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HomeMy WebLinkAboutCT 2018-0006; LAGUNA DRIVE SUBDIVISION; RELIMINARY HYDROLOGY AND HYDRAULICS REPORT; 2018-10-12.. - .. .. - - ... ,.. -------.. -.. -... CT2018-0006 570 Laguna Carlsbad, CA 92008 Preliminary Hydrology and Hydraulics Report Prepared to the City of Carlsbad for Brett Farrow Architect October 12, 2018 Prepared By: CJE Cory Jones Engineering 1820 S. El Camino Real, Unit A205 Encinitas, CA 92024 Cory Jones, PE, QSD/P, QISP ToR, ENV SP .. .. .. .. .. .. -.. ... .. ... ◄ .. .. .. -... .. - Table of Contents Purpose of Study .................................................................................................... . Hydrologic Analysis ................................................................................................ . Hydraulic Analysis .................................................................................................. . Figures Figure 1 Appendices Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Page ii Vicinity Map Rational Hydrology Workmap Rational Hydrology Analysis lsopluvial Maps Project Drainage Area Schematics Hydrology Calculations, Existing and Proposed Conditions Hydraulic Calculations, Existing and Proposed Conditions 1 5 9 Purpose of Study This Drainage report presents the hydrologic conditions for the proposed 570 Laguna Drive project in Carlsbad, CA. This report also provides an evaluation of the pre- construction and post construction on-site drainage conditions for hydraulic requirements to meet the standards of the City of Carlsbad. This report also addresses water quality requirements specifically requested by the City of Carlsbad Engineering Standards. Project Location The project is located in the coastal area of the City of Carlsbad, just south of Buena Vista Lagoon and just north of Laguna Drive between the intersections with State Street and Roosevelt Street/Buena Vista Circle at 570 Laguna Drive. The property is located on Lot 12 of Parcel Map 14538 and has Assessor's Parcel Number (APN) 155-221-12. A Vicinity map showing the project's location is provided in Figure 1. CJE Project Location Q -·~ -- Buena Vista Lagoon \ \ • Figure 1 -Vicinity Map I Pa re Project Description The 570 Laguna Drive project consists of demolition of one existing building at 570 Laguna Drive and removal of an existing single family dwelling and old garage at 580 Laguna Drive and subdivision of the existing Lot 12 of PM 14538 into 12 new single-family residential lots. There is an existing commercial driveway and asphalt parking lot adjoining the existing building at 570 Laguna Drive. The driveway will be relocated to a centered location on the newly subdivided lot and the existing 570 Laguna Drive asphalt drive and parking lot will be replaced with a pervious pavement system driveway for the new 13 unit lots. The driveway and multi-use drainage facilities that will be built as part of this project will be maintained as part of the new multi-family lot, wherein all future maintenance requirements will be the responsibility of said land owner in perpetuity. The project existing and proposed conditions site soils information are described in Table 1. A map of the site soils is provided in Figure 2. The project existing and proposed conditions site perviousness is described in Table 2. 2 Page CJE Soil Type: LG-W, Lagoon Water Soil Type: TeF, Terrace Escarpments Soil Type: MIC, Marina Loamy Coarse Sand, 2 -9 percent slopes Note that NRCS does not have a classi fication for LG-W and TeF areas, but from the Preliminary Geotechnical Investigation provided by Coast Geotechnical, indicate that the site consists of: -2 to 2. 5-ft thick top soil layer of reddi sh dark brown, fine grained, extremely well sourted, moderately dense sand, over -17 to 18-ft of Old Paralitic Deposits that consists of sediments that are light brownish tan to red brown fine-grained sandstone, well sorted, dense, slightly moist and contain rounded gray pebbles, over -Santiago Formation bedrock that includes interbedded sands and clays and extend to the maximum borehole depth of at least 50-ft below ground surface (bgs). An infiltration test was taken from a location in the frontage of the proposed development using the double-ring infiltrometer test at an estimated elevation of approximately 42-feet. The infiltration rate observed at this location was estimated to approach 2.48 inches per hour, which infers that the site may be good for infiltration of site drainage waters. However, the Geotechnical Engineer provided the following caveats: "The geologic conditions underlying the rear bluff are such that infiltrated water developing saturated conditions can adversely affect slope stability. Storm water infiltration should be significantly limited and, if necessary, bioretention basins should be located in the most southern portion of the site." CJE 3 Pa e and "In general, pad water should be directed away from foundations and around the structure to the street. Roof water should be collected and conducted to the street via non-erodible devices. Pad water should not be allowed to pond. Vegetation adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants should be considered. Other alternative may be available, however, the intent is to reduce moisture from migrating into the foundation subsoils. Irrigation should be limited to that amount necessary to sustain plant life. All drainage systems should be cleaned annually, prior to winter rains." Surrounding Land Uses The area is urbanized and the surrounding properties consist of commercial, single family and multi-family residential uses and is located near the old Carlsbad business district along the old Highway 101 corridor, now Carlsbad Boulevard. 4 P a e CJE - , .. -... • • - .. ... .. .. Hydrologic Analysis Rational Method This drainage study utilizes the Rational Method to calculate peak flow rates for the 10, 50 and 100 year storm events. The Rational Method is appropriate for sites with watersheds smaller than 0.5 square miles and is described in detail within the County of San Diego Hydrology Manual (2003 Ed). .. Rational Formula: Q = CIA where: .. • -... "" ◄ .. --.. ... - ... -.. Q = the peak flow rate in cubic feet per second ( cfs) C = the runoff coefficient expressed as a percentage of rainfall which becomes surface runoff I = the average rainfall intensity in inches per hour for a storm duration equal to the time of concentration (TC) of the contributing drainage area . A= the drainage area in acres tributary to the point of study. Rational Method Runoff Coefficients For this drainage report, a runoff coefficient of 0.88-0.90 has been used for both pre and post development conditions as well as for all tributary areas. The values used are based on note 2 of Table 2, which describes a method where the actual impervious ratio is multiplied by 80% or 90%. For this report the actual impervious ratio was multiplied by 90%. 5 Pa e CJE Time of Concentration The Time of Concentration (Tc} represents the time requires for runoff to flow from the most remote part of the watershed to point of consideration. Tc for initial areas was determined using one of the following methods: 1) Table 3-2 of the Hydrology Manual, 2) Kirpich Equation for natural areas, and 3) FAA Equation for improved areas. Tc using the FAA Equation (Figure 3-3, City Drainage Design Manual) is as follows: 1.8 X (1.1 -C) X 1/75 Tc = ____ VS_s ___ _ Where: Tc= time of concentration (min) D = watercourse distance (ft) S = slope (percent) C = runoff coefficient (decimal). Kirpich Equation (Figure 3-4, City Drainage Design Manual) is as follows: Where: Tc= time of concentration (min) L = watercourse distance (miles) ( 11.9 X L )0.385 Tc= LlE ~E = Change in elevation along effective slope (feet). CJE 6 Pa e ---------------• ------------., .. --- ---- ... - .... .. - .. ... • Tc for downstream sub-areas was determined using estimated hydraulics under Manning's condition. Natural areas assumed a Manning's n of 0.036. Paved areas assumed a Manning's n of 0.015. Pipes assumed a Manning's n of 0.013. Intensity Intensity for the 10, 50 and 100 year storm frequencies was using isopluvial maps from ,.. the County of San Diego Hydrology Manual (see appendix) . .. .. Peak Flow Rates and Volumes ... .. Peak flow rates were estimated using the rational method . .. -.. .. -.. .. .. ... .. .. .. ... -.. • .. - The attachment includes the following documents related to peak flow estimates: • Map of the site drainage (existing and proposed conditions), • Schematic of drainage area to collector nodes and conveyances (pipes, channels, etc.), • Hydraulics for conveyances (pipes and channels), • Calculations of hydrology summations to each node (inlets or other collection locations), • Calculations of conveyance capacities (based on approach hydraulics) . 7 Pa e CJE Table 1. Comparison of 100-Year Peak Flow Rates at Discharge Locations Flow Direction Q100 pre Q100 post Delta Evaluation (cfs) (cfs) (cfs) North 1.12 0.55 -0.52 No impact South 4.3 1.62 to Storm -3.9 to curb and Restorative Drain / 0.4 in gutter. parkway to curb and gutter Based on our preliminary analysis, the site appears to reduce peak storm discharges from the facility. This is likely due to additional time of concentration added by the added site conveyance around the new proposed structures combined with the well draining soils in the vicinity of the project site. Results Statements Flow was determined to not increase from pre-construction to post-construction condition as demonstrated by calculations providing a capture volume equal to the estimated 100 year peak storm volume using the triangular hydrograph technique. Flow rates are compared at both points of comparison (drainage north to Buena Vista Lagoon and drainage to the Laguna Drive gutter just SW of the property. ------------------ • ------- From results of our study, there are determined to be no negative impacts to any adjacent • properties. The project proposes to take drainage from the new development through a series of water quality treatment facilities (refer to Preliminary Storm Water Quality Management Plan for more details) and drain to the existing 36-inch RCP storm drain facility within Laguna Drive. Nuisance drainage from the frontage of the development will continue to 8 Pa e CJE .. ----.. ---.. -... -.. - -- ... • ... - - .. .. .. ... - .. ... - ... ------- drain within the curb-and-gutter system along Laguna Drive at an estimated peak flow (Q100) reduction of 3.9 cfs to the street providing a benefit to drivers during storm events . The 1.62 cfs that drains to the existing storm drain in Laguna Drive is not anticipated to overwhelm the existing 36-inch trunk storm drain system. The City of Carlsbad was requested to provide as-built hydrology and hydraulics report for the new storm drain that is flowing into this same storm drain from Roosevelt Street, however they were unable to find this information to confirm these assumptions. From follow up discussions with the City, it was agreed that this addition would not create any significant nuisance conditions to local drainage and will also not affect existing drainage patterns . 9 Pa e CJE Hydraulic Analysis Methodology Hydraulic flow calculations and storm drain facility sizing were performed using the procedures outlines in the County of San Diego Drainage Design Manual (2005 Ed). Hydraulics Hydraulic capacities were evaluated for new and existing storm drain inlets and piping and these evaluations are provided in the attached calculations. Design Review -------• -------- From review of the estimated peak flow rates for the 10-Year, 50-Year, and 100-Year • design storm, the proposed new pipes and inlets will provide adequate capacity to drain the property during these storm events. Water Quality The project is a Priority Development Project and therefore it is subject to design requirements for treatment controls. The project provides water quality volume for the 85th percentile storm (Design Capture Volume) as demonstrated in the calculation tables provided in the appendix. ----• ------ The project disturbs less than one acre during construction and therefore does not require • a state permitted SWPPP per the Construction General Permit. However, the final project grading plan will include an erosion and sediment control plan to comply with City regulations. 10 Pa e CJE .. -• ------ -- -... - .... -.. -.. .. .. ... .. .. ... • .. .. "" .. • - --.. -.. The project drainage does not adversely affect any existing US Army Corps of Engineers jurisdictional waters of the United States. The project re-directs a limited amount of drainage away from the bluff (that directly discharges to Buena Vista Lagoon) and drains it to Laguna Drive (which is safely conveyed to Buena Vista Lagoon without impact) Therefore, the project is not required to obtain approval from the Regional Water Quality Control Board under Federal Clean Water Act (CWA) Section 401 nor Section 404. Catch basins will be sized to meet City of Carlsbad Standards to handle peak flow rates following standard hydraulic principles (HEC-22). Supporting calculations for sizing of the catch basins will be provided with final design . 11 Pa e CJE --- Page Left Intentionally Blank ----- ------• ---------------• ----CJE -- ·--.. -... -... 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' ' / 10 DfA ' A'\ --., '$', </ ooo O I I . 4 . ·• . . " 0 . . . 'fA, . . . • . 4 " Jq TR,'t: / .. ffe\ V . . ' Z :::tJ 1--~~~=-'-"---..---I · .• •, · ' · · 4 t:.J · f · , <1 . '-~ ~ g CURB & GUTTER -~ lN ·,,,_") ~ ;-. 43·16 Fl ~ 1/,,----</. 44,11 ·r~L·· 44.43 . 45,02 ·rL· · .. CURB & GUTTER. ~ ~ ~ · ~-~ ~J ·. ~ RJ O -~ ·. · ·• · •cffi · · _____ . . 44.29 r, _· -· 44 64 __ J/Y ,.. f:;; !~ ~ ~ . GAS •. '' ~-~. . AS ~~:. '' .· AS _G~S_// ·. GAS . ' ' _G~S GAS GAS GAS //_.------GA ~ i$i ;8 ~ -· .r( " . C.t LAGU NA DR IVE . (,._ // Cl O O . . .. I I '-J . . / . . "\J . . / c-, ffl r 11 ·.. AC PAVEM[NT · ·. ·. I _ . . \.-· // >(')0 .· .. _ .· . _ I . . . .. +"¥. / _. ··. ::0-1 ~ 1 _._.-~. _ s .··. . s . . s . ~. . . . s -"'-,--~-__,_-~s -¥' .. s--7 [ii> \'-·•·. 4J.// _·.. 4J.56 ", · · 44./5 ' 41f.9R . co::o:e . ' .· . . . . " -'< > IT1 0 '. 'if.;, " ·,, " ',' ,· ·., ' o> ;;i::i .<.A.. , . . '-.::f'_ ·.·, . ' . ' . .. r~ .. . ". . le: ~ .• ' , '< ' .. • ", ' ' ~ (')I> > . . . . , . , > -u v-----~-~w · · · . .· w · v1 · · v1 v1 · v1 --0 ' ,,•' ., ' ' t,,.. ', ... ' ' ('\' . ' ;::-, ' ' ,, ~ .... ' \ J ' ' ' ' ' ,' '' . ' ,,..v ' '' C8'. >·, --~ _, ' '' ~ I 7 ·7'+ ♦ CJEI CORY JONES ENGINEERING 1820 £ EL CAMINO REAL. A205 ENCINITAS, CA 92024 (P) 619-884-0576 I I I I I 46.59'+ 44.10'+ A(18) .01 ~ 0.01 0.02 l±l] :2f t~~~~=~-=--~~:__~~-~~====~~F-~ --,<...-I----~-• ',\ ---+ '-----' =b_ == 4 0 l ---IT] ------~liJJJ -~ A(1) .3 0.65 0.73 A10R 0.01 0.05 0.05 N00"41'4~2fit4+ 8 9 --~· -"" R A11R .01 0.03 0.04 L==99.1 I '-" \~ iti· '})-\ iti· ' ~ '+ ' 1 H H H H..JWUUUL WWWLJ HH HHHHH A(12 .01 0.04 0.04 , ,.., ,; H l W.H111-tl-tH.Hftl-t1-tl{)tlt HH HH H H -- ,,--r--.. I ~" ___ _,_,,,.1 38 !01 I I I I I I (20 I I 1.09 . I I I ~ w > 0 .O\f a:::: ,0 01() <( • I I z 1,9 ::, ~ C) <( _J • _J l. u VJ / I / I / / / / I / (,,{ --.., '\:i_J > ): -0 1tGHARG ' PO IN T 1.2 th I Q p =1.6 CFS V1 0 = 9 .12 FP S 1 IN09 12-IN fRCP 1 1 <t[ / .• I ·.· ' I II / At )1.91 _",(1 ,L-JH~ '>ls /"(i.' i ·, i "---][µ--1 " / " / '-~ I -.... , ' ,, I . I 1. 5 / ~~~~~~~~~~~~~~~~~~~~J:!:llijj~±LJ -~ ... ~~:x::--~-7-:'";;:---::;~7_:_c_-'---'---\.J ~\\ 1 ~/-;--,-.· ...,., STR!:ET SL PE = j I I ;J; I 1.5%:fr J .11 0,21 I -t>l lSCHARGE POIN 1 ~II UTH) 1 ~1 100=0.-jt-CFS /1 ----~~~~~~~;;~#~~~~~~~~=~~~~s.~§~~~;;;;I~d-~-1.11 r~~. roo = -FP~,l . 2 ,~l:ffi 2 /~~ L== 1 A7R ABR .01 0.04 0.05 44.40'+ 0.04 0.05 A9R .01 0.07 0.08 -iiiiiiiiiiiii:::--il!!~~~ 0 10' 20' I I I 1 INCH = 10 FT PROJECT NUMBER: CT2018-0006 ___ _..·I " / 7 · 1 I '·-, ~) I ;§ I ( EXHIBIT 2 RATIONAL HYDROLOGY WORK MAP POST-CON STRUCTION PROJECT AREA MAP 570-580 LAGUNA DRIVE CARLSBAD CA LEGEND SUBAREA NAME --'-A1 ~----"-UBAREA {AC) 50 YR PEAK FLOW (CFS) NODE NUMBER f----1---' FLOW DIRECTION LONGEST FLOW PA TH PER SUBAREA 00 YR PEAK FLOW (CFS) [IT] FINI SH SURF ACE SPOT GRADE 419± -.. ... ... .. • .. - • • -... .. .. .. .., .. ... • .. -... -- --.. ... ... • .. -... -... ·• ""' --CJE APPENDIX B RATIONAL HYDROLOGY ANALYSIS --- . Page Left Intentionally Blank --.. ----.. ---- -----• -------------- CJE -- TRI BUT ARY AREA DRAINAGE AREA AREA (SQ. FT.) AREA (ACRES) PERVIOUS IMPERVIOUS TOTAL IMPERVIOUS TOTAL POST-DEVELOPMENT . : I I · .. I ·, . I ·• ·, r ,· . ..,,•1 . I I ' .. ..,. •; ,. I • '.(,•I 166 349 79 97 61 108 113 165 1,556 1,113 239 238 209 324 451 0 0 276 281 699 0 374 12,683 0 19,771 5,268 936 11 ,320 61 17,524 1,203 3,384 277 530 521 521 444 447 425 577 578 279 279 1,050 83 0 292 502 294 294 360 346 0 0 1,140 11,548 2,927 3,738 1,079 13,972 3,550 0.08 0.08 627 0.01 0.01 610 0.01 0.01 618 0.01 0.01 582 0.01 0.01 552 0.01 0.01 560 0.01 0.01 590 0.01 0.01 2,133 0.01 0.05 1,691 0.01 0.04 518 0.01 0.01 517 0.01 0.01 1,436 0.02 0.03 407 0.00 0.01 451 0.00 0.01 292 0.01 0.01 502 0.01 0.01 570 0.01 0.01 575 0.01 0.01 1,059 0.01 0.02 346 0.01 0.01 374 0.00 0.01 12,683 0.00 0.29 1,140 0 0 31,496 0.27 0.72 11,275 0.14 0.26 3,863 0.07 0.09 15,058 0.09 0.35 1,140 0.02 0.03 31,496 0.32 0.72 RUNOFF COEFFIECENT DRAINAGE AREA % IMPRV. % PERV. SOIL TYPE C POST-DEVELOPMENT Al 86.47% 13.53% A 0.83 A3 95.32% 4.68% A 0.88 Al0R 44.28% 55.72% A 0.61 Al0F 86.96% 13.04% A 0.83 AllF 84.37% 15.63% A 0.82 A12F 89.46% 10.54% A 0.85 A7F 80.46% 19.54% A 0.80 A8F 79.85% 20.15% A 0.80 A9F 72.03% 27.97% A 0.75 A2 27.03% 72.97% A 0.52 AS 34.18% 65.82% A 0.56 AllR 53.87% 46.13% A 0.66 A12R 53.91% 46.09% A 0.66 A13R 73.13% 26.87% A 0.76 A13F 20.43% 79.57% A 0.49 A20 100.00% 0.00% A 0.90 A21 100.00% 0.00% A 0.90 A7R 51.58% 48.42% A 0.65 A8R 51.17% 48.83% A 0.65 A9R 33.98% 66.02% A 0.56 A22 100.00% 0.00% A 0.90 A18 0.00% 100.00% A 0.38 A19 0.00% 100.00% A 0.38 PRE-DEVELOPMENT Al 100.00% 0.00% A 0.90 A2 53.27% 46.73% A 0.66 A3 75.78% 24.22% A 0.77 A4 24.82% 75.18% A 0.51 AS (offsite) 94.64% 5.36% A 0.87 ---TIME OF CONCENTRATION .. INITIAL TIME (T1) (CURVES -APPENDIX 1-E) TRAVEL TIME (Tr) (VELOCITY CHART -1-104.12) DRAINAGE AREA L BEG. EL. INT. EL. H SLOPE Ti L BEG. EL. INT. EL. H SLOPE VELOCITY Tr Tc -FT. FT. FT. FT. % MIN. FT. FT. FT. FT. % F.P.S. MIN. MIN. POST-DEVELOPMENT .. Al 58 60.0 59.4 0.6 1.03% 6.1 16 46.3 46.3 0.03 0.19% 0.2 1.33 6.37 A3 44 60.0 59.5 0.5 1.15% 2.5 0 0.0 0.0 0.00 0.00% 0.2 0.00 2.55 ... Al0R 20 60.0 59.7 0.3 1.50% 6.1 6 45.9 45.8 0.05 0.83% 1.0 0.10 6.19 .. Al0F 107 46.0 44.8 1.2 1.12% 4.8 0 0.0 0.0 0.00 0.00% 0.2 0.00 4.81 AllF 107 45.7 44.5 1.2 1.12% 5.0 0 0.0 0.0 0.00 0.00% 0.2 0.00 5.05 • A12F 107 45.5 44.3 1.2 1.12% 4.6 0 0.0 0.0 0.00 0.00% 0.2 0.00 4.57 A7F 44 45.5 45.0 0.46 1.05% 3.5 0 0.0 0.0 0.00 0.00% 0.2 0.00 3.54 .. A8F 44 45.0 44.5 0.52 1.19% 3.4 0 0.0 0.0 0.00 0.00% 0.2 0.00 3.43 A9F 60 45.0 44.2 0.76 1.27% 4.4 0 0.0 0.0 0.00 0.00% 0.2 0.00 4.43 .. A2 86 46.3 45.3 1 1.17% 9.2 0 0.0 0.0 0.00 0.00% 0.2 0.00 9.16 .. AS 68 45.3 44.4 0.86 1.26% 7.5 0 0.0 0.0 0.00 0.00% 0.2 0.00 7.45 AllR 99 46.3 45.3 1 1.01% 7.9 0 0.0 0.0 0.00 0.00% 0.2 0.00 7.86 .. A12R 70 45.3 44.8 0.5 0.71% 7.4 0 0.0 0.0 0.00 0.00% 0.2 0.00 7.42 A13R 54 60.0 59.4 0.6 1.12% 4.3 0 0.0 0.0 0.00 0.00% 0.2 0.00 4.31 .. A13F 10 45.1 44.5 0.61 6.10% 6.2 0 0.0 0.0 0.00 0.00% 0.4 0.00 6.15 A13B 26 43.7 42.7 1 3.85% 5.0 0 0.0 0.0 0.00 0.00% 0.2 0.00 5.00 -A20 10 45.1 45.0 0.1 1.00% 1.1 0 0.0 0.0 0.00 0.00% 0.2 0.00 1.14 .. A21 10 44.7 44.6 0.1 1.00% 1.1 0 0.0 0.0 0.00 0.00% 0.2 0.00 1.14 A7R 33 60.0 59.5 0.5 1.53% 6.1 0 0.0 0.0 0.00 0.00% 0.2 0.00 6.10 • A8R 36 60.0 59.5 0.5 1.40% 6.1 0 0.0 0.0 0.00 0.00% 0.2 0.00 6.10 A9R 41 44.4 43.5 0.91 2.22% 6.0 0 0.0 0.0 0.00 0.00% 0.2 0.00 6.00 .. A22 10 43.7 43.6 0.1 1.00% 1.1 0 0.0 0.0 0.00 0.00% 0.2 0.00 1.14 A18 40 46.6 44.1 2.49 6.23% 8.2 0 0.0 0.0 0.00 0.00% 0.2 0.00 8.20 .. A19 20 44.1 43.0 1.1 5.50% 8.2 0 0.0 0.0 0.00 0.00% 0.0 0.00 8.20 .. PRE-DEVELOPMENT -Al 50 46.3 45.9 0.45 0.90% 10.6 0 0.0 0.0 0.00 0.00% 0.0 0.00 10.60 A2 120 45.9 44.3 1.53 1.27% 0.0 120 45.9 44.3 1.53 1.27% 0.2 10.02 2.00 A3 50 44.9 43.1 1.79 3.58% 8.4 0 0.0 0.0 0.00 0.00% 0.0 0.00 8.39 A4 121 43.1 5.0 38.1 31.42% 8.4 121 43.1 5.0 38.10 31.42% 3.7 0.55 8.94 -AS (offsite) 0 0.0 0.0 0 0.00% 10.0 10 43.2 42.8 0.40 4.00% 3.7 0.05 10.05 ... • .. .. • • .. .. ... .. .. • .. • .. .I-UJ UJ ~ z -UJ 0 z ~ CJ) 0 w Cl) a::: :> 0 (.) a:: w ~ ;: 1001 HY I HJ?',#§ § ~ ; § ~, :=-""f 130 fl) UJ .I-:> z 0 20 :E z w :e i= ;: 0 ...I u. 10 ~ ~ a:: w > 0 ____ ___._ ___ __._ ___ ____. _____ .____ ___ .,__ ___ ......_ ___ ....__ ____ o EXAMPLE: Given: Watercourse Distance (D} = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes T = 1.8 (1.1..C) VD 3\/s SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGURE Rational Formula -Overland Time of Flow Nomograph 3-3 It I I It ti •t II II II 11 •t It II 11 ti II II II II II .. .. -.. - ◄ .. .. .. .. ,,. .. .. .. • .. .. -.. -.. .. ... -.. -.. - - • San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 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 (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti 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) & INITIAL TIME OF CONCENTRATION (T1) Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM T; 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 LOR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LOR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MOR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MOR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MOR 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 for more detailed description 3-12 AE Feet 5000 4000 EQUATION Te • (1~t)0.385 Tc = nme of concentration (hours) L • Watereourse Distance (miles) AE = Change rn elevation along effective slope llne (See Figure 3-5) (fNt) 3000 300 200 100 30 20 10 5 AE SOURCE: California Division of Highways ( 1941) and Klrplch ( 1940) L MIies Feet 0.5 L ' . 3000 ' 2000 1800 1&00 1400 1200 600 500 300 200 ' Homograph for Determination of ' ' Tc Hours Minutes 4 3 2 1 ' ' ' Tc 60 50 40 30 20 18 18 14 12 10 t a 7 6 5 4 3 Time of Concentration (Tc) or Travel Time (Tt) for Natural watersheds -----.. -----.. -... • --.. • • • .. --- • ---.. -.. - FIGURE -~ ---- • .. • .. .. .. .. .. ... .. .. .. ... - ... .. ., .. .. .. .. .. .. • .. ... ,. .. .. .,. .. -.. .. 20 18 16 14 12 10 9 8 7 6 5 4 Q) a. 0 3 (I) G) !!? -en 0 ~ 1.: 1.6 1.4 1.2 1.0 0.9 0.8 0.7 0.6 0,5 0.4 l+--1.5'-+-l 2 EXAMPLE: Concrete Gutter Given: Q ■ 10 S • 2,5% 3 4 Chart gives: Depth• 0.4, Yeloc;lty ■ ,., f.p.s . paved 0.13 5 6 7 8 9 10 Discharge (C.F.S.) SOURCE: San Diego County Department of Special District Services Design Manual Gutter and Roadway Discharge -Velocity Chart RESIDENTIAL STREET ONE SIDE ONLY 20 30 40 50 FIGURE ~ Page Left Intentionally Blank CJE • - • ----.. -.. - • ---.. - .... -.. - • .. --.. - • ---------- .. --.. .. .. - • .. • "' .. .. ., • -.. .. ... .. .. .. .. ... .. -.. .. .. -... - • CJE APPENDIX C ISOPLUVIAL MAPS ~. ,. ·~-. , ... '" ' --- Page Left Intentionally Blank ------.. -.. --... --.. ---• ---.. .. ----.. ----CJE -... ... ... Storm Recurrance P6 (in) P24 (in) P6/P24 Yr 2 1.2 1.8 0.666667 ok 5 1.4 2.5 0.56 ok .. 10 1.6 3 0.533333 ok • 25 2 3.5 0.571429 ok 50 2.25 4 0.5625 ok 100 2.5 4.5 0.555556 ok -85th percentile 0.6 ·• .. .. .. • .. ... .. • .. .... .. .. ... • • .. .. .. .. • ... ... - --------~ - • ,. 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CJE APPENDIX D PROJECT DRAINAGE AREA SCHEMATICS --- Page Left Intentionally Blank ------.. ---.. -.. - -.. -• ---.. -• ----... - .. CJE -- ... .. .., ... -.. .. .. - .. .. .. .. .. .. .. • ... ... -.. .. .. .. - • ... ... -.. OP•$ b (.wJt>1r,--1 -l>~JUHlcff SC.HeM4r(& b~A1,J\,J G t> tSiv.~iJA "' S1',t c.,.troo,1 ~ - -.. ------- • -.. ---.. - • • • .. -- • -.. - • -------- -.. ... .. .. ... .. ... .. ... ... ... .. -... .. .. .. • ... .. ., -.. -.. ... "' .. .. .. ... CJE APPENDIX E HYDROLOGY CALCULATIONS, EXISTING CONDITIONS & PROPOSED CONDITIONS --- Page Left Intentionally Blank ------.. -.. ------.. • .. • ---.. ---.. ------CJE -- I I I I I I I I I • 1-Table 3-2 • 2 -Kirpich E<1uation • 3 -FAA EQUation 1,300 6,007 1127S 0.14 0.26 53.27% 46.73% A o.66 I 1201 2.927 3863 0.07 0.09 75.78% 24.22% A o.n I so 11,320 3.738 15058 0.09 0.35 24.82% 75.18% A 0.51 I 1211 61 I 1,079 1140 0.02 0.03 9(64% 5 36% A 087 I I 11.s24 I 13.972 31,496 0.32 o.n 44.36% 55.64% A 0.61 Tc Al. Mannin1's, assu~ 1S-ft b•se width, 6:1 side slopes, n • average of 0.036 and 0.01.S AA -Mannm1's, assvme 15-ft b.ue width, 6:1 side slopes, n • 0.036 i\S-Ftgure3.-6 Summation at Nodes, without attenuation .,.. ·-l 1 o.os 0.01 0.07 0.10 0.11 3 1.A2 0.40 0.04 1.36 , ... 4.21 4 NJ. AS 0.44 0.04 1.42 3.03 4.31 •h = s l>.3 0.16 0.01 0.21 0.29 0.32 61Al,A4 0.54 0.05 0.72 1.01 <th 1.12 Ne 4S.851 44.321 1.S 11.27% I NA I I 120 45.9 44.3 1.0 2.0 3.0 10.0 4.0 2.0 1.0 0.7 10.0 4.0 2.0 1.0 0.7 2.0 44.891 43.11 1.8 T3.58%T 1 J 8.4 I I I 8.4 8.4 8.4 8.4 8.4 2.3 43.ll 5138-1 131.42%1 NA 18.4 121 '3.1 s.o I 38.t 131.42% I 3.7 I 3.7 3.7 3.7 3.7 0.5 0.5 0.5 0.5 0.5 8.9 8.9 8.9 8.9 8.9 2.2 I I T T NA ·110.0 1 10 _l 43.2 _l 42.8 _l 0.4 _l 4.00% _l 3.1 I 3.7 3.7 37 37 00 0.0 0.0 0.0 0.0 10.0 10.0 10.0 10.0 10.0 2.0 Note: Excel files are available upon request. Please e-mail Cory Jones, PE, at cory.laneave@gmail.com for a copy. 0.2 7.6 16.7 24.1 0.34 0.03 129 0.2 3.0 4.2 4.7 0.16 0.01 0.21 0.2 2.9 4.1 4.5 0.38 0.04 0.51 0.72 0.80 0.2 V 3.8 4 2 005 0.00 0.06 0.09 0.10 !Of AHF AUF IA7F ""' A'Jf A2 "' IAllR l2R Al3R Al3F Al38 IV.0 , • .n 7R ... ,... "22 Drainage TOTALs 18 AJ9 NortMrtv 0.-11in111e TOTALs • TI method • l • Table3-2 • 2 • IOrpkh Equ-1tt0f"I "3-FMEquatlon Assumptions; 79 97 61 108 113 165 1,556 1,113 239 238 209 32• 451 0 0 276 281 699 0 374 12.683 13.057 530 610 S21 618 521 582 444 552 447 560 425 590 577 2133 578 1691 279 518 279 517 1.050 106 83 407 0 451 292 292 502 502 294 S70 294 57S 360 1059 346 346 6714 12688 19579 0 m 0 12683 0 13,057 Roof dra,r.age assumed mild slopes fOf roof deck sk)pes, FM equatlOfl u~ to estimate Ti. r, Al -MM1n11"11"S, assume 24-ft base width, 6:1 side slopes, n ~ avttage of 0.036 and 0.015 A4 • MM\ning"s, -,ssume 1.5-ft bne width, 6;1 side slopes, n "'0.036 AS• Figurel~ Summation at Nodes. without attenuatiol'I ---·-··---·· -··----, ·---·--··· .-.;i- 1,2 Al.Al 0.41 1.1. Al, Al, A2 0.47 '-!i ♦ Node 1.4-+AlOf= 5 (undtrdrain} Allf♦Al2f.+Al3F 0.65 10.2 100 0.02 11.2 lOR,A.llR 0.04 12,2 JQltAUJtAl2R 0.06 13.2 ode 12.2,AllR 0.15 13.3 ode U.2.All8 0.16 7.2~7R 0.02 8.2 7R,A8R 0.05 9.2 ~8.2,A9R 0.09 1.5t,,odes 1.4, 13.3. 9.3 0.11 andAruS 21 0.05 l.6S 20,A2l 0.13 22 A20, A21. A22 0,19 4-2 18 0.01 4.3 18,Al9 0.26 0.01 0,01 86.96"' 0.01 0.01 84.37% 0.01 0.01 89.46% 0.01 0.01 80.46% 0.01 0.01 79.155% 0.01 0.01 72.03% 0.01 o.os 27.03% 0.01 0.04 34.18% 0.01 0.01 Sl.87% 0.01 0.01 S3.91% 0.02 0.03 73.13% 0.00 0.01 20-43% o.oo 0.01 0.00% 0.01 0.01 100.00% 0.01 0.01 100.00% 0.01 0.01 51.58% 0.01 0.01 51.17% 0.01 0.02 33.98% 0.01 0.01 100.00% 0.29 0.45 64.80% 0.00 0.01 0.00% 0.00 0.29 0.00% 0 0 0.00'% ·-·-·-0.21 O.S6 0.79 0.24 0.63 0.89 0.33 0.87 1.23 0.01 0.03 0.05 0.02 0.06 0.09 0.03 0.08 0.12 0.07 0.20 o~• 0.08 0.22 0"30 0.01 0.03 0.04 0.02 0.06 0.09 0.04 0.11 0.16 0.39 1.03 1.45 0.02 0.07 0.09 0.07 0.18 0.25 0.10 0.26 0.36 0.00 0.01 0.01 0.13 0.35 0.49 13.04% A Ml 107.2 46 44.8 1.2 1.12% 4.8 0.2 o.s 1.0 2.0 3.0 4.8 4.8 • 8 .... 8 4.8 3.2 15.63% A 0.82 107.2 45.7 44.5 1.2 1.12% 5.0 02 0.5 1.0 2.0 3.0 5.0 5.0 50 so 5 0 3.1 10.54% A 0.85 107.2 45.S 44.3 1.2 1.12% 4.8 0.2 0.5 1.0 20 3.0 4.8 4.6 4.8 4 6 4.5 3.3 19.54% A 0.80 4J.85 455 45.04 0.5 1.05% 3.5 02 0.5 1.0 20 3.0 3.5 3.5 3.5 3.S 3.5 4.0 20.15% A 0.80 43.8S 45 .... 0.5 1.19% 3.4 0.2 0.5 1.0 2.0 3.0 3.4 l.4 3.4 3.4 3.4 40 27.97% A 0.75 59.67 .. 44.24 0.8 12 7% 4.4 0.2 0.5 1.0 2.0 3.0 4.4 4.4 ... ... ,._ .. 3.4 72.97% A O.S2 85.6 46.3 45.3 1.0 1.17% 92 0.2 0.5 1.0 2.0 3.0 92 9.2 9.2 92 9.2 2.1 65.82% A 0.56 68.l 45.3 44.44 0.9 126% 7.5 02 0.5 1.0 2.0 3.0 7.5 7.5 7.5 7.5 7.5 2.4 46.13% A 0.66 99.l 46.3 45.) 1.0 1.01% 7.9 02 0.5 1.0 2.0 3.0 7.9 7.9 7.9 7.9 7.9 2.4 46.09% A 0.66 70,2 45.3 44.8 0.5 0.71% 74 0.2 0.5 1.0 2.0 3.0 7.4 7.4 7.4 7.4 7.4 2.5 26.8N A 0.76 S3.5 60 S9.4 0.6 1.12% 4.3 02 0.5 1.0 2.0 3.0 4.3 4.3 4.3 4.3 4.3 3.5 79.57% A 0.49 10 45 11 44.5 0.6 6.10% 6.2 •• 0.3 0.4 0.5 0.5 6.2 6.2 62 62 62 a 100.00% A 0.38 26 43.7 42.7 1.0 3.85% 5.0 D.2 0.5 1.0 2.0 3.0 s.o 5.0 5.0 5.0 5.0 32 0.00% A 0.90 10 4S.ll 4S.02 0.1 1.00% 1.1 0.2 0.5 1.0 2.0 3.0 1.1 1.1 1.1 1.1 1.1 82 0.00% A 0.90 10 44.71 -44.61 0.1 1.00% 1.1 02 0.5 1.0 2.0 3.0 1.1 1.1 1.1 1.1 1.1 ·~ 48.42'1. A 0.85 32.76 60 59.S 0.5 1.53% 6.1 0.2 0.5 1.0 2.0 3.0 6.1 6.1 6.1 6.1 61 2.8 48.83% A 0.65 35.66 60 59.5 0.5 1.40% 8.1 02 0.5 1,0 2.0 3.0 6.1 8.1 6.1 81 6.1 2.8 66.02% A 0.56 40.94 44.4 4).49 0.9 222% 6.0 0.2 0.5 1.0 2.0 3.0 6.0 6.0 6.0 6.0 6.0 2.8 0.00% A 0.90 10 43.69 43.59 0.1 1.00% 11 02 0.5 1.0 2.0 3.0 1.1 1.1 1.1 1.1 ,, 82 35.20'll-A 0.72 100.00% A 0.38 40 46.59 44.l 2.5 623% 82 02 02 0.2 0.2 02 8.2 8 .. 2 8.2 8.2 62 2.3 100.00% A 0.38 20 44.1 4J ,, 5.50% 8.2 8.2 8.2 8.2 8 2 82 2.3 100,00% A 0.38 ·-0.98 0.99 L36 0.05 0.09 0.13 0.31 0.'4 o.os 0.10 0.18 1.62 tsouth to Lilguna Storm Dn1n 7 0.10 0.28 0.-40 Sovth t~ ~na Or. C&G 0.02 0.55 Ofth Note: Excel files are available upon request. Please e-mail Cory Jones, PE, at cory.laneave@gmail.com for a copy. 1.6 4 3 6.1 •-• 0.04 0.02 o.os 0.07 0.08 1.6 4.2 5.9 6.5 0.04 0.02 o.os 0.07 0.08 1.7 4.5 6.3 7.0 0.04 0.02 O.OS 0.07 0.08 2.0 S.3 7.4 8.2 0.04 0.02 o.os 0.08 0.08 2.0 5.4 7.6 84 0.04 0.02 o.os 008 0.09 1.7 4-6 6.4 7.1 0.03 0.02 o.os 0.07 0.07 1.1 2.9 4.0 ◄.5 o.os 0.03 0.07 0,10 0 .11 1.2 3.3 4.6 5.1 o.os 0.03 0.07 0.10 0.11 1.2 3.1 4.4 4.9 0.02 0.01 0.02 0.03 0.04 1.2 3.3 4.6 5.1 0.02 0.01 0.03 0.04 0.04 1.7 4.6 6.5 7.3 0.09 0.04 0.12 0.16 0.18 1.4 3.7 5.2 5.8 0.01 0.01 0.02 0.02 0.03 1.6 4.2 5,9 6.8 0.01 0.01 0.02 0.02 0.03 4.1 10.9 15.4 17.1 0.05 0.02 0.07 0.09 0.10 4.1 10.9 15.4 17.1 0.09 0.04 0.11 0.16 0.18 1.4 3.7 52 5.8 0.02 0.01 0.03 0.04 o.os 1.4 3.7 52 5.8 0.02 0.01 0.03 004 005 1.4 3.7 5.3 5.9 0.04 0.02 o.os 0.07 0.08 4.1 10.9 ,. .. 17.1 0.06 0.03 0.08 0,11 0.12 1.1 3.1 4.3 4.8 0.01 0.00 0.01 0.01 0.02 11 3.1 4.3 ... 0.25 0.13 0.34 048 0.53 --.. .. ... .. -... • .. -.. .. ,. .. .. .. .. • ... ... ... ... --.. -.. , . ... -.. , . .. - • ... .. CJE APPENDIX F HYDRAULIC CALCULATIONS, EXISTING CONDITIONS & PROPOSED CONDITIONS Page Left Intentionally Blank CJE • • • • -• -------------... ------------------ 10/15/2018 Calculation of normal depth in a prismatic channel using the Manning equation, Victor Miguel Ponce, San Diego State University onlinechannelOl.php: Normal depth in a prismatic channel 'I I> Formulas: A= y(b + zy) p = b + 2y(l + 22)1/2 T = b + 2 zy R = A/P D = A/T Definition sketch for a prismatic channel Q = (k/n) AR2/3s1/2 INPUT DATA: Select: SI units (metric) ... U.S. Customary units ... Flow discharge Q: 1.12 cfs Bottom width b: 5 ft Side slope z: 10 Bottom slope S: .05 Manning's n: .036 INTERMEDIATE CALCS: Units selected: U.S. Customary V Q/A F V/(gD)l /2 OUTPUT: Normal flow depth Yn: 0.102ft Normal flow velocity Gravitational acceleration V n: 1.817 fps g: 32.17fts-2 Normal Froude Units constant k: 1.486 number Fn: 1.083 Wetted perimeter P: 7.057 ft Top width T: 7.047 ft Flow area A: 0.62 tt2 Hydraulic radius R: 0.087 ft Hydraulic depth D: 0.087 ft http://onlinechannel.sdsu.edu/onlinechanne101.php 1/3 9/20/2018 Calculation of normal depth in a prismatic channel using the Manning equation, Victor Miguel Ponce, San Diego State University onlinechannelOl.php: Normal depth in a prismatic channel y b Formulas: A= y(b + zy) p = b + 2y(l + 2 2 ) 1/2 T b + 2zy R A/P D A/T Definition sketch for a prismatic channel Q = (k/n) AR2/35l/ 2 INPUT DATA: Select: SI units (metric) • U.S. Customary units ...- Flow discharge Q: 0 .55 cfs Bottom width b: 5 ft Side slope z: 10 Bottom slope S: .005 Manning's n: .036 INTERMEDIATE CALCS: Units selected: U.S. Customary V Q/A F V/(gD)l/2 OUTPUT: Normal flow depth Yn: 0.131 ft Normal flow velocity Gravitational acceleration V n: 0.664 fps g: 32.17fts-2 Normal Froude Units constant k: 1 .486 number Fn: 0.355 Wetted perimeter P: 7.638 ft Top width T: 7 .625 ft Flow area A: 0.83 ft2 Hydraulic radius R: 0.108 ft Hydraulic depth D: 0.109 ft http://onlinechannel.sdsu.edu/onlinechannel01.php 1/3 10/15/2018 Calculation of normal depth in a prismatic channel using the Manning equation, Victor Miguel Ponce, San Diego State University onlinechannelOl.php: Normal depth in a prismatic channel y b Formulas: A= y (b + zy) p = b + 2y(l + 2 2)1 /2 T = b + 2 zy R "'A/P D = A/T Definition sketch for a prismatic channel Q = (k/n) AR2 /351/2 INPUT DATA: Select: SI units (metric) ... U.S. Customary units ..- Flow disch~rge Q: .55 cfs Bottom width b: 5 ft Side slope z: 10 Bottom slope S: . ' .05 Manning's n: .036 INTERMEDIATE CALCS: Units selected: U.S. Customary V = Q/A F = V/(gD)l /2 OUTPUT: Normal flow depth Yn: 0.068 ft Normal flow velocity Gravitational acceleration V n: 1.425 fps g: 32.17fts-2 Normal Froude Units constant k: 1.486 number Fn: 1.019 Wetted perimeter P: 6.366 ft Top width T: 6.359 ft Flow area A: 0.39 ft2 Hydraulic radius R: 0.061 ft Hydraulic depth D: 0.061 ft http://onlinechannel.sdsu.edu/onlinechanne101.php 1/3 10/15/2018 Calculation of discharge in a partially full circular culvert, Victor Miguel Ponce, San Diego State University £/o'D /2 11 /<.GP C,,o/lM.&.-~f pfpe., fr, J6 11 fe6Fmh½ 1vi ltr-ri"A br,',L onlinechannel03.php: Discharge in a partially full circular culvert INPUT DATA: Select: ISi units (metric) ... U.S. Customary units .,,. Pipe diameter D: 12 ft Flow depth y: .112 ft Bottom slope S: 0.2 ft/ft Manning's n: .01 3 ,Y INTERMEDIATE CALCS: Constant k: 1 .485 Formulas e = 2 cos-1 [1 -2 (y/D) l A = (02/8) (9 -sin8) p = re R = A/P Q = (k/n) AR2/3s1/2 V = Q/A OUTPUT: Discharge Q: 1.6235.cfs FlowareaA: 0.174ft2 Wetted perimeter P: 2.309 ft Flow velocity V: 9.2805 fps Hydraulic radius R: 0.074 ft Relative depth y/0 : 0 .009 Froude number [based on y]: 4.889 I Calculate] Your request was processed at 07:29:08 pm on October 15th, 2018 [ 181015 19:29:08 ]. Thank you for running onlinechanneI_03. Please call again. [140618] -~Count http:!/onlinechannel.sdsu.edu/onlinechannel03.php 1/3 10/16/2018 Calculation of discharge in a partially full circular culvert, Victor Miguel Ponce, San Diego State University onlinechannel03.php: Discharge in a partially full circular culvert INPUT DATA: Select: SI units (metric) .... U.S. Customary units .,, Pipe diameter D: .5 ft Flow depth y: .47 ft Bottom slope S: .01 ft/ft Manning's n: .01 3 Formulas 0 = 2 cos-1 [1 -2 (y/D)) A = (02/8) (0 -sine) p = re R = A/P Q = (k/n) y AR2/351/2 INTERMEDIATE CALCS: Constant k: 1 .485 Flow area A: 0.191 ft2 Wetted perimeter P: 1.323 ft Hydraulic radius R: 0.144 ft Relative depth y/D: 0.94 Froude number [based on y): 0.810 I Reset I V = Q/A OUTPUT: Discharge Q: 0.6035 cfs Flow velocity V: 3.1509 fps Your request was processed at 12:56: 17 am on October 16th, 20 18 [ 181016 00:56:17 ]. Thank you for running onlinechannel_03. Please call again. [140618) [;.~Count http://onlinechannel.sdsu.edu/onlinechanne103.php 1/3 10/16/2018 Calculation of discharge in a partially full circular culvert, Victor Miguel Ponce, San Diego State University oolioechannel03.php: Discharge in a partially full circular culvert INPUT DATA· Select: SI units (metric) • U.S. Customary units ... Pipe diameter D: .33 ft Flow depth y: .3 ft Bottom slope S: .01 ft/ft M.anning's n: .013 Formulas e = 2 cos-1 (1 -2(y/D)] A = (02/8) (9 -sin9) p = re R = A/P Q = (k/n) y AR2/3gl/2 INTERMEDIATE CALCS: Constant k: 1 .485 Flow area A: 0.081 tt2 Wetted perimeter P: 0.834 ft Hydraulic radius R: 0.097 ft Relative depth y/O: 0.909 Froude number [based on y]: 0.781 I Calculate l I Reset I V = Q/A OUTPUT: Discharge Q: 0.1981 cfs Flow velocity V: 2.4270 fps Your request was processed at 12:57:06 am on October 16th, 2018 181016 00:57:06 ). Thank you for running onllnechanneI_03. Please call again. [140618) i:;.,~count http://onlinechannel.sdsu.edu/onlinechannel03.php 1/3 10/16/2018 Calculation of discharge in a partially full circular culvert, Victor Miguel Ponce, San Diego State University onlinechannel03.php: Discharge in a partially full circular culvert INPUT DATA: Select: SI units (metric) • U.S. Customary units ... Pipe diameter D: .25 ft Flow depth y: .22 ft Bottom slope S: .01 ft/ft Manning's n: .013 Formulas e =c 2 cos-1 (1 -2 (y/D) l A = (02/8) (0 -sine) p = re R = A/P Q = (k/n) y AR2/3s1/2 INTERMEDIATE CALCS· Constant k: 1 .485 Flow area A: 0.045 ft2 Wetted perimeter P: 0.608 ft Hydraulic radius R: 0.075 ft Relative depth y/D: 0.88 Froude number [based on y]: 0.765 V = Q/A OUTPUT: Discharge Q : 0.0931 cfs Flow velocity V: 2.0360 fps Your request was processed at 12:57 :31 am on October 16th, 2018 181016 00:57:31 ]. Thank you for running onlinechannel_03. Please call again. [140618] ~~Count http ://onlinechan nel .sdsu .edu/onl inechannel03 .php 1/3