0.50 Actual Orifice Flow (cfs) Actual Orifice Area (in2) Selected Orifice Diameter (in) Drawdown (Hrs) I 20.2 If Drawdown time exceeds 96 Hrs project must implement a vector control program. BMP Sizing Spreadsheet V1.02 Project Name: HooverAdams Parcel 3 Hydrologic Unit: Carlsbad Project Applicant: Detrlch/Blaclcburn Rain Gauge: Oceanside Jurisdiction: City of Carsbad Total Project Area: 16343 Parcel (APN): 206-150-12 Low Flow Threshold: 0.1Q2 BMP Name: Parcel 3 BMP Type: Bioretention BMP Native Soil Type: C BMP Inflltratlon Rate (In/hr): 0.08 Areas Draining to BMP HMP Sizing Factors Minimum BMP Size DMA Name Area (sf) Soil Type Slope Post Project Surface Type Runoff Factor (Table 4-2) Surface Area Surface Volume Subsurface Volume Surface Area (sf) Surface Volume (cf) Subsurface Volume (cf) Building/Driveway 4086 C Steep Scrub 1.0 0.11 0.0917 0.066 449 375 270 Landscaping 12257 C Steep Scrub 0.1 0.11 0.0917 0.066 135 112 81 Totai BMP Area 16343 Minimum BMP Size 584.287 487 351 Proposed BMP Size* 584 934 876 Minimum Ponding Depth 2.81 In Maximum Ponding Depth 57.10 in Selected Ponding Depth 12.00 in Describe the BMP's in sufficient detail In your SWMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the deveiopment project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns piease contact the jurisdiction in which your project is located. BMP Sizing Spreadsheet V1.02 Project Name: HooverAdams Parcel 4 Hydrologic Unit: Carlsbad Project Applicant: Detrich/Blackburn Rain Gauge: Oceanside Jurisdiction: City of Carsbad Total Project Area: 23254 Parcel (APN): 206-150-12 Low Flow Threshold: 0.1Q2 BMP Name Parcel 4 BMP Type: Bioretention DMA Name Rain Gauge Existing Condition Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Cl2 (cfs) Orifice Area (in2) DMA Name Rain Gauge Soil Type Cover Slope Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Cl2 (cfs) Orifice Area (in2) Building/Driveway Oceanside C Scrub Steep 0.217 0.133 0.003 0.07 Landscaping Oceanside C Scrub Steep 0.217 0.400 0.009 0.21 0.012 0.28 0.60 Tot. Allowable Orifice Flow (cfs) Tot. Allowable Orifice Area (In2) Max Orifice Diameter (in) 0.012 0.28 0.60 Actual Orifice Flow (cfs) Actual Orifice Area (In2) Selected Orifice Diameter (in) Drawdown (Hrs) 10.0 If Drawdown time exceeds 96 Hrs project must Implement a vector control program. BMP Sizing Spreadsheet V1.02 Project Name: HooverAdams Parcel 4 Hydrologic Unit: Carlsbad Project Applicant: Detrich/Blackburn Rain Gauge; Oceanside Jurisdiction; City of Carsbad Totai Project Area: 23254 Parcel (APN): 206-150-12 Low Flow Threshold: 0.1Q2 BMP Name: Parcel 4 BMP Type: Bioretention BMP Native Soil Type: C BIV1P Infiltration Rate (In/hr): 0.08 4- Areas Draining to BMP HMP Sizing Factors Minimum BMP Size DMA Name Area (sf) Soli Type Slope Post Project Surface Type Runoff Factor (Table 4-2) Surface Area Surface Volume Subsurface Volume Surface Area (sf) Surface Volume (cf) Subsurface Volume (cf) Building/Driveway 5814 C Steep Scrub 1.0 0.11 0.0917 0.066 640 533 384 Landscaping 17440 C Steep Scrub 0.1 0.11 0.0917 0.066 192 160 115 Total BMP Area 23254 Minimum BMP Size 831.38 693 499 Proposed BMP Size* 831 914 1247 Minimum Ponding Depth 2.81 in Maximum Ponding Depth 57.79 In Selected Ponding Depth 6.00 in Describe the BMP's In sufficient detail in your SWMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns piease contact the jurisdiction in which your project is located. r DETENTION BASIN CALCULATIONS :OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY t DATE 8/18/2014 ROGRAPH FILE NAME Text1 IME OF CONCENTRATION 9 MIN. IOUR RAINFALL 2.5 INCHES JINAREA 0.38 ACRES NOFF COEFFICIENT 0.45 \K DISCHARGE 0.76 CFS P •{ME i •|ME TIME TIME li TIME ii ™iE TIME KE TIME ii TIME TIME mAE ™E TIME EE E E TIME JIME •ME |ME MIN) = 0 DISCHARGE (CFS) = 0 MIN) = 9 DISCHARGE (CFS) = 0.1 MIN) = 18 DISCHARGE (CFS) = 0 MIN) = 27 DISCHARGE (CFS) = 0 MIN) = 36 DISCHARGE (CFS) = 0 MIN) = 45 DISCHARGE (CFS) = 0 MIN) = 54 DISCHARGE (CFS) = 0 MIN) = 63 DISCHARGE (CFS) = 0 MIN) = 72 DISCHARGE (CFS) = 0 MIN) = 81 DISCHARGE (CFS) = 0 MIN) = 90 DISCHARGE (CFS) = 0 MIN) = 99 DISCHARGE (CFS) = 0 MIN) = 108 DISCHARGE (CFS) = 0 MIN) = 117 DISCHARGE (CFS) = 0 MIN) = 126 DISCHARGE (CFS) = 0 MIN) = 135 DISCHARGE (CFS) = 0 MIN) = 144 DISCHARGE (CFS) = 0 MIN) = 153 DISCHARGE (CFS) = 0 MIN) = 162 DISCHARGE (CFS) = 0 MIN) = 171 DISCHARGE (CFS) = 0.1 MIN) = 180 DISCHARGE (CFS) = 0.1 MIN) = 189 DISCHARGE (CFS) = 0.1 MIN) = 198 DISCHARGE (CFS) = 0.1 MIN) = 207 DISCHARGE (CFS) = 0.1 MIN) = 216 DISCHARGE (CFS) = 0.1 MIN) = 225 DISCHARGE (CFS) = 0.1 MIN) = 234 DISCHARGE (CFS) = 0.2 MIN) = 243 DISCHARGE (CFS) = 0.2 MIN) = 252 DISCHARGE (CFS) = 0.76 MIN; = 261 DISCHARGE (CFS) = 0.1 MiN) = 270 DISCHARGE (CFS) = 0.1 MIN) = 279 DISCHARGE (CFS) = 0.1 MIN; = 288 DISCHARGE (CFS) = 0.1 'MIN) = 297 DISCHARGE (CFS) = 0 MIN) = 306 DISCHARGE (CFS) = 0 MIN) = 315 DISCHARGE (CFS) = 0 MIN) = 324 DISCHARGE (CFS) = 0 [MIN) = 333 DISCHARGE (CFS) = 0 (MIN) = 342 DISCHARGE (CFS) = 0 MIN) = 351 DISCHARGE (CFS) = 0 (MIN = 360 DISCHARGE (CFS; = 0 MIN] = 369 DISCHARGE (CFS) = 0 1% HYDROGRAPH DF DETENTIDN SYSTEM PARCEL 2- HDDVER TPM (MS 14-08) ADDENDUM 'A u o 1.2 1.0 0,8 0,6 0.4 0.2 0,0 Hydrograph Tine vs Flow / /UlOO 1 1 /INF = 0.76 C L^W HYl fs IR^GRAR 1 |l r mm JTFLQW y cfs / / / 1 MUTf _^HYDF ^•GRAPH 0 1 3 4 5 6 8 9 Tine (hrs) LEGEND Inflow - Flood Discharge - Flood DRAWN BY. LIPSKA DATD 08-20-14 ova NOl APPROVED BYI PROJECT PARCEL 2 H^^VER TPM (MS 14-08/CDP 14-08) SHT. NAHE BASIN A e 100 YEAR STORM DETENTIDN BASIN SHT. ND. 1 of 1 5t User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-2 Date: 08-19-14 Time: 08:41:34 RESERVOIR REPORT Reservoir Number: 1 Name: Parcel- 2 Storage [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment 68.00 (ft) 71.00 (ft) 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Area No. Elevation Area Ave Area Volume Cumulative Volume (ft) (sqft) (sqft) (cuft) (cu ft) 1 69.45 0.00 0.00 0.00 0.00 2 69.50 629.30 314.65 15.73 15.73 3 71.00 1551.60 1090.45 1635.67 1651.41 [DISCHARGE INFORMATION] Structure Number: 1 Type: Name: Parcel-2-Outlet [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation Stage Area Storage Discharge (ft) (ft) (sqft) (cuft) (cfs) 68.00 0.00 0.00 0.00 0.00 68.50 0.50 0.00 0.00 0.00 69.00 1.00 0.00 0.00 0.00 69.50 1.50 629.30 157.32 0.00 70.00 2.00 936.73 548.83 0.00 70.50 2.50 1244.17 1094.06 0.00 71.00 3.00 1551.60 1793.00 6.07 Maximum Storage Maximum Discharge 1793.00 (cuft) 6.07 (cfs) 40 Page 1 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41:34 Scenario: Parcel-2 OUTLET STRUCTURE REPORT Structure Number : 1 Type : Stand Pipe Name : Parcel-2-Outlet [RATING CURVE LIMIT] Minimum Elevation = 68.00 (ft) Maximum Elevation = 71.00 (ft) Elevation Increment = 0.50 (ft) [STAND PIPE INFORMATION] [ORIFICE INFORMATION] Height = 1.00 (ft) Width = 1.00 (ft) Crest Length = 4.00 (ft) Effective Crest Length = 4.00 (ft) Orifice Coefficient = 0.60 Fractional Open Area = 1.00 [ORIFICE EQUATION] Q = Co*A((2gh)/k)'^0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) [WEIR INFORMATION] Crest Elevation = 70.50 (ft) Weir Coefficient = 3.33 Exponential = 1.50 [WEIR EQUATION] Q = Cw * L * H'^exp [DEFINITIONS] Cw = Weir Coefficient H = Headwater depth above inlet control section invert ft L = Crest length ft fl Page 2 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41:34 Scenario: Parcel-2 [CULVERT INFORMATION] Type : Circular Concrete - Square Edge with Headwali [OUTLET STRUCTURE INFORMATION] Diameter = 12.00 (in) Invert Elevation = 68.00 (ft) OUTLET STRUCTURE REPORT Pipe Length = 20.00 (ft) Slope = 0.10 Manning's n Value = 0.01 Orifice Coefficient = 0.60 Tailwater Elevation = 67.00 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K*(Q/(A*Djam'^0.5))'^M-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 2.75 [SUBMERGED EQUATION] H/Diam = c*(Q/(A*Diam'^0.5))'^2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 3.14 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) He = Specific head at critical depth (dc+Vc'^2/2g), (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) Page 3 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41:34 Scenario: Parcel-2 [STAND PIPE STAGE VS. DISCHARGE] Elev. Stage Weirs Orifices Stand Pipe Culvert Total (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 68.00 0.00 0.00 0.00 0.00 0.00 0.00 68.50 0.50 0.00 0.00 0.00 0.88 0.00 69.00 1.00 0.00 0.00 0.00 2.41 0.00 69.50 1.50 0.00 0.00 0.00 3.69 0.00 70.00 2.00 0.00 0.00 0.00 4.62 0.00 70.50 2.50 0.00 0.00 0.00 5.40 0.00 71.00 3.00 0.00 0.00 56.51 6.07 6.07 Hydrograph Number: 2 Name: Parcel-2-Outflow Type: Reservoir: Storage Indication [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 0.33 (cfs) Time to Peak (Tp) = 280.00 (min) Time of Base (Tb) = 324.00 (min) Volume = 0.01 (ac-ft) Time Step = 4.00 (min) Peak Elevation = 70.53 (ft) Detention Time = -WC OJil^t^ [RESERVOIR STRUCTURE INFORMATION] Number = 1 Name = Parcel- 2 Storage Storage Type = User-Defined Area Maximum Storage = 1793.00 (cu ft) Maximum Discharge = 6.07 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 1 Name = Parcel-2-lnflow Peak Flow (Qp) = 0.76 (cfs) Time to Peak (Tp) = 252.00 (min) Time of Base (Tb) = 369.00 (min) Volume = 0.03 (ac-ft) Flow Multiplier = 1.00 0 Page 4 of 7 User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-2 [EQUATION] O.5(l1+I2)dt + S1-O.5(02)dt Where: 11 = Previous Inflow 12 = Current Inflow dt = Time increment 51 = Previous Storage 52 = Current Storage 01 = Previous Outflow 02 = Current Outflow Date: 08-19-14 Time: 08:41:34 A = 0.5 (11+12) dt B = S1 -0.5(O1)dt C = S2 + 0.5 (02) dt FLOOD HYDROGRAPH REPORT Computation of Reservoir Outflow Table of Storage Indication Method [The time interval is 4.00 min] IntvTime Inflow A B c Outflow storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 1 4.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 2 8.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 3 12.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 4 16.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 5 20.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 6 24.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 7 28.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 8 32.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 9 36.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 10 40.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 11 44.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 12 48.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 13 52.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 14 56.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 15 60.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 16 64.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 17 68.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 18 72.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 19 76.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 20 80.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 21 84.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 44 Page 5 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41:34 Scenario: Parcel-2 IntvTime Inflow A B C Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 22 88.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 23 92.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 24 96.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 25 100.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 26 104.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 27 108.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 28 112.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 29 116.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 30 120.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 31 124.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 32 128.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 33 132.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 34 136.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 35 140.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 36 144.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 37 148.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 38 152.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 39 156.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 40 160.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 41 164.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 42 168.00 0.02 0.02 0.00 1.33 0.00 2.67 69.01 43 172.00 0.07 0.09 1.33 6.67 0.00 13.33 69.04 44 176.00 0.10 0.17 6.67 16.67 0.00 33.33 69.11 45 180.00 0.10 0.20 16.67 28.67 0.00 57.33 69.18 46 184.00 0.10 0.20 28.67 40.67 0.00 81.33 69.26 47 188.00 0.10 0.20 40.67 52.67 0.00 105.33 69.33 48 192.00 0.10 0.20 52.67 64.67 0.00 129.33 69.41 49 196.00 0.10 0.20 64.67 76.67 0.00 153.33 69.49 50 200.00 0.10 0.20 76.67 88.67 0.00 177.33 69.53 51 204.00 0.10 0.20 88.67 100.67 0.00 201.33 69.56 52 208.00 0.10 0.20 100.67 112.67 0.00 225.33 69.59 53 212.00 0.10 0.20 112.67 124.67 0.00 249.33 69.62 54 216.00 0.10 0.20 124.67 136.67 0.00 273.33 69.65 55 220.00 0.10 0.20 136.67 148.67 0.00 297.33 69.68 56 224.00 0.10 0.20 148.67 160.67 0.00 321.33 69.71 57 228.00 0.10 0.20 160.67 172.67 0.00 345.33 69.74 58 232.00 0.10 0.20 172.67 184.67 0.00 369.33 69.77 59 236.00 0.10 0.20 184.67 196.67 0.00 393.33 69.80 60 240.00 0.13 0.23 196.67 210.67 0.00 421.33 69.84 61 244.00 0.18 0.31 210.67 229.33 0.00 458.67 69.88 62 248.00 0.20 0.38 229.33 252.00 0.00 504.00 69.94 63 252.00 0.20 0.40 252.00 276.00 0.00 552.00 70.00 4< Page 6 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41:34 Scenario: Parcel-2 IntvTime Inflow ABC Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 64 256.00 0.20 0.40 276.00 300.00 0.00 600.00 70.05 65 260.00 0.20 0.40 300.00 324.00 0.00 648.00 70.09 66 264.00 0.26 0.46 324.00 351.73 0.00 703.47 70.14 67 268.00 0.51 0.77 351.73 398.13 0.00 796.27 70.23 68 272.00 0.76 1.27 398.13 474.40 0.00 948.80 70.37 69 276.00 0.47 1.23 474.40 547.50 0.01 1095.01 70.50 70 280.00 0.17 0.64 547.50 565.49 0.33 1131.63 70.53 71 284.00 0.10 0.27 565.49 554.53 0.13 1109.33 70.51 72 288.00 0.10 0.20 554.53 552.64 0.10 1105.49 70.51 73 292.00 0.10 0.20 552.64 552.68 0.10 1105.57 70.51 74 296.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 75 300.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 76 304.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 77 308.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 78 312.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 79 316.00 0.06 0.16 552.68 551.40 0.08 1102.96 70.51 80 320.00 0.01 0.07 551.40 548.86 0.03 1097.79 70.50 81 324.00 0.00 0.01 548.86 547.31 0.00 1094.63 70.50 82 328.00 0.00 0.00 547.31 547.02 0.00 1094.03 70.50 83 332.00 0.00 0.00 547.02 547.02 0.00 1094.03 70.50 84 336.00 0.00 0.00 547.02 547.02 0.00 1094.03 70.50 85 340.00 0.00 0.00 547.02 547.02 0.00 1094.03 70.50 4^ Page 7 of 7 OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY K DATE 8/18/2014 ROGRAPH FILE NAME Textl IME OF CONCENTRATION 9 MIN. iiOUR RAINFALL 2.5 INCHES KIN AREA 0.38 ACRES »OFF COEFFICIENT 0.45 'EAK DISCHARGE 0.76 CFS HE IME i •|ME •|ME BE riME 11 llfE TIME i FIME TIME l^E TIME i TIME ii ™iE TIME /IE KE E E TIME XIME mnE f/fAE MIN) = 0 DISCHARGE (CFS) = 0 MIN) = 9 DISCHARGE (CFS) = 0.1 MIN) = 18 DISCHARGE (CFS) = 0 MIN; = 27 DISCHARGE (CFS) = 0 MIN) = 36 DISCHARGE (CFS) = 0 MIN) = 45 DISCHARGE (CFS) = 0 MIN) = 54 DISCHARGE (CFS) = 0 MiN) = 63 DISCHARGE (CFS) = 0 MIN) = 72 DISCHARGE (CFS) = 0 MIN) = 81 DISCHARGE (CFS) = 0 MIN) = 90 DISCHARGE (CFS) = 0 MIN) = 99 DISCHARGE (CFS) = 0 MIN) = 108 DISCHARGE (CFS) = 0 MIN) = 117 DISCHARGE (CFS) = 0 MIN) = 126 DISCHARGE (CFS) = 0 MIN) = 135 DISCHARGE (CFS) = 0 MIN) = 144 DISCHARGE (CFS) = 0 MIN; = 153 DISCHARGE (CFS) = 0 MIN; = 162 DISCHARGE (CFS) = 0 MIN) = 171 DISCHARGE (CFS) = 0.1 MIN) = 180 DISCHARGE (CFS) = 0.1 MIN; = 189 DISCHARGE (CFS) = 0.1 MIN) = 198 DISCHARGE (CFS) = 0.1 MIN) = 207 DISCHARGE (CFS) = 0.1 MIN) = 216 DISCHARGE (CFS) = 0.1 MIN) = 225 DISCHARGE (CFS) = 0.1 MIN] = 234 DISCHARGE (CFS) = 0.2 MIN) = 243 DISCHARGE (CFS) = 0.2 MIN) = 252 DISCHARGE (CFS) = 0.76 [MIN) = 261 DISCHARGE (CFS) = 0.1 MIN) = 270 DISCHARGE (CFS) = 0.1 MIN) = 279 DISCHARGE (CFS) = 0.1 [MIN) = 288 DISCHARGE (CFS) = 0.1 [MIN) = 297 DISCHARGE (CFS) = 0 MIN; = 306 DISCHARGE (CFS) = 0 MIN) = 315 DISCHARGE (CFS) = 0 [MiN) = 324 DISCHARGE (CFS) = 0 (MIN) = 333 DISCHARGE (CFS) = 0 (MIN = 342 DISCHARGE (CFS) = 0 (MIN] = 351 DISCHARGE (CFS) = 0 (MIN] = 360 DISCHARGE (CFS) = 0 (MINI = 369 DISCHARGE (CFS) = 0 II HYDROGRAPH DF DETENTIDN SYSTEM PARCEL 3- HDDVER TPM (MS 14-08) ADDENDUM 'A' in Q-u o LEGEND Hydrograph Tine vs Flow 1.2 1.0 0.8 0.6 0.4 0,2 0,0 / /QIOO 1 - 0.76 C LDW HY] fs IROGRAEI ^ y iir «? / / T r / 1 \ ^HYDf "LOW ^•GRAPH 1 3 4 5 6 Tine (hrs) 8 Inflow - Flood Discharge - Flood BRAWN BY. LIPSKA BATEi 08-20-14 DV& ND,! APPROVED BYI PROJECT PARCEL 3 H^^VER TPM (MS 14-08/CDP 14-08) SHT. NAME BASIN A e 100 YEAR STDRM BETENTIDN BASIN SHT. NQ 1 of 1 User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-3 Date; 08-19-14 Time: 09:50:35 RESERVOIR REPORT Reservoir Number: 1 Name: Parcel 3-Storage [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment 81.50 (ft) 85.00 (ft) 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Area No. Elevation (ft) Area (sqft) Ave Area (sqft) Volume (cuft) Cumulative Volume (cuft) 1 2 3 83.45 83.50 85.00 0.00 603.00 1602.90 0.00 301.50 1102.95 0.00 15.07 1654.43 0.00 15.07 1669.50 [DISCHARGE INFORMATION] Structure Number: 1 Type: Name: Parcel 3 Ouflet [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation Stage Area Storage Discharge (ft) (ft) (sqft) (cuft) (cfs) 81.50 0.00 0.00 0.00 0.00 82.00 0.50 0.00 0.00 0.00 82.50 1.00 0.00 0.00 0.00 83.00 1.50 0.00 0.00 0.00 83.50 2.00 603.00 150.75 0.00 84.00 2.50 936.30 535.57 0.00 84.50 3.00 1269.60 1087.05 0.00 85.00 3.50 1602.90 1805.17 6.63 Maximum Storage Maximum Discharge 1805.17 (cuft) 6.63 (cfs) 41 Page 1 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 Scenario: Parcel-3 OUTLET STRUCTURE REPORT Structure Number : 1 Type : Stand Pipe Name : Parcel 3 Outlet [RATING CURVE LIMIT] Minimum Elevation = 81.50 (ft) Maximum Elevafion = 85.00 (ft) Elevation Increment = 0.50 (ft) [STAND PIPE INFORMATION] [ORIFICE INFORMATION] Height = 1.00 (ft) Width = 1.00 (ft) Crest Length = 4.00 (ft) Effective Crest Length = 4.00 (ft) Orifice Coefficient = 0.60 Fractional Open Area = 1.00 [ORIFICE EQUATION] Q = Co*A((2gh)/k)'^0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) [WEIR INFORMATION] Crest Elevation = 84.50 (ft) Weir Coefficient = 3.33 Exponential = 1.50 [WEIR EQUATION] Q = Cw * L * H'^exp [DEFINITIONS] Cw = Weir Coefficient H = Headwater depth above inlet control section invert ft L = Crest length ft $0 Page 2 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 Scenario: Parcel-3 [CULVERT INFORMATION] Type : Circular Concrete - Square Edge with Headwali [OUTLET STRUCTURE INFORMATION] Diameter = 12.00 (in) Invert Elevation = 81.50 (ft) OUTLET STRUCTURE REPORT Pipe Length = 20.00 (ft) Slope = 0.01 Manning's n Value = 0.01 Orifice Coefficient = 0.60 Tailwater Elevation = 80.50 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K*(Q/(A*Diam'^0.5))^M-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 2.75 [SUBMERGED EQUATION] H/Diam = c*(Q/(A*Diam'^0.5))'^2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 3.14 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) He = Specific head at critical depth (dc+Vc'^2/2g), (ft) Q = Discharge, (cfs) A = Full cross secfional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) Page 3 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 Scenario: Parcel-3 [STAND PIPE STAGE VS. DISCHARGE] Elev. Stage Weirs Orifices Stand Pipe Culvert Total (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 81.50 0.00 0.00 0.00 0.00 0.00 0.00 82.00 0.50 0.00 0.00 0.00 0.00 0.00 82.50 1.00 0.00 0.00 0.00 2.27 0.00 83.00 1.50 0.00 0.00 0.00 3.60 0.00 83.50 2.00 0.00 0.00 0.00 4.55 0.00 84.00 2.50 0.00 0.00 0.00 5.33 0.00 84.50 3.00 0.00 0.00 0.00 6.02 0.00 85.00 3.50 0.00 0.00 56.51 6.63 6.63 FLOOD HYDROGRAPH REPORT Hydrograph Number: 2 Name: Parcel-3-OutFlow Type: Reservoir: Storage Indication [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 0.33 (cfs) Time to Peak (Tp) = 280.00 (min) Time of Base (Tb) = 324.00 (min) Volume = 0.01 (ac-ft) Time Step = 4.00 (min) Peak Elevation = 84.53 (ft) Detention Time = -NA- O.^^j I.}") [RESERVOIR STRUCTURE INFORMATION] Number = 1 Name = Parcel 3-Storage Storage Type = User-Defined Area Maximum Storage = 1805.17 (cu ft) Maximum Discharge = 6.63 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 1 Name = Parcel-3-lnflow Peak Flow (Qp) = 0.76 (cfs) Time to Peak (Tp) = 252.00 (min) Time of Base (Tb) = 369.00 (min) Volume = 0.03 (ac-ft) Flow Mulfiplier = 1.00 Page 4 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 Scenario: Parcel-3 [EQUATION] O.5(l1+I2)dt + S1-O.5(02)dt Where: 11 = Previous Inflow 12 = Current Inflow dt = Time increment 51 = Previous Storage 52 = Current Storage 01 = Previous Outflow 02 = Current Outflow A = 0.5 (11+12) dt B = S1 -0.5 (01) dt C = S2 + 0.5 (02) dt FLOOD HYDROGRAPH REPORT Computafion of Reservoir Outflow Table of Storage Indicafion Method [The time interval is 4.00 min] Intv Time Inflow A B c Outflow storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 1 4.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 2 8.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 3 12.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 4 16.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 5 20.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 6 24.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 7 28.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 8 32.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 9 36.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 10 40.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 11 44.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 12 48.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 13 52.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 14 56.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 15 60.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 16 64.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 17 68.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 18 72.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 19 76.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 20 80.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 21 84.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 Page 5 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 Scenario: Parcel-3 IntvTime Inflow ABC Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 22 88.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 23 92.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 24 96.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 25 100.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 26 104.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 27 108.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 28 112.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 29 116.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 30 120.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 31 124.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 32 128.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 33 132.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 34 136.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 35 140.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 36 144.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 37 148.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 38 152.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 39 156.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 40 160.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 41 164.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 42 168.00 0.02 0.02 0.00 1.33 0.00 2.67 83.01 43 172.00 0.07 0.09 1.33 6.67 0.00 13.33 83.04 44 176.00 0.10 0.17 6.67 16.67 0.00 33.33 83.11 45 180.00 0.10 0.20 16.67 28.67 0.00 57.33 83.19 46 184.00 0.10 0.20 28.67 40.67 0.00 81.33 83.27 47 188.00 0.10 0.20 40.67 52.67 0.00 105.33 83.35 48 192.00 0.10 0.20 52.67 64.67 0.00 129.33 83.43 49 196.00 0.10 0.20 64.67 76.67 0.00 153.33 83.50 50 200.00 0.10 0.20 76.67 88.67 0.00 177.33 83.53 51 204.00 0.10 0.20 88.67 100.67 0.00 201.33 83.57 52 208.00 0.10 0.20 100.67 112.67 0.00 225.33 83.60 53 212.00 0.10 0.20 112.67 124.67 0.00 249.33 83.63 54 216.00 0.10 0.20 124.67 136.67 0.00 273.33 83.66 55 220.00 0.10 0.20 136.67 148.67 0.00 297.33 83.69 56 224.00 0.10 0.20 148.67 160.67 0.00 321.33 83.72 57 228.00 0.10 0.20 160.67 172.67 0.00 345.33 83.75 58 232.00 0.10 0.20 172.67 184.67 0.00 369.33 83.78 59 236.00 0.10 0.20 184.67 196.67 0.00 393.33 83.82 60 240.00 0.13 0.23 196.67 210.67 0.00 421.33 83.85 61 244.00 0.18 0.31 210.67 229.33 0.00 458.67 83.90 62 248.00 0.20 0.38 229.33 252.00 0.00 504.00 83.96 63 252.00 0.20 0.40 252.00 276.00 0.00 552.00 84.01 Page 6 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 Scenario: Parcel-3 IntvTime Inflow ABC Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 64 256.00 0.20 0.40 276.00 300.00 0.00 600.00 65 260.00 0.20 0.40 300.00 324.00 0.00 648.00 66 264.00 0.26 0.46 324.00 351.73 0.00 703.47 67 268.00 0.51 0.77 351.73 398.13 0.00 796.27 68 272.00 0.76 1.27 398.13 474.40 0.00 948.80 69 276.00 0.47 1.23 474.40 545.61 0.04 1091.30 70 280.00 0.17 0.64 545.6^ 561.30 0.33 1123.27 71 284.00 0.10 0.27 561.30 550.25 0.13 1100.76 72 288.00 0.10 0.20 550.25 548.77 0.10 1097.74 73 292.00 0.10 0.20 548.77 548.85 0.10 1097.89 74 296.00 0.10 0.20 548.85 548.84 0.10 1097.88 75 300.00 0.10 0.20 548.84 548.84 0.10 1097.88 76 304.00 0.10 0.20 548.84 548.84 0.10 1097.88 77 308.00 0.10 0.20 548.84 548.84 0.10 1097.88 78 312.00 0.10 0.20 548.84 548.84 0.10 1097.88 79 316.00 0.06 0.16 548.84 547.60 0.08 1095.35 80 320.00 0.01 0.07 547.60 545.18 0.03 1090.42 81 324.00 0.00 0.01 545.18 543.75 0.00 1087.51 82 328.00 0.00 0.00 543.75 543.50 0.00 1087.00 83 332.00 0.00 0.00 543.50 543.50 0.00 1087.00 84 336.00 0.00 0.00 543.50 543.50 0.00 1087.00 85 340.00 0.00 0.00 543.50 543.50 0.00 1087.00 84.06 84.10 84.15 84.24 84.37 84.50 84.53 84.51 84.51 84.51 84.51 84.51 84.51 84.51 84.51 84.51 84.50 84.50 84.50 84.50 84.50 84.50 Page 7 of 7 OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY §DATE 8/18/2014 ROGRAPH FILE NAME Textl IME OF CONCENTRATION 8 MIN. iipUR RAINFALL 2.5 INCHES BIN AREA 0.82 ACRES •NOFF COEFFICIENT 0.45 EAK DISCHARGE 1.8 CFS Hi IME 1 1ME I TOE IME IE "IME ii riME riME ^^E riME i TIME ii ™iE TIME P iME TIME ii TIME TIME Kl ™iE MIN) = 0 DISCHARGE (CFS) 0 MIN) = 8 DISCHARGE (CFS) = 0.1 MIN) = 16 DISCHARGE (CFS) = 0.1 MIN) = 24 DISCHARGE (CFS) = 0.1 MIN) = 32 DISCHARGE (CFS) = 0.1 MIN) = 40 DISCHARGE (CFS) = 0.1 MIN) = 48 DISCHARGE (CFS) = 0.1 MIN) = 56 DISCHARGE (CFS) = 0.1 MIN) = 64 DISCHARGE (CFS) = 0.1 MIN) = 72 DISCHARGE (CFS) = 0.1 MIN) = 80 DISCHARGE (CFS) = 0.1 MIN) = 88 DISCHARGE (CFS) = 0.1 MIN) = 96 DISCHARGE (CFS) = 0.1 MIN) = 104 DISCHARGE (CFS) = 0.1 MIN) = 112 DISCHARGE (CFS) = 0.1 MIN) = 120 DISCHARGE (CFS) = 01 MIN) = 128 DISCHARGE (CFS) = 0.1 MIN) = 136 DISCHARGE (CFS) = 0.1 MIN) = 144 DISCHARGE (CFS) = 0.1 MIN) = 152 DISCHARGE (CFS) = 0.1 MIN) = 160 DISCHARGE (CFS) = 0.1 MIN) = 168 DISCHARGE (CFS) = 0.1 MIN) = 176 DISCHARGE (CFS) = 0.1 MIN) = 184 DISCHARGE (CFS) = 0.1 MiN) = 192 DISCHARGE (CFS) = 0.1 MiN) = 200 DISCHARGE (CFS) = 0,2 MIN) = 208 DISCHARGE (CFS) = 0.2 MiN) = 216 DISCHARGE (CFS) = 0.2 MIN) = 224 DISCHARGE (CFS) = 0.2 MIN) = 232 DISCHARGE (CFS) 0.4 MIN) = 240 DISCHARGE (CFS) = 0.5 MIN) = 248 DISCHARGE (CFS) = 1.8 MIN) = 256 DISCHARGE (CFS) = 0.3 MiN) = 264 DISCHARGE (CFS) = 0.2 MiN) = 272 DISCHARGE (CFS) = 0.1 MiN) = 280 DISCHARGE (CFS) = 0.1 MIN; = 288 DISCHARGE (CFS) = 0.1 [MIN; = 296 DISCHARGE (CFS) = 0.1 [MIN) = 304 DISCHARGE (CFS) = 0.1 [MIN) = 312 DISCHARGE (CFS; = 0.1 [MIN) = 320 DISCHARGE (CFS; = 0.1 [MIN) = 328 DISCHARGE (CFS) = 01 [MIN) = 336 DISCHARGE (CFS) = 0.1 [MIN) = 344 DISCHARGE (CFS) = 0.1 MIN = 352 DISCHARGE (CFS) = 0.1 (MIN) = 360 DISCHARGE (CFS) = 0.1 [MIN) = 368 DISCHARGE (CFS) = 0 54 HYDROGRAPH DF DETENTIDN SYSTEM PARCEL 4- HDDVER TPM (MS 14-08) ADDENDUM 'A /^ in u o LEGEND Hydrograph Tine vs Flow 3.0 2,5 2.0 1.5 1.0 0,5 0.0 m -DW HYD s ?DGRAPH 1 .uw fs I JTFLQV fDR^GRAf *H // I / \ Inflow - Flood Discharge - Flood 1 3 4 5 6 8 9 Tine (hrs) DRAWN BY. LIPSKA BATD 08-20-14 BV& NOl APPROVED BYI PROJECT PARCEL 4 HDDVER TPM <MS 14-08/CDP 14-08) SHT. NAHE BASIN A e 100 YEAR STDRM BETENTIDN BASIN SHT. Ml 1 of 1 User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-4 Date: 08-19-14 Time: 10:57:28 RESERVOIR REPORT Reservoir Number: 1 Name: Parcel-4-Storage [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment 70.00 (ft) 73.00 (ft) 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Area No. Elevation Area Ave Area Volume (ft) (sqft) (sqft) (cuft) Cumulative Volume (cuft) 1 2 3 71.45 71.50 73.00 0.00 782.80 1783.60 0.00 391.40 1283.20 0.00 19.57 1924.80 0.00 19.57 1944.37 [DISCHARGE INFORMATION] Structure Number: 1 Type: Name: Parcel-4-OutLet [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation Stage Area Storage Discharge (ft) (ft) (sqft) (cuft) (cfs) 70.00 0.00 0.00 0.00 0.00 70.50 0.50 0.00 0.00 0.00 71.00 1.00 0.00 0.00 0.00 71.50 1.50 782.80 195.70 0.00 72.00 2.00 1116.40 670.50 0.00 72.50 2.50 1450.00 1312.10 0.00 73.00 3.00 1783.60 2120.50 3.40 Maximum Storage Maximum Discharge 2120.50 (cu ft) 3.40 (cfs) Page 1 of 7 User Name: Gary Date: 08-19-14 Project: HooverAdamsGrading Time: 10:57:40 Scenario: Parcel-4 Page: 1 OUTLET STRUCTURE REPORT Structure Number : 1 Type : Stand Pipe Name : Parcel-4-OutLet [RATING CURVE LIMIT] Minimum Elevation = 70.00 (ft) Maximum Elevation = 73.00 (ft) Elevation Increment = 0.50 (ft) [STAND PIPE INFORMATION] [ORIFICE INFORMATION] Height = 1.00 (ft) Width = 1.00 (ft) Crest Length = 4.00 (ft) Effective Crest Length = 4.00 (ft) Orifice Coefficient = 0.60 Fractional Open Area = 1.00 [ORIFICE EQUATION] Q = Co*A((2gh)/k)^0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) [WEIR INFORMATION] Crest Elevation = 72.50 (ft) Weir Coefficient = 3.33 Exponential = 1.50 [WEIR EQUATION] Q = Cw * L * H'^exp [DEFINITIONS] Cw = Weir Coefficient H = Headwater depth above inlet control section invert ft L = Crest lenght ft 9^ Page 2 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 10:57:28 Scenario: Parcel-4 [CULVERT INFORMATION] Type : Circular Concrete - Square Edge with Headwali [OUTLET STRUCTURE INFORMATION] Diameter = 12.00 (in) Invert Elevation = 70.00 (ft) OUTLET STRUCTURE REPORT Pipe Length = 20.00 (ft) Slope = 0.01 Manning's n Value = 0.01 Orifice Coefficient = 0.60 Tailwater Elevation = 69.00 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K*(Q/(A*Diam^0.5))'^M-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 2.75 [SUBMERGED EQUATION] H/Diam = c*(Q/(A*Diam'^0.5))'^2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 3.14 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) He = Specific head at critical depth (dc+Vc^2/2g), (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) bo Page 3 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 10:57:28 Scenario: Parcel-4 FLOOD HYDROGRAPH REPORT Hydrograph Number: 2 Name: Parcel-4-OutPut Type: Reservoir: Storage Indication [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 1.36 (cfs) Time to Peak (Tp) = 252.00 (min) Time of Base (Tb) = 420.00 (min) Volume = 0.05 (ac-ft) Time Step = 4.00 (min) Peak Elevation = 72.70 (ft) Detention Time = NA [RESERVOIR STRUCTURE INFORMATION] Number = 1 Name = Parcel-4-Storage Storage Type = User-Defined Area Maximum Storage = 2120.50 (cuft) Maximum Discharge = 3.40 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 1 Name = Parcel-4-lnput Peak Flow (Qp) = 1.80 (cfs) Time to Peak (Tp) = 248.00 (min) Time of Base (Tb) = 368.00 (min) Volume = 0.08 (ac-ft) Flow Multiplier = 1.00 [EQUATION] 0.5(l1+l2)dt + S1-0.5(O2)dt Where: 11 = Previous Inflow 12 = Current Inflow dt = Time increment 51 = Previous Storage 52 = Current Storage 01 = Previous Outflow 02 = Current Outflow A = 0.5 (11+12) dt B = S1 -0.5 (01) dt C = S2 + 0.5 (02) dt ^ j Page 4 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 10:57:28 Scenario: Parcel-4 FLOOD HYDROGRAPH REPORT Computation of Reservoir Outflow Table of Storage Indication Method [The time interval is 4.00 min] IntvTime Inflow A B C Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 1 4.00 0.05 0.05 0.00 3.00 0.00 6.00 71.02 2 8.00 0.10 0.15 3.00 12.00 0.00 24.00 71.06 3 12.00 0.10 0.20 12.00 24.00 0.00 48.00 71.12 4 16.00 0.10 0.20 24.00 36.00 0.00 72.00 71.18 5 20.00 0.10 0.20 36.00 48.00 0.00 96.00 71.25 6 24.00 0.10 0.20 48.00 60.00 0.00 120.00 71.31 7 28.00 0.10 0.20 60.00 72.00 0.00 144.00 71.37 8 32.00 0.10 0.20 72.00 84.00 0.00 168.00 71.43 9 36.00 0.10 0.20 84.00 96.00 0.00 192.00 71.49 10 40.00 0.10 0.20 96.00 108.00 0.00 216.00 71.52 11 44.00 0.10 0.20 108.00 120.00 0.00 240.00 71.55 12 48.00 0.10 0.20 120.00 132.00 0.00 264.00 71.57 13 52.00 0.10 0.20 132.00 144.00 0.00 288.00 71.60 14 56.00 0.10 0.20 144.00 156.00 0.00 312.00 71.62 15 60.00 0.10 0.20 156.00 168.00 0.00 336.00 71.65 16 64.00 0.10 0.20 168.00 180.00 0.00 360.00 71.67 17 68.00 0.10 0.20 180.00 192.00 0.00 384.00 71.70 18 72.00 0.10 0.20 192.00 204.00 0.00 408.00 71.72 19 76.00 0.10 0.20 204.00 216.00 0.00 432.00 71.75 20 80.00 0.10 0.20 216.00 228.00 0.00 456.00 71.77 21 84.00 0.10 0.20 228.00 240.00 0.00 480.00 71.80 22 88.00 0.10 0.20 240.00 252.00 0.00 504.00 71.82 23 92.00 0.10 0.20 252.00 264.00 0.00 528.00 71.85 24 96.00 0.10 0.20 264.00 276.00 0.00 552.00 71.88 25 100.00 0.10 0.20 276.00 288.00 0.00 576.00 71.90 26 104.00 0.10 0.20 288.00 300.00 0.00 600.00 71.93 27 108.00 0.10 0.20 300.00 312.00 0.00 624.00 71.95 28 112.00 0.10 0.20 312.00 324.00 0.00 648.00 71.98 29 116.00 0.10 0.20 324.00 336.00 0.00 672.00 72.00 30 120.00 0.10 0.20 336.00 348.00 0.00 696.00 72.02 31 124.00 0.10 0.20 348.00 360.00 0.00 720.00 72.04 32 128.00 0.10 0.20 360.00 372.00 0.00 744.00 72.06 33 132.00 0.10 0.20 372.00 384.00 0.00 768.00 72.08 34 136.00 0.10 0.20 384.00 396.00 0.00 792.00 72.09 35 140.00 0.10 0.20 396.00 408.00 0.00 816.00 72.11 36 144.00 0.10 0.20 408.00 420.00 0.00 840.00 72.13 37 148.00 0.10 0.20 420.00 432.00 0.00 864.00 72.15 38 152.00 0.10 0.20 432.00 444.00 0.00 888.00 72.17 62- Page 5 of 7 User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 10:57:28 Scenario: Parcel-4 IntvTime Inflow ABC Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 39 156.00 0.10 0.20 444.00 456.00 0.00 912.00 72.19 40 160.00 0.10 0.20 456.00 468.00 0.00 936.00 72.21 41 164.00 0.10 0.20 468.00 480.00 0.00 960.00 72.23 42 168.00 0.10 0.20 480.00 492.00 0.00 984.00 72.24 43 172.00 0.10 0.20 492.00 504.00 0.00 1008.00 72.26 44 176.00 0.10 0.20 504.00 516.00 0.00 1032.00 72.28 45 180.00 0.10 0.20 516.00 528.00 0.00 1056.00 72.30 46 184.00 0.10 0.20 528.00 540.00 0.00 1080.00 72.32 47 188.00 0.10 0.20 540.00 552.00 0.00 1104.00 72.34 48 192.00 0.10 0.20 552.00 564.00 0.00 1128.00 72.36 49 196.00 0.15 0.25 564.00 579.00 0.00 1158.00 72.38 50 200.00 0.20 0.35 579.00 600.00 0.00 1200.00 72.41 51 204.00 0.20 0.40 600.00 624.00 0.00 1248.00 72.45 52 208.00 0.20 0.40 624.00 648.00 0.00 1296.00 72.49 53 212.00 0.20 0.40 648.00 666.56 0.09 1333.29 72.51 54 216.00 0.20 0.40 666.56 675.31 0.16 1350.96 72.52 55 220.00 0.20 0.40 675.31 678.19 0.19 1356.76 72.53 56 224.00 0.20 0.40 678.19 679.14 0.20 1358.67 72.53 57 228.00 0.30 0.50 679.14 683.40 0.23 1367.27 72.53 58 232.00 0.40 0.70 683.40 692.71 0.31 1386.04 72.55 59 236.00 0.45 0.85 692.71 701.70 0.39 1404.17 72.56 60 240.00 0.50 0.95 701.70 708.61 0.45 1418.10 72.57 61 244.00 1.15 1.65 708.61 738.55 0.70 1478.49 72.60 62 248.00 1.80 2.95 738.55 799.77 1.22 1601.98 72.68 63 252.00 f.05 2.85 799.77 815.95 1.36 1634.61 72.70 64 256.00 0.30 1.35 815.95 761.97 0.90 1525.75 72.63 65 260.00 0.25 0.55 761.97 712.61 0.48 1426.18 72.57 66 264.00 0.20 0.45 712.61 692.43 0.31 1385.48 72.55 67 268.00 0.15 0.35 692.43 681.84 0.22 1364.12 72.53 68 272.00 0.10 0.25 681.84 674.41 0.16 1349.13 72.52 69 276.00 0.10 0.20 674.41 669.99 0.12 1340.22 72.52 70 280.00 0.10 0.20 669.99 668.54 0.11 1337.29 72.52 71 284.00 0.10 0.20 668.54 668.06 0.10 1336.32 72.51 72 288.00 0.10 0.20 668.06 667.90 0.10 1336.01 72.51 73 292.00 0.10 0.20 667.90 667.85 0.10 1335.90 72.51 74 296.00 0.10 0.20 667.85 667.83 0.10 1335.87 72.51 75 300.00 0.10 0.20 667.83 667.83 0.10 1335.86 72.51 76 304.00 0.10 0.20 667.83 667.83 0.10 1335.86 72.51 77 308.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 78 312.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 79 316.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 80 320.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 81 324.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 bl Page 6 of 7 User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-4 Date: 08-19-14 Time: 10:57:28 IntvTime Inflow ABC Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cuft) (ft) 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 328.00 332.00 336.00 340.00 344.00 348.00 352.00 356.00 360.00 364.00 368.00 372.00 376.00 380.00 384.00 388.00 392.00 396.00 100 400.00 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.15 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 667.83 667.83 667.83 667.83 667.83 667.83 667.83 667.83 667.83 667.83 665.85 661.25 657.76 656.61 656.23 656.11 656.07 656.06 656.05 667.83 667.83 667.83 667.83 667.83 667.83 667.83 667.83 667.83 665.85 661.25 657.76 656.61 656.23 656.11 656.07 656.06 656.05 656.05 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.08 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1335.85 1335.85 1335.85 1335.85 1335.85 1335.85 1335.85 1335.85 1335.85 1331.87 1322.58 1315.55 1313.23 1312.47 1312.22 1312.14 1312.11 1312.10 1312.10 72.51 72.51 72.51 72.51 72.51 72.51 72.51 72.51 72.51 72.51 72.51 72.50 72.50 72.50 72.50 72.50 72.50 72.50 72.50 ^4- Page 7 of 7